SW_F_6708-MSWLF-1997_12-17-2013_SP_AC.pdf

AMENDMENT TO THE PERMIT TO CONSTRUCT
MUNICIPAL SOLID WASTE LANDFILL
PHASE IV
MARINE CORPS BASE
CAMP LEJEUNE, NORTH CAROLINA
Original Text prepared for Permit to Construct, Phase I by Dewberry & Davis,
Raleigh, NC in August 1995. Permit approved by North Carolina Division of Waste
Management in 1995.
Revised Text prepared for Amendment to the Permit, Phase II by C. Allan
Bamforth, Jr., Engineer - Surveyor, Ltd., Norfolk, Virginia in August 2001,
December 2001 and finalized in February 2002.
Revised Text prepared for Amendment to the Permit, Sludge Drying Beds by C.
Allan Bamforth, Jr., Engineer - Surveyor, Ltd., Norfolk, Virginia in May 2004.
Revised Text prepared for Amendment to the Permit, Phase III by C. Allan
Bamforth, Jr., Engineer - Surveyor, Ltd., Norfolk, Virginia in January 2007 and
June 2008.
Revised Text prepared for Amendment to the Permit, Phase II Cell Height
Increases by C. Allan Bamforth, Jr., Engineer - Surveyor, Ltd., Norfolk, Virginia in
January 2009.
Revised Text prepared for Amendment to the Permit, Phase IV by C. Allan
Bamforth, Jr., Engineer - Surveyor, Ltd., Norfolk, Virginia in November 2013.
Prepared for:
Commanding Officer
Code EMD/EQBMR
Camp Lejeune, NC 28542-0004
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AMENDMENT TO PERMIT TO CONSTRUCT COMPONENTS
EXECUTIVE SUMMARY
PROJECT TEAM
SITE APPROVAL (No Revisions)
SECTION 1 - FACILITY PLAN
SECTION 2 - ENGINEERING PLAN
SECTION 3 - CONSTRUCTION QUALITY ASSURANCE PLAN
SECTION 4 - OPERATION PLAN
SECTION 5 - CLOSURE AND POST-CLOSURE PLAN
SECTION 6 - PHASE I CALCULATIONS (No Revisions)
SECTION 7 - PHASE II CALCULATIONS (No Revisions)
SECTION 8 – PHASE III CALCULATIONS
SECTION 9 – PHASE IV CALCULATIONS
ATTACHMENTS
FACILITY DRAWINGS
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EXECUTIVE SUMMARY
Dewberry & Davis was retained by the Atlantic Division, Naval Facilities
Engineering Command (NAVFACENGCOM)to develop plans, specifications,
and permit documents for Phase I of the new Municipal Solid Waste Landfill at
Marine Corps Base, Camp Lejeune, North Carolina.C. Allan Bamforth, Jr.,
Engineer-Surveyor, Ltd. (Bamforth) was under contract with NAVFACENGCOM
to develop construction and permit documents for Phases II and III of the landfill.
The Amendments to the Permit to Construct present engineering calculations
supporting the landfill design, prepared in accordance with current North Carolina
Solid Waste Management Rule 15A NCAC 138.1617. Site Approval for the
landfill was granted by Division of Solid Waste Management on March 1, 1995.
Phase I permit to construct was approved in 1995. Phase II permit to construct
was approved in 2002. Phase III permit to construct was approved in 2008.
Engineers at Public Works, MCB Camp Lejeune, designed and completed
construction documents for the sludge drying beds at the landfill. Bamforth
updated the permit documents for the addition of the sludge drying beds in 2004
and to increase Phase II cell heights in 2008.
The Amendment to the Permit to Construct consists of five major components
prepared during Phase I and updated for Phase II, the sludge drying beds, Phase
III, and Phase IV as follows:
x Facility Plan - Presents the long-term general design concepts related to
construction, operation, and environmental control of the landfill facility.
x Engineering Plan - Incorporates the detailed plans relative to the design and
performance for Phases I, II, III, and IV of the landfill’s containment and
environmental control system.
x Construction Quality Assurance Plan - Describes the observations and tests
that will be used before, during, and upon completion of construction to
ensure that the construction meets the design specification and certification
requirements.
x Operation Plan - Provides procedures and methods for landfill personnel to
operate the landfill facility in an engineered and environmentally sound
manner.
x Closure and Post-Closure Plan - Establishes criteria for the closure of the
MCB, Camp Lejeune landfill and subsequent requirements for post-closure
compliance.
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The Amendment contains one attachment, the Facility Drawings. The Phase I
Hydrogeologic Report, which also contains the Water Quality Monitoring Plan,
was completed in 1995. The revised Phase II Hydrogeologic Report was
submitted and approved in 2002. The Phase III Hydrogeologic Report was
submitted and approved in 2008. The Phase IV Hydrogeologic Report was
submitted and approved in 2013.
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PHASE IV PROJECT TEAM
I OWNER:
Commander
NAVFAC, Mid-Atlantic
NC Marine Corps IPT
6506 Hampton Blvd.
Norfolk, Virginia 23508-1278
Project Manager: Mr. Tim Osborne, OPQC15
757-322-8345
II ACTIVITY/USER:
Commanding General
EMD/EQB
Building 12, Post Lane (Room 236)
Camp Lejeune, North Carolina 28542-0004
Point of Contact: Mr. Bob Lowder
910-451-9607
III ENGINEER:
C. Allan Bamforth, Jr.,
Engineer-Surveyor, Ltd.
2207 Hampton Boulevard
Norfolk, Virginia 23517
Project Manager: Ms. Anna Lee Bamforth, P.E.
757-627-7079
IV PERMIT REVISIONS:
C. Allan Bamforth, Jr.,
Engineer-Surveyor, Ltd.
2207 Hampton Boulevard
Norfolk, Virginia 23517
Project Manager: Ms. Anna Lee Bamforth, P.E.
757-627-7079
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Phase IV, Landfill
MCB Camp Lejeune, NC
SECTION 1 - FACILITY PLAN
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TABLE OF CONTENTS
1.1 INTRODUCTION............................................................................................... 1-3
1.1.1 Regulation Requirement......................................................................... 1-3
1.1.2 Facility Drawing....................................................................................... 1-3
1.1.3 Facility Information.................................................................................. 1-3
1.2 WASTE STREAM.............................................................................................. 1-4
1.2.1 Waste Sources, Types and Quantity...................................................... 1-4
1.2.2 Waste Stream Projection........................................................................ 1-7
1.2.3 Service Area........................................................................................... 1-9
1.2.4 Waste Segregation Management........................................................... 1-9
1.2.5 Equipment Requirement....................................................................... 1-10
1.3 LANDFILL CAPACITY..................................................................................... 1-10
1.3.1 Operating Capacity and Operating Life................................................. 1-10
1.3.2 Required Quantities of Soil and Soil Sources....................................... 1-11
1.3.2.1 Soil Quantity for Daily Operation..................................... 1-13
1.3.2.2 Composite Liner and Protective Layer ............................ 1-13
1.3.2.3 Final Cover...................................................................... 1-14
1.4 CONTAINMENT AND ENVIRONMENTAL CONTROL ................................... 1-14
1.5 LEACHATE QUANTITY .................................................................................. 1-16
1.5.1 Normal Operation Conditions ............................................................... 1-16
1.5.2 Open Flow Condition ............................................................................ 1-16
1.5.3 Closed Flow Condition.......................................................................... 1-16
1.5.4 Maximum Leachate Quantity................................................................ 1-16
1.5.5 Maximum Leachate Head..................................................................... 1-17
1.6 LEACHATE MANAGEMENT SYSTEM........................................................... 1-18
1.6.1 Storm Water Segregation..................................................................... 1-18
1.6.2 Composite Liner and Leachate Collection System............................... 1-19
1.6.3 Leachate Storage ................................................................................. 1-22
1.6.4 Leachate Treatment and Disposal........................................................ 1-22
1.6.5 Contingency Plan.................................................................................. 1-23
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1.7 SUPPORT FACILITY AND EQUIPMENT........................................................ 1-23
1.7.1 Office/Operations Center...................................................................... 1-23
1.7.2 Material Recovery Facility (MRF).......................................................... 1-24
1.7.3 Compost Area....................................................................................... 1-24
1.7.4 Treatment and Processing Facility........................................................ 1-24
1.7.5 Scale and Scale House ........................................................................ 1-24
1.7.6 Truck Wash Facility .............................................................................. 1-24
1.7.7 Sludge Drying Beds.............................................................................. 1-25
1.7.8 Utility..................................................................................................... 1-25
1.7.9 Perimeter and Final Cover Access Road.............................................. 1-25
1.7.10 Piney Green Road................................................................................ 1-25
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1.1 INTRODUCTION
1.1.1 Regulation Requirement
As part of the requirements to receive a landfill construction permit, Marine
Corps Base (MCB), Camp Lejeune must submit the information to comply
with Section .1619 of the North Carolina Solid Waste Management
regulations. Section .1619(e) requires that a Facility Plan shall include a
facility report and facility drawings. The facility report shall include: a
discussion of the characteristics of the waste stream received; an analysis
of landfill capacity and soil sources; a description of the system designed
for proper landfill operation; an analysis of the leachate management
requirements and plans; and a discussion of any special engineering
features, if they are planned.
1.1.2 Facility Drawings
A facility drawing set is incorporated (by reference) in this report as part of
the Facility Plan. Sheet F-01 plots overall site development and is prepared
on a topographic map representing existing site conditions. It locates all
solid waste management facilities and incorporates the buffer requirements
set forth in the regulations. Sheet F-02 delineates the limits of grading and
location of access roads, sedimentation basins, proposed base grade for
the landfill unit and other structures related to the operation of the landfill.
Sheet F-03 presents the leachate collection system including general grade
and flow direction for the drainage layer and leachate piping system. Sheet
F-04 through F-07 define phases of development and transition contours for
each phase of development. Sheet F-8 illustrates the proposed final
contours for the MSWLF unit and facility features for closure. Finally
Sheets F-09 and F-10 illustrate the facility details primarily for Phase I;
Sheets F-11 through F 14 show the facility details for Phases II, III and IV.
1.1.3 Facility Information
The proposed site for the new landfill is approximately 178 acres in size,
bounded by Piney Green Road to the west, Wallace Creek to the north and
Shellrock Road to the south and east (see Facility Drawing Sheet F-01).
Approximately 60 acres of the site are used for the new landfill facility. The
landfill is further subdivided into five (5)phases. Each phase is designed to
provide a minimum of five (5) years of waste capacity. Only waste
generated within the Base will be accepted by the new landfill. Associated
solid waste management facilities and facility infrastructure in supporting
the landfill operation include an office/operations center, a Material
Recovery Facility (MRF), a scale and scale house, separately permitted
compost and Treatment and Processing facilities, a truck washing facility,
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and sludge drying beds. An overall site layout is shown in Facility Drawing
Sheet F-01.
Buffers are provided in accordance with regulation requirements which
attempt to isolate the site from the public and prevent adverse effects of the
operations. No waste will be placed within 300 feet from property lines, 500
feet of drinking water wells or 200 feet of a flowing stream.
This Facility Plan addresses overall landfill design considerations, including
waste quantities and types, landfill capacity and site life, leachate
management and support facilities.
1.2 WASTE STREAM
1.2.1 Waste Sources, Types and Quantity
The waste accepted by the landfill will be primarily municipal solid waste
generated within the base. According to Camp Lejeune’s current Solid
Waste Management Plan (SWMP)the waste stream comes from three (3)
distinct sources. These sources are:
1) Personnel who live on the Base;
2) Personnel who work on the Base; and
3) Daily operation of the Base.
Before March 1992, no measured waste stream data was available from the
existing landfill. In March 1992, truck scales were installed at the existing
landfill site to more accurately assess the actual waste stream. The
putrescible portion of the total waste stream is basically from source 1 and
source 2.
The refuse generated from source 3 is primarily construction and demolition
debris which contribute the majority of the non-putrescible. The major
components are concrete and masonry products such as asphalt and road
base materials, tree stumps and yard debris as well as waste metals. An
analysis of the waste stream data in the past indicated that the generation
of cut trees and limbs waste had a peak time on a yearly basis. This peak
time tends to be in summer.
Another type of waste generated from source 3 is sludge from the
Wastewater Treatment Plant. Currently the majority of the biosolids
generated from the wastewater treatment plant processes are land applied.
However, during tank preventative maintenance that occurs every 18
months to 3 years, depending on the tank, a large volume of biosolids are
removed, requiring disposal greater than the allowable nutrient loading for
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the existing land application operation. These biosolids were previously
taken to the sludge drying beds at the old wastewater treatment plant.
Between 2000 and 2003 the drying beds at the old wastewater treatment
plant were used on nine (9) occasions and handled the quantities of
biosolids listed in Table 1-1:
TABLE 1-1
Biosolids Disposal in Sludge Drying Beds,
Sewage Treatment Plant, MCB Camp Lejeune
Year Quantity of Biosolids (gallons)
2000 145,000
2001 145,000
2002 235,000
2003 233,910
All of the biosolids disposed of were Class A Exceptional Quality, except
72,500 gallons which were Class A (no coliform) with a high level of
molybdenum.
These biosolids are now dried in the sludge drying beds at the landfill for
disposal in the landfill or as a soil amendment to the daily or intermediate
cover.
In general, all of these wastes were currently accepted by the old base
sanitary landfill. The current Base MSWLF will only accept municipal solid
waste which is mainly from source 1 and source 2.The base landfill will
also accept dried Class A sludge from the wastewater treatment plant.
Other waste will go to the Treatment and Processing Facility, MRF or
compost area based on the type of waste.
Table 1-2 summarizes Camp Lejeune’s solid waste management total from
1992 through 2011 and estimates the unit waste generation rate,waste
disposal rate, and waste diversion rate.
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TABLE 1-2
Solid Waste Generation and Disposal Rates1
Year Waste
Generated
(thousand
tons)
Waste
Disposed
(thousand
tons)
Waste
Diverted
(thousand
tons)
Average
Base
Population
(thousands)
Waste
Generation
Rates
(lb/person/day)
Waste Disposal
Rates
(lb/person/day)
Waste
Diversion
Rates
(lb/person/day)
1992 70.7 63.1 7.6 54 7.2 6.5 0.8
1993 54.5 42.1 12.4 54 5.6 4.3 1.3
1994 53.7 34.8 18.9 54 5.5 3.6 1.9
1995 55.8 26.0 29.8 54 5.7 2.7 3.0
1996 71.2 34.9 36.3 54 7.3 3.6 3.7
1997 71.4 32.7 38.7 54 7.3 3.3 3.9
1998 90.1 52.7 37.4 54 9.2 5.4 3.8
1999 72.2 38.7 33.5 54 7.4 4.0 3.4
2000 68.7 37.0 31.7 54 7.0 3.8 3.2
2001 83.2 45.4 37.8 54 8.5 4.7 3.8
2002 78.3 47.5 30.8 54 8.0 4.9 3.1
2003 76.3 42.5 33.8 54 7.8 4.4 3.4
2004 100.4 47.9 52.5 54 10.3 4.9 5.3
2005 84.9 52.3 32.6 64 7.3 4.5 2.8
2006 83.0 49.3 33.7 64 7.1 4.2 2.9
2007 77.3 52.9 24.3 60 7.0 4.8 2.2
2008 102.9 57.3 45.6 67 8.4 4.7 3.7
2009 103.0 51.6 51.4 85 6.6 3.3 3.3
2010 130.8 59.4 71.4 112 6.4 2.9 3.5
2011 99.5 34.1 65.4 144 3.8 1.3 2.5
1 Source: Solid Waste Management Plan 2012, Table 4-6
1.2.2 Waste Stream Projection
The projection of waste generation requires the projection of population and
per capital disposal rate (PCD) during the studying period. The impacts of
population and per capita disposal rate compound one another. According
to the current Camp Lejeune SWMP, base population and solid waste
generation rates may see significant changes in population and solid
waste production in the next few years. With troops returning home
from deployment, an initial increase in population along with
increased generation of solid waste may occur. As troops are
transitioned into different roles or civilians, overall Base population
along with solid waste may decrease. The most recent Landfill Disposal
Efficiency Report (September 2013) indicates the moving average of MSW
disposed is approximately 3426 tons/month and the average landfill
disposal efficiency is 900 lbs MSW per cy airspace occupied by MSW
and daily cover.
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TABLE 1-3
Waste Stream Projection
Year
Waste Generation
Landfilled
Waste Generation
Accumulated1 Airspace Requirement
Accumulated
(tons) (tons) (cy)
1998 53,029 53,029
1999 37,087 90,016
2000 39,087 129,203
2001 41,599 170,802
2002 46,865 217,667
2003 42,448 260,115
2004 46,329 306,444 702,000
2
2005 50,071 356,515
2006 48,775 405,290
2007 42,314 447,604
2008 44,566 492,170
2009 47,385 539,555
2010 43,343 582,898 1,334,665
3
2011 36,624 619,522
2012 40,079 659,601 1,668,568
4
2013 41,100 700,701 1,758,205
5
2014 41,100 741,801 1,848,205
6
2015 41,100 782,901 1,938,205
2016 41,100 824,001 2,028,205
2017 41,100 865,101 2,118,205
2018 41,100 906,201 2,208,205
2019 41,100 947,301 2,298,205
2020 41,100 988,401 2,388,205
2021 41,100 1,029,501 2,478,205
2022 41,100 1,070,601 2,568,205
2023 41,100 1,111,701 2,658,205
2024 41,100 1,152,801 2,748,205
2025 41,100 1,193,901 2,838,205
2026 41,100 1,235,001 2,928,205
2027 41,100 1,276,101 3,018,205
2028 41,100 1,317,201 3,108,205
2029 41,100 1,358,301 3,198,205
2030 41,100 1,399,401 3,288,205
2031 41,100 1,440,501 3,378,205
2032 41,100 1,481,601 3,468,205
2033 41,100 1,522,701 3,558,205
2034 41,100 1,563,801 3,648,205
2035 41,100 1,604,901 3,738,205
2036 41,100 1,646,001 3,828,205
2037 41,100 1,687,101 3,918,205
2038 41,100 1,728,201 4,008,205
1 1998-2011 based on Solid Waste Management Plan 2012, Table 4-4. 2012-2036 based on Landfill Efficiency Report
2012.2 Phase I closed in September 2004 utilizing 702,000 cy permitted airspace.3 Phase II closed in June 2010 utilizing 632,665 cy permitted airspace.4 Landfill Efficiency Report 2012 indicated in Phase III 242,818 cy airspace used through 11 June 2011 and 91,085
cy used from 11 June 2011 thru 8 June 2012.5 Landfill Efficiency Report 2013 indicated 89,637 cy airspace used through 8 June 2012 thru 19 July 2013.6 Based on Landfill Efficiency Report 2013, estimate 90,000 cy used annually going forward.
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1.2.3 Service Area
The new MCB Camp Lejeune Municipal Solid Waste (MSW) Landfill will
accept only refuse generated within the confines of MCB Camp Lejeune
and Marine Corps Air Station, New River. Within Camp Lejeune, several
areas are considered to be the major sources of waste generation. These
areas include Hadnot Point, Camp Johnson, Camp Geiger, French Creek,
Onslow Beach, Courthouse Bay, Tarawa Terrace, Paradise Point and
Midway Park.
1.2.4 Waste Segregation Management
In order to ensure proper segregation and conservation of recyclable
materials, a Material Recovery Facility (MRF) and separately permitted
compost and Treatment and Processing facilities are to be constructed
along with the landfill facility. Proper management of incoming waste will
start at the scale house. The scale house operator will identify the waste
type of each load entering the landfill and provides direction to each driver
to the proper location for disposal. Signs will be posted throughout the site
to route drivers to the unloading areas. Landfill staff working in the
unloading area will screen each load for unacceptable material.
Construction and demolition debris will be delivered to the current
demolition debris landfill.
Recyclable materials are received at the new MRF for various forms of
recycling. The MRF primarily processes and temporarily houses recyclable
commodities such as drink containers, metal cans, glass bottles, office
paper and newspapers. Collection bins for the recyclable items are located
at major sources around the base and at satellite collection sites. Also
located throughout Camp Lejeune and the New River Air Station are bins
for the collection of scrap metals such as brass, light and heavy steel,
copper, cast iron and electrical motors. Used wooden pallets are brought to
the MRF prior to being disposed for inspection and possible repair.
Tires and batteries are collected and sold through the Defense Reutilization
and Marketing Office (DRMO).
Vehicles hauling wood waste and yard waste will be sent to the compost
area and Treatment and Processing Facility. Wood waste and yard waste
will be shredded, composted and distributed to the Base as mulch. The
compost area and the Treatment and Processing Facility is located on the
west side of Piney Green Road across from the Landfill Facility.
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1.2.5 Equipment Requirement
The equipment currently operated at the existing landfill that is in good
working condition will be used at the proposed new landfill. The equipment
employed by the base includes the following:
A 45-ton TEREX compactor
A 35-ton TEREX compactor
1 D-6 Cat bulldozer
1 D-5 Cat bulldozer
2 Cat 15-cubic yard capacity scraper
A Cat 4-cubic yard capacity front end loader
A 325C Cat excavator
A Bowie Hydro-Seeder (Used for spraying ADC Posi-Shell)
The Base Landfill operators have access to a large variety of equipment
through the Marine Corps Construction Engineering Division. There are
currently no plans to acquire additional equipment for the operation of the
new landfill.
1.3 LANDFILL CAPACITY
1.3.1 Operating Capacity and Operating Life
The operating life of the landfill depends on a number of factors including
the volume of waste disposed, materials used for daily cover, volume of
intermediate cover, number of days of operation per year and the actual in-
place compacted density of the wastes. According to the requirements of
the Marine Corp Base, Camp Lejeune the facility is designed to hold waste
generated within the base for a least 20 years. Assumptions made in
designing the cells include:
1) Unit weight of in-place waste is 900 lbs/cy for Phase I.For
Phases II, III,and IV calculations for the leachate collection
system, a conservative unit weight of in-place waste was
assumed as 45 pcf (1215 lbs/cy).Phases III and IV
calculations have been updated to consider a unit weight of
52 pcf (1400 lbs/cy) due to the Base’s interest in purchasing
a new compactor.
2) A 4:1 waste/daily cover ratio.
The total acreage of the landfill area is approximately 60 acres. The landfill
is subdivided into five (5)phases and each phase will be composed of
multiple cells. The locations and limits of all disposal phases are shown on
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Facility Drawing Sheet F-01. The approximate size of each phase and its
vertical airspace is presented as follows:
Phase I: 12.3 acres, 702,000 cubic yards
Phase II: 11.0 acres, 632,665 cubic yards
Phase III: 11.6 acres, 886,634 cubic yards
Phase IV:12.9 acres, 929,047 cubic yards
Phase V: 12.8 acres, 938,654 cubic yards
The total airspace permitted is approximately 4,089,000 cubic yards. Of this
figure, 778,580 cubic yards are to be used for daily cover and 396,200
cubic yards are for the final cap. The operating life of Phase I was
approximately 6 years; for Phase II, 6 years.Based on the projected
waste streams (Table 1-3), the operating life is approximately 9 years for
Phase III,10 years for Phase IV, and 9 years for Phase V. The whole
facility is expected to be closed by the year 2038.Construction of Phase I
cells was completed in 1996;Phase II cells in 2002;Phase III cells in
2009.Phase IV cells will be constructed by the end of 2016.Future
cells will not be constructed until cells in Phase IV near their capacity.
Figure 1-1 illustrates the projected closure time of each phase.
1.3.2 Required Quantities of Soil and Soil Sources
Because of the existence of shallow groundwater condition on the proposed
landfill site, the landfill will be constructed on fill in order to maintain
adequate separation at least 5’ between the bottom of the landfill and the
estimated seasonal high groundwater level. Phase II and future cells will be
constructed so that the lowest point in the cells, the leachate sump and
collection area, has at a minimum four (4)feet of vertical separation from
the waste to the seasonal high groundwater table.In early phases, the
soil sources came from an off-site borrow area. The primary borrow area
was located west of Sneads Ferry Road and south of McHugh Boulevard
and is shown in Figure 1-2. The borrow area was approximately 21 acres
in size and the borrow soil was used to raise the existing subgrades and to
construct the embankments of the landfill facility. In Phases IV and V, the
borrow source will be a local borrow source off Government property.
Also in Phase I some of the borrow soil may have been used in the
construction of the landfill as a compacted soil liner providing a permeability
of no more than 1x10 –7 cm/sec. In Phase II and future phases,the soil in
the composite clay liner must provide a permeability of no more than 1 x
10-5 cm/sec.Refer to the Phase I Design Hydrological Report for detailed
borrow area information.Refer to the Hydrogeologic Report for Phase II
and future phases submitted under separate cover.
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1.3.2.1 Soil Quantity for Daily Operation
It is estimated that a total of 778,580 cubic yards of fill material will
be required to operate the new landfill. Of this total fill volume, an
estimated 132,500 cubic yards are needed as daily and intermediate
cover for Phase I landfill operation; an estimated 118,700 cubic
yards may be needed for Phase II. The current use of Posi-Shell as
an alternate daily cover has reduced soil quantity requirements for
daily operation. Biosolids from the wastewater treatment plant may
also be applied as a soil amendment to the daily and intermediate
cover.
1.3.2.2 Composite Liner and Protective Layer
The area proposed to be lined is approximately 61 acres. These
include the disposal area and the leachate holding lagoon.
Assuming a two foot thick layer (as used in Phase I)over the 61
acres, it is estimated that 196,900 cubic yards of clay or augmented
soil with a permeability of no more than 1x10-7 cm/sec will be needed
to construct the composite liner system. Likewise, 98,400 cubic
yards of selected soil will be required for the one foot thick protective
layer which is located between the drainage layer and the waste.
Using only a 1.5 foot layer in an equivalent composite liner in Phase
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II and other phases, approximately 116,900 cubic yards of clay or
augmented soil with a permeability of 1 x 10-5 cm/sec will be needed.
Approximately 77,925 cubic yards of aggregate will be used in Phase
II and other phases instead of the protective cover soil used in Phase
I to provide the required permeability.
1.3.2.3 Final Cover
The configuration of the final cover is divided into the following
components:
1. A 9 -inch top soil layer and a 18 -inch protective soil layer.
2. An 18-inch barrier layer with a maximum permeability of 1x10
-5
cm/sec.
See cover modification request and approval included in the earlier
section “Site Approval”. A total of 147,700 cubic yards of clay or
augmented soil with a permeability of no more than 1x10-5 cm/sec
and 221,500 cubic yards of topsoil and protective soil material will be
required to construct the final cover system. The final cover material
required for the Phase I cells includes 14,900 cubic yards of topsoil
and 29,800 cubic yards of barrier soil.For Phase II cells,
approximately 39,900 cubic yards of topsoil and protective soil and
26,600 cubic yards of barrier soil will be required; for Phase III,
approximately 42,100 cubic yards and 28,000 cubic yards; and for
Phase IV, approximately 46,800 cubic yards and 31,200 cubic
yards, respectively.
1.4 CONTAINMENT AND ENVIRONMENTAL CONTROL
Several important factors or elements are incorporated into the design of the new
landfill facility to provide full containment of disposed waste in order to protect the
ground water and other environmental features. These factors and elements are
briefly described in the following. More information is available in the Engineering
Report and Engineering Drawings.
x The proposed base grade of the landfill and leachate holding lagoon will
maintain a minimum vertical separation of 5 feet from the estimated seasonal
high groundwater level.Phase II and future cells will be constructed so that the
lowest point in the cells, the leachate sump and collection area, has at a
minimum four (4) feet of vertical separation from the bottom of the equivalent
composite liner consisting of the geomembrane and the geosynthetic clay liner
(GCL) to the seasonal high groundwater table.
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x The bottom and side slope of Phase I of the landfill and leachate lagoon will be
lined with a composite liner consisting of 60 mil high density polyethylene
(HDPE) liner underlain by 2 feet of compacted clay liner with a maximum
permeability of 1x10-7 cm/sec.Phase II and future phases of the landfill will
use an equivalent composite liner consisting of 60 mil high density
polyethylene (HDPE) geomembrane underlain by a geocomposite clay liner
(GCL) and 1.5 feet of a compacted clay with a maximum permeability of 1x10
-5
cm/sec.
x The leachate collection system is designed in Phase I to maintain a minimum
slope of 2.3% along the flow direction; in Phase II and future phases, 2.5%.
The capacity of the system is designed to drain the anticipated maximum
leachate quantity generated by the 24 hour/25 year storm and to ensure that
the hydraulic head on the liner system does not exceed one foot.
x In Phase I the leachate collection piping system is to be encased within filter
fabric (geotextile) and granular material to prevent clogging of the pipe. In
Phase II and future phases the piping system will be encased with granular
material. A geotextile will not be used to prevent clogging.Upstream
cleanouts are provided to allow maintenance of the leachate collection pipe
during operation.
x There is no liner penetration.
x Because of sliding consideration, an HDPE drainage net (geonet)with a very
high transmissivity rate will be used in side slope. On the floor of landfill cells,
a 12-inch coarse aggregate layer with geotextile filter fabric is used as drainage
media.
x The new landfill will be constructed entirely above the natural ground and will
be enclosed within a 10 foot embankment. Diversion berms will be constructed
inside the landfill to segregate contaminated water from stormwater. These
two elements efficiently create run-on control, which minimize the amount of
water migrating into the active cells.
x A 12-inch drainage layer plus a 12-inch protective soil layer will be placed over
the liner system to protect the liner system from protruding objects in the
waste.In Phases II, III, and IV a 12-inch aggregate layer will provide
protective cover over the drainage layer.
x A half-million gallon capacity leachate lagoon will provide ample holding time
for peak generation periods. The lagoon incorporates the same liner system
used in Phase I of the landfill facility. A 12-inch soil layer and a 8-inch washed
coarse aggregate are placed above the liner system.
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x The sludge drying beds are designed with a 30 mil polyvinyl chloride (PVC) or
high density polyethylene (HDPE) geomembrane liner underlain by a 3” sand
blanket.
1.5 LEACHATE QUANTITY
The availability of liquids which may pass through the refuse into the collection
system is the primary factor contributing to the quantity of leachate generated.
Therefore, precipitation, surface run-on, refuse decomposition and the amount of
liquids within the refuse determine the quantity of leachate generated at the
landfill.
1.5.1 Normal Operation Conditions
Normal Operation conditions are defined as the typical day-to-day operation
of the landfill with normal weather conditions (i.e. no major deviation from
what is normally expected as precipitation, wind and temperature). The
normal operation conditions were used to predict the average monthly
values and the peak values of leachate that will be generated by the landfill
as well as the maximum hydraulic head developed within the leachate
collection system. The following normal operation conditions were modeled
using Hydrological Evaluation of Landfill Performance (HELP) model.
Detailed information on the HELP model simulation is presented in
Engineering Report Section 5.0, “Analysis Methods and Technical
Reference.”
1) Open Flow Condition I: 70-foot average waste depth with 12-inch
intermediate soil cover.
2) Open Flow Condition II: Cell or Sub-cell just opened, with no waste
placed.
3) Closed Flow Condition: Cell or Sub-cell closed and capped.
1.5.2 Open Flow Condition
The maximum flow generated is 25,323 gallons/per day (GPD) per acre
under Open Flow Condition II and 1,584 GPD/per acre under Open Flow
Condition I. The average leachate generation rate is 896 GPD per acres for
Open Condition I and 1,780 GPD for Open Condition II. Leachate
quantities generated under different operation conditions are presented in
Table 1-3.
1.5.3 Closed Flow Condition
During post-closure, the quantities of leachate generated will significantly
decrease due to the installation of the cap system. The average annual
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leachate generation rate for a closed phase or cell is estimated as 75 GPD
per acre.
1.5.4 Maximum Leachate Quantity
To estimate the maximum leachate quantity ever generated from the landfill
we need to evaluate different combinations of the cell configuration in
relation to open and closed states. It is assumed that the maximum daily
leachate generation will occur when Phase I-IV are closed and all cells
except the last cell of Phase V have a 12-inch intermediate soil cover, and
the last cell of Phase V is just opened with no waste in it. Based on the
HELP model outputs and assumed combination of cell configurations, the
maximum daily leachate ever generated in the landfill is approximately
169,200 gallons.
1.5.5 Maximum Leachate Head
The HELP model is also used to predict the maximum head developed
within the leachate collection system. The leachate head build-up is highly
dependent on three factors, including:
1) Drainage distance;
2) Drainage slope; and
3) Permeability of material in drainage layer
To evaluate the leachate head build-up, a reasonable approach is to use
the rainfall data of the wettest year (1984) in which a peak monthly rainfall
of 13.79 inches occurred in December. The rainfall data of 1983 and 1985
are also included to obtain an initial moisture content and the extended
influence of the peak monthly rainfall occurred in December of 1984. After
the modeling is completed, an average daily head build-up of 7.18 inches
was obtained during the “wettest month” under Open Condition II. The
evaluation shows that the maximum head build-up in the drainage layer
does not exceed the 12-inch limit imposed by North Carolina Solid Waste
Management Rules.
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TABLE 1-4
Leachate Quantity Summary
Open Condition I Open Condition II Closed Condition
Average annual
totals (per acre)
0.62 gpm
= 896 gpd
1.24 gpm
=1780 gpd
0.052 gpm
=75 gpd
Peak daily value
(per acre)
1.1gpm
=1584 gpd
17.6 gpm
=25323 gpd
0.053 gpm
=76 gpd
Head Build-up
Maximum monthly
average daily head
(inch)
1.11 7.18 0.03
1.6 LEACHATE MANAGEMENT SYSTEM
The design concept of the leachate collection system (LCS) is to collect and
convey leachate by gravity flow to a sump inside landfill cells. Then, instead of
penetrating the liner system, leachate generated inside the landfill is pumped out
by extraction pumps through a force main to a leachate storage lagoon. The
stored leachate is then removed through a pump to the existing Base sanitary
sewer for final disposal and treatment. The leachate management system
includes the collection, storage, conveyance, and disposal of leachate generated
at the landfill. A detail discussion of leachate collection components is provided in
the following sections.
1.6.1 Stormwater Segregation
To prevent run-on, a stormwater ditch will be constructed along all sides of
the landfill. Stormwater which falls in the inactive areas covered with final
or intermediate cover will be directed to flow off the landfill and directed to
stormwater inlets located on the final cover. Inlets will direct stormwater
into downslope flumes. The stormwater piping system will serve the entire
landfill area and discharge to the stormwater sedimentation basins.
Additional detail on the stormwater control system is contained in the
Operation Plan, Section 4.4.1 “Stormwater and Drainage Control.”
Diversion berms will be used within the landfill area during filling activities to
segregate the clean stormwater from deposited waste. Run-off from the
active landfill areas will be controlled by use of these berms. Phase I of the
landfill is divided into two (2) cells with a peripheral earthen embankment
and division berms between each cell; Phase II and future phases are
divided into three (3) cells.Upon introducing solid waste to a cell, all water
is considered as contaminated. The leachate collection pipes in the active
cell carry the leachate to a sump located at the lowest point of the cell.
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From there, the leachate is discharged to a leachate holding lagoon through
a force main system. Stormwater falling into inactive cells will be
discharged by using a portable pump to extract stormwater from the
collection sump in the cells to a perimeter drainage ditch which discharges
into a sedimentation basin. Figures 1-3 and 1-4 demonstrate the
stormwater segregation system for Phase I. A similar layout is used for
Phase II and future phases; refer to the Facility Drawings.
1.6.2 Composite Liner and Leachate Collection System
The composite liner and leachate collection systems are designed to
contain and collect leachate generated within the landfill and convey the
leachate to a location where it can be extracted from the cell for subsequent
storage, treatment, and disposal. The leachate collection system includes a
lateral drainage zone, a series of centrally located leachate collection pipes,
sumps with upslope riser pipes and miscellaneous accessories for removal.
The composite liner system for Phase I consists of a 2-foot thick, low
permeability layer of clay (1x10-7 cm/sec) capped with a 60 mil high-density
polyethylene (HDPE) geomembrane liner. Phase II and future phases of
the landfill will use an equivalent composite liner consisting of 60 mil high
density polyethylene (HDPE) geomembrane underlain by a geocomposite
clay liner (GCL) and 1.5 feet of a compacted clay with a maximum
permeability of 1x10-5 cm/sec. Immediately above the composite liner is the
drainage layer. In Phase I this drainage layer consists of a 12-inch thick
coarse aggregate material with a permeability greater than 1x10
-2 cm/sec.
Within this layer of coarse aggregate is a network of perforated leachate
collection pipes. A filter geotextile is used to wrap the drainage layer to
protect the liner from being penetrated by aggregates in drainage layers.
On top of the drainage layer in Phase I,a 12-inch thick layer of soil was
used.In Phase II and future phases, a 12-inch thick aggregate layer will be
used for both the drainage and protective cover layers. The aggregate will
have a permeability greater than 1 x 10
-1 cm/sec and the geotextile will be
used to cushion the drainage layer from the geomembrane.
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Located on both sides of each cell are 2 foot high separation berms that are
constructed with a 3:1 slope. This ensures that leachate stays within the
liner and collection system of each cell.
The network of pipes in each cell provides gravity flow to a perimeter pipe
that transmits all flow to the lowest spot where a sump is located. The
lateral drainage layer of each cell maintains a two (2) percent grade to the
leachate collection trench. The depth of the pipe trench is generally
equivalent to the pipe diameter. Inside the pipe trench are perforated
HDPE pipe surrounded by a gravel pack. The pipe trench maintains a
minimum of one (1) percent slope towards the leachate collection sump.
Both 6-inch and 8-inch perforated HDPE pipes are used to form the pipe
network. The Phase Calculations in Sections 6, 7, 8 and 9, as part of the
Engineering Report, demonstrate that the pipe network will provide
sufficient capacity to collect and convey leachate as required.
A riser pipe is placed along the side slope and extends from the sump to
the top of the embankment. This 18-inch HDPE riser contains a
submersible vertical pump and level controls which, when activated,
discharge leachate to a flexible hose up the slope to a force main where the
leachate is transported to storage and treatment.
Pumps are used to remove the leachate from the landfill sump at a
frequency dictated by climate conditions and other field conditions, so that
the hydraulic head on the liner does not exceed 12-inches. Liquid level
indicators automatically initiate and stop the operation of the pump as well
as sound alarm in emergency situations.
1.6.3 Leachate Storage
The collected leachate will flow into a composite lined lagoon. Due to
seasonal variations in the amount of water available at the landfill and
operational change through the life of the landfill, adequate storage for
leachate pumped from the landfill is important to offset surges and to
equalize the flow to a wastewater treatment plant located on the Base. The
leachate lagoon will then serve as an equalization basin during peak
leachate generation periods. A worst case scenario was assumed to
estimate possible maximum leachate quantity ever required to be stored in
the lagoon. Based on the estimated maximum leachate quantity, a lagoon
with a capacity of 518,600 was designed. The lagoon will provide
approximately 126 days of storage capacity during post-closure periods.
The calculations for sizing of the lagoon are included in Section 6, as part of
the Engineering Report.
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1.6.4 Leachate Treatment and Disposal
The leachate generated by the landfill is discharged to an existing sanitary
sewer and treated at a wastewater treatment plant on the Base. Data from
other landfills in the state indicate that during the early years of operation,
leachate quality is high enough to meet typical pretreatment limits.
Therefore, the leachate is not required to be pretreated during these early
years. By monitoring leachate quantity and quality during the early years of
operation, the base will be able to identify potential quality issues in
advance and implement a plan to pre-treat the leachate prior to any impact
on treatment plant performance.
1.6.5 Contingency Plan
The storage volume is designed based on the leachate quantity generated
in a presumed worst-case scenario. The leachate is removed from the
lagoon through a pump station adjacent to the lagoon. Two pumps, a lead
pump and a lag pump, are installed in the pump station. During high
leachate generation periods, if the lead pump operation capacity cannot
keep up with the rate of leachate entering the lagoon, liquid level indicators
will initiate the operation of lag pump, which will increase the volume of
leachate removed from the lagoon. If the removal operation of both pumps
still cannot keep up with the leachate flowing into the lagoon, which is very
unlikely to happen, the leachate extracting pumps located on the
embankments of the landfill facility will be shut down manually to cease the
flow to the lagoon. During this period, leachate will be temporarily stored in
the disposal facility until the quantity in the lagoon is sufficiently reduced.
1.7 SUPPORT FACILITIES AND EQUIPMENT
A properly controlled and operated landfill requires vehicular access and functional
support facilities. Access roads within the landfill site are adequately designed to
provide a good traffic flow. The support facilities and facility infrastructure
designed to support the operation of the new landfill include an office/operations
center, a Material Recovery Facility (MRF), a separately permitted compost facility
and Treatment and Processing facility, a scale for vehicle weighing and a truck
wash facility. An overall site facility layout is shown on Sheet F-01. The support
facilities will accommodate and control functions such as public access, incoming
waste inspection, weighing incoming waste quantity, recycling, storage and
composting for yard waste, and vehicle maintenance and cleaning. Details of the
proposed support facilities and access road are discussed in the following
paragraphs.
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1.7.1 Office/Operations Center
The building will be dedicated space for the landfill staff, MRF staff, rest
room, conference rooms, billings, files and records.
1.7.2 Material Recovery Facility (MRF)
An area for the proposed MRF is adjacent to the operations building. The
MRF will be used for cleaning, processing and bailing recyclable materials.
Recyclable materials which can be recovered by MRF include newspaper,
aluminum, steel and tin cans, glass, ferrous and plastics. Hours of
operation of the MRF will coincide with hours of the landfill operation.
1.7.3 Compost Facility
Approximately three (3) acres are reserved for a large Type 4, solid waste
composting area which is a separately permitted facility (Permit No. 67-10).
This area contains the wood stockpile and processing area,a compost
turner,a tub grinder, compost windrows, and pick-up and drop-off areas
within a fenced enclosure.
1.7.4 Treatment and Processing Facility
The Treatment and Processing Facility is located on Piney Green Road
across from the landfill and is a separately permitted facility (Permit No. 67-
11). This facility covers approximately 11 acres of land within a fenced
enclosure. The facility will process green tree debris, yard waste, dry wood
waste, and inert debris. Debris is sorted, ground/chipped and utilized on
Base by Department of Defense (DoD) and military staff or within Base
contracts. This facility contains a tractor, trommel screen and stormwater
detention pond.
Improvements to this facility in Phase IV will include concrete
pavement; the existing truck ramp and loading scale will remain.
1.7.5 Scale and Scale House
A scale and a scale house are located at the entrance to the landfill.
Loaded trucks coming in the landfill facility will process to the scale for
waste inspection and weight determination. A scale operator located in the
scale house adjacent to the scale will process necessary paperwork and
provide the truck drivers with instruction to the landfill, compost area
Treatment and Processing Facility or the MRF. Upon disposition of the
waste, the truck will proceed back to the scale area and receive a tare
weight which will allow for calculation of waste weight. See Sheet F-01 of
the Facility Drawing for a layout of the scale and the scale house. The
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scale house will also include sufficient space to allow for weighing
apparatus, processing equipment and files. The scale house will be
elevated to allow for visual inspection of the waste load.
1.7.6 Truck Wash Facility
An automated truck wash facility and a vehicle wash stand are provided in
order to ensure proper vehicle maintenance. Collection and fleet vehicles
will be cleaned daily (approximately 15 per day) and landfill operation
equipment will be cleaned periodically for inspection and maintenance
purposes.
1.7.7 Sludge Drying Beds
Three proposed sludge drying beds will be located east of the truck wash
facility. The sludge drying beds will receive sludge from the wastewater
treatment plant approximately twice a year when tank maintenance
generates more biosolids than can be land applied.
1.7.8 Utility
Electric and telephone service will be provided to the site from the existing
lines that are along Piney Green Road. Water for site will be provided by
existing base water supply system. Wastewater from the buildings will be
discharged to a wet well beside the leachate holding lagoon through a 4”
force main and combined with leachate for disposal to existing Base
sanitary sewer line.
1.7.9 Perimeter and Final Cover Access Road
The purpose of perimeter access roads is to provide landfill operations
access to the site facilities for landfilling, maintenance, and monitoring
wells. These are all-weather access roads designed with a well graded
gravel wearing surface. Final cover access roads are used for accessibility
to the top of the landfill for operations and maintenance. Roadway
aggregates will conform to Section 1005 of the North Carolina Department
of Transportation (NCDOT) “Standard Specifications for Roads and
Structures.”
Portions of a perimeter fence were added in Phase III; the perimeter
fence will be extended in Phase IV.
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1.7.10 Piney Green Road
Piney Green Road is a critical link connecting the landfill facility with the
Base and surrounding areas. Improvements associated with the landfill
project are to include widening, paving, and intersection upgrades.In Phase
III Piney Green Road was widened from two (2) existing lanes to four (4)
total lanes from Old Sawmill Road to Sneads Ferry Road.
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Phase IV, Landfill
MCB Camp Lejeune, NC
SECTION 2 – ENGINEERING PLAN
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TABLE OF CONTENTS
2.1 FOUNDATION ANALYSIS AND CONSTRUCTION REQUIREMENT.................... 2-3
2.2 BASE LINER AND LEACHATE COLLECTION ANALYSIS.................................... 2-3
2.2.1 Composite Liner System.............................................................................. 2-3
2.2.1.1 Compacted Clay Liner............................................................ 2-4
2.2.1.2 Geosynthetic Clay Liner ......................................................... 2-5
2.2.1.3 Geomembrane Liner .............................................................. 2-5
2.2.2 Leachate Collection System ........................................................................ 2-6
2.2.2.1 Drainage Layer....................................................................... 2-7
2.2.2.2 Filter Layer ............................................................................. 2-7
2.2.2.3 Waste Fluid and Leachate Compatibility ................................ 2-8
2.2.2.4 Leachate Collection Pipes...................................................... 2-9
2.2.2.5 Leachate Collection Pumps.................................................. 2-10
2.2.2.6 Pump and Riser System....................................................... 2-10
2.2.2.7 Force Main and Pump Station System................................. 2-10
2.3 SLUDGE DRYING BEDS..................................................................................... 2-11
2.4 LEACHATE STORAGE FACILITY ANALYSIS..................................................... 2-11
2.4.1 Liquid to be Stored..................................................................................... 2-11
2.4.2 Storage Volume......................................................................................... 2-12
2.4.3 Leachate Quantity and Recordkeeping...................................................... 2-12
2.4.4 Schedule for Liquid Removal..................................................................... 2-15
2.4.5 Final Treatment and Disposal.................................................................... 2-15
2.4.6 Leachate Lagoon Design........................................................................... 2-15
2.4.7 Contingency Plan....................................................................................... 2-15
2.4.8 Closure Plan.............................................................................................. 2-16
2.4.8.1 Recordkeeping.................................................................................. 2-16
2.4.8.2 Closure Requirement ........................................................................ 2-16
2.4.8.3 Material Requirement for Closure...................................................... 2-16
2.5 CAP SYSTEM DESIGN........................................................................................ 2-17
2.5.1 Barrier Layer............................................................................................... 2-17
2.5.2 Vegetative and Protective Layers............................................................... 2-17
2.6 ANALYSIS METHODS AND TECHNICAL REFERENCE .................................... 2-18
2.7 CRITICAL CONDITIONS AND ASSUMPTIONS.................................................. 2-20
2.8 LOCATION RESTRICTIONS................................................................................ 2-21
2.8.1 Airport Safety............................................................................................ 2-21
2.8.2 Flood Plains.............................................................................................. 2-21
2.8.3 Wetlands................................................................................................... 2-21
2.8.4 Fault Areas............................................................................................... 2-22
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2.8.5 Seismic Impact.......................................................................................... 2-22
2.8.6 Unstable Areas.......................................................................................... 2-23
2.8.7 Culture Resources..................................................................................... 2-23
2.8.8 State Nature and Historic Preserve ........................................................... 2-23
2.8.9 Water Supply Watersheds......................................................................... 2-24
2.8.10 Endangered and Threatened Species....................................................... 2-24
2-9 ENGINEERING DRAWINGS ............................................................................... 2-24
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2.1 FOUNDATION ANALYSIS AND CONSTRUCTION REQUIREMENT
Foundation analysis, geotechnical evaluations, and construction recommendations
are provided in the Phase I “Design Hydrogeologic Report” prepared by SM&E, Inc.
and the Phases II, III, and IV “Hydrogeologic Report” prepared by Environmental
Consulting Services, Inc.In general the Phase I report indicated that the existing
subgrade will be adequate to support the landfill construction. Estimates of the
maximum settlement anticipated for Phase I are approximately 10 inches under the
center of the landfill due to waste loading; for Phase II, approximately 24.6 inches;
for Phase III, approximately 21.6 inches; for Phase IV, approximately 6 inches.A
differential settlement on the order of about 2 to 4.5 inches was estimated for Phase
I under the embankment due to waste and embankment loading.The overall
differential settlement between the perimeter embankments and the waste fill in
Phase II is expected to be about 11 inches; for Phase III about 10 inches; for Phase
IV about 3 inches.
Recommendations for subgrade preparation are as follows: The site should be
thoroughly densified in place with the use of a 15 ton steel drum vibratory roller. At
least four passes should be made across the entire construction area, plus 20 feet
outside the perimeter embankment limits, in order to densify the near surface loose
sandy soils. The vibratory roller also will be used in providing proofrolling of the
near-surface soil conditions to detect any isolated soft or loose soils prior to clay
installation. All large rocks over 2-inches in diameter should be removed.
Upon completion of the necessary subgrade repairs, subgrade and embankment
areas requiring fill may be brought to design finish grade elevations by utilizing off-
site borrow. Structural fill used to raise subgrade should consist of either granular
soil or low plasticity clays. Suitability of fill material should be verified during
construction by periodic testing of the appropriate soil properties.
2.2 BASE LINER SYSTEM AND LEACHATE COLLECTION ANALYSIS
The proposed base liner system for the Municipal Solid Waste Landfill (MSWLF) is
designed in conformance with 15A NCAC 13B .1624 and will consist of a composite
liner system and a leachate collection system.
2.2.1 Composite Liner System
The composite liner in Phase I consisted of a geomembrane placed over and
in direct contact with a clay liner. Two keys to this design are the contact
between the membrane and clay, and the permeability of the clay liner. If
close contact can be achieved, there is less opportunity for leachate that
leaks through a hole in the membrane to migrate. This limits the amount of
leachate that can leak through the hole to that which can be transmitted
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through the small portion of the clay liner in the immediate vicinity of the hole.
The lower the permeability of the underlying clay liner, the less leakage that
can be transmitted through the hole. The combination of these two factors
results in a considerable reduction in the amount of leakage that occurs
through the membrane.
The composite liner in Phases II,III, and IV consists of a geomembrane
placed over a geocomposite clay liner (GCL) and compacted clay. This
design is an equivalent alternate to the composite liner used in Phase I. The
GCL’s advantages include more resistance to puncture or penetration than a
geomembrane. Since GCL’s do not possess the preferential flow paths
common in compacted clay, leakage rates will be reduced. Using a textured
geomembrane will enhance close contact between the GCL and the
geomembrane. The GCL also saves airspace by reducing the thickness of the
base liner. Another advantage is that the GCL provides extremely low
permeability, effectively increasing the permeability allowed in the compacted
clay liner to 1 x 10-5 cm/sec.
The following sections describe the materials and construction of each
component.
2.2.1.1 Compacted Clay Liner
The soil materials used in constructing a compacted clay liner is a
combination of native soil and bentonite. The compacted clay liner in
Phase I is 24-inches thick and has a permeability of less than 1x10-7
cm/sec.In Phases II,III, and IV the compacted clay is 18-inches thick
with a maximum permeability of 1x10-5 cm/sec.
The well prepared subgrade surface should be sprayed to adjust the
soil to a water content from 1% to 3% wet of optimum. The soil/
bentonite mixture will be mixed using a plugmill operation. Once
completed the bentonite/soil mixture is then compacted with a wobble
wheel or steel wheel vibrator roller in maximum 6-inch lifts to a
minimum of 95% of the standard proctor maximum dry density. Proper
density and moisture are important to the sealing quality of the
resulting clay liner. Continuous monitoring with a nuclear density
gauge should be performed to maintain sufficient density and moisture
thus assuring sealing quality of the clay liner. Construction of a small
test pad adjacent to the landfill is a construction requirement by the
State regulations. In-site permeability testing can be performed on the
test pad without disrupting the integrity of the actual landfill liner. In
Phase I the finished surface of the clay liner was inspected by the
geomembrane installer to verify the stones or objects were not present
which could puncture the geomembrane during installation.
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2.2.1.2 Geosynthetic Clay Liner (GCL)
The geosynthetic clay liner (GCL) is a factory fabricated clay barrier,
supported by geotextiles, held together by needlepunching. The liner
material and any seaming materials shall have chemical and physical
resistance properties which shall not be adversely affected by
environmental exposure, waste placement, and leachate generation.
Before placing the GCL, subgrade preparation and compaction must
be completed. As mentioned previously, the finished surface must be
free of organic matter and sharp stones or objects larger than two
inches which could damage it. The subsurface must also be free of
any voids, large cracks or standing water or ice.
Prior to unfolding or unrolling, each roll of the GCL should be inspected
carefully for defects. If no defects are found, the panels may be
unrolled. A minimum overlap of six (6) inches should be provided as
each panel is placed. Additional bentonite of 0.25 lb/ft should be
provided in the overlap. The amount of panel placed should be limited
to that which can be seamed in a day. After the panels have been
inspected for defects, they must be seamed by a qualified seamer.
No GCL shall be left exposed overnight; the exposed edge of the GCL
shall be covered by water resistant sheeting until the next work day.
In addition, the GCL should be anchored as soon as possible. The
liner will be anchored on the perimeter berm in an anchor trench. The
anchor trench is two (2) foot deep and two (2) foot wide as shown on
Facility Drawing No. F-11.
2.2.1.3 Geomembrane Liner
Geomembrane liner is a synthetic liner made up of polymers-natural or
synthetic compounds of high molecular weight. A 60 mil high density
polyethylene (HDPE) liner was used as the base geomembrane liner in
Phase I. Phases II,III, and IV will use a 60 mil HDPE geomembrane,
but also require it to be textured.The geomembrane liner material
shall have a water vapor transmission rate of not more than 0.03
gm/m2 day. The liner material and any seaming materials shall have
chemical and physical resistance properties which shall not be
adversely affected by environmental exposure, waste placement, and
leachate generation.
Before placing the membrane on the compacted clay layer in Phase I,
bedding preparation must be completed. As mentioned previously, the
finished surface must be free of organic matter and sharp stones or
objects which could damage the 60 mil HDPE geomembrane.In
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Phases II,III,and IV use lightweight, rubber-tired equipment to install
the geomembrane. Use a slip sheet, such as 20-mil smooth HDPE,
over the GCL to allow the textured geomembrane to slide into position.
Carefully remove the slip sheet.
Prior to unfolding or unrolling, each panel of the geomembrane should
be inspected carefully for defects. If no defects are found, the panels
may be unrolled. Starting with the unrolling process, care should be
taken to minimize sliding of the panels. A proper overlap for welding
should be allowed as each panel is placed. The amount of panel
placed should be limited to that which can be seamed in a day.
After the panels have been inspected for defects, they must be
seamed by a qualified seamer. The membrane must be clean of the
seaming process and there must be a firm foundation beneath the
seam.
Weather is an additional consideration when installing a geomembrane
liner. From the seaming standpoint, it is important not to expose the
liner materials to rain or dust. Anytime when the temperature drops
below 50 degrees F, the installer should take precautions for
temperature. There also should be no excessive wind because it is
difficult to weld under windy conditions.
In addition, geomembrane liners should be anchored as soon as
possible. However, the anchor trench must be filled when the panel is
at its coolest temperature; therefore, the shortest in length. This will
occur early in the morning.
Geomembrane liner on the floor of the landfill cells will be covered with
coarse drainage layer and in Phase I protective soil cover as soon as
practical to prevent degradation from ultraviolet exposure or clogging
(geotextile) due to dusty conditions. Liner on the sideslopes will be
covered with geonet layers and in Phase I protective soil cover. In
Phases II,III, and IV instead of protective soil cover, an aggregate
layer will be used over the drainage layer. Geotextile is placed
between geomembrane liner and coarse drainage layers to prevent
penetration by granular aggregates in the drainage layer.
2.2.2 Leachate Collection System
The leachate collection system is composed of 6 main components as
follows:
1. Drainage collection layer.
2. Filter layer.
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3. Leachate collection pipes.
4. Leachate collection sumps.
5. Pump and riser system.
6. Force main and pump station.
The following sections describe the design analysis and construction
requirements of each component.
2.2.2.1 Drainage Layer
Typical drainage medium used in drainage layer include natural
materials such as sand or gravel, and geosynthetic materials such as
geonets and other pre-fabricated drainage materials. On the floor of
the landfill cells a 12-inch coarse aggregate layer with geotextile filter
fabric is used as drainage media. The coarse aggregate is sized to
promote lateral drainage of leachate with a relatively high permeability
under the predicted loads imposed by overlying materials. In Phase I
NCDOT # 67 coarse aggregate was used as a drainage layer material.
In Phases II,III, and IV,NCDOT 78M will be used.
Because of sliding consideration, geonets are used to act as a
drainage media in side slopes. The drainage media must have
adequate transmissivity (permeability) to meet the design requirement
and to drain the leachate efficiently. Since they may be compressible
under expected normal stresses, hydraulic heads and boundary
conditions, an evaluation is conducted in Section 6 to demonstrate the
capability to provide the required transmissivity. The candidate geonet
should be able to provide a transmissivity of 8x10-6m2/sec under
imposed landfill loads. A typical geonet will provide 1x10-3 m2/sec
under the same design loading. The chemical properties of the geonet
shall not be adversely affected by waste placement and leachate
generated within the landfill. The drainage net is sandwiched by two
layers of geotextiles fabric to prevent sand intrusion into the net
openings and to improve adhesion to the HDPE liner. Therefore the
selection of geonet as a sideslope drainage material is adequate.
2.2.2.2 Filter Layer
In Phase I the leachate collection system is covered with a 12-inch
layer of soil. In Phases II,III, and IV a 12-inch layer of aggregate is
used as protective cover.The 12-inch layer acts primarily to protect
the leachate collection system and synthetic liner system from heavy
equipment during initial waste placement and future loads induced by
in-place refuse. However, in Phase I the soil cover could not be placed
immediately atop the coarse drainage layer or washing of the soils will
occur. Therefore in Phase I the coarse aggregate drainage layer will
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be wrapped with a 10 oz/sy nonwoven geotextile as the filter layer. On
the other hand, drainage media with sharp contact points (such as
highly-angular gravel) will influence the survivability requirement of the
geomembrane liner. In Phases I, II, III, and IV the geotextile fabric
acts as a buffer between the media and the geomembrane liner to
prevent penetration of the liner.
The selection of geotextile filters is based on the following
requirements:
1. The geotextile openings must be small enough to retain soil
particles.
2. The geotextile openings must be large enough to allow liquid to
pass through.
These requirements must be formulated into filter criteria. Therefore,
There should be at least two (2) aspects in the criteria - transmissivity
and retention. The permeability criterion correlates the geotextile
transmissivity to the filtered soil permeability. The retention criterion
correlates the opening size of the geotextile to the particle size of the
filtered soil. An evaluation of the selected geotextile is presented in
Sections 6, 7, 8, and 9 based on the above criteria. The geotextile
shall be resistant to deterioration due to ultraviolent light, waste
placement, heat exposure, chemicals, insects, rodents, and leachate
generated by the landfill. Calculation for the cover soil stability
analysis on the sideslope is also presented in Sections 6, 7, 8, and 9.
2.2.2.3 Waste Fluid and Leachate Compatibility
The application of a geonet and geotextile on a landfill base liner
system is relatively new. The direct experience of compatibility of
geonet, geotextile, and leachate generated from the landfill based
upon actual experience is limited. However, there is a vast amount of
information available from the chemical and petroleum industries, soils
science, materials science, polymer science and technology, etc. The
application in landfill use must depend on the experience of other
technologies while it is developing.
The fluids that are in the waste or are leached from the waste can be
highly complex materials usually containing water and a wide range of
inorganic and organic dissolved constituents. Individually, most of the
constituents are well characterized. The difficulty with waste fluids is
that they are complex blends containing components that can be toxic
and also affect lining materials in a variety of ways. The analytical
capabilities have developed greatly in recent years; therefore, an
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accurate compositional analysis can generally be made of a “typical”
waste fluid. The following is a partial listing of waste constituents
which can adversely affect the geosynthetic products.
-High pH, greater than 10
-Low pH, lower than 3.5
-Oily wastes
-High temperature
-Organic fluids and acids
-Organic compounds, in general
The range of materials which could be used to line MSW landfill is
large and covers a wide range of types. Based on all current EPA
guidance documents, the geosynthetics proposed for use in this facility
will not be adversely affected by the waste constitutents.
2.2.2.4 Leachate Collection Pipes
Leachate generated within the landfill flows laterally in the drainage
layer to perforated pipes. The perforated collection pipes are
surrounded with a layer of coarse aggregate and slope at a minimum
of one (1) percent to carry leachate to the perimeter of the landfill and
discharge into sumps. All cells in Phases I, II, III, and IV have three (3)
perforated collection pipes and only the central one of each cell
discharges directly to the sump. The other perforated collection pipes
connect to a solid transfer pipe which discharges to a sump in each
cell. The transfer pipes slope at two (2) percent in a trench along the
base of the sideslope. Upstream cleanouts are provided at the top of
the sideslopes. Facility Drawing F-03 provides pipe network layout.
In each cell in Phase I, the central leachate collection pipe is an 8-inch
diameter, perforated, SDR-15.5, HDPE pipe. In Phases II,III, and IV,
the 8-inch pipe is SDR-11 HDPE. The other two perforated collection
pipes are 6-inch diameter SDR-11 HDPE pipes. The collection pipes
are designed to carry the maximum amount of flow occurring during
the peak leachate generation condition. In Phases I, II, III, and IV,
these perforated leachate collection pipes are sloped at a minimum of
1%. Pipe capacity demonstration and specification are presented in
Sections 6, 7, 8, and 9. Pipe strength calculations are also performed
in Sections 6, 7, 8, and 9 to show that the leachate system can
withstand the anticipated maximum static and dynamic loads and
stresses imposed by the overlying materials and equipment used in
construction and operation at the landfill. The chemical properties of
the pipe and any materials used in installation shall not be adversely
affected by waste placement of leachate generated by the landfill.
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2.2.2.5 Leachate Collection Sumps
Leachate generated in the landfill is directed to the leachate collection
system. Leachate enters leachate collection pipes and is subsequently
conveyed to leachate collection sumps located at the lowest point of
the landfill cells. Provided in the following is a discussion of the
collection sumps.
Sumps located at the landfill perimeter contain leachate until it is
pumped out into the leachate force main system. Facility Drawing F-
12 shows the details of the leachate collection sumps. The liner
system is depressed in the sump area. The capacity of the collection
sump in each cell is over 5000 gallons. Detail calculations of sump
capacity are presented in Sections 6, 7, 8, and 9.
2.2.2.6 Pump and Riser System
The removal of leachate from the collection sumps is accomplished by
a side slope riser pumping system. The pump risers are placed along
sideslope from the sumps. Each riser pumping system consists of a
submersible vertical pump, a 18-inch diameter HDPE sideslope riser
pipe, a manhole, check valves, flow meters, pump controls, and
discharge piping. Riser Details of the sideslope riser system are
shown in Facility Drawing F-12.
The sideslope riser pipes provide a means for lowering submersible
pumps down the 3:1 incline to the collection sumps. The collection
sumps contain inlet structures consisting of 18-inch SDR-17 HDPE
fabricated 18.4 degree elbows, which connect to the 18-inch diameter
solid wall SDR-17 HDPE sideslope risers. The sideslope risers are
placed on the sideslope with liners running beneath them. Refer to
Facility Drawing F-12 for design details.
Vertical pumps laid on risers will be used to pump the leachate from
the sump inlet structures, up the sideslope risers through flexible hoses
to the manholes and into a common force main. Determination of the
required pump capacity has been made based on leachate generation
estimated by HELP Model. The leachate extracting pumps sizing
details are included in Sections 6, 7, 8, and 9.
2.2.2.7 Force Main and Pump Station System
The leachate force main system carries leachate from the riser
manhole to the leachate storage lagoon and then to the existing
sanitary sewer. A plan view of the force main system is shown on
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Phase I Sheets C-14 and C-15 and profiles are shown from Phase I
Sheets C-46 and C-50.
Pipe strength calculations are performed to show that the force main
can withstand anticipated static and dynamic loadings. Calculations
are shown in Section 6. The force main carrying leachate from landfill
cells to the lagoon is 3-inch in diameter. In Phases II, III, and IV the 3-
inch force main will be installed inside a 6 or 8-inch diameter casing
pipe to provide leak detection and protection.
A pump station was constructed adjacent to the lagoon in Phase I to
pump the leachate from the lagoon to the Base gravity system.
Design details are presented in Section 6.This pump station was
demolished in 2005. Currently an existing 8-inch diameter gravity
transfers leachate from the lagoon to the existing sanitary sewer on
base. In Phase III a vault with weir was constructed over the existing
8-inch gravity downstream from the lagoon to ensure the lagoon
operates as originally intended.
2.3 SLUDGE DRYING BEDS
The sludge drying beds for the MSWLF at Camp Lejeune consist of 8-inch coarse
sand over varying layers of gravel, a polyvinyl chloride (PVC) or high density
polyethylene (HDPE) geomembrane liner and a 3-inch sand blanket. The perimeter
and partition walls, foundation, and concrete ramps are constructed of reinforced
concrete. Nonreinforced concrete was used for the runways. The stop gate is
constructed of timber. The beds drain by perforated 4-inch PVC Schedule 40 pipe
into the 8-inch solid wall PVC Schedule 40 pipe that discharges into an existing
manhole upstream of the wastewater treatment plant. Two new precast concrete
manholes are required. A gravel area is provided west of the beds for access from
the existing gravel road to the beds.
2.4 LEACHATE STORAGE FACILITIES ANALYSIS
2.4.1 Liquid to Be Stored
Other than direct precipitation, leachate generated from the proposed
MSWLF will be the only liquid stored in the leachate lagoon.
2.4.2 Storage Volume
A worst-case scenario was evaluated to determine the lagoon storage
volume. The worst-case scenario is assumed to occur when Phase I
through Phase IV are completed and capped, all cells except cell 3 in Phase
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V are finished with 12-inch intermediate soil cover but no cap, and the last
cell of Phase V has just opened. The 24-hour/25 year storm is then modeled
using this scenario. It is assumed 10-days storage in the lagoon is required
as a buffer to allow pumps to be repaired and operate normally. Therefore,
the maximum leachate flow generated during the 24 hours/25 years storm
plus the “after storm leachate flow” for nine days are estimated and used for
leachate lagoon capacity determination. The “after storm leachate flow” is a
leachate flow generated from the landfill facility after a big storm event.
The reason for using the “after storm flow” is to take account for prolonged
timing of a 24-hour storm to penetrate a 60-70 feet height waste and cover.
Maximum flows obtained from HELP model of Closed Condition and Open
Condition I are used in calculating the prolonged leachate generation for
Phase I- IV and all cells beside the last cell in Phase V respectively. A
storage capacity of 436,000 gallons including leachate generation and direct
precipitation falling into the lagoon is required for this 10-day period. A 120’
x 120’ x 10’ leachate holding lagoon with a 4:1 inside slope and a capacity of
518,000 gallons is designed to store the leachate generated from the landfill.
Calculation of leachate lagoon design is presented in Section 6.
2.4.3 Leachate Quantity and Recordkeeping
The peak leachate generation will occur when Phase I, II, III & IV are closed
and the last cell of Phase V is just opened with no waste in it. The maximum
daily leachate quantities generated in the landfill is estimated to be 169,200
gallons based on the HELP model runs. The average leachate quantity
varies during the active life of the landfill due to the incessant change of cell
configuration in relation to open and closed states.
During post-closure periods, the average leachage quantities is estimated to
be 4,110 gallons per day. Due to the cap system, the peak leachate
generation rate is almost the same as the average leachate quantity.
A relationship between the storage depth and stored quantity is shown in
Table 2-1 and Figure 2-1 to assist leachate quantity record keeping. The
landfill operator can determine the actual leachate volume stored inside the
lagoon at any time by knowing the liquid depth. The liquid depth is obtained
through a liquid lever indicator installed inside the lagoon.
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TABLE 2-1
Leachate Lagoon Capacity
at Various Storage Depth
Bottom Length 40.00 ft
Bottom Width 40.00 ft
Slope (H:V) 4 to 1
Depth Length at Water
Surface
Width at
Water Surface
Volume
(ft) (ft) (ft) (gallons)
10.00 120 120.00 518648
9.50 116 116.00 466564
9.00 112 112.00 417950
8.50 108 108.00 372688
8.00 104 104.00 330658
7.50 100 100.00 291740
7.00 96 96.00 255813
6.50 92 92.00 222759
6.00 88 88.00 192458
5.50 84 84.00 164790
5.00 80 80.00 139636
4.50 76 76.00 116875
4.00 72 72.00 96389
3.50 68 68.00 78057
3.00 64 64.00 61759
2.50 60 60.00 47377
2.00 56 56.00 34789
1.50 52 52.00 23878
1.00 48 48.00 14522
.05 44 44.00 6603
0 40 40.00 0
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2.4.4 Schedule for Liquid Removal
Liquid will be removed by discharge from the lagoon into the existing gravity
sewer system. The pumping frequency is dictated by the leachate inflow
discharged from the landfill cell through a 3-inch force main. The pumps have
liquid level indicators which automatically initiate and stop the operation of the
pumps as well as sound an alarm in emergency situation. According to the
operation capacity of selected pumps and estimated leachate quantities, the
leachate will be removed every 26 days during post closure period. During a
peak leachate generation period, the leachate will be removed every 1.25
days.
2.4.5 Final Treatment and Disposal
Final treatment and disposal will be performed at the wastewater treatment
facility on Base. Initially, the leachate will be received without pretreatment.
The concentration of the leachate will be routinely monitored to determine if
pretreatment is necessary at a later date.
2.4.6 Leachate Lagoon Design
The leachate storage lagoon will be constructed with a liner system
equivalent to the liner system for the Phase I landfill cells per North Carolina
Regulations. The liner system consists of a 2-foot low-permeability layer of
compacted clay (1x10-7 cm/sec) layer, capped with a 60 mil (HDPE)
geomembrane liner. On the top of the liner system is a 1-foot soil cover to
protect the liner system from damage. Above the soil layer is a 8-inch No. 57
washed coarse aggregate layer. The estimated seasonal high ground water
level is approximately 27 feet in the lagoon area. The elevation of the
subgrade of the lagoon is 31 which meets the requirement of 4-feet above the
estimated seasonal high groundwater table.
2.4.7 Contingency Plan
The storage volume is designed based on the leachate quantity generated in
a presumed worst-case scenario. The leachate is removed from the lagoon
by discharge into the existing gravity sewer adjacent to the lagoon. If the
gravity sewer cannot keep up with the leachate flowing into the lagoon which
is very unlikely to happen, the leachate lagoon still can provide good backup
storage capacity. Should a period of unusual operational conditions occur,
such as persisting high rainfall, and the leachate lagoon approaches full
stage, the leachate extracting pumps located on the embankments of the
landfill facility will be shut down manually to cease the flow to the lagoon.
During this period, leachate will be temporarily stored in the disposal facility
until the quantity in the lagoon is sufficiently reduced.
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2.4.8 Closure Plan
Rule .1680 (f) of the North Carolina Solid Waste Management Regulations
requires leachate storage facilities owners/operators to prepare a closure plan
that describes the procedures necessary to close a leachate storage facility.
Closure refers to the closure of a leachate storage facility after it stops
receiving leachate from the landfill facility.
2.4.8.1 Recordkeeping
Once the Marine Corps Base (MCB) Camp Lejeune determines
that the landfill leachate lagoon will be closed (usually after 30
years post-closure period), the base will initiate the closure
process no later than 180 days after liquid collection has
ceased. Notice of Intent to close will be placed in the operating
record.
2.4.8.2 Closure Requirement
At closure, all waste residue, contaminated subsoil, structures
and equipment will be removed and properly disposed. The
liner system will be drained, cleaned, punctured (to allow for
drainage), and will remain in place. Then the lagoon will be
backfilled and regraded to the surrounding topography. If the
surrounding groundwater is found to be contaminated, a
corrective action plan to remediate a contaminant plume will be
required.
2.4.8.3 Material Requirement for Closure
The material to be used for filling the impoundment will be
obtained either on-site or off-site depending on the site situation
at time of closure. If an on-site material is not available, the off-
site source will be selected based on proximity to the site, ability
to provide proper material and cost. The total volume required
to fill the impoundment is approximately 2,600 cubic yards.
2.5 CAP SYSTEM DESIGN ANALYSIS
The cap system should minimize, over the long term, liquid infiltration into the waste.
Reduction of infiltration in a well-designed final cover system is achieved through
good surface drainage and run-off with minimal erosion, transpiration of water by
plants in the vegetative cover and root zone, and restriction of percolation through
earthen material. The proposed cover system is designed to provide the desired
level of long-term performance with minimal maintenance. Twelve inches of
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intermediate soil cover is placed on the waste which has reached its final grade to
separate waste from the cap system.
The subprofile comprising the cap system includes a 9 inch vegetative layer, an 18-
inch protective soil layer, and a barrier layer which includes a 40 mil Linear Low
Density Polyethylene (LLDPE) geomembrane liner, and an 18-inch cap of barrier soil
(clay) with a permeability equal to 1 x 10-5 cm/sec.
2.5.1 Barrier Layer
The proposed barrier layer is a composite liner system. The earthen material
used for the 18 inches compacted clay liner should be free of rocks, clods,
debris, cobbles, rubbish, and roofs that may increase the hydraulic
conductivity by promoting preferential flow paths. This 18 inch thick impacted
soil has a maximum permeability of 1 x 10-5 cm/sec. Installation of a
compacted clay liner in a cap system shall comply with the requirement as
stated in 15A NCAC 13B Section .1624. Above the barrier soil is a 40 mil
textured Linear Low Density Polyethylene liner (LLDPE). A non-woven
geotextile overliner is used for increased puncture resistance. An additional
geonet and geotextile will remove water preventing the topsoil and protective
soil layers above from becoming saturated. Landfill cap design usually
presents unique problems, especially potential differential settlement of the
landfill. Therefore, flexibility and elongation are more important than chemical
resistance. The entire geosynthetic system (geomembranes and
accompanying geotextiles) is brought to the edge of the landfill and extended
into the liner anchor trench. Refer to Facility Drawing F-09 for the cap design
detail.
2.5.2 Vegetative and Protective Layers
The top layer in the landfill profile is the 9-inch vegetative layer and 18-inch
protective layer. In the short term, these layers prevent wind and water
erosion, protect the barrier layer from root penetration, minimize the
percolation of surface water into the waste layer and maximize
evapotranspiration, the loss of water from soil by evaporation and
transpiration. The vegetative layer also functions in the long term to enhance
aesthetics and to promote a self sustaining ecosystem on top of the landfill.
See Closure Plan, Section 2.2.2 for adequate seeding.
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Table 2-2 shows the soil material requirements of the intermediate layer and
cap system.
TABLE 2-2
Soil Materials For Intermediate Layer And Cap System
Material Function Description
9-inch Vegetative Layer
and 18-inch Protective
Soil Layer
Support vegetative growth
year round, prevent erosion
of cap system, and protect
clay barrier layer from root
penetration.
NCDOT Class A or B topsoil
for vegetative layer. Common
fill for protective soil layer.
40 mil textured LLDPE
liner
Restriction of percolation
through earthen material
High elastic properties; low
temperature resistance;
microorganisms, insect and
rodent resistance.
18-inch clay liner Provide a base for an
overlying geomembrane
liner and minimize liquid
infiltration into the landfill by
serving as a secondary
hydraulic barrier
Minimum of 30% passing No.
700 sieve and free of particles
greater than 3-inches in any
dimension.
12-inch intermediate
layer
Separate the final waste
received and the cap
system.
Any soil classified GM, GC,
SW, SP, SM, SC, ML, MH, or
LC (unified soil system)
2.6 ANALYSIS METHODS AND TECHNICAL REFERENCE
The Hydrological Evaluation of Landfill Performance (HELP) model developed by the
Environmental Protection Agency (EPA) is used to quantify leachate volume
generated within a landfill. This model utilized climatological data, soil
characteristics, hydrology and design (liner design, operational condition, etc.) data
to estimate water movement across, into, through, and out of landfills.
To run the HELP model, a 10-year (1982-1991) period of rainfall data obtained from
the Hoffman Gauge Station, North Carolina is used in conjunction with the synthetic
temperate and solar radiation data for Charleston, South Carolina to simulate
precipitation and temperature conditions at the landfill site. Properties such as
permeability, waste thickness, cover materials, and waste moisture content are
taken into account for the model. The quantities of leachate expected to be
generated in the landfill during operation and post closure phases are estimated on
a per acre basis. The model was run using the following scenarios:
1) Open Flow Condition I: 70-foot average waste depth with 12-inch
intermediate soil cover.
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2) Open Flow Condition II: Cell or Sub-cell just opened, with no waste
placed.
3) Closed Flow condition: Cell or Sub-cell closed and capped.
Open Flow Condition
Based on the current waste stream and the anticipated waste placement
progression, the total time in which the waste may be exposed to rainfall is less
likely over one year under Open Condition I and II. Therefore, in evaluating Open
Condition I and II the wettest year on record (1984) plus the year before and the
year after the wettest year are used for simulation. The purpose of including the
rainfall data of the previous and the following year is to develop an initial moisture
content and to evaluate the extended influence of the peak monthly rainfall which
happened during the later months of the wettest year.
To evaluate and design leachate collection pipes, leachate lagoon and the
geometry of the landfill, a 25-year/24-hour storm of 8.5-inches is included in the
simulation.
Closed Flow Condition
Each phase or cell of the landfill will be closed and capped following the waste
placement operation. A 10-year historical rainfall data, along with a 24-hour/25-
year storm event are utilized to simulate leachate quantity generated after closure.
During post-closure, the quantities of leachate generated will significantly decrease
due to the cap system. The HELP model output and the leachate quantity
generated under each condition are presented in Section 6.
The results of the above conditions were used to determine the amount of leachate
generated at any given operating conditions or combination of different conditions
and to ensure that the average monthly leachate head does not exceed one foot on
the bottom liner.
The liner system was further evaluated using analytical methods primarily taken
from the design handbook “Designing with Geosynthetics” by Dr. Robert Keorner of
the Geosynthetic Research Institute (1994). The DriscoPipe Design Handbook was
used to evaluate the leachate pipe strength and durability under maximum waste
load and dynamic impact. The stormwater control system components (ditches,
sediment basins, culvert, etc.) were designed in accordance with the North Carolina
Erosion and Sediment Control Planning and Design Manual. A complete list of
references is included in Sections 6, 7, 8, and 9. The following calculations and
analysis were performed and are included in Sections 6, 7, 8, and 9:
x Cover Soil: sideslope stability analysis
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x Geonet: transmissivity evaluation
x Geotextile: retention and permittivity
x Anchor Trench: anchor trench design
x Perforated Pipe: sizing, wall crushing, wall buckling and ring deflection analysis
x Leachate Sump: sump and leachate extracting pump sizing
x Leachate Lagoon: storage capacity (Section 6 only)
x Leachate Lagoon Pump Station: wet well design and pump sizing (Section 6
only)
x Storm Water Control System: ditches, down slope flumes, culverts and
sediment basins
2.7 CRITICAL CONDITIONS AND ASSUMPTIONS
The following assumptions and critical conditions were used to design the various
landfill components.
x The 25-year, 24-hour storm event was used in the HELP model to predict peak
leachate generation rate.
x A 10-year (1982-1991) period of rainfall data obtained from the Hoffman Gauge
Station, North Carolina, and the synthetic temperature and solar radiation data
for Charleston, South Carolina were used to simulate precipitation and
temperature conditions at the landfill site.
x Leachate collection pipes, side slope drainage net and leachate collection sumps
were sized to meet Open Condition II and to maintain less than 12” of average
monthly hydraulic head on liner system.
x A minimum post-settlement slope of 2% in the drainage direction was maintained
for the landfill subgrade.
x Leachate storage lagoon was sized to meet leachate generation in an assumed
worst-case scenario.
x A 25-year, 24-hour storm event was used to design site drainage structures and
sediment basins.
x The bottom elevation of landfill and leachate lagoon is a minimum of four feet
above the estimated seasonal high groundwater table.
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2.8 LOCATION RESTRICTIONS
The following location investigation was conducted on the proposed landfill property
as part of the Site Study application.
2.8.1 Airport Safety
N.C. Solid Waste regulations require that new sanitary landfill sites shall not
be located within 10,000 feet of an airport runway used by turbojet aircraft or
within 5,000 feet of a runway used by piston-type aircraft.
The Camp Lejeune Municipal Solid Waste Management Facility is located
over five (5) miles from the MCB, New River Air Station which is the nearest
airport runway. Refer to the original Site Study for exhibits and figures.
2.8.2 Flood Plains
North Carolina Solid Waste regulations require that landfill activities not be
conducted in floodplain areas, or in a manner that will restrict the flow of the
100-year flood, reduce the storage capacity of the floodplain, or result in a
washout of solid waste that will pose a hazard to human life, wildlife or water
resources.
The proposed landfill site is bounded on the north by Wallace Creek. The
100-year floodplain has been derived from FEMA Flood Map, Panel No.
370340-0330-C and is shown on Drawing F-01 of the Facility Plan. The 100-
year floodplain is greater than 300 feet north of the future cell. Therefore, the
site is not located in a floodplain and shall not restrict the flow of the 100-year
flood.
2.8.3 Wetlands
Pursuant to RCRA Subtitle D regulations, Executive Order 11990, “Protection
of Wetlands,” Section 404(b)(1) guidelines of the Federal Clean Water Act,
and Section .1622(3) of N.C. Solid Waste Management Rules, the proposed
landfill construction was evaluated to determine potential wetland impacts.
Isolated pockets of wetlands have been identified on the site. Two larger
wetland areas identified on the project site were characterized as a mixture of
deciduous and pine flatwoods wetlands of approximately 1.2 and 0.6 acres in
size. Several smaller scrub/shrub and emergent wetlands were created from
the excavation of the borrow pits north of Old Bear Creek Road. Overall, a
total of 2.2 acres of wetlands were identified on the proposed landfill site.
The following measures will be implemented during construction and
operation of the landfill to ensure adequate protection of wetland areas:
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x During the construction of Phases I, II, III, and IV of the MSW unit, the
Base will implement the necessary steps including, but not limited to, the
installation of adequate silt fences, diversion berms and sediment traps
around the perimeter of the MSW unit to prevent any migration of fill and
stockpiled materials used to support the MSW unit.
x The landfill operators will seed and mulch fill slopes, as soon as practically
possible, adjacent to the wetland areas to prevent erosion and migration
of the deposited soils into the wetlands.
2.8.4 Fault Areas
The N.C. Solid Waste regulations effectively ban the location of new MSW
landfill units within 200 feet of a fault that has had displacement in Holocene
time unless the owner or operator demonstrate to the Solid Waste Division
that an alternative setback distance of less than 200 feet will prevent damage
to the structure integrity of the MSWLF unit.
Based on our literature search and site reconnaissance, there are no fault
zones in the area of the proposed landfill site. The only documented fault in
the Onslow County area is the Neuse Fault which trends northwest to
southeast and extends from about Smithfield, Johnston County to Bogue Inlet
at the mouth of the White Oak River, Onslow-Carteret County line. The
Neuse Fault is located about 10 to 12 miles east of the site. Therefore, the
proposed Camp Lejeune Municipal Solid Waste Landfill site meets the fault
areas’ location restriction as required by the Division of Solid Waste
Management Rule 15A NCC 13B.1622(4).
2.8.5 Seismic Impact
N.C. Solid Waste regulations (Section 1622(5)) effectively ban the location of
new MSWLF units and lateral expansions in a seismic impact zone (SIZ).
Seismic history in this region of the Coastal Plain Province is considered to be
inactive relative to potential seismic and tectonic activity. A seismic impact
zone is defined as an area with a 10 percent or greater probability that the
maximum horizontal acceleration in lithified earth material, expressed as a
percent of the earth’s gravitational pull will exceed 0.10 g in 250 years.
Based on Map C from “Probabilistic Earthquake Acceleration and Velocity
Maps for the United States and Puerto Rico,” USGS Map MF-2120, by
Algermissen et al, 1990, the proposed landfill site is located in an area where
the peak ground acceleration will be less than 0.10 g with 90 percent
probability of not being exceeded in 250 years. Therefore, the proposed
Camp Lejeune Municipal Solid Waste Landfill site is not located in a seismic
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impact zone as required in the Division of Solid Waste Management Rule 15A
NCAC 13B.1622(5).
2.8.6 Unstable Areas
As outlined in the Division of Solid Waste Management Rule 15A NCAC
13B.1622(6), unstable areas include poor foundation conditions, areas
susceptible to mass movements and karst terrains. The site is not located in
an unstable area with regard to karst terrains and susceptibility to mass
movements. However, based on the soil testing performed at the site, the
subsurface soil conditions mainly consist of very loose to very dense sands
with some very soft to firm clays. The extent and impacts of the very loose to
loose sands and the very soft to firm clays are further evaluated during the
investigations for the Phase I Design Hydrogeologic Report submitted with
the Engineering Report in accordance with Rule 15A NCAC 13B.1623(b) and
the Hydrogeologic Report for other phases.
2.8.7 Culture Resources
N.C. Solid Waste Rule .1622(7) requires that a new MSWLF unit or lateral
expansion shall not damage or destroy an archaeological or historical
property.
Based on information obtained from the Pre-Final Environmental Impact
Statement prepared by the Department of Navy, the construction of the new
Municipal Solid Waste Management Facility will not damage or destroy
archaeological or historical sites. A Phase I archaeological survey was
performed and disclosed no significant cultural resources within the 115 acre
impact area of the landfill site. Refer to the original Site Study for additional
information.
2.8.8 State Nature and Historic Preserve
North Carolina Solid Waste Regulations mandate that a landfill site shall not
cause an adverse impact on a state park, recreation or scenic area, or any
other lands included in the state nature and historic preserve, based on
information obtained from the Environmental Impact Statement prepared by
the Department of Navy. No state parks, recreation and scenic areas, or
nature preserves are present at the site (or within a one-quarter mile radius of
the site). Therefore, there should not be adverse impact upon such areas.
Refer to the original Site Study for additional information.
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2.8.9 Water Supply Watersheds
The proposed MCB, Camp Lejeune Landfill is not located in the critical area
of a water supply watershed and is not located in a watershed of a stream
with a WS-1 classification as defined in 15A NCAC 13B.1622(9). Both
Wallace Creek and Bearhead Creek are classified as “SB” waters. Refer to
the original Site Study for additional information.
2.8.10 Endangered and Threatened Species
North Carolina Solid Waste Regulations mandate that a landfill site shall not
cause or contribute to the taking of any threatened or endangered species of
plant, fish or wildlife. Additionally, a site shall not result in the destruction or
adverse modification of the critical habitat of any endangered or threatened
species as identified in 50 CFR Part 17 which is adopted by reference in the
North Carolina Solid Waste Regulations.
Based on information obtained from the Pre-Final Environmental Impact
Statement prepared by the Department of Navy, Atlantic Division Naval
Facilities Engineering Command (LANTDIV), there will be no impacts to State
or Federally listed plants or animals due to construction of the Municipal Solid
Waste Landfill on this site.
The Statement also shows that there will be no destruction or adverse
modification of the critical habitat of endangered or threatened species. In
addition, no high quality wildlife habitat is located inside or immediately
adjacent to the project site since the area has been heavily impacted from
past excavations and logging practice. Refer to the original Site Study for
additional information.
2.9 ENGINEERING DRAWINGS
A list of Phase I drawings is provided in Table 2-3. Phase II,III, and IV drawings and
specifications were provided under separate cover.
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TABLE 2-3
Master Sheet List, Engineering Plan, Landfill, P-948
Marine Corps Base, Camp Lejeune, NC
26-Apr-95
SHEET
NUMBER
OF 149
DRAWING
NUMBER
DRAWING TITLE EFD DRAWING
NO.
NAVFAC DRAWING NO
1 X-01 COVER SHEET 379750 427975
2 X-02 PROJECT SHEET INDEX 379751 427975
3 X-03 BASE CONTEXT/VICINITY MAP 379752 427975
4 X-04 STANDARD LEGEND AND ABBREVIATIONS 379753 427975
5 C-01 EXISTING TOPOGRAPHY AND PROPERTY FEATURES 379754 427975
6 C-02 OVERALL SITE PLAN 379755 427975
7 C-03 DEMOLITION/REMOVAL-AREA A 379756 427975
8 C-04 DEMOLITION/REMOVAL-AREA B 379757 427975
9 C-05 DEMOLITION/REMOVAL-AREA C 379758 427975
10 C-06 DEMOLITION/REMOVAL-AREA D 379759 427975
11 C-07 DEMOLITION/REMOVAL-COORDINATES & NOTES 379760 427976
12 C-08 STAKING & UTILITIES-AREA A 379761 427976
13 C-09 GRADING-AREA A 379762 427976
14 C-10 GRADING-SUBGRADE-AREA B 379763 427976
15 C-11 GRADING-SUBGRADE-AREA C 379764 427976
16 C-12 GRADING-OPERATING-AREA B 379765 427976
17 C-13 GRADING-OPERATING-AREA C 379766 427976
18 C-14 LEACHATE COLLECTION-AREA B 379767 427976
19 C-15 LEACHATE COLLECTION-AREA C 379768 427976
20 C-16 STAKING & UTILITIES-AREA D 379769 427976
21 C-17 GRADING-AREA D 379770 427977
22 C-18 EROSION CONTROL-AREA A 379771 427977
23 C-19 EROSION CONTROL-AREA B 379772 427977
24 C-20 EROSION CONTROL-AREA C 379773 427977
25 C-21 EROSION CONTROL-AREA D 379774 427977
26 C-22 LANDFILL CELL CROSS SECTIONS 379775 427977
27 C-23 LANDFILL CELL CROSS SECTIONS 379776 427977
28 C-24 LANDFILL CELL CROSS SECTIONS 379777 427977
29 C-25 LANDFILL CELL CROSS SECTIONS 379778 427977
30 C-26 SITE CONSTRUCTION DETAILS 379779 427977
31 C-27 SITE CONSTRUCTION DETAILS 379780 427978
32 C-28 SITE CONSTRUCTION DETAILS 379781 427978
33 C-29 SITE CONSTRUCTION DETAILS 379782 427978
34 C-30 SITE CONSTRUCTION DETAILS 379783 427978
35 C-31 SITE CONSTRUCTION DETAILS 379784 427978
36 C-32 SITE CONSTRUCTION DETAILS 379785 427978
37 C-33 SITE CONSTRUCTION DETAILS 379786 427978
38 C-34 SITE CONSTRUCTION DETAILS 379787 427978
39 C-35 SITE CONSTRUCTION DETAILS 379788 427978
40 C-36 SITE CONSTRUCTION DETAILS 379789 427978
41 C-37 SITE CONSTRUCTION DETAILS 379790 427979
42 C-38 SITE CONSTRUCTION DETAILS 379791 427979
43 C-39 SITE CONSTRUCTION DETAILS 379792 427979
44 C-40 SITE CONSTRUCTION DETAILS 379793 427979
45 C-41 SITE CONSTRUCTION DETAILS 379794 427979
46 C-42 EROSION CONTROL DETAILS 379795 427979
47 C-43 EROSION CONTROL DETAILS 379796 427979
48 C-44 EROSION CONTROL DETAILS 379797 427979
49 C-45 EROSION CONTROL DETAILS 379798 427979
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Phase IV, Landfill
MCB Camp Lejeune, NC
SECTION 3 – CONSTRUCTION QUALITY
ASSURANCE PLAN
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TABLE OF CONTENTS
3.1 INTRODUCTION............................................................................................... 3-6
3.1.1 Document Purpose................................................................................. 3-6
3.1.2 Elements of the CQA Plan...................................................................... 3-6
3.1.3 Quality Assurance and Quality Control................................................... 3-6
3.1.4 Reference to Standards.......................................................................... 3-6
3.1.5 Units........................................................................................................ 3-7
3.2 RESPONSIBILITY, AUTHORITY, AND QUALIFICATIONS OF PARTIES........ 3-7
3.2.1 Organizations Involved in CQA............................................................... 3-7
3.2.1.1 Permitting Agency............................................................. 3-7
3.2.1.2 Owner................................................................................ 3-7
3.2.1.3 Contracting Officer ............................................................ 3-8
3.2.1.4 Engineer............................................................................ 3-8
3.2.1.5 CQA Consultant ................................................................ 3-8
3.2.1.6 Contractor.......................................................................... 3-9
3.2.1.7 Manufacturer................................................................... 3-10
3.2.1.8 Installer............................................................................ 3-10
3.2.1.9 Installation Supervisor ..................................................... 3-11
3.2.1.10 Quality Assurance Laboratory......................................... 3-12
3.2.2 Qualifications of Key Personnel and Organizations.............................. 3-12
3.2.2.1 Engineer.......................................................................... 3-12
3.2.2.2 CQA Consultant .............................................................. 3-12
3.2.2.3 Contractor........................................................................ 3-13
3.2.2.4 Manufacturer................................................................... 3-13
3.2.2.5 Installer............................................................................ 3-15
3.2.2.6 Installation Supervisor..................................................... 3-16
3.2.2.7 Quality Assurance Laboratory......................................... 3-16
3.2.3 Communication Between Involved Parties............................................ 3-17
3.2.3.1 Pre-Construction Meeting................................................ 3-17
3.2.3.2 Progress Meetings .......................................................... 3-17
3.2.3.3 Problem or Work Deficiency Meeting .............................. 3-17
3.3 LANDFILL SUBGRADE................................................................................... 3-18
3.3.1 Material................................................................................................. 3-18
3.3.2 Construction.......................................................................................... 3-18
3.3.3 Field Quality Control ............................................................................. 3-18
3.3.3.1 Compaction..................................................................... 3-18
3.3.3.2 Testing............................................................................. 3-19
3.4 COMPACTED CLAY LINER............................................................................ 3-20
3.4.1 Material................................................................................................. 3-20
3.4.1.1 Low Permeability Clay..................................................... 3-20
3.4.1.2 Soil-Bentonite Mixture ..................................................... 3-21
3.4.1.3 Conformance Testing...................................................... 3-21
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3.4.2 Construction.......................................................................................... 3-22
3.4.2.1 Test Pad.......................................................................... 3-22
3.4.2.1.1 General................................................................. 3-22
3.4.2.1.2 Size....................................................................... 3-23
3.4.2.1.3 Compaction .......................................................... 3-23
3.4.2.1.4 Moisture Content .................................................. 3-24
3.4.2.1.5 Testing.................................................................. 3-24
3.4.2.1.6 Documentation ..................................................... 3-24
3.4.2.2 Low Permeability Clay Placement ................................... 3-24
3.4.2.2.1 General................................................................. 3-24
3.4.2.2.2 Moisture Control ................................................... 3-25
3.4.2.2.3 Compaction .......................................................... 3-25
3.4.2.2.4 Scarification.......................................................... 3-26
3.4.2.2.5 Repair of Voids..................................................... 3-26
3.4.2.2.6 Final Surface ........................................................ 3-26
3.4.2.3 Soil-Bentonite Mixture ..................................................... 3-26
3.4.2.3.1 General................................................................. 3-27
3.4.2.3.2 Manufacturer’s Representative............................. 3-27
3.4.2.3.3 Pugmill Operation................................................. 3-27
3.5 FIELD QUALITY CONTROL............................................................................ 3-28
3.5.1 Borrow Tests......................................................................................... 3-28
3.5.2 Moisture Content and Density Test....................................................... 3-28
3.5.3 Hydraulic Conductivity Tests................................................................. 3-29
3.5.4 Liner Thickness..................................................................................... 3-30
3.5.5 Liner Elevation...................................................................................... 3-30
3.6 GEOSYNTHETIC CLAY LINER (GCL)............................................................ 3-30
3.6.1 Manufacture of GCL ............................................................................. 3-31
3.6.1.1 GCL Raw Material........................................................... 3-31
3.6.1.2 Accessory Bentonite........................................................ 3-31
3.6.1.3 Sheet Material................................................................. 3-32
3.6.1.4 Quality Control Certification............................................. 3-32
3.6.1.5 Conformance Testing of GCL.......................................... 3-33
3.6.2 Delivery................................................................................................. 3-35
3.6.2.1 Transportation and Handling........................................... 3-35
3.6.2.2 Storage............................................................................ 3-36
3.6.3 Installation of GCL ................................................................................ 3-36
3.6.3.1 Clay Liner........................................................................ 3-36
3.6.3.2 Surface Preparation ........................................................ 3-36
3.6.3.3 Anchorage System.......................................................... 3-37
3.6.4 Geomembrane Placement.................................................................... 3-37
3.6.4.1 Field Panel Identification ................................................. 3-38
3.6.4.2 Location........................................................................... 3-38
3.6.4.3 Installation Schedule ....................................................... 3-38
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3.6.4.4 Weather Conditions......................................................... 3-39
3.6.4.5 Placement Method .......................................................... 3-39
3.6.4.6 Damage........................................................................... 3-40
3.6.5 Field Seaming....................................................................................... 3-40
3.6.5.1 Panel Layout ................................................................... 3-40
3.6.5.2 Seaming Equipment and Products.................................. 3-41
3.6.5.3 Seam Preparation ........................................................... 3-41
3.6.5.4 Weather Conditions for Seaming..................................... 3-41
3.6.5.5 General Seaming Procedures......................................... 3-41
3.6.6 Defects and Repairs ............................................................................. 3-42
3.6.6.1 Repair Procedures .......................................................... 3-42
3.6.7 Backfilling of Anchor Trench................................................................. 3-43
3.6.8 Liner System Certification/Acceptance ................................................. 3-43
3.7 GEOMEMBRANE LINER ................................................................................ 3-45
3.7.1 Manufacture of Geomembrane............................................................. 3-45
3.7.1.1 Geomembrane Raw Material........................................... 3-45
3.7.1.2 Sheet Material................................................................. 3-46
3.7.1.3 Quality Control Certification............................................. 3-47
3.7.1.4 Conformance Testing of Geomembrane ......................... 3-47
3.7.1.5 Factory Seam Testing of Geomembrane......................... 3-51
3.7.2 Delivery................................................................................................. 3-52
3.7.2.1 Transportation and Handling........................................... 3-52
3.7.2.2 Storage............................................................................ 3-53
3.7.3 Installation of Geomembrane................................................................ 3-53
3.7.3.1 Earthwork (for Phase I).................................................... 3-53
3.7.3.2 Surface Preparation ........................................................ 3-53
3.7.3.3 Anchorage System.......................................................... 3-54
3.7.4 Geomembrane Placement.................................................................... 3-54
3.7.4.1 Field Panel Identification ................................................. 3-54
3.7.4.2 Location........................................................................... 3-55
3.7.4.3 Installation Schedule ....................................................... 3-55
3.7.4.4 Weather Conditions......................................................... 3-56
3.7.4.5 Placement Method .......................................................... 3-56
3.7.4.6 Damage........................................................................... 3-56
3.7.5 Field Seaming....................................................................................... 3-57
3.7.5.1 Panel Layout ................................................................... 3-57
3.7.5.2 Seaming Equipment and Products.................................. 3-58
3.7.5.3 Seam Preparation ........................................................... 3-60
3.7.5.4 Weather Conditions for Seaming..................................... 3-60
3.7.5.5 Overlapping and Temporary Bonding.............................. 3-61
3.7.5.6 Trial Seams..................................................................... 3-61
3.7.5.7 General Seaming Procedures......................................... 3-62
3.7.5.8 Non-Destructive Seam Continuity Testing....................... 3-63
3.7.5.9 Destructive Testing.......................................................... 3-65
3.7.5.10 Procedure for Non-Complying Destructive Tests ............ 3-68
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3.7.6 Defects and Repairs ............................................................................. 3-69
3.7.6.1 Evaluation........................................................................ 3-69
3.7.6.2 Repair Procedures .......................................................... 3-69
3.7.6.3 Verification of Repairs ..................................................... 3-71
3.7.6.4 Large Wrinkles ................................................................ 3-71
3.7.7 Backfilling of Anchor Trench................................................................. 3-71
3.7.8 Liner System Certification/Acceptance ................................................. 3-72
3.8 GEONET, GEOTEXTILE AND GEOCOMPOSITE.......................................... 3-73
3.8.1 Manufacture of Geonet, Geotextile and Geocomposite........................ 3-73
3.8.1.1 Material............................................................................ 3-73
3.8.1.2 Quality Control Certification............................................. 3-76
3.8.1.3 Conformance Testing...................................................... 3-77
3.8.2 Shipment and Storage.......................................................................... 3-79
3.8.3 Installation of Geotextile........................................................................ 3-79
3.8.3.1 Handling and Placement ................................................. 3-79
3.8.3.2 Seams and Overlaps....................................................... 3-80
3.8.4 Installation of Geocomposite................................................................. 3-80
3.8.4.1 Handling and Placement ................................................. 3-80
3.8.4.2 Layering and Tying of Geocomposite.............................. 3-81
3.8.5 Repair................................................................................................... 3-82
3.8.5.1 Geotextile........................................................................ 3-82
3.8.5.2 Geocomposite................................................................. 3-82
3.8.6 Placement of Materials on Geotextiles.................................................. 3-82
3.8.7 Placement of Material on Geocomposite.............................................. 3-83
3.9 GRANULAR FILL MATERIAL.......................................................................... 3-83
3.9.1 Material................................................................................................. 3-83
3.9.2 Conformance Testing............................................................................ 3-83
3.9.3 Construction.......................................................................................... 3-84
3.9.4 Field Construction Quality Control ........................................................ 3-84
3.9.5 Protective Layer.................................................................................... 3-85
3.10 LEACHATE COLLECTION SYSTEM.............................................................. 3-85
3.10.1 Materials............................................................................................... 3-85
3.10.1.1 HDPE Drainage Pipe....................................................... 3-85
3.10.1.2 Pipe Extrusion................................................................. 3-87
3.10.1.3 Fittings............................................................................. 3-87
3.10.1.4 Joints............................................................................... 3-87
3.10.1.5 Conformance Testing...................................................... 3-88
3.10.1.5.1 Resin Evaluation................................................... 3-88
3.10.1.5.2 Finished Product Evaluation................................. 3-88
3.10.1.5.3 Stress Regression Testing.................................... 3-88
3.10.2 Construction.......................................................................................... 3-89
3.10.2.1 Perforations..................................................................... 3-89
3.10.2.2 Pipe laying....................................................................... 3-89
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3.10.2.3 Joints............................................................................... 3-89
3.10.3 Field Qualify Control ............................................................................. 3-90
3.11 SLUDGE DRYING BEDS.................................................................................. 3-91
3.11.1 Materials .............................................................................. 3-91
3.11.1.1 Aggregates ............................................................................ 3-91
3.11.1.2 Liner .............................................................................. 3-91
3.11.1.3 Concrete .............................................................................. 3-92
3.11.1.4 Piping and Accessories.......................................................... 3-92
3.11.2 Conformance Testing .......................................................................... 3-92
3.11.2.1 Testing Laboratory................................................................. 3-92
3.11.2.2 Aggregates ............................................................................ 3-93
3.11.2.3 Liner .............................................................................. 3-94
3.11.2.4 Concrete .............................................................................. 3-94
3.11.2.5 Piping and Accessories........................................................... 3-94
3.12 DOCUMENTATION........................................................................................... 3-94
3.12.1 Introduction........................................................................................... 3-94
3.12.2 Daily Recordkeeping ............................................................................ 3-95
3.12.2.1 Daily Summary Report .................................................... 3-95
3.12.2.2 Observation Logs and Test Data Sheets......................... 3-96
3.12.2.3 Problem Identification and Solution Report ..................... 3-96
3.12.2.4 Photographic Reporting Data Sheet................................ 3-97
3.12.3 Reports................................................................................................. 3-97
3.12.3.1 Progress Report.............................................................. 3-97
3.12.3.2 Certifications of Major Construction Activities.................. 3-98
3.12.3.3 Final Documentation ....................................................... 3-98
3.12.4 Storage of Records............................................................................... 3-99
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3.1 INTRODUCTION
3.1.1 Document Purpose
The purpose of the Construction Quality Assurance (CQA) Plan is to provide, in
accordance with North Carolina Division of Solid Waste Management regulations,
a description of observations and tests that will be used before, during, and upon
completion of construction to ensure that the construction materials meet the
requirements set forth in .1624 of the regulations.
3.1.2 Elements of the CQA Plan
The elements of the CQA Plan include for the construction of each cell:
x Establishment of the responsibilities and authorities for the construction
management organization.
x Description of all field observations, tests, equipment, and calibration
procedures for field testing equipment.
x Description of sampling protocols, sample size, methods for determining
sampling locations and frequency of sampling.
x Reporting requirements for CQA activities.
3.1.3 Quality Assurance and Quality Control
In order to assure the Owner of quality construction practices, the Owner will hire a
third party to perform observations and tests during construction. These field
observations and tests will be in addition to the quality control measures the
Contractor will perform as required in the construction documents. Quality
assurance and quality control can be defined as follows:
Quality Assurance:A program of tests and observations, executed by a party
independent of the contractor, performed in order to confirm that the completed
work meets contractual and regulatory requirements and will perform satisfactorily
in service.
Quality Control:Those actions performed by the contractor or an agent of the
contractor which provide a means to monitor the quality of the work being
performed.
3.1.4 Reference to Standards
The CQA Plan includes references to test procedures of the American Society for
Testing and Materials (ASTM), the Federal Test Method Standards (FTMS), EPA
SW-846 Test Methods, and the “Standards for Flexible Membrane Liners” of the
National Sanitation Foundation (NSF).
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3.1.5 Units
Properties and dimensions given in the CQA Manual are expressed in U.S. units
and may be followed by approximate equivalent values in SI units in parentheses.
The values given in SI units are typically only accurate within 10 percent. In cases
of conflict the U.S. units govern.
3.2 RESPONSIBILITY, AUTHORITY, AND QUALIFICATIONS OF PARTIES
3.2.1 Organizations Involved in CQA
The principal parties involved in the CQA of the solid waste disposal facility
include the Permitting Agency, Owner, Contracting Officer, Engineer, QC
Manager/Inspector, Contractor, Manufacturer, Installer, Installation
Supervisor, and Quality Assurance Laboratory. The general responsibilities
and authorities of each of these parties is described in the following
paragraphs. The responsibility and/or authority of a given party may be
modified or expanded during pre-construction meetings. The changes shall
be incorporated into the CQA Plan prior to construction.
3.2.1.1 Permitting Agency
The North Carolina Division of Solid Waste Management (DSWM) is
authorized to issue the permit for construction based on review and
acceptance of the permit application. The DSWM must have issued
a permit for the project prior to commencement of construction. As
construction progresses, the DSWM has the responsibility and
authority to review and accept or reject design revisions or requests
for variance submitted by the Owner.
3.2.1.2 Owner
The Owner, Marine Corps Base (MCB), Camp Lejeune, is
responsible for the design, construction, and operation of the landfill
facility. This responsibility includes compliance with the permit and
submission of CQA documentation demonstrating that the facility was
constructed in accordance with the permit documents and the design
plans and specifications. The Owner is responsible for the surveying
or certification documentation but may designate a third party to
perform or supervise the work.
The Owner has the authority to select and dismiss parties charged
with design, CQA, and construction activities. The Owner also has
the authority to accept or reject design plans and specifications, CQA
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plans, reports and recommendations of the CQA Consultant, and the
materials and workmanship of contractors.
3.2.1.3 Contracting Officer
The Contracting Officer is the official representative of the Owner and
is responsible for coordinating field activities. The Contracting Officer
has the authority to direct contractors hired by the Owner and is
responsible for communications between the Owner, CQA
Consultant, Engineer, Contractors, and Manufacturers.
3.2.1.4 Engineer
The Engineer is a firm or person, retained by the Owner, to perform
the engineering design and prepare the associated drawings and
specifications. The Engineer is responsible for approving all design
and specification changes; clarifying the design; reviewing and
approving shop drawings; and other tasks as required during
construction. The Engineer is also responsible for preparing the
permit documents for acceptance by the Permitting Agency. The
permit documents include forms, narratives, CQA Plan, design plans,
and specifications, which support the siting and design of the landfill.
During construction, the Engineer may be requested to clarify
discrepancies in the construction and contract documents or the CQA
Plan.
3.2.1.5 CQA Consultant
The CQA Consultant is a company or individual responsible for
observing and documenting activities related to the permit documents
and the CQA Plan. The CQA Consultant is represented on-site by
the CQA Resident Engineer and supports on-site CQA monitoring
personnel as appropriate.
In general, the responsibilities and authorities of the CQA Consultant
include:
x Complete understanding of the permit documents, design
plans, and specifications in relation to all aspects of the CQA
Plan;
x Scheduling, coordinating and performing CQA activities;
x Performing independent on-site observation of the work in
progress to assess compliance with the CQA Plan, permit
documents, design plans, and specifications;
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x Recognizing and reporting deviations from the CQA plan,
permit documents, design plans, and/or specifications to the
Contracting Officer. Securing documents from the Contracting
Officer which approve the changes;
x Verifying that the testing equipment meets testing and
calibration requirements, and that tests are conducted
according to standardized procedures defined in the CQA
Plan;
x Verifying that the raw data are properly recorded, validated,
reduced, summarized, and interpreted;
x Recording and maintaining test data accurately;
x Verifying that a contractor’s construction quality control plan is
in accordance with the site-specific CQA plan.
x Identifying CQA-tested work that should be accepted, rejected,
or further evaluated.
x Verifying that corrective measures are implemented;
x Documenting and reporting CQA activities;
x Collecting data needed for record documentation as defined in
Section 3.10; and
x Maintaining open line of communications with other parties
involved in the construction.
The CQA Consultant is also responsible for issuing certificates for
major construction activities associated with the landfill.
Certificates shall be issued by a Professional Engineer attesting that
construction and all test evaluations are in compliance with North
Carolina Solid Waste Management Rules and Amendment to the
Permit specifications; and bear the seal of a Professional Engineer
registered in the state of North Carolina.
3.2.1.6 Contractor
The Contractor is the company with which the Owner has entered
into agreement to construct the project. The Contractor is
responsible for meeting the requirements of the contract documents
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and the successful completion of the landfill construction. Some of
the Contractor’s specific responsibilities include: providing qualified
personnel to perform quality control; providing submittals for the
various materials as required by the specifications; scheduling and
coordinating the work with suppliers and subcontractors; providing a
representative at all times during construction activity; providing
surveying services; furnishing progress and record drawings;
attending progress meetings; and notifying the Contracting Officer of
design discrepancies.
3.2.1.7 Manufacturer
The manufacturer is the firm or corporation responsible for production
of material to be used in the project. The Manufacturer is responsible
for the condition of the material until the material is accepted by the
Contracting Officer. The Manufacturer shall produce a consistent
product meeting the project specifications and shall provide quality
control documentation for its project as specified in the construction
specification.
3.2.1.8 Installer
The Installer is the company responsible for installation of a particular
component of the landfill such as the synthetic liner or leachate
collection pipe. This is not limited to synthetic products. The Installer
is a Manufacturer or an approved installer trained and certified to
install a Manufacturer’s product.
The installer shall be responsible for field handling, storing,
deploying, seaming, curing, temporary restraining, and all other
aspects of the product installation. The Installer shall be responsible
for submittal of the documentation listed.
Pre-installation:Prior to commencement of the installation, the
Installer must submit the following to the Contracting Officer [CQA
Consultant]:
a. Resume of the Installation Supervisor to be assigned to this
project, including dates and duration of employment.
b. A panel layout drawing showing the installation layout of all
geosynthetics identifying field seams as well as any variance
or additional details which deviate from the Engineering
Drawings. The layout shall be adequate for use as a
construction plan and shall include dimensions, details, etc.
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c. Installation schedule.
d. A list of personnel performing field seaming operations along
with pertinent experience information.
e. All geosynthetic quality control certificates as required by this
CQA Manual (unless submitted directly by the Manufacturer to
the CQA Consultant, representing the Contracting Officer).
This CQA documentation shall be reviewed by the Installer before
installation of the geosynthetic begins.
Installation:During the installation, the Installer shall be responsible
for the submission of subgrade surface acceptance certificates for
each area to be covered by the lining system, signed by the
Installation Supervisor.
Completion:Upon completion of the installation, the Installer shall
submit:
a. The warranty obtained from the Manufacturer.
b. The installation warranty.
c. Record drawings clearly delineating seams, repairs, and
location of destructive samples.
3.2.1.9 Installation Supervisor
The Installation Supervisor is the individual provided and assigned by
the Installer to be the field representative to provide supervision and
guidance to the installation crew.
The Installation Supervisor is responsible for coordinating the
installation of the clay liner, the fusing of the pipes, or the seaming
and installation of the geosynthetic products. The Installation
Supervisor is responsible for providing supervision and guidance to
the installation crew. The Installation Supervisor is responsible for
obtaining samples for field testing and for coordinating testing
activities with the Contractor, Contracting Officer [and CQA
Consultant]. The Installation Supervisor is responsible for keeping a
daily log of all activities related to geosynthetic products installation
and testing and for attending all related project meetings.
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3.2.1.10 Quality Assurance Laboratory
The Quality Assurance Laboratory is a firm, independent from the
Contractor, Manufacturer, and Installer, responsible for conducting
tests on samples of geosynthetics (geosynthetic clay liner,
geomembrane, geonet and geotextile) and soils obtained from the
site. The Quality Assurance Laboratory shall be responsible for
conducting the appropriate laboratory tests as directed by the
Contracting Officer [CQA Consultant] and in accordance with the
project plans and specifications.
The Quality Assurance Laboratory shall be responsible for providing
all tests results to the Contracting Officer [CQA Consultant] in written
form within 24 hours of receipt of test samples. Written test results
shall be in an easily readable format and include references to the
standard test methods used.
3.2.2 Qualifications of Key Personnel and Organizations
The following qualifications shall be required by the key personnel and
organizations involved in CQA for the solid waste disposal facility
construction and related work.
3.2.2.1 Engineer
The Engineer shall be a professional engineer registered by the
State of North Carolina. The Engineer shall be familiar with
geosynthetics (including detailed geosynthetic design methods and
procedures), and all applicable regulatory requirements.
3.2.2.2 [CQA Consultant
The CQA Consultant shall be pre-qualified and approved by the
Owner. The CQA Consultant shall be a qualified engineering firm
with experience in construction quality assurance and quality control,
particularly on projects involving similar containment systems. The
CQA Consultant shall designate a CQA Officer who is a Professional
Engineer registered in the state of North Carolina. The CQA Officer
shall be solely responsible for the CQA personnel and their activities,
as well as the preparation of a certification report to certify the project
has been constructed in accordance with the CQA Plan, permit
documents, design plans, and specifications. The CQA Consultant
shall be capable of assigning technically qualified personnel to the
project, including an on-site CQA Resident Engineer and CQA
Monitors, as needed. The person designated as the Resident
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Engineer shall possess a thorough knowledge of all aspects of
earthwork and geosynthetic construction.
CQA Monitors shall be specifically trained in quality assurance of
geosynthetics, earthwork, concrete, etc. Geosynthetic CQA Monitors
shall have a minimum of 400,000 ft2 (37,200m2) field experience in
HDPE geomembrane and GCL installation. The lead Geosynthetic
CQA Monitor shall have a minimum of 2,000,000 ft2 (185,800 m2)
experience.
The corporate qualifications to be presented by the CQA Consultant
include:
-Brief corporate history;
-Proof of insurance;
-Summary of the firm’s relevant experience; and
-Resumes of personnel proposed for assignment to the
project.]
3.2.2.3 Contractor
The Contractor shall be experienced in all aspects of the work
required to successfully construct the project. The Contractor shall
be registered in the state of North Carolina and shall provide
references from previous projects.
3.2.2.4 Manufacturer
Prior to shipment of any material, each Manufacturer shall be pre-
qualified by the Engineer. Each geosynthetic Manufacturer shall
provide sufficient production capacity and qualified personnel to meet
the demands of the project as identified in the specification. Each
Manufacturer shall have an internal quality control program for its
product that meets the specified requirements.
Pre-Qualifications: Each Manufacturer shall meet the following
requirements and submit the following information to be considered
for pre-qualifications:
a. Corporate background and information
b. Manufacturing capabilities:
(1) Information on plant size, equipment, personnel,
number of shifts per day, and capacity per shift.
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(2) A list of material properties including certified test
results, to which are attached geosynthetic samples, if
applicable.
(3) For liner systems, a list of at least 10 completed landfill
or surface impoundment facilities totaling a minimum of
3,000,000 ft2 for which the Manufacturer has
manufactured a geosynthetic product. For each facility,
the following information shall be provided:
(a) Name and purpose of facility, its location, and
date of installation.
(b) Name of owner, project manager, designer,
fabricater (if any), and installer.
(c) Type of geosynthetic and the surface area of
installed geosynthetic.
(d) Available information on the performance of the
lining system and the facility.
c. The Manufacturer’s Quality Control Manual, including a
description of the quality control laboratory facilities.
d. The Manufacturer’s Field Installation Quality Control Manual,
As a minimum, the manual shall contain procedures and
recommendations for the following:
(1)Geosynthetic deployment
(2) Field panel placement
(3)Geosynthetic field seaming
(4) Seam testing (destructive, non-destructive for field and
laboratory settings)
(5) Repair of defects
e. The origin (supplier’s name and production plant) and
identification (brand name and number) of resin used to
manufacture the product.
Pre-Installation: Prior to the installation of any geosynthetic
material, each Manufacturer must submit to the Engineer all quality
control documentation required by the appropriate section of the
CQA Manual. This documentation shall be reviewed and approved
by the Engineer before installation can begin.
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3.2.2.5 Installer
The Installer shall be trained and certified to install the material used,
and shall be able to provide qualified personnel to meet the demands
of the project.
Prior to confirmation of contractual agreements, the Installer shall
provide the Contracting Officer with the information demonstrating
qualifications as follows:
a. Corporate background information
b. Description of installation capabilities:
(1) Information on equipment (numbers and types), and
personnel (number of site managers and number of
crews).
(2) Average daily production anticipated.
(3) Samples of field geosynthetic seams and a list of
minimum values for geosynthetic seam properties.
c. A list of at least five completed facilities, totaling a minimum of
2,000,000 ft2 for which the installer has installed geosynthetics.
For Clay Installer – must have installed at least two other clay
liners. For Geonet Installer – must have installed at least one
geonet system. For Pipe Installer – must have completed
manufacturer’s training for fusing pipe. Before each
installation, the following information shall be provided:
(1) Name and purpose of facility, its location, and date of
installation.
(2) Name of owner, project manager, designer,
Manufacturer, fabricator (if any), and name of contract
at the facility who can discuss the project.
(3) Name and qualifications of the Superintendent(s) of the
Installer’s crew(s).
(4) Type of geosynthetic and surface area installed.
(5) Type of seaming and type of seaming apparatus used.
(6) Duration of installation.
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(7) Available information on the performance of the lining
system and the facility.
d. The Installer’s Quality Control Manual.
e. A copy of a letter of recommendation supplied by the
geosynthetic Manufacturer.
3.2.2.6 Installation Supervisor
The Installation Supervisor must be qualified based on previously
demonstrated experience, management ability, and authority. The
Geosynthetic Installation Supervisors shall have previously managed
the installation of seaming apparatus to be used at the site. The Clay
Installer Supervisor shall have previously installed at least two clay
liners. The Geonet Supervisor must have installed at least one
geonet system. The Pipe Installer Supervisor must have completed
manufacturer’s training for fusing pipe.
3.2.2.7 Quality Assurance Laboratory
The Soils CQA Laboratory shall be a qualified laboratory with
experience in performing laboratory tests to determine soil
characteristics as required by this CQA Plan. The Soils CQA
Laboratory shall demonstrate that it follows the standard test
methods listed in the CQA Plan and maintains the appropriate,
calibrated equipment to perform the tests. The Soils CQA Laboratory
shall also demonstrate to the Contracting Officer [CQA Consultant]
that it adheres to a formal in-house QA/QC program and can provide
the required analytical documentation and reports.
The Geosynthetics CQA Laboratory shall be a qualified laboratory
with experience in performing laboratory tests to determine
geosynthetics characteristics as required by this CQA Plan. The
Geosynthetics CQA Laboratory shall demonstrate that it follows the
standard test methods listed in the CQA Plan and maintains the
appropriate, calibrated equipment to perform the tests. The
Geosynthetics CQA Laboratory shall also demonstrate to the
Contracting Officer [CQA Consultant] that it adheres to a formal in-
house QA/QC program and can provide the required analytical
documentation and reports.
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3.2.3 Communication Between Involved Parties
To achieve a high degree of quality during construction and to assure a final
product that meets all project requirements, clear, open channels of
communication are essential. To that end, meetings are critical.
3.2.3.1 Pre-Construction Meeting
A pre-construction meeting shall be held before construction. At a
minimum, the meeting shall include the Contracting Officer, [CQA
Consultant], Engineer, Contractor, and Installer.
The meeting will include, but not be limited to, a review of the project
documents; any modification of these documents; the
responsibilities and duties of each party; the construction strategy;
the proposed schedule and critical path; and a discussion of the
procedures for periodic reporting for testing and construction
activities.
3.2.3.2 Progress Meetings
A weekly progress meeting shall be held between the Contracting
Officer, Contractor, Installation Supervisor, [CQA Consultant], and
other involved parties. Those attending will discuss current progress,
planned activities for the next week, and new business or revisions to
the work. The Contracting Officer and CQA Consultant will log
problems, decisions, or questions arising at this meeting. Minutes of
this meeting will be submitted to the Contracting Officer for approval
and distributed to the appropriate parties within 24 hours of the
meeting time.
3.2.3.3 Problem or Work Deficiency Meeting
A special meeting shall be held when and if a problem of deficiency is
present or likely to occur. At a minimum, the meeting shall be
attended by the affected Contractors, the Contracting Officer, [and
the CQA Consultant]. The purpose of the meeting is to define and
resolve the problem or work deficiency as follows:
1. Define and discuss the problem or deficiency;
2. Review alternate solutions; and
3. Implement an action plan to resolve the problem or
deficiency.
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The meeting shall be documented by the Contracting Officer [and
CQA Consultant] and minutes shall be transmitted to the parties
involved.
3.3 LANDFILL SUBGRADE
This section is intended to comply with Rule .1624(b)(7). The CQA procedures
described herein shall be used in the construction of the Phase IV landfill cells and
were used in the construction of Phases I,II, and III cells and leachate lagoon.
3.3.1 Material
The subgrade shall be adequately free of organic material and consist of in-
situ soils or a selected fill approved by the Contracting Officer.
3.3.2 Construction
The prepared subgrade must conform to the contours shown on the Grading
Plans, as part of the Engineering Drawings, and shall be verified by survey.
Vegetation shall be stripped in accordance with the contract documents and
the surface proofrolled. Potentially deleterious materials such as organics
or soft materials shall be removed and the resulting voids filled with
acceptable material, appropriately compacted. The Contracting Officer shall
visually inspect and approve the subgrade and the survey plan of subgrade
elevation submitted by the Contractor before the installation of the clay liner
can proceed. It shall be the Contractor’s responsibility to properly prepare
and maintain the subgrade in a smooth, uniform, and compacted condition
during installation of the liner.
3.3.3 Field Quality Control
The Contracting Officer shall conduct a visual inspection of the subgrade to
document that the subgrade is properly prepared. The subgrade will be
proofrolled to detect soft or loose soils. Proofrolling shall be accomplished
with a 10-ton pneumatic-tired roller or other approved compacting
equipment. Proofrolling shall be performed in the presence of the
Contracting Officer. Rutting or pumping of material shall be undercut as
directed by the Contracting Officer and replaced with fill and backfill
material. The Contractor shall provide ground survey plans certified by a
land surveyor registered in the State of North Carolina. Survey and test
results for the subgrade shall be supplied to the CQA Consultant for
approval prior to beginning placement of the clay liner.
3.3.3.1 Compaction
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Compact top 12 inches of subgrade to 98 percent of ASTM D698.
Compact backfill and fill material to 95 percent of ASTM D698.
3.3.3.2 Testing
Test fill and backfill material in accordance with ASTM C136 for
conformance to ASTM D2487 gradation limits; ASTM D1140 for
material finer than the No. 200 sieve; ASTM D4318 for liquid limit and
for plastic limit; ASTM D698 or ASTM D1557 for moisture density
relations, as applicable.
Test density in accordance with ASTM D1556 or ASTM D6938. Test
moisture content in accordance with ASTM D2216. When ASTM
D6938 tests are used, verify density test results by performing an
ASTM D1556 density test at a location already ASTM D6938 tested
as specified herein. Perform an ASTM D1556 density test at the start
of the job, and for every 10 ASTM D6938 density tests thereafter.
Test every 1500 square feet of subgrade in the landfill areas.
TABLE 3-1
Subgrade Testing
PROPERTY TEST METHOD FREQUENCY
Gradation limits ASTM C136
ASTM D2487
1,000 cubic yards
Percent passing No. 200
sieve
ASTM D1140 1,000 cubic yards
Liquid and plastic limits ASTM D4318 1,000 cubic yards
Compaction (Moisture-
density curve)
ASTM D698 5,200 cubic yards
Rapid Density and
Moisture Content
ASTM D6938 1,500 square feet
Standard Moisture
Content
ASTM D2216 1 for every 10 rapid tests
Standard Density ASTM D1556 1 for every 10 rapid tests
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3.4 COMPACTED CLAY LINER
This Section is intended to comply with Rule .1624(b)(8). The CQA procedures
described herein shall be used in the construction of landfill cell and leachate
lagoon.
3.4.1 Material
3.4.1.1 Low Permeability Clay
Clay liner material shall consist of relatively homogenous, silty, and
clayey soils which are free of debris, rock, plant materials, frozen
materials, foreign objects, and organics. The particles must be less
than 1 inch in diameter at the time of compaction. The Earthwork
Contractor shall identify an off-site borrow area for the clay liner soils.
Clay used must also satisfy the criteria listed in Table 3-2.
TABLE 3-2
Required Physical Properties Of Low Permeability Clay
PROPERTY TEST METHOD TEST VALUE
Max. particle size (inches) ASTM D422 1
Min. percent passing No. 4 sieve ASTM D422 80
Min. percent passing No. 200
sieve
ASTM D1140 50
Min. liquid limit ASTM D4318 35
Min. plasticity index ASTM D4318 10
Max. plasticity index ASTM D4318 40
Soil Classification ASTM D2488 CH OR CL
Hydraulic conductivity ASTM D5084 1x10-7
1x10
cm/sec, Max.(for
Phase I),-5 cm/sec, Max. (for
Phases II,III, and IV)
Friction angle ASTM D4767 18q minimum
3.4.1.2 Soil-Bentonite Mixture (not used as an option in Phase IV)
The soil-bentonite mixture shall consist of an acceptable soil
containing a sealant consisting of free flowing, high swelling sodium-
based, Wyoming type bentonite. The soil-bentonite mixture material
used for liner construction shall be uniform in character and, after
compaction, shall have an in-place saturated hydraulic conductivity of
1x10-7 cm/s or less (according to ASTM D5084)for Phase I and
1x10-5 cm/s or less for Phases II,III, and IV. The bentonite shall
meet the contamination resistance criterion defined as the ability of
the bentonite, when prehydrated with fresh water for a minimum of 72
hours, and tested at the rate of 2.5 lbs. per square foot mixed into a
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2-inch layer of SP type sand to maintain hydraulic conductivity for a
minimum of 200 days after introduction of a solution containing 3
percent ammonium chloride into the testing device. The bentonite
shall be covered by the Manufacturer’s warranty against defects in
material and workmanship and shall have a useful life of 30 years
under normal weathering and normal use conditions. Both onsite
and offsite soils may be used for the soil-bentonite mix. Soil to be
used for the soil-bentonite mix shall conform to the following
properties:
a. Passing the 1.5 inch
Sieve
ASTM D422 100 Percent
b. Soil Classification ASTM D2488 SC, SM, CL,
CH, ML, MH
c. Soils with organic materials of any kind, particularly leaves and
root, shall not be used in the mixture.
d. Friction Angle ASTM D4767 18q minimum
3.4.1.3 Conformance Testing
Conformance testing shall be performed by the Quality Assurance
Laboratory on samples from the clay source, or soil source for the
soil-bentonite mixture and the soil-bentonite mixture, to assure
compliance with the Specifications. Sample sizes shall be at least
100 pounds of each principal type of material or combination of
materials. The following tests shall be performed on the samples:
1. Soil Classification (ASTM D2487)
2. Sieve Analysis (ASTM D422) (including hydrometer analysis)
3. Atterberg Limits (ASTM 4318)
4. Moisture-Density Curves (ASTM D698)
5. Specific Gravity (ASTM D854)
6. Laboratory Hydraulic Conductivity (ASTM D5084 except as
modified in Section 5.2.1 G)
7. Compaction Hydraulic Conductivity Curves
8. Natural Moisture (ASTM D2216)
9. Shear Tests for clay liner material (ASTM D4767 or as
approved by the Engineer)
10. Interface Shear Tests (clay/synthetic liner or soil-
bentonite/synthetic liner) using a direct shear, rotational shear,
or as approved by the Engineer.
The clay or soil (for soil-bentonite mixture) source shall be tested
before placement or mixing for liner construction. The following test
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frequency may be increased if material is variable, according to the
Contracting Officer’s requirements:
1. Soil classification (ASTM D2487) and grain size distribution
(ASTM D422) tests shall be performed for every 6,500 cubic
yards (cy) of material.
2. Natural moisture content (ASTM D2216) tests shall be
performed for every 2,000 cubic yards of material.
3. Atterberg limits (ASTM D4318) and moisture-density (ASTM
D698) tests shall be performed for every 6,500 cy of material.
Specific gravity (ASTM D854) tests shall be performed for
every 6,500 cy of material.
4. A laboratory hydraulic conductivity test (ASTM D5084) for
remolded sample shall be performed for every 13,000 cy of
material.
5. One internal friction test for every type of soil (or soil-bentonite
mix) or as required by the Engineer.
6.One interface friction soil/synthetic liner test for every type of
soil (or soil-bentonite mix) or as required by the Engineer.(In
Phases II,III,and IV, also required in Section 3.6 for GCL.)
3.4.2 Construction
3.4.2.1 Test Pad
3.4.2.1.1 General
Contractor shall construct a test liner pad prior to constructing
the landfill and leachate lagoon liners and whenever there is a
significant change in soil material properties. The test liner pad
shall be constructed using similar borrow material; placement
methods and testing procedures as are to be used in the actual
landfill and leachate lagoon liners. The equipment, liner
thickness, and subgrade slope and conditions shall be
representative of full scale construction.
If soil-bentonite mixture is to be used as a liner material, a test
liner pad shall be constructed onsite using the same equipment
and procedures that will be used during full-scale soil-bentonite
liner construction. The bentonite content of the initial soil-
bentonite mixture used for the test pads shall be approved by
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the Contracting Officer. Upon approval of the Contracting
Officer, the bentonite content of the soil-bentonite mix may be
increased from the initial test pad mix ratio to obtain the
specified results. If all hydraulic conductivity test results from
the test pad meet the specified value, and upon approval of the
Contracting Officer, another test pad may be constructed at
Contractor’s cost with a soil-bentonite mixture where the
bentonite-to-dry soil weight ratio is reduced. All hydraulic
conductivity test results from the test pad with the reduced
bentonite mixture must meet the specified hydraulic conductivity
value.
If the initial test liner pad does not give the specified results,
additional test pads shall be performed until the specified results
are obtained at the Contractor’s cost (including CQA costs).
3.4.2.1.2 Size
The test liner pad shall be a minimum plan size of 50 x 100 feet
x 24 inches thick for Phase I (18 inches thick for Phases II,III,
and IV)and shall be constructed with the Contracting Officer
present. The test liner pad shall be constructed on a section
on the bottom foundation grades of the interior landfill. The
Contractor shall compact the test clay liner within the moisture
content range approved in the Conformance Testing.
3.4.2.1.3 Compaction
The low permeability clay or soil-bentonite mixture materials
shall be uniformly compacted to no less than 95 percent of the
Standard Proctor maximum dry density (ASTM D698) within the
specified moisture content range. This minimum density shall
be uniformly obtained throughout the entire thickness of the
liner. The liner shall be constructed in lifts with a maximum
compacted thickness of 6 inches per lift.
3.4.2.1.4 Moisture Content
Soil moisture should be adjusted during the mixing or placement
process. The placement moisture content shall be a minimum
of 2 percent wet of the Standard Proctor (ASTM D698) optimum
moisture content and no greater than 5 percent wet of the
Standard Proctor optimum moisture content.
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3.4.2.1.5 Testing
For each lift, a minimum of three test locations shall be
established for testing moisture content, density, and a
composite sample for recompacted lab permeability. In
addition, a minimum of one relatively undisturbed shelby tube
sample shall be obtained from each lift for lab permeability
testing. These permeability tests shall be used to verify the soil
moisture content and density requirements to be used to
construct the landfill and Phase I leachate lagoon liners and
demonstrate the in-place soil permeabilities obtained by the
constructed test liner pad.
3.4.2.1.6 Documentation
The Contractor shall observe and document the equipment type
and construction methodology used while the test liner pad is
being constructed. This will allow the Contractor to determine
the relationship among density, moisture content, and
permeability. Field variables that can affect this relationship
shall be carefully measured and controlled in the test liner pad.
The Contractor shall utilize and adhere to the same equipment
and construction methodology during construction of the landfill
and Phase I leachate lagoon liners.
3.4.2.2 Low Permeability Clay Placement
3.4.2.2.1 General
Clay shall be placed to the lines and grades shown on the
drawings. The final compacted thickness of each lift shall be a
maximum of six inches. In areas where hand operated tampers
must be used, the loose lift thickness shall not exceed 4 inches.
Grade stakes shall not be driven into the clay layer. Clay
materials shall be disked, harrowed, and kneaded as necessary
to break down all clods and produce a uniform material that is
free of clods. Clay materials which have been contaminated
with clusters of rock or gravel, sand lenses or other deleterious
material shall be removed and replaced with uncontaminated
clay materials. The Contractor shall remove all rocks 1 inch or
larger. Work shall be limited to an area where a clay liner lift
can be completed in one working day. Completion shall be
defined as soil moisture adjustment, soil mixing, soil spreading,
and compaction of the clay liner layer. The area shall be left in
a manner to promote surface water run-off. Work on the slopes
shall be undertaken prior to work on the bottom grades to permit
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drainage in the event of rainfall. If a clay lift is not to receive a
subsequent clay lift within 16 hours of its completion, the clay lift
shall be sealed with a smooth wheel compactor, at the end of
each day’s work to protect the liner from desiccation. Should
desiccation cracks develop, the clay liner shall be scarified,
disked, rewetted, rehomogenized, and recompacted in
accordance with the Specifications to the depth of any such
cracks. During construction, the Contractor shall make all
necessary provisions to deal with inclement weather conditions.
Clay placement and compacting shall not take place during
adverse weather, conditions of freezing, desiccation, or
excessive moisture. The Contractor shall be fully responsible
for control of stormwater during installation of the liner system
and for moisture control and protection of the clay liner. No clay
liner material shall be placed, spread, or compacted while the
ground or the clayey soil is frozen/thawing during unfavorable
weather conditions or periods of precipitation. The clay liner
surface must be made smooth and free from ruts or indentations
at the end of any working day when significant precipitation is
forecast and/or at the completion of the compaction operations
in that area in order to prevent saturation of the clay liner
material.
3.4.2.2.2 Moisture Control
Clay shall be placed and compacted within the moisture content
range determined in the test liner pad. The moisture content
shall be maintained uniform throughout each lift. Moisture
added shall be thoroughly incorporated into the clay to ensure
uniformity of moisture content prior to compaction.
3.4.2.2.3 Compaction
Clay shall be compacted to the density requirements
determined in the test liner pad and by at least five (5) passes of
the approved compaction equipment over all areas of each lift.
In no case shall the clay material be compacted to less than 95
percent of the Standard Proctor maximum dry density (ASTM
D698). For self-propelled compactors, one pass is defined as
one pass of the entire vehicle. For towed rollers, one pass of
the drum constitutes a pass. Hand operated tampers shall be
used in areas where standard compaction equipment cannot be
operated. An approved non-penetrating type compactor shall
be used to compact the first lift of clay.
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3.4.2.2.4 Scarification
Scarification shall be performed on all areas of the upper
surface of each clay lift prior to placement of the next lift.
However, the existing subgrade shall not be scarified.
Scarification shall be accomplished with approved equipment.
The final lift of clay shall not be scarified. It shall be rolled with
at least three (3) passes of the approved smooth steel wheeled
roller to provide a smooth surface with no ridges or depressions.
3.4.2.2.5 Repair of Voids
Voids in the clay created during construction, including
penetrations for test samples, grade stakes, and other
penetrations necessary for construction shall be repaired
immediately by removing sand or other non-clay material,
placing bentonite backfill in lifts no thicker than 3 inches and
tamping each lift with a steel rod. Each lift shall be tamped a
minimum of 25 times altering the location of the rod within the
void. Other ruts and depressions in the surface of the lifts shall
be scarified, filled, and then compacted to grade.
3.4.2.2.6 Final Surface
A smooth wheel compactor shall be used with sufficient number
of passes to smooth the upper surface of the liner. All
detectable rocks or clods 1 inch or larger shall be removed.
This type of compactor shall be used only for final smoothing of
the surface. It shall not be used for achieving the specified
compaction. Rubber tired rollers and vibratory rollers will not be
allowed for use in compaction of the clayey materials.
3.4.2.3 Soil-Bentonite Mixture
3.4.2.3.1 General
All bentonite material shall be stockpiled and shall be
contained and covered to preserve the quality of the material.
The Contractor shall use a pugmill to produce the soil-
bentonite mix at the required moisture content and ready to
place. The pugmill operation must be approved by the
Contracting Officer prior to its arrival onsite. The general
procedures, moisture control, compaction, scarification, repair
of voids, and final surface, shall be in accordance with
paragraph entitled, “Clay Liner Installation.”
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3.4.2.3.2 Manufacturer’s Representative
The manufacturer is to provide services of a competent
technical representative on site during the soil-bentonite liner
installation to instruct the Contractor on the installation of the
bentonite admixture and insure that the soil-bentonite liner is
installed in accordance with the manufacturer’s
recommendations. The manufacturer’s representative shall be
on site for a minimum of one day per week during soil-
bentonite liner installation. The Contractor shall obtain a
written commitment for such technical services (including the
representative’s resume) supplied by the bentonite
manufacturer and furnish a copy of the commitment to the
Contracting Officer at least three (3) weeks prior to beginning
bentonite mixing. Copies of all technical reports and test data
generated by the bentonite manufacturer relative to this
project shall be furnished to the Contracting Officer at least
three weeks prior to commencing bentonite mixing/placement
operations.
3.4.2.3.3 Pugmill Operation
Soil-bentonite mixing shall be performed by a self-propelled
rotary mixer or continuous flow or batch pug mill. The mixing
plant equipment shall include metering and feeding equipment
which can be adjusted to the required accuracy to obtain the
required proportions to achieve the specified permeability.
Calibration of the mixing equipment shall be performed daily
prior to the start of work and as recommended by the
equipment manufacturer. Measuring and mixing shall be
performed at a central location in an area acceptable to the
Contracting Officer and the CQA Consultant. The soil liner
material and bentonite shall be thoroughly mixed to provide a
uniform, consistent material. Mixing shall not be performed
when subjected to rainfall or ambient temperatures below
32qF. Prior to placement, the soil-bentonite mixture may be
temporarily stockpiled on site in an area approved by the
Contracting Officer and the CQA Consultant, provided that it is
protected from evaporation and wetting from absorption of rain
water. The soil-bentonite mixture shall be placed and
compacted the same day it is mixed as long as subgrade and
weather conditions are suitable.
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3.5 FIELD QUALITY CONTROL
3.5.1 Borrow Tests
Representative samples shall be taken for testing at the frequencies listed in
Table 3-3 after a loose lift of clay has been placed. Test results shall meet
the requirements listed in Table 3-2. Where test results indicate a
previously undefined material type, additional testing shall be performed as
described in the paragraph entitled “Performance Testing and Test Liner
Pad.”
TABLE 3-3
Borrow Tests
PROPERTY TEST METHOD FREQUENCY
Percent passing No. 4 sieve (Note 1) ASTM D422 1,000 cubic yards
Percent passing No. 200 sieve (Note 1) ASTM D1140 1,000 cubic yards
Liquid and plastic limits (Note 1) ASTM D4318 1,000 cubic yards
Compaction ASTM D698 5,200 cubic yards
Note 1: At least one test shall be performed each day that soil is placed
3.5.2 Moisture Content and Density Tests
Moisture content and density tests shall be performed in a grid pattern. The
grid pattern shall be staggered for successive lifts so that sampling points are
not at the same location in each lift. Moisture content and density tests shall
be performed in accordance with Table 3-4.
TABLE 3-4
Moisture Content And Density Tests
PROPERTY TEST METHOD FREQUENCY
Rapid Moisture Content ASTM D6938 8,500 square feet
Standard Moisture Content ASTM D2216 1 for every 10 rapid tests
Rapid Density ASTM D6938 8,500 square feet
Standard Density ASTM D1556
ASTM D2167
1 for every 20 rapid tests
Rapid moisture and density test results shall be checked against standard
test results to verify good correlation. A minimum of one moisture content
and density test shall be performed each day clay is compacted. Nuclear
density gauges shall be used in the direct transmission mode. Nuclear
density and moisture calibration curves shall be checked and adjusted by the
procedures described in ASTM D6938. The nuclear gauge calibration checks
shall be made at the beginning of a job, on each different type of material to
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be placed, and at intervals as directed by the Contracting Officer. At the start
of construction, a minimum of ten measurements shall be made on
representative samples of compacted clay using both standard methods and
any rapid moisture or density testing methods to be used. Results shall be
compared to verify good correlation. The field moisture content and density
test results shall be plotted on the “Acceptable Zone” plot that corresponds to
the appropriate material type being tested. If test results are not within the
“Acceptable Zone” for moisture content or density, three (3) additional tests
shall be taken at the location of the failed parameter. If all retests pass, no
additional action shall be taken. If any of the retests fail, the lift of soil shall be
repaired out to the limits defined by passing tests for that parameter. The
area shall then be retested as directed. Documentation shall be provided
concerning the corrective measures taken in response to failed test results.
3.5.3 Hydraulic Conductivity Tests
Undisturbed samples shall be taken for hydraulic conductivity testing at a
frequency of one per 40,000 square feet for each lift of clay placed. Vertical
samples shall be cut from the lift in accordance with ASTM D1587 and
transported in the vertical position in accordance with ASTM D4220, Group
C. Each undisturbed sample shall be tested for hydraulic conductivity in
accordance with ASTM D5084, moisture content in accordance with ASTM
D2216, particle size analysis in accordance with ASTM D422, and liquid and
plastic limits in accordance with ASTM D4318. If any test result is greater
that the “Maximum Allowable Permeability,” modifications shall be proposed
and approved for the removing and replacing of deficient clay. If the
hydraulic conductivity of any test is more than one order of magnitude
greater than the “Maximum Allowable Permeability,” the area of the failed
test shall be retested and repaired as directed. Documentation shall be
submitted describing the corrective measures taken in response to failed
test results.
3.5.4 Liner Thickness
The CQC supervisor of the Contractor shall observe the thickness of loose
clay liner lifts continuously during placement. If possible, it is recommended
that laser sources and receivers be used by the Contractor to control lift
thickness. For those areas where lasers cannot be used, it is
recommended that either flexible plastic stakes or metallic grade stakes be
used. The stakes shall be mounted on a base so that the stakes do not
have to be driven into the underlying lift. No wooden stakes will be allowed
in the clay liner area. Depth measurements to determine the thickness of
the liner layer shall be conducted every 9,000 square ft of installed clay or
soil bentonite mixture liner by using a method approved by the Contracting
Officer.
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3.5.5 Liner Elevation
The Contractor shall provide ground survey plans, certified by a land
surveyor registered in the State of North Carolina, of the disposal cells to
verify the elevation of the top of clay. Shots for this survey shall be taken on
50-foot centers, using identical horizontal points consistent with subgrade
and top of sand surveys. No synthetic liner may be placed until the certified
survey is received and approved by the Contracting Officer with a note
stating that the top of clay grades conform to the Engineering Drawings and
that the thickness of the clay is a minimum of 24 inches at all points for
Phase I, 18 inches for Phases II, III, and IV.
3.6 GEOSYNTHETIC CLAY LINER (FOR PHASES II,III, and IV)
The CQA procedures described herein shall be used in the construction of the
Phases II,III, and IV landfill cells.
The manufacture, shipment, and installation of the geosynthetic clay liner shall be
in accordance with this section and the permit documents. Throughout this
section, laboratory and field tests will be referred to by name, for the specific test
method corresponding to the named tests, see Table 3-5. Also included in Table
3-5 are the frequencies required and a list of values corresponding to the specific
test methods. These values are for a standard woven-bentonite-nonwoven,
reinforced GCL, since this material is used in most facilities.
If a material other than the standard woven-bentonite-nonwoven, reinforced GCL is
to be used, the Manufacturer’s guaranteed minimum values should be used for the
test methods listed in Table 3-5.
3.6.1 Manufacture of GCL
The GCL Manufacturer shall provide documentation that the material meets
the requirements of the permit specifications and that adequate quality
control measures have been implemented during the manufacturing
process.
3.6.1.1 GCL Raw Material

The GCL shall be a factory manufactured hydraulic barrier consisting
of granular sodium bentonite clay, sandwiched between, supported
and encapsulated by two geotextiles, needlepunched together. The
geotextile shall be a nonwoven, permeable fabric consisting of
polymer filaments and formed into a stable network. The liner
material and any seaming materials shall have chemical andphysical
resistance properties not adversely affected by environmental
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exposure, waste placement, and leachate generation. The raw
materials shall be prime, first quality products.
Prior to the shipment of the GCL material, the GCL Manufacturer
shall provide the Contracting Officer and the CQA Consultant with
documentation that the material meets the property value
requirements indicated in Tables 3-5, 3-6, and 3-7.
At the Government’s discretion and cost, testing may be carried out
on the GCL by the Geosynthetics CQA Laboratory for purposes of
verifying conformance. If the results of the Manufacturer and the
GCL CQA Laboratory testing differ, the testing will be repeated by
the Geosynthetics CQA Laboratory, and the GCL Manufacturer will
be allowed to monitor this testing. The results of this latter series of
tests will prevail.
3.6.1.2 Accessory Bentonite
Any accessory bentonite used for sealing seams, penetrations or
repairs, shall be the same granular bentonite as used in the
production of the GCL itself.
3.6.1.3 Sheet Material
In addition to information regarding the raw materials, the GCL
Manufacturer shall provide the Contracting Officer and the CQA
Consultant with the following prior to shipment of the GCL:
-A properties sheet certification including, at a minimum, all
specified properties, measured using test methods indicated in
Tables 3-5, 3-6, and 3-7.
-A list of quantities and descriptions of materials other than the
bentonite and geotextiles comprising the GCL.
- The sheets shall also be free of cuts, abrasions, holes,
blisters, contaminants, and other imperfections. The GCL
shall be supplied in rolls. Labels on each roll shall identify the
thickness of material, the length and width of the roll, batch
and roll numbers, and name of manufacturer. The Contracting
Officer and the CQA Consultant shall verify that the property
values certified by the GCL Manufacturer meet the test
methods shown on Tables 3-5, 3-6, and 3-7 and meet the
permit specifications. They shall also verify that the
measurement of properties by the Manufacturer is properly
documented.
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3.6.1.4 Quality Control Certification
Prior to shipment, the GCL Manufacturer shall provide the
Contracting Officer and the CQA Consultant with quality control
certifications for the GCL provided. The quality control certificate will
be signed by a responsible party employed by the GCL
Manufacturer, such as the production manager. The quality control
certificate will include:
-Production lot number and individual roll identification
numbers;
-Length, width and total weight of roll;
-Type of GCL material;
-Sampling procedures and frequency; and
-Results of quality control test.
The manufacturer shall be required to provide, as a minimum, the
following test results in accordance with test requirements as
specified in Tables 3-5 and 3-7:
-Moisture Content (Bentonite)
-Swell Index (Bentonite)
-Fluid Loss (Bentonite)
-Bentonite Mass/Unit Area
-Grab Strength
-Internal Shear Strength
-Index Flux
-Peel Strength
-Permeability
The Contracting Officer and the CQA Consultant shall:
-verify that the quality control certificates have been provided at
the specified frequency for all rolls; and
-Review the quality control certificates and verify that the test
methods meet the requirements and the values in the permit
specifications.
3.6.1.5 Conformance Testing of GCL
Upon, or prior to, delivery of the rolls of GCL, the Contractor
shall verify that samples are removed and forwarded to an
independent QC Laboratory for testing to verify conformance
with the test methods listed in Table 3-7 and the permit
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specifications. The following conformance tests shall be
conducted at the following frequency at the laboratory:
-Bentonite Swell Index (1 per 100,000 sf)
-Bentonite Fluid Loss (1 per 100,000 sf)
-Bentonite Mass/Unit Area (1 per 100,000 sf)
-Grab Strength (1 per 200,000 sf)
-Peel Strength (1 per 200,000 sf)
All conformance test results shall be reviewed by Contracting
Officer and the CQA Consultant and accepted or rejected,
prior to the placement of the liner. CQA Consultant shall
perform 10% of Contractor’s conformance testing to verify his
results. All test results shall meet, or exceed, the property
values listed in Table 3-7. In case of failing test results, the
Manufacturer may request that another sample be retested by
the independent laboratory with the Manufacturer’s technical
representative present during the testing procedures. The
retesting shall be at no cost to the Government. The
Manufacturer may also have the sample retested at two
different laboratories approved by the Government. If both
laboratories do not report passing results, all liner material
representing the failing sample will be considered out of
specification and rejected.
TABLE 3-5
Minimum Standards for Sodium Bentonite Specifications
PROPERTY/FREQUENCY UNITS VALUE
Moisture Content, ASTM D4643, maximum
(1 per 100,000 lb)
percent 12
Swell Index, ASTM D5890, minimum (1 per
100,000 lb)
mL/2 g min. 24
Fluid Loss, ASTM D5891, maximum (1 per
100,000 lb)
mL max. 18
TABLE 3-6
Minimum Standards for Geotextile Specifications
PROPERTY/FREQUENCY UNITS VALUE
Cap - Nonwoven: Mass/Unit Area, ASTM
D5261 (1 per 50,000 sf)
oz/yd2 6.0MARV
Bottom – Scrim Reinforced Nonwoven:
Mass/Unit Area, ASTM D5261 (1 per
50,000 sf)
oz/yd2 6.0MARV
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TABLE 3-7
Minimum Standards for Geosynthetic Clay Liner (GCL) Specifications
PROPERTY/FREQUENCY UNITS VALUE
Mass per Unit Area, ASTM D5993, (1 per
40,000 sq ft)
lb/ft2 0.75min.
MARV
Grab Strength, ASTM D4632, (1 per 40,000
sq.ft)
lbs min. MARV 150
Tensile Strength, ASTM D6768, (1 per
40,000 sq.ft)
lbs/in min.
MARV
45
Index Flux, ASTM D5887, (Weekly) m
3/m2 1x10/sec max.-8
Peel Strength, ASTM D6496 (1 per 40,000
sq.ft)
lbs/in min.
MARV
2.5
Hydraulic Conductivity, ASTM D5887
(weekly)
cm/sec max.
MARV
5x10-9

3.6.2 Delivery
3.6.2.1 Transportation and Handling
Transportation of the GCL to the site is the responsibility of the GCL
Manufacturer, or Installer depending on the contract documents.
Handling on-site is the responsibility of the Installer. The GCL, when
off-loaded, should be placed on a smooth surface free of rocks or any
other protrusions which may damage the material.
The following should be verified by the Contracting Officer prior to off-
loading the GCL:
-The equipment to be used to unload or handle the material at
the job site is adequate and poses no undue risk of injury or
damage to person or property.
-Personnel will handle the GCL with care upon delivery of the
GCL to the job site. The Contracting Officer and the Installer
shall conduct a visual inspection of the surface of all rolls for
defects or for damage. This examination shall be conducted
without unrolling rolls unless defects or damages are found or
suspected. Rolls with severe flaws or without proper
identification should be rejected by the Contracting Officer.
The presence of free-flowing water within the packaging shall
require the roll to be set aside for further examination to
ascertain the extent of damage, if any.
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3.6.2.2 Storage
The Installer shall be responsible for the storage of the GCL on site.
The Contracting Officer will provide storage space in a location (or
several locations). Storage space should protect the GCL from theft,
vandalism, passage of vehicles, water, and weather, etc. GCL
should be stored at no higher than three rolls high or limited to the
height at which the handling apparatus may be safely handled by
installation personnel. Rolls should not be stacked on uneven or
discontinuous surfaces in order to prevent bending, deformation,
damage to the GCL or cause difficulty inserting the core pipe. An
additional tarp or plastic sheet shall be used over the stacked rolls to
provide extra protection for GCL material if it is stored outdoors.
Bagged bentonite material shall be stored on pallets or other suitably
dry surface which will prevent undue prehydration.
The Contracting Officer shall document that storage of the GCL
provides adequate protection against water, dirt, shock, and other
resources of damage.
3.6.3 Installation of GCL
The installation of the GCL involves four primary tasks; earthwork, placement of
GCL field panels, seaming the field panels, and placement of cover material.
3.6.3.1 Clay Liner
The Clay liner supporting the GCL and anchoring it in place is crucial
to the performance of the GCL. Construction activities shall be
closely monitored by the CQA Consultant, representing the
Contracting Officer.
3.6.3.2 Surface Preparation
The Clay Liner Installer shall be responsible for preparing the
subgrade according to the contract documents.
The Contracting Officer shall document that:
-A qualified Land Surveyor has verified lines and grades;
and
-The requirements of landfill subgrade and compacted clay
liners of the CQA Plan are satisfied.
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The Installer shall certify in writing that the surface on which the GCL
will be installed is acceptable. The certificate of acceptance shall be
given by the Installer to the Contracting Officer prior to
commencement of GCL installation in the area under consideration.
It is the Installer’s responsibility to protect the subgrade after it has
been accepted. After the subgrade has been accepted by the
Installer, it shall be the Installer’s responsibility to indicate to the
Contracting Officer any change in the supporting soil condition that
may require repair work. If the CQA Consultant, representing the
Contracting Officer concurs with the Installer, then the Contractor
shall arrange for the supporting soil to be repaired at no cost to the
Government.
3.6.3.3 Anchorage System
Anchor trenches shall be excavated by the Clay Liner Installer
(unless otherwise specified) to the lines and widths shown on the
design drawings prior to GCL placement. The Contracting Officer
shall verify that anchor trenches have been constructed according to
the Engineering Drawings.
Slightly rounded corners will be provided in trenches where the GCL
adjoins the trench to avoid sharp bends in the GCL. No large rocks
or clay lumps shall be allowed to underlie the GCL in the trenches.
Seaming shall continue through the anchor trench.
Backfilling of anchor trenches shall be performed in accordance with
Section 31 23 00.00 20 “Excavation and Fill” of the construction
specification.
3.6.4 Geomembrane Placement
The placement of field panels of the GCL is the responsibility of the Installer
and shall be performed in accordance with the approved layout and the
following:
3.6.4.1 Field Panel Identification
A field panel is the unit area of GCL which is to be seamed in the
field. The Contracting Officer shall document that the Installer labels
each field panel with an “identification code” (number and/or letter)
consistent with the layout plan. This identification code will be
agreed upon by the Contracting Officer, Installer, and the CQA
Consultant. It is the responsibility of the Installer to verify that each
field panel placed can be tracked to the original roll number. The
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identification code will be marked at a location agreed upon by the
Contracting Officer, Installer, and the CQA Consultant.
The Installer shall establish a table or chart showing correspondence
between roll numbers and field panel identification codes. The field
panel identification code will be used for all quality assurance
records.
3.6.4.2 Location
The Contracting Officer shall verify that field panels are installed at
the Installer’s layout plan, as approved. If the panels are deployed in
a location other than that indicated on the layout drawings, the
revised location shall be noted in the field on a record “as-built”
drawing which will be modified at the completion of the project to
reflect actual panel locations. Record drawings will be maintained
and submitted by the Installer as required by the project specification
and contract documents.
3.6.4.3 Installation Schedule
The GCL shall be placed with minimum handling. Only those
panels/sheets that can be anchored and seamed together the same
day shall be deployed. No GCL shall be left exposed overnight. The
exposed edge of the GCL shall be covered by a temporary tarp or
other water resistant sheeting until the next working day.
The Installer shall make a recommendation of the installation
schedule with the approval of the Contracting Officer and the CQA
Consultant to suit field conditions at the time of installation.
It is usually beneficial to “shingle” overlaps in the downward direction
to facilitate drainage in the event of precipitation. It is also beneficial
to proceed in the direction of prevailing winds. Scheduling decisions
must be made during installation, in accordance with varying
conditions. In any event, the Installer shall be fully responsible for
the decision made regarding placement procedures.
The Contracting Officer and CQA Consultant shall evaluate changes
in the schedule proposed by the Installer and advise the Installer on
the acceptability of that change. The Installer shall record the
identification code, location, and date of installation of each field
panel.
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3.6.4.4 Weather Conditions
GCL placement shall not be done during any precipitation, snow, in
an area of ponded water, or in the presence of excessive winds.
3.6.4.5 Placement Method
The following is the responsibility of the GCL Installer; the
Contracting Officer shall document that these conditions are satisfied:
-Equipment used does not damage the GCL by handling,
trafficking, excessive heat, leakage of hydrocarbons, or other
means;
-The prepared surface underlying the GCL has not deteriorated
since previous acceptance, and is still acceptable immediately
prior to GCL placement;
-Personnel working on the GCL do not smoke, wear damaging
shoes, or engage in other activities that could damage the
GCL;
-The method and equipment used to unroll the panels does not
cause scratches or crimps in the GCL and does not damage
the supporting soil. Avoid dragging the GCL sheets on
subgrade;
-The method used to place the panels minimizes wrinkles
(especially differential wrinkles between adjacent panels);
-Adequate temporary loading and/or anchoring (e.g., sand
bags, tires), not likely to damage the GCL, has been placed to
prevent uplift by wind (in case of high winds); and
-Direct contact with the GCL is minimized; i.e., GCL is
protected by temporary tarp or other suitable materials, in
areas where excessive traffic may be expected.
-The minimum allowable size for a GCL “panel” shall be 120
square feet.
-GCL panels shall be placed with the nonwoven geotextile side
facing down.
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3.6.4.6 Damage
The CQA Consultant, representing the Contracting Officer shall
visually observe each panel, after placement and prior to seaming,
for damage. The CQA Consultant shall advise the Installer which
panels, or portions of panels, are rejected, in need of repair, or
accepted. Damaged panels or portions of damaged panels which
have been rejected shall be marked and their removal from the work
area recorded by the CQA Consultant. Repairs to the GCL shall be
made according to procedures described in Section 3.6.6.
As a minimum, the CQA Consultant, representing the Contracting
Officer shall document that:
-The panel is placed in such a manner that it is unlikely to be
further damaged; and
-Any tears, punctures, holes, thin spots, etc. are either marked
for repair or the panel is rejected.
3.6.5 Field Seaming
Field seaming is the responsibility of the Installer and shall be performed in
accordance with the following.
3.6.5.1 Panel Layout
At the Pre-construction Meeting, the GCL Installer shall provide the
Contracting Officer with a panel layout drawing, i.e., a drawing of the
facility to be lined showing expected seams. The CQA Consultant
shall review the panel layout drawing and verify that it is consistent
with the accepted state of practice and the CQA Plan.
In general, seams should be oriented parallel to the line of maximum
slope, i.e., oriented along, not across, the slope. In corners and odd-
shaped geometric locations, the number of seams should be
minimized. Horizontal seams should be greater than 5-feet from the
toe of slopes, or areas of potential stress concentrations, unless
otherwise authorized.
A seam numbering system compatible with the panel numbering
system shall be agreed upon at the Pre-Construction Meeting.
Field joints shall be made by overlapping adjacent panel edges a
minimum of 6 inches and overlapping panel ends a minimum of 24
inches.
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Detail work, such a liner to pipe penetrations, drainage structures,
and other appurtenances, shall be performed as recommended by
the GCL Manufacturer.
3.6.5.2 Seaming Equipment and Products
Field seaming shall be in conformance with GCL Manufacturer’s
recommendations. One 50 lb bag of granular bentonite shall be
supplied by the manufacturer with each roll of GCL.
3.6.5.3 Seam Preparation
The following is the responsibility of the Installer; the CQA
Consultant, representing the Contracting Officer shall verify that the
following conditions are met:
-Prior to seaming, the seam are is clean and free of moisture, dust,
dirt, oils, greases, debris of any kind, and foreign material;
-No metal objects that could potentially damage the liner are
permitted for use on the lined area.
3.6.5.4 Weather Conditions for Seaming
The required weather conditions for seaming are as follows:
-The GCL shall be dry and protected from wind.
The Contracting Officer shall verify that good weather conditions are
fulfilled and will advise the Installer if they are not. The Contracting
Officer will then decide if the installation will be stopped or
postponed.
3.6.5.5 General Seaming Procedures
Unless otherwise specified, the general seaming procedure used by
the Installer shall be as follows:
-Seaming shall extend to the outside edge of panels to be placed
in the anchor trench.
-Granular bentonite of the same type as the bentonite used for the
GCL shall be placed continuously along the entire overlap width
at a minimum of 0.25 lbs/linear foot or as recommended by the
manufacturer. Construction adhesive or other approved seaming
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methods recommended by the manufacturer shall be used for
horizontal seams on slopes.
-While seaming, monitor and maintain the proper overlap.
Overlaps which occur on slopes shall be constructed with the up
slope GCL shingled over the down slope GCL.
-Alternate seaming methods may be approved if recommended by
the manufacturer.
The CQA Consultant shall verify that the above seaming procedures
are followed, and shall inform the Contracting Officer if they are not.
3.6.6 Defects and Repairs
Seams and non-seams areas of the GCL shall be examined by the CQA
Consultant for identification of defects, rips, tears and any sign of
contamination by foreign matter. Damage may also include delamination of
geotextiles or a displaced panel. The surface of the GCL will be clean at the
time of examination. The GCL surface shall be swept by the Installer if the
amount of dust or mud inhibits examination.
3.6.6.1 Repair Procedures
-Patching – Completely expose the affected area. Remove all
foreign objects or soil. Place a patch of unused GCL over with
a minimum overlap of 12-inches on all edges. Use accessory
bentonite between the patch edges and the repaired material
at a rate of quarter pound per lineal foot of edge spread in a
continuous six inch fillet. For slopes, adhere the edges of the
patch to the repaired liner to keep the patch in position.
-Displaced Panels – Adjust panel to the correct position and
orientation. Inspect for any geotextile damage or bentonite
loss. Patch any area damaged.
-Premature Hydration – If the GCL is prematurely hydrated,
Installer shall notify CQA Consultant for site specific
determination as to whether the material is acceptable or if
alternative measures must be taken to ensure the quality of
the design.
In addition, the following provisions shall be satisfied:
-All surfaces must be clean and dry at the time of the repair;
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-All seaming equipment used in repairing procedures must be
approved;
-The repair procedures, materials, and techniques will be
approved in advance of the specific repair by the CQA
Consultant, representing the Contracting Officer and Installer;
-Patches will extend at least 12-inches beyond the edge of the
defect, and all corners of patches will be rounded;
3.6.7 Backfilling of Anchor Trench
Anchor trenches will be adequately drained, to prevent ponding or otherwise
softening of the adjacent soils while the trench is open.
Anchor trenches shall be backfilled and compacted in specified lifts by the
Earthwork Contractor or the Installer, as outlined in the specifications.
Since backfilling the anchor trench can affect material bridging at toe of
slope, consideration should be given to backfill the liner at its most
contracted state; preferably during the cool of the morning or extended
period of overcast skies.
Care shall be taken when backfilling the trenches to prevent any damage to
the geosynthetics. The amount of trench open at any time shall be limited
to one day of liner installation capacity.
The CQA Consultant or Contracting Officer shall observe the backfilling
operation and advise the Contractor of any problems.
3.6.8 Liner System Certification/Acceptance
The Installer and the Manufacturer shall retain ownership and responsibility
for the geosynthetics in the facility until acceptance by the Government.
The liner system shall be accepted by the Owner when:
-The installation if finished;
-Verification of the adequacy of seams and repairs including
associated testing, is completed;
-Installer’s representative furnishes the Contracting Officer with
certification that the GCL was installed in accordance with the
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Manufacturer’s recommendations as well as the plans and
specifications;
-All documentation of installation is completed including the CQA
Consultant’s final report; and
-Certification, including record drawings, sealed by a Professional
Engineer has been received by the Contracting Officer.
3.7 GEOMEMBRANE LINER
This section is intended to comply to Rule .1624(b)(9). The CQA procedures
described herein shall be used in the construction of landfill cells and Phase I
leachate lagoon.
The manufacture, shipment, and installation of polyethylene geomembrane shall
be in accordance with this section and the permit documents. Throughout this
section, laboratory and field tests will be referred to by name, for the specific test
method corresponding to the named tests, see Table 3-8. Also included in Table
3-8 are a list of values corresponding to the specific test methods. These values
are for 60 mil smooth geomembrane, since this material is used in most facilities
and for Phase I.
If a material other than 60 mil smooth geomembrane is to be used (i.e., 80 mil
geomembrane, textured geomembrane, VLDPE geomembrane, etc.), the
Manufacturer’s guaranteed minimum values should be used for the test methods
listed in Table 3-8.A textured HDPE geomembrane shall be used for liner
construction of Phases II,III, and IV cells.
3.7.1 Manufacture of Geomembrane
The Geomembrane Manufacturer shall provide documentation that the
material meets the requirements of the permit specifications and that
adequate quality control measures have been implemented during the
manufacturing process.
3.7.1.1 Geomembrane Raw Material
The geomembrane shall be high-density polyethylene. The liner
material and any seaming materials shall have chemical and physical
resistance properties not adversely affected by environmental
exposure, waste placement, and leachate generation. The raw
material shall be first quality polyethylene resin containing no more
than 2 percent clean recycled polymer by weight and meet the
following specifications:
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-Specific Gravity: t 0.94 (including additives);
-Melt Flow Index: t1 g/10 min.;
-Carbon Black Content: 2.0 to 3.0 percent; and
Prior to the shipment of polyethylene geomembrane material, the
Geomembrane Manufacturer shall provide the Contracting Officer
[and the CQA Consultant] with the following information:
-The origin (Resin Supplier’s name and resin production plant),
identification (brand name, number) and production date of the
resin;
-A copy of the quality control certificates issued by the Resin
Supplier; noting results of density and melt index.
-Reports on the tests conducted by the Manufacturer to verify
the quality of the resin used to manufacture the geomembrane
rods assigned to the project meets the requirements indicated
above; and
-A statement that no reclaimed polymer is added to the resin
(however, the use of polymer recycled during the
manufacturing process may be permitted if done with
appropriate cleanliness and if recycled polymer does not
exceed 2 percent by weight).
At the Government’s discretion and cost, testing may be carried out
on the resin by the Geosynthetics CQA Laboratory for purposes of
verifying conformance. If the results of the Manufacturer and the
Geosynthetics QC/CQA Laboratory testing differ, the testing will be
repeated by the Geosynthetics CQA Laboratory, and the
Geomembrane Manufacture will be allowed to monitor this testing.
The results of this latter series of tests will prevail.
The Geomembrane Manufacturer shall also certify that the resin used
in the manufacture corresponds to the resin used for the liner which
was used in project-specific compatibility (EPA Method 9090) testing.
3.7.1.2 Sheet Material
In addition to information regarding the raw material, the
Geomembrane Manufacturer shall provide the Contracting Officer
[and the CQA Consultant] with the following prior to shipment of the
geomembrane:
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-A properties sheet certification including, at a minimum, all
specified properties, measured using test methods indicated in
Table 3-8.
-A list of quantities and descriptions of materials other than the
base polymer comprises the geomembrane.
-The sheets shall also be free of cuts, abrasions, holes,
blisters, contaminants, and other imperfections. The
geomembrane shall be supplied in rolls. Labels on each roll
shall identify the thickness of material, the length and width of
the roll, batch and roll numbers, and name of manufacturer.
The Contracting Officer [and the CQA Consultant] shall verify
that the property values certified by the Geomembrane
Manufacturer meet the test methods shown on Table 3-8
and meet the permit specifications and the measurement of
properties by the Manufacturer are properly documented.
3.7.1.3 Quality Control Certification
Prior to shipment, the Geomembrane Manufacturer shall provide the
Contracting Officer [and the CQA Consultant] with quality control
certificates for the geomembrane provided. The quality control
certificate will be signed by a responsible party employed by the
Geomembrane Manufacturer, such as the production manager. The
quality control certificate will include:
-Roll identification numbers;
-Sampling procedures and frequency; and
-Results of quality control test.
The manufacturer shall be required to provide, as a minimum, the
following test results in accordance with test requirements as
specified in Table 3-8:
- Thickness
-Density
-Tensile properties
-Tear resistance
-Puncture Resistance
-Carbon black content
-Carbon black dispersion
The Contracting Officer [and the CQA Consultant] shall:
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-verify that the quality control certificates have been provided at
the specified frequency for all rolls; and
-Review the quality control certificates and verify that the test
methods meet the requirements and the values in the permit
specifications.
3.7.1.4 Conformance Testing of Geomembrane
Upon, or prior to, delivery of the rolls of geomembrane, the
Contracting Officer [CQA Consultant] shall verify that samples
are removed and forwarded to an independent CQA
Laboratory for testing to verify conformance with the test
methods listed in Table 3-8 and the permit specifications. The
following conformance tests shall be conducted at the
laboratory:
Thickness
-Density
-Tensile properties
All conformance test results shall be reviewed by Contracting
Officer [and CQA Consultant] and accepted or rejected, prior
to the placement of the liner. All test results shall meet, or
exceed, the property values listed in Table 3-8. In case of
failing test results, the Manufacturer may request that another
sample be retested by the independent laboratory with the
Manufacturer’s technical representative present during the
testing procedures. The retesting shall be at no cost to the
Government. The Manufacturer may also have the sample
retested at two different laboratories approved by the
Government. If both laboratories do not report passing
results, all liner material representing the failing sample will be
considered out of specification and rejected.
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TABLE 3-8
Minimum Standards for HDPE Geomembrane Specifications (Phase I)
PROPERTY UNITS VALUE
(b)
Thickness, ASTM D751, NSF Mod.
Average
Lowest Individual Reading
(a)mils
mils
t60.0
54.0
Density, ASTM D792, or ASTM D1505 g/cm t0.943
Melt Flow Index, ASTM D1238, Cond. E g/10 min d1.0
Carbon Black Content, ASTM D1603 percent 2.0 to 3.0
Carbon Black Dispersion, ASTM D3105 rating A1, A2, or B1
Tensile Properties, ASTM D638, NSF Mod.
Stress at Yield psi t126
Stress at Break psi t228
Strain at Yield percent t12
Strain at Break percent t700
Tear Resistance, ASTM D1004 lbs t39
Puncture Resistance, FTMS 101C, 2065 lbs t72
Brittleness Temp. ASTM D746 B, Pass qF -94
ESCR, ASTM D1693, NSF Mod. hours t1500
Water Vapor Transmission Rate gm/m
2 d0.03-day
(a) The average thickness shall be based on five measurements taken across the
roll width.
(b) Values listed are only for 60 mil HDPE smooth geomembrane used in Phase I.
TABLE 3-9
Minimum Standards for HDPE Textured Geomembrane Specifications
(Phases II,and III, and IV)
PROPERTY/FREQUENCY UNITS VALUE
Thickness, ASTM D5994 (per roll)
Minimum Average
Lowest Individual for 8 out of 10
(a)
Lowest Individual for any 10 values
mils
mils
mils
57
54.0
51.0
Density, ASTM D1505 (1 per 200,000 lb) g/cm t0.943
Oxidative Induction Time (OIT)
Standard OIT, ASTM D3895 (1 per 200,000
lb)
min 100
Tensile Properties, ASTM D6693, Type IV (1
per 20,000 lb)(b)
Stress at Yield psi t126
Stress at Break psi t90
Strain at Yield Percent t12
Strain at Break Percent t100
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TABLE 3-9
Minimum Standards for HDPE Textured Geomembrane Specifications
(Phases II,and III, and IV)
Tear Resistance, ASTM D1004 (1 per
45,000 lb)
Lbs t42
Puncture Resistance, ASTM D4833 (1 per
45,000 lb)
Lbs t90
Carbon Black Content, ASTM D1603 (1 per
20,000 lb)
percent 2.0 to 3.0
(c)
Carbon Black Dispersion, ASTM D5596 (1
per 45,000 lb)
rating Min. 9 of 10 in
Categories (Cats)
1 or 2. All 10 in
Cats 1, 2, or 3.
Brittleness Temp. ASTM D746 B, Pass (1
per resin batch)
qF -110
Water Vapor Transmission Rate, ASTM E96
(1 per resin batch)
gm/m2 d0.03-day
Melt Flow Index (g/10 min), ASTM D1238 (1
per resin batch)
g/10 min ”1.0
(a)The average thickness shall be based on ten measurements taken across the roll
width.
(b)Minimum average machine direction and minimum average cross machine direction
values shall be based on 5 test specimens each direction. Yield elongation is
calculated using a gage length of 1.3 inches.Break elongation is calculated using a
gage length of 2.0 inches.
(c) Other methods such as ASTM D4218 or microwave methods are acceptable if an
appropriate correlation to ASTM D1603 can be established.
3.7.1.5 Factory Seam Testing of Geomembrane
Geomembrane sheets shall be manufactured as wide as possible to
minimize factory and field seams. Panels are factory or field
fabricated geomembrane units which composed of several
geomembrane sheets seamed together. Factory seaming shall be by
methods approved by the geomembrane manufacturer. Non-
destructive testing shall be conducted in accordance with the
fabricator’s approved quality control manual. Continuous visual
inspection shall be performed on the seams during fabrication.
Defective seams shall be repaired, retested and approved prior to
continuation of the seaming process. During fabrication, a minimum
of one destructive test sample shall be taken per 300 feet of factory
seam length. Where possible, these samples shall be taken from
extra material at the beginning or end of panel seams such that the
panel is not damaged and the panel geometry is not altered. The
samples shall be a minimum of 12 inches wide by 24 inches long with
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the seam centered lengthwise. Each sample shall be cut into two
equal pieces with one piece retained by the fabricator and one piece
given to the Contracting Officer for quality assurance testing and
permanent record. Each sample shall be tagged to identify: (1)
manufacturer’s roll number; (2) date cut; (3) panel from which cut; (4)
location in panel; (5) top sheet; (6) visual inspection comments; and
(7) quality control inspector’s name. The fabricator’s seam samples
shall be tested for shear strength and peel adhesion in accordance
with ASTM D4437 and meet the minimum requirements shown in
Table 3-9. To be acceptable, four out of five replicate test specimens
must meet specified seam strength requirements. Certified test
results on factory seams shall be submitted and approved by the
Contracting Officer prior to delivery of any panels to the site.In
Phases II,III, and IV the textured HDPE geomembrane does not
have any factory seams. A panel consists of one roll or partial roll of
geomembrane. All field seams shall meet the requirements listed in
Table 3-9.
TABLE 3-9
Factory And Field Seam Requirements
PROPERTY TEST METHOD MINIMUM MAXIMUM
Bonded Seam Strength
(shear) (1)
ASTM D6392 120 lbs/in width ---
Seam Peel Adhesion (1)
(2)
ASTM D6392 FTB and 91 lbs/in
width (fusion
weld) and 78
lbs/in width
(extrusion weld)
---
(1) Seam tests for peel and shear must fail in the Film Tear Bond mode. This is a
failure in the ductile mode of one of the bonded sheets by tearing or breaking prior to
complete separation of the bonded area.
(2) Where applicable, both tracks of a double hot wedge seam shall be tested for peel
adhesion.
3.7.2 Delivery
3.7.2.1 Transportation and Handling
Transportation of the geomembrane to the site is the responsibility of
the Geomembrane Manufacturer, or Installer depending on the
contract documents. Handling on-site is the responsibility of the
Installer. Geomembrane rolls, when off-loaded, should be placed on
a smooth surface free of rocks or any other protrusions which may
damage the material.
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The following should be verified by the Contracting Officer [CQA
Consultant] prior to off-loading geomembrane:
-The equipment to be used to unload or handle the material at
the job site is adequate and poses no undue risk of injury or
damage to person or property.
-Personnel will handle the geomembrane with care upon
delivery of the geomembrane to the job site, the Contracting
Officer [CQA Consultant] and Installer shall conduct a visual
inspection of the surface of all rolls for defects or for damage.
This examination shall be conducted without unrolling rolls
unless defects or damages are found or suspected. Rolls with
severe flaws or without proper identification should be rejected
by the Contracting Officer.
3.7.2.2 Storage
The Installer shall be responsible for the storage of the
geomembrane on site. The Contracting Officer will provide storage
space in a location (or several locations). Storage space should
protect the geomembrane from theft, vandalism, passage of vehicles,
water, and weather, etc.
The Contracting Officer [CQA Consultant] shall document that
storage of the geomembrane provides adequate protection against
dirt, shock, and other resources of damage.
3.7.3 Installation of Geomembrane
The installation of the geomembrane involves three primary tasks;
earthwork (for Phase I), placement of geomembrane field panels and
seaming the field panels.
3.7.3.1 Earthwork (for Phase I)
The earthwork supporting the geomembrane and anchoring it in
place is crucial to the performance of the geomembrane. Earthwork
construction activities shall be closely monitored by the Contracting
Officer [CQA Consultant].
3.7.3.2 Surface Preparation
The Earthwork Contractor (in Phase I)shall be responsible for
preparing the supporting soil according to the contract documents.
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The Phase I the Contracting Officer documented that:
-A qualified Land Surveyor has verified lines and grades;
and
-The requirements of landfill subgrade and compacted clay
liners of the CQA Plan are satisfied.
In Phases II,III, and IV a textured geomembrane is placed over a
GCL. Slip a sheet (such as a 20-mil smooth HDPE) over the GCL
first in order to allow the geomembrane to slide into its proper
position. Once the overlying geomembrane is properly positioned,
carefully remove the slip sheet without moving the geomembrane.
The Installer shall certify in writing that the surface on which the
geomembrane will be installed is acceptable. The certificate of
acceptance shall be given by the Installer to the Contracting Officer
[CQA Consultant] prior to commencement of geomembrane
installation in the area under consideration.
It is the Installer’s responsibility to protect the supporting soil or GCL
after it has been accepted. After the supporting soil has been
accepted by the Installer, it shall be the Installer’s responsibility to
indicate to the Contracting Officer any change in the supporting soil
or GCL condition that may require repair work. If the Contracting
Officer [CQA Consultant] concurs with the Installer, then the
Contractor shall arrange for the supporting soil or GCL to be repaired
at no cost to the Government.
3.7.3.3 Anchorage System
Anchor trenches shall be excavated by the Earthwork Contractor
(unless otherwise specified) to the lines and widths shown on the
design drawings prior to geomembrane placement. The Contracting
Officer [CQA Consultant] shall verify that anchor trenches have been
constructed according to the Engineering Drawings.
Slightly rounded corners will be provided in trenches where the
geomembrane adjoins the trench to avoid sharp bends in the
geomembrane. No large rocks or clay lumps shall be allowed to
underline the geomembrane in the trenches. Seaming shall continue
through the anchor trench.
Backfilling of anchor trenches shall be performed in accordance with
Section 31 23 00.00 20 “Excavation and Fill” of the construction
specification.
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3.7.4 Geomembrane Placement
The placement of field panels of geomembrane is the responsibility of the
Installer and shall be performed in accordance with the approved layout and
the following:
3.7.4.1 Field Panel Identification
A field panel is the unit area of geomembrane which is to be seamed
in the field. The Contracting Officer [CQA Consultant] shall
document that the Installer labels each field panel with an
“identification code” (number and/or letter) consistent with the layout
plan. This identification code will be agreed upon by the Contracting
Officer, Installer, and the [CQA Consultant]. It is the responsibility of
the Installer to verify that each field panel placed can be tracked to
the original roll number. The identification code will be marked at a
location agreed upon by the Contracting Officer, Installer, and the
[CQA Consultant].
The Installer shall establish a table or chart showing correspondence
between roll numbers and field panel identification codes. The field
panel identification code will be used for all quality assurance
records.
3.7.4.2 Location
The Contracting Officer [CQA Consultant] shall verify that field panels
are installed at the Installer’s layout plan, as approved. If the panels
are deployed in a location other than that indicated on the layout
drawings, the revised location shall be noted in the field on a record
“as-built” drawing which will be modified at the completion of the
project to reflect actual panel locations. Record drawings will be
maintained and submitted by the Installer as required by the project
specification and contract documents.
3.7.4.3 Installation Schedule
The geomembrane shall be placed with minimum handling. Only
those panels/sheets that can be anchored and seamed together the
same day shall be deployed.
The Installer shall make a recommendation of the installation
schedule with the approval of the Contracting Officer to suit field
conditions at the time of installation.
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It is usually beneficial to “shingle” overlaps in the downward direction
to facilitate drainage in the event of precipitation. It is also beneficial
to proceed in the direction of prevailing winds. Scheduling decisions
must be made during installation, in accordance with varying
conditions. In any event, the Installer shall be fully responsible for
the decision made regarding placement procedures.
The Contracting Officer shall evaluate changes in the schedule
proposed by the Installer and advise the Installer on the acceptability
of that change. The Installer shall record the identification code,
location, and date of installation of each field panel.
3.7.4.4 Weather Conditions
Geomembrane placement shall not proceed when sheet temperature
measured by placing a thermometer on the surface of the sheet is
below 32qF (0qC) or above 104qF (40qC) for extrusion welding and
140qF (60qC) for fusion welding, unless otherwise authorized by the
Contracting Officer [CQA Consultant]. Geomembrane placement
shall not be done during any precipitation or snow, in an area of
ponded water, or in the presence of excessive winds.
3.7.4.5 Placement Method
The following is the responsibility of the Geomembrane Installer; the
Contracting Officer [CQA Consultant] shall document that these
conditions are satisfied:
-Equipment used does not damage the geomembrane by
handling, trafficking, excessive heat, leakage of hydrocarbons,
or other means;
-The prepared surface underlying the geomembrane has not
deteriorated since previous acceptance, and is still acceptable
immediately prior to geomembrane placement;
-Personnel working on the geomembrane do not smoke, wear
damaging shoes, or engage in other activities that could
damage the geomembrane;
-The method and equipment used to unroll the panels does not
cause scratches or crimps in the geomembrane and does not
damage the supporting soil;
-The method used to place the panels minimizes wrinkles
(especially differential wrinkles between adjacent panels);
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-Adequate temporary loading and/or anchoring (e.g., sand
bags, tires), not likely to damage the geomembrane, has been
placed to prevent uplift by wind (in case of high winds); and
-Direct contact with the geomembrane is minimized; i.e.,
geomembrane is protected by geotextiles, extra
geomembrane, or other suitable materials, in areas where
excessive traffic may be expected.
3.7.4.6 Damage
The Contracting Officer [CQA Consultant] shall visually observe each
panel, after placement and prior to seaming, for damage. The
Contracting Officer [CQA Consultant] shall advise the Installer which
panels, or portions of panels, are rejected, in need of repair, or
accepted. Damaged panels or portions of damaged panels which
have been rejected shall be marked and their removal from the work
area recorded by the Contracting Officer [CQA Consultant]. Repairs
to geomembrane shall be made according to procedures described in
Section 3.7.6.
As a minimum, the Contracting Officer [CQA Consultant] shall
document that:
-The panel is placed in such a manner that it is unlikely to be
further damaged; and
-Any tears, punctures, holes, thin spots, etc. are either marked
for repair or the panel is rejected.
3.7.5 Field Seaming
Field seaming is the responsibility of the Installer and shall be performed in
accordance with the following.
3.7.5.1 Panel Layout
At the Pre-construction Meeting, the Geomembrane Installer shall
provide the Contracting Officer and the CQA Consultant with a panel
layout drawing, i.e., a drawing of the facility to be lined showing
expected seams. The CQA Consultant shall review the panel layout
drawing and verify that it is consistent with the accepted state of
practice and the CQA Plan.
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In general, seams should be oriented parallel to the line of maximum
slope, i.e., oriented along, not across, the slope. In corners and odd-
shaped geometric locations, the number of seams should be
minimized. Horizontal seams should be greater than 5-feet from the
toe of slopes, or areas of potential stress concentrations, unless
otherwise authorized.
A seam numbering system compatible with the panel numbering
system shall be agreed upon at the Pre-Construction Meeting.
Field joints shall be made by overlapping adjacent sheets a minimum
of 4-inches.
Polyethylene pipe sleeves shall be used for pipe sleeves penetrating
through the lined area. When the pipe composition is polyethylene
the sleeve should be extrusion welded directly to the pipe if space
permit. For dissimilar materials, the sleeve should be fastened by
mechanical means and sealant applied between the pipe and sleeve.
3.7.5.2 Seaming Equipment and Products
Approved processes for field seaming are extrusion seaming and
fusion seaming. Proposed alternate processes shall be documented
and submitted to the Owner for approval.
The Installer shall submit seaming equipment documentation to the
Contracting Officer and the CQA Consultant for approval.
Extrusion Process
Extrusion welding consists of introducing a ribbon of molten resin
along the edge of the overlap of the two geomembrane sheets to be
welded. A hot-air preheat and the addition of molten polymer causes
some of the material of each sheet to be liquefied resulting in a
homogeneous bond between the molten weld bead and the surface
of the overlapped sheets.
Grind seam overlap prior to welding within on hour of the welding
operation in manner that does not damage the geomembrane. Grind
marks should be covered with extrudate whenever possible. In all
cases, grinding should not extend more than one-eighth inch (1/8”)
past the edge of the area covered by the extrudate during welding.
The extrusion-seaming apparatus shall be equipped with gauges
giving the relevant temperatures of the apparatus such as the
temperatures of the extrudate, nozzle, and preheat. Extrusion
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welding shall only be allowed for patching and seaming around
appurtenances.
The Installer shall provide documentation regarding the extrudate to
the Contracting Officer and the CQA Consultant, and shall certify that
the extrudate is compatible with the permit specifications, and is
comprised of the same resin as the geomembrane sheeting.
The QC Specialist shall log apparatus temperatures ambient
temperatures, extrudate temperatures, and sheet temperatures at
appropriate intervals.
The following is the responsibility of the Installer; the Contracting
Officer [CQA Consultant] shall verify that these conditions are met:
-The Installer maintains on-site the number of spare operable
seaming apparatus decided at the Pre-Construction Meeting;
-Equipment used for seaming is not likely to damage the
geomembrane;
-The extruder is purged prior to beginning a seam until heat-
degraded extrudate has been removed from the barrel;
-The electric generator is placed on a smooth base and a rub
sheet such that no damage occurs to the geomembrane;
-A smooth insulating plate or fabric is placed beneath the hot
seaming apparatus after usage.
Fusion Process
Fusion welding consists of placing a heated wedge, mounted on a
self propelled vehicular unit, between two overlapped sheets such
that the surface of both sheets are heated above the polyethylene’s
melting point. After being heated by the wedge, the overlapped
panels pass through a set of pre-set pressure wheels which
compress the two panels together to form the weld.
The fusion-seaming apparatus shall be equipped with gauges giving
the applicable temperatures. Pressure settings shall be verified by
the installer prior to each period.
The QC Specialist shall log ambient temperatures, sheet
temperatures, seaming apparatus temperatures, and speeds.
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The following is the responsibility of the Installer; the Contracting
Officer [CQA Consultant] shall verify that these conditions are met:
-The Installer maintains on-site the number of spare operable
seaming apparatus decided at the Pre-Construction Meeting;
-Equipment used for seaming is not likely to damage the
geomembrane;
-For cross seams, the edge of the cross seam is ground to a
smooth incline (top and bottom) prior to seaming;
-The electric generator is placed on a smooth base and a rub
sheet such that no damage occurs to the geomembrane;
-A smooth insulating plate or fabric is placed beneath the hot
seaming apparatus after usage;
-No grinding is required for fusion welding;
-A movable protective layer may be used, at the direction of the
Installer, directly below the overlap of geomembrane that is to be
seamed to prevent build-up of dirt or moisture between the
panels.
3.7.5.3 Seam Preparation
The following is the responsibility of the Installer; the Contracting
Officer [CQA Consultant] shall verify that these conditions are met:
-Prior to seaming, the seam are is clean and free of moisture, dust,
dirt, oils, greases, debris of any kind, and foreign material, the
material to be jointed must be wiped with a clean cloth just prior to
seaming;
-A scrub sheet must be used to protect the liner while cutting any
materials;
-The abrading is not visible when welding is complete;
-Seams are aligned with the fewest possible number of wrinkles
and “fishmouths”; and
-No metal objects that could potentially damage the liner are
permitted for use on the lined area.
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3.7.5.4 Weather Conditions for Seaming
The required weather conditions for seaming are as follows:
-Unless authorized in writing by the Contracting Officer, no
seaming shall be attempted at a sheet temperature below 32qF
(5qC) or above 104qF (40qC) for extrusion welding and 140qF
(60qC) for fusion welding.
-The geomembrane shall be dry and protected from wind.
-The sheet temperatures shall be measured with the thermometer
on the surface of the geomembrane sheet.
If the Installer wishes to use methods which may allow seaming at
ambient temperatures below 32qF (5qC) or below 104qF (40qC) for
extrusion welding and 140qF (60qC) for fusion welding, the Installer
shall demonstrate and certify that such methods produce seams
which are entirely equivalent to seams produced at ambient
temperatures above 32qF (5qC) or below 104qF (40qC), and that the
overall quality of the geomembrane is not adversely affected. In
addition, an addendum to the contract between the Owner and the
Installer is required which specifically states that the seaming
procedures does not cause any physical or chemical modification to
the geomembrane that will generate any short of long term damage
to the geomembrane. Then, the temperatures in the above
requirements may be modified accordingly.
The Contracting Officer [CQA Consultant] shall verify that these
weather conditions are fulfilled and will advise the Installer if they are
not. The Contracting Officer will then decide if the installation will be
stopped or postponed.
3.7.5.5 Overlapping and Temporary Bonding
The following shall be the responsibility of the Installer and verified by
the Contracting Officer [CQA Consultant]:
-As a general guidance, the panels of geomembrane have a
finished overlap of a minimum of 4-inches. But in any event,
sufficient overlap will be provided to allow peel tests to be
performed on the seam;
-No solvent or adhesive is used unless the product is approved in
writing by the Contracting Officer (samples will be submitted to
the Contracting Officer for testing and evaluation); and
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-The procedure used to temporarily bond adjacent panels together
does not damage the geomembrane (in particular, the
temperature of hot air at the nozzle of any spot seaming
apparatus is controlled such that the geomembrane is not
damaged).
The QC Specialist shall log all appropriate temperatures and
conditions, and shall log and report to the Contracting Officer any
deviation.
3.7.5.6 Trial Seams
Trial seams shall be made on fragment pieces of geomembrane liner
to verify that seaming conditions are adequate. Such trial seams
shall be made at the beginning of each seaming period, and/or at
least once every four hours, whichever is least, for each seaming
apparatus used in the seaming period. A trial seam shall also be
made in the event that the sheet temperature varies more than 18qF
(10qC) since the last passing trial seam. Also, each seamer shall
make at least one trial seam each seaming period. Trial seams shall
be made under the same conditions as actual seams. If seaming
apparatus is turned off for any reason, a new passing trial seam must
be completed for that specific seaming apparatus.
The Installer shall provide the tensiometer required for shear and
peel testing of trial seams in the field. The tensiometer shall be
automatic and shall have a direct digital readout. The tensiometer
shall be calibrated at the site prior to use.
The trial seam sample shall be at least 12 inches long by 12 inches
wide (after seaming) with the seam centered lengthwise. Seam
overlap will be as indicated in Section 3.7.5.5.
Ten specimens, each 1-inch wide shall be cut from the trial seam
sample by the Installer. Five specimens shall be tested in shear and
five in peel using a field tensiometer, and should not fail in the seam.
For each fusion specimen, both racks shall be tested. To be
acceptable, four out of five replicate test specimens must meet
specified seam strength.
These property values are summarized in Table 3-9. If the field tests
fail to meet these requirements, the entire operation shall be
repeated. If the additional test seam fails, the seaming apparatus
and seamer shall not be accepted and shall not be used for seaming
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until the deficiencies are corrected and two consecutive successful
full trial seams are achieved.
The Contracting Officer [CQA Consultant] shall observe trial seam
procedures. The remainder of the successful trial seam sample shall
be assigned a number and marked accordingly by the Contracting
Officer [CQA Consultant], who will also log the date, hour, ambient
temperature, number of seaming unit, name of seamer, and pass or
fail description. The remainder of the successful trial seam sample
shall be archived at the site until the Permitting Agency has approved
the final documentation.
3.7.5.7 General Seaming Procedures
Unless otherwise specified, the general seaming procedure used by
the Installer shall be as follows:
-Seaming shall extend to the outside edge of panels to be placed
in the anchor trench.
-While welding a seam, monitor and maintain the proper overlap.
-Inspect seam area to assure it is clean and free of moisture, dust,
dirt and debris of any kind.
-Welding Technicians will periodically check machine operating
temperature and speed, and will mark this information on the
geomembrane.
-Align wrinkles at the seam overlap to allow welding through the
wrinkle.
-Fishmouths or wrinkles at the seam overlaps will be cut along the
ridge of the wrinkle in order to achieve a flat overlap. The cut
fishmouths or wrinkles will be seamed and any portion where the
overlap is inadequate will then be patched with an oval or round
patch of the same geomembrane extending a minimum of 6-
inches beyond the cut in all directions.
-All cross/butt seams between two rows of seamed panels shall be
welded during the coolest time of the day to allow for contraction of
the geomembrane.
-Whenever possible, welding technicians will cut a one-inch peel
specimen at the end of every seam. Prior to welding the next
seam, the specimen will be tested for peel.
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-In the event non-complying seam test strips are encountered, the
welding machine will be taken out of service until a passing trial
weld is obtained.
-The Contracting Officer [CQA Consultant] may, after consulting with
the Installation Supervisor, take destructive samples from any
seams if defects are suspected.
The Contracting Officer [CQA Consultant] shall verify that the above
seaming procedures are followed, and shall inform the Contracting
Officer if they are not.
3.7.5.8 Non-Destructive Seam Continuity Testing
The Installer shall non-destructively test field seams over their full
length using a vacuum test unit, air pressure test (for double fusion
seams only), or other approved method. The testing shall be carried
out to the accepted standards of the industry. The purpose of non-
destructive tests is to check the continuity of seams. It does not prove
any information on seam strength. Continuity testing shall be carried
out as the seaming work progresses, not at the completion of all field
seaming. Non-destructive testing shall not be permitted before sunrise
or after sunset unless the Installer demonstrates capabilities to do so.
Air Pressure Testing
Unless otherwise specified, the general air pressure testing
procedure used by the Installer shall be as follows:
-Seal both ends of the seam to be tested.
-Insert needle or other approved presser feed device into the
sealed channel created by the fusion weld.
-Inflate the test channel to 30 to 35 psi, close valve, and observe
initial pressure after approximately two minutes.
-Initial pressure settings are read after a two minute “relaxing
period.” Initial pressure setting shall be between 30-35 psi. The
purpose of the “relaxing period” is to permit the air temperature
and pressure to stabilize.
-Observe and record the air pressure five minutes after initial
pressure setting is used. If loss of presser exceeds 3 psi, or it the
pressure does not stabilize, locate the faulty area and repair.
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-At the conclusion of the pressure test, the end of the seam
opposite the pressure gauge is cut. A decrease in a gauge
pressure must be observed or the air channel will be consider
“blocked” and the test will have to be repeated after the blockage
is correct. If the point of blockage cannot be found, cut the air
channel in the middle of the seam and treat each half as a
separate test.
-Remove needle or other approve pressure feed device and seal
the resulting hole by extrusion welding.
-Test results will be recorded by the Contracting Officer [CQA
Consultant].
Vacuum Testing
Unless otherwise specified, the general vacuum testing procedure
used by the Installer shall be as follows:
-Trim excess overlap from seam, if any.
-Turn on the vacuum pump to reduce the vacuum box to
approximately 10-inches of mercury, i.e., five psi gauge.
-Apply a generous amount of a solution of strong liquid detergent
and water to the area to be tested.
-Place the vacuum box over the area to be tested and apply
sufficient downward pressure to “seat” the seal strip against the
liner.
-Close the bleed valve and open the vacuum valve.
-Apply a minimum of 5-inches of mercury vacuum to the area as
indicated by the gauge in the vacuum box.
-Ensure that a leak tight seal is created.
-For a period of approximately 5 to 10 seconds, examine the
geomembrane through the viewing window for the presence of
soap bubbles.
-If no bubbles appear after 15 seconds, close the vacuum valve
and open the bleed valve, move the box over the next adjoining
area with a minimum 3-inch overlap, and repeat the process.
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CQA Responsibilities
The Contracting Officer [CQA Consultant] shall:
-Document all continuity testing;
-Record location, date, test unit number, name of tester, and
outcome of all testing; and
-Inform the Installer of any required repairs.
3.7.5.9 Destructive Testing
Destructive seams tests shall be performed at selected locations.
The purpose of these tests is to evaluate seam strength. Seam
strength testing will be done as the seaming work progresses not at
the completion of all field seaming, unless otherwise approved by the
Contracting Officer.
Location and Frequency
The Contracting Officer [CQA Consultant] shall select locations
where seam samples will be cut out for laboratory testing. Those
locations shall be established as follows:
-A minimum frequency of one sample for every 500 linear feet of
seam length per seaming apparatus. This minimum frequency is
to be determined as an average taken throughout the entire
facility.This initial interval can be increased for good seaming
practices in accordance with GSI GRI GM-14 after obtaining
approval from the Contracting Officer and CQA Consultant.
-A maximum frequency will be agreed upon by the Installer,
Contracting Officer [and CQA Consultant] at the Pre-Construction
Meeting.
-Destructive samples should be taken and tested as soon as
possible after the seams are welded, in order to receive test
results in a timely manner.
-Test locations will be determined during seaming at the
Contracting Officer [CQA Consultant]’s discretion. Selection of
such locations may be prompted by suspicion of excess
crystallinity, contamination, offset seams, or any other potential
cause of imperfect seaming.
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The Installer will not be informed in advance of the locations where
the seam samples will be taken.
Sampling Procedure
Samples shall be cut by the Installer as the seaming progress in
order to have laboratory test results before the geomembrane is
covered by another material. The Contracting Officer [CQA
Consultant] shall:
-Observe sample cutting;
-Assign a number to each sample, and mark it accordingly;
-Record the sample location on the layout drawing; and
-Record the reason for taking the sample at this location (e.g.,
statistical routine, suspicious feature of the geomembrane).
All holes in the geomembrane resulting from destructive seam
sampling shall be immediately repaired in accordance with repair
procedures described in Section 3.7.6 of the CQA Plan. The
continuity of the new seams in the repaired area will be tested
according to Subsection 3.7.6.8.
Size of Samples
As a given sampling location, samples shall be taken by the Installer.
The destructive sample will be 12-inches wide by 36-inches long with
the seam centered lengthwise. The sample shall be cut into three
parts and distributed as follows:
-One portion to the Installer for laboratory testing, 12”x12”’
-One portion to the Contracting Officer for archive storage,
12”x12”’
-One portion for CQA Laboratory testing, 12”x12”.
Each sample shall be numbered and cross-referenced to a field log
which identifies: (1) panel/sheet numbers, (2) seam number, (3) top
sheet, (4) data and time cut, (5) ambient temperature, (6) seaming
unit designation, (7) name of seamer, and (8) seaming apparatus
temperature and pressure (where applicable).
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Final determination of the sample sizes shall be made at the Pre-
Construction Meeting.
Field Testing
A minimum of four 1-inch wide replicate specimens shall be cut from
the Installer’s sample. A minimum of 2 specimens shall be tested for
shear strength and 2 for peel adhesion using quantitative
tensionmeter. All specimens shall meet the minimum property values
given in Table 3-9. If the field tests pass, samples will be taken for
laboratory tests. If any field test sample fails to pass, it will be
assumed that the destructive sample would also not pass laboratory
destructive testing. Then the procedure outlined in Section 3.7.5.10
shall be followed to locate passing samples.
The CQA Consultant shall witness field tests and mark all samples
and portions with their number. The CQA Consultant shall also log
the date and time, ambient temperature, number of seaming unit,
name of technician, seaming apparatus temperatures and speeds,
and pass or fail description.
Laboratory Testing
Destructive test samples shall be packaged and shipped, if
necessary, under the responsibility of the CQA Consultant in a
manner that will not damage the test sample. The Contracting
Officer shall be responsible for storing the archive samples. Test
samples shall be tested by the Geosynthetics CQA Laboratory.
Testing will include shear and peel as shown on Table 3-9. At least 5
specimens will be tested for each test method. A maximum of one
non-FTB failure is acceptable provided that strength requirements
are meet on that sample. Strength requirements are 100% of the
sheet strength in shear.
The Geosynthetics CQA Laboratory shall provide test results, in
writing, not more than 24 hours after they receive the samples. The
CQA Consultant shall review laboratory test results as soon as they
become available, and make appropriate recommendations to the
Installer and the Contracting Officer.
3.7.5.10 Procedure for Non-complying Destructive Tests
The following procedure shall apply whenever a sample fails a
destructive test, whether that test is conducted in the field or in the
laboratory.
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-Cut additional field samples for peel testing. In the case of a field
production seam, the samples must lie approximately 10-feet in
each direction from the location of the initial non-complying
sample. Perform a field test for peel strength. If these field
sample pass, then laboratory samples can be cut and forwarded
to the laboratory for destructive testing.
-If the laboratory samples pass, then reconstruct the seam
between the two passing sample locations according to
procedures detailed in Section 3.7.6.2. If either sample fails, then
the process is repeated until two passing samples are found to
establish the zone in which the seam should be reconstructed.
All acceptable seams must be bounded by two locations from which
destructive samples passing laboratory tests have been taken. In
cases of reconstructed seams exceeding 150-feet, a sample must be
taken and pass destructive testing from within the zone in which the
seam has been reconstructed. This sample must pass destructive
testing or the procedure outlined here must be repeated.
The CQA Consultant shall document all actions taken in conjunction
with destructive test failures.
3.7.6 Defects and Repairs
Seams and non-seams areas of the geomembrane shall be examined by
the CQA Consultant for identification of defects, holes, blisters, undispersed
raw materials and any sign of contamination by foreign matter. Because
light reflected by the geomembrane helps to detect defects, the surface of
the geomembrane will be clean at the time of examination. The
geomembrane surface shall be swept or washed by the Installer if the
amount of dust or mud inhibits examination.
3.7.6.1 Evaluation
Each suspect location both in seam and non-seam areas shall be
non-destructively tested using the methods described in Section
3.7.5.8 as appropriate. Each location which fails the non-destructive
testing shall be marked by the CQA Consultant and repaired by the
Installer. Work shall not proceed with any material which will cover
locations which have been repaired until laboratory test results with
passing values are available.
3.7.6.2 Repair Procedures
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Any portion of the geomembrane exhibiting a flaw, or failing a
destructive or non-destructive test, shall be repaired. Several
procedures exist for the repair of these areas. The final decision as
to the appropriate repair procedure shall be approved by the
Contracting Officer and the CQA Consultant. The procedures
available include:
-Patching – Apply a new piece of geomembrane sheet over,
and a least 6-inches beyond the limits of a defect. The patch
shall be extrusion seamed to the underlying geomembrane.
This method should be used to repair large holes, tears,
destructive sample locations, undispersed raw material, and
contamination by foreign matter.
-Spot Seaming – Apply a “bead” of extrudate over a defect.
Spot seaming should be used only to repair dents, pinholes,
pressure test air holes, or other minor localized flaws.
- Capping – Apply a new strip of geomembrane 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 will be
extrusion seamed to the underlying geomembrane.
Alternatively, the seaming path shall be retraced to an
intermediate location a minimum of 6 inches on each side of
the failed seam location. At each location, a 12 by 12 inch
minimum size seam sample shall be taken for 2 additional
shear strength and 2 additional peel adhesion tests using an
approved quantitative field tensiometer. If these tests pass,
then the remaining seam sample portion shall be sent to the
Independent Laboratory for 2 shear strength and 2 peel
adhesion tests in accordance with ASTM D4437. If these
laboratory tests pass, then the seam shall be cap stripped
between that location and the original failed location. If the
field or laboratory tests fail, then the process is repeated. This
method should be used to repair lengths of extrusion seams
and can be used to repair lengths of fusion seams.
-Welding Flap – Extrusion weld the flap of a fusion seam. At
the ends of this repair, the flap shall be cut to allow the
extrusion weld to enclose the failed area.
-Replacement – The faulty seam is removed and replaced with
a strip of geomembrane extrusion or fusion seamed into place.
In addition, the following provisions shall be satisfied:
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-Surfaces of the geomembrane which are to be repaired will be
abraded no more than one hour prior to the repair.
-All surfaces must be clean and dry at the time of the repair;
-All seaming equipment used in repairing procedures must be
approved;
-The repair procedures, materials, and techniques will be
approved in advance of the specific repair by the CQA
Consultant and Installer;
-Patches or caps will extend at least 6-inches beyond the edge
of the defect, and all corners of patches will be rounded;
-The geomembrane below large caps should be appropriately
cut to avoid water or gas collection between the two sheets;
and
-Seam repairs over 150 feet long will require a destructive test
to be taken from the repair.
3.7.6.3 Verification of Repairs
Each repair shall be numbered and logged by the CQA consultant and
the Installer. Each repair shall be non-destructively tested using the
methods described in Subsection 3.7.5.8 as appropriate. Repairs
which pass the non-destructive test will be taken as an indication of
an adequate repair. However, if the CQA Consultant suspects a
repair to be questionable, although it passes non-destructive testing, a
destructive test can be requested. Failed tests will require the repair
to be redone and retested until a passing test results. The CQA
Consultant shall observe non-destructive testing of repairs and shall
record the date of the repair and test outcome. Certified test results
on all repaired seams shall be submitted and approved by the
Contracting Officer prior to covering the seamed areas.
3.7.6.4 Large Wrinkles
When seaming of the geomembrane is completed (or when seaming
of a large area of the geomembrane is completed) and prior to
placing overlying material, the CQA Consultant shall observe the
geomembrane wrinkles. The CQA Consultant will indicate to the
Installer which wrinkles should be cut and reseamed. The seam thus
produced will be tested like any other repair.
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3.7.7 Backfilling of Anchor Trench
Anchor trenches will be adequately drained, to prevent ponding or otherwise
softening of the adjacent soils while the trench is open.
Anchor trenches shall be backfilled and compacted in specified lifts by the
Earthwork Contractor or the Installer, as outlined in the specifications.
Since backfilling the anchor trench can affect material bridging at toe of
slope, consideration should be given to backfill the liner at its most
contracted state; preferably during the cool of the morning or extended
period of overcast skies.
Care shall be taken when backfilling the trenches to prevent any damage to
the geosynthetics. The amount of trench open at any time shall be limited
to one day of liner installation capacity.
The Contracting Officer and CQA Consultant shall observe the backfilling
operation and advise the Contractor of any problems.
3.7.8 Liner System Certification/Acceptance
The Installer and the Manufacturers shall retain ownership and responsibility
for the geosynthetis in the facility until acceptance by the Government.
The liner system shall be accepted by the Owner when:
-The installation if finished;
-Verification of the adequacy of seams and repairs including
associated testing, is completed;
-Installer’s representative furnishes the Contracting Officer with
certification that the geomembrane was installed in accordance with
the Manufacturers recommendations as well as the plans and
specifications;
-All documentation of installation is completed including the CQA
Consultant’s final report; and
-Certification, including record drawings, sealed by a Professional
Engineer has been received by the Contracting Officer.
3.8 GEONET, GEOTEXTILE AND GEOCOMPOSITES
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This section is intended to comply with Rule .1624(b)(11) & (12). The CQA
procedures described herein shall be used in the construction of landfill cells and
Phase I leachate lagoon.
3.8.1 Manufacture of Geonet, Geotextile and Geocomposite
3.8.1.1 Material
The geonet shall be manufactured by extruding two sets of
polyethylene strands to form a three dimensional structure to provide
planar water flow. Heat bonding shall be performed by the
manufacturer prior to shipping to the site. The polymer used to
manufacture the geonet shall be non-thermally degraded high density
polyethylene which is clean and free of any foreign containments.
The geonet shall have chemical and physical resistance properties
which shall not be adversely affected by leachate generation. The
manufactured geonet shall conform to the property requirements
listed in Table 3-10.
The geotextile shall be a non-woven, permeable fabric consisting of
polymer filaments and formed into a stable network. The geotextile
shall be resistant to deterioration due to ultraviolet light, heat
exposure, chemical, insects, rodents and leachate generated by the
landfill. The geotextile shall conform to the physical limits specified in
Table 3-11.
The geonet is used as a sideslope material in conjunction with
geotextiles. The combined product is named a geocomposite. The
geocomposite consists of a geonet and a geotextile and shall be
created by heat bonding geotextiles to the geonet on both sides with
ply adhesion meeting the requirement of ASTM D413. Heat bonding
shall be performed by the manufacture prior to shipping to the site.
Prior to delivery, the Geotextile/Geonet Manufacturer shall provide
documentation which demonstrates that the property value of the
materials meets requirements. Delivered rolls of
geotextile/geocomposite must be appropriately labeled. Each roll of
geocomposite and geotextile shall bear a label which identifies the
following:
-Manufacture
-Product identification
-Unique roll or lot number
-Roll dimension
- Thickness
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The Contracting Officer [CQA Consultant] shall examine rolls upon
delivery and any deviation from the above requirements shall be
reported to the Contractor.
TABLE 3-10
Geonet Properties (for Phase I)
PROPERTY TEST METHOD MINIMUM MAXIMUM
Roll Length --- 300 LF ---
Roll Width --- 7.5 LF ---
Thickness ASTM D1777 0.198 In. 0.265
Weight per Square Foot ASTM D3776
(Option C)
0.162 lbs/ft 0.229 lbs/ft
2 2
Carbon Black Content ASTM D1603 2% 3%
Polymer Density ASTM D1505 0.94 ---
Tensile Strength
(Machine Direction)
ASTM D1682
(Modified)
40 lbs/in Width 60 lbs/in Width
Transmissivity @ 25%
Hydraulic Gradient and
10,000 psf load
2 x 10-3 m2 ---/sec
Melt Index ASTM D1238 --- 1.08/10 min.
TABLE 3-10
Geocomposite Properties (for Phases II,and III, and IV)
PROPERTY/
FREQUENCY
TEST METHOD TEST VALUE
Geonet: Thickness (1
per 50,000 sf), min. avg.
ASTM D5199 250 mil (lowest individual: -10 %)
Geonet: Polymer
Density (1 per 50,000
sf), min. avg.
ASTM D1505 0.94 g/cc
Geonet: Carbon Black
Content (1 per 50,000
sf)
ASTM D1603/
ASTM D4218
1.5 – 3 %
Geotextile: Mass/Unit
Area (1 per 50,000 sf)
ASTM D5261 6.0 oz/sq yds
Geotextile: Grab
Strength (1 per 50,000
sf)
ASTM D4632 min 160 lbs
Geotextile: Permittivity
(1 per 600,000 sf)
ASTM D4491 min 1.3/sec
Geotextile: AOS (1 per
600,000 sf)
ASTM D4751 max 0.21 mm
Geocomposite:
Transmissivity @ 20 °C
ASTM D4716 min 1.0 gal/min-ft
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TABLE 3-10
Geocomposite Properties (for Phases II,and III, and IV)
with a gradient of 0.1
and 10,000 psf load. A
min seating period of 15
mins. (1 per 100,000 sf)
Ply Adhesion (avg of 5
equally spaced tests
across roll width) (1 per
100,000 sf)
ASTM D7005 1 lb/in (min)
TABLE 3-11
Geotextile Properties (for Phases I, II, and III, and IV)
PROPERTY/
FREQUENCY
TEST METHOD TEST VALUE
Mass/Unit Area (1
per 50,000 sf)
ASTM D3776
ASTM D 5261 for
Phases II,III, and IV
10 oz/sq. yd
Thickness ASTM D1777
ASTM D 5199 for
Phases II,III, and IV
95 mils
Grab Tensile
Strength (1 per
50,000 sf)
ASTM D4632 230 lbs
Grab Elongation
(1 per 50,000 sf)
ASTM D4632 50%
Mullen Burst
Strength
ASTM D3786 500 psi (not indicated for Phases
II,III, or IV; test discontinued)
Puncture
Resistant (1 per
50,000 sf)
ASTM D4833 120 lbs
Trapezoidal Tear
(1 per 50,000 sf)
ASTM D4533 95 lbs
Permittivity (1 per
600,000 sf)
ASTM D4491 0.8 sec
-1
AOS (095) (1 per
600,000 sf)
ASTM D4751 U.S. Sieve 100 for Phases II,III,
and IV
3.8.1.2 Quality Control Certification
The geotextile/geonet manufacturers shall provide the CQA
Consultant with a list of guaranteed minimum average roll value
properties for the specified geotextile to be installed and a list of
guaranteed minimum physical properties for the specified geonet to
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be installed. The geotextile/geonet manufacturers shall provide the
CQA Consultant with a written certification signed by a responsible
party that the geotextile/geonet actually delivered have properties
which meet or exceed the guaranteed minimum values. Each
certificate shall have roll identification number, sampling procedures,
frequency, and test results. At a minimum, the following test results
shall be provided every 50,000 square feet of manufactured geonet
in Phase I and at the frequency indicated for the geocomposite in
Phases II,III, and IV:
-Resin Density
-Resin Melt Index (for Phase I only)
- Thickness
-Carbon Black Content
-Transmissivity
-Mass/Unit Area
-Grab Strength
-Permittivity (for Phases II,III, and IV)
-AOS (for Phases II,III, and IV)
-Peel Adhesion (for Phases II,III, and IV)
At a minimum, the following test results shall be provided every
50,000 square feet of manufactured geotextile for Phase I and at the
frequency indicated for Phases II,III, and IV:
- Thickness
-Trapezoid Tear
-Puncture Resistance
-Mullen Burst Strength (for Phase I only)
-Grab Tensile
-Elongation at Break (for Phases II,III, and IV)
-Mass/Unit Area (for Phases II,III, and IV)
-Permittivity (for Phases II,III, and IV)
-AOS (for Phases II,III, and IV)
The CQA Manager shall examine the manufacturer’s certifications to
verify that the property values listed on the certifications meet or
exceed the manufacturer’s guaranteed minimum values and the
permit specifications. Deviations shall be reported to the Contracting
Officer.
3.8.1.3 Conformance Testing
Upon or prior to delivery of the rolls of geocomposite/geotextile, the
CQA Consultant shall verify that samples are removed and forwarded
to an independent CQA laboratory testing to verify conformance with
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the test methods listed on Table 3-10 and Table 3-11. Samples shall
be taken and tested at a minimum frequency of 1 per 100,000 square
feet or one sample per lot, whichever results in the greater number of
conformance tests. The following conformance tests shall be
conducted at the laboratory.
Geonet:
-Resin Density
-Resin Melt Index (for Phase I only)
- Thickness
-Carbon Black Content
-Transmissivity
-Peel Adhesion
-Mass Per Unit Area
Peel adhesion tests shall be performed on completed geocomposite
according to ASTM D413. The bond between the geotextile and the
geonet shall exhibit a minimum peel strength of 2 lb/in and an
average of 4 lb/in for Phase I and a minimum peel strength of 1 lb/in
for Phases II,III, and IV.
Geotextile:
-Mass Per Unit Area
-Mullen Burst Strength (for Phase I only)
-Puncture Resistance
-Grab Tensile
-Permittivity
-Apparent Opening Size
All conformance test results shall be reviewed by the CQA
Consultant and accepted or rejected, prior to the deployment of the
geocomposite/geotextile. All test results shall meet, or exceed, the
property values listed in Table 3-8 and Table 3-9. In case of failing
test results, the Manufacturer may request that another sample be
retested by the QAL with Manufacturer’s technical representative
present during the testing procedures. The costs for retesting
including engineering, analyses, and all associated expenses shall
be paid for the Manufacturer. The Manufacturer may also have the
sample retested at two different laboratories approved by the
Government. If both laboratories report passing results, the material
shall be accepted. If both laboratories do not report passing results,
all material from the lot representing the failing sample will be
considered out of specification and rejected. The Manufacturer may
obtain additional samples from rolls immediately before and after the
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failing roll or as directed by the CQA Consultant and have them
tested b y the QAL at his/her own expense. If these rolls pass, only
the failing roll will be rejected. If they fail, the entire lot will be
rejected.
3.8.2 Shipment and Storage
The geonet will be heat bonded on both sides with geotextiles to form
geocomposites before shipping. During shipment and storage, the
geocomposite and the geotextile shall be protected from ultraviolet light
exposure, precipitation, snow or other inundations, mud, dirt, dust, puncture,
cutting or any other damaging or deleterious conditions. To that effect,
geotextile rolls shall be shipped and stored in relatively opaque and
watertight wrappings. Wrappings protecting geotextile rolls should be
removed less than one hour prior to unrolling the geotextile.
Geocomposites and geotextiles shall not be exposed to precipitation prior to
being installed. Geocomposites and geotextiles shall not be exposed to
sunlight for more than fifteen (15) days unless otherwise specified and
guaranteed by the manufacturer.
The CQA Consultant shall observe rolls upon delivery at the site and any
deviation from the above requirements shall be reported to the Contractor
and the Contracting Officer.
3.8.3 Installation of Geotextile
3.8.3.1 Handling and Placement
The Installer shall handle geotextiles in such a manner as to
minimize damage and shall comply with the following:
-After the wrapping has been removed, a geotextile shall not be
exposed to sunlight for more than fifteen (15) days, unless
otherwise specified and guaranteed by the Geotextile
Manufacturer.
-On slopes, the geotextiles shall be securely anchored and
then rolled down the slope in such a manner as to continually
keep the geotextile panel in tension to preclude folds and
wrinkles.
-In the presence of wind, geotextiles shall be weighted with
sandbags or the equivalent. Sandbags shall be installed
during the placement and shall remain until replaced with the
appropriate overlying material.
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-Geotextiles shall be cut using an approved geotextile cutter
only. If in place, special care must be taken to protect other
materials from damage which could be caused by the cutting
of the geotextiles.
-The Installer shall take necessary precautions to prevent
damage to the underlying layers during placement of the
geotextile.
-During placement of geotextiles, care shall be taken not to
entrap stones, excessive dust, or moisture that could damage
the geomembrane, generate clogging of drains or filters, or
hamper subsequent seaming.
-After installation, the entire surface of the geotextile shall be
examined, and harmful foreign objects, such as needles, shall
be removed.
The CQA Consultant shall note any deviation and report it to the
Contractor and the Contracting Officer.
3.8.3.2 Seams and Overlaps
Geotextiles shall be continuously sewn using polymeric thread. Spot
sewing is not permitted, except for repairs, and thermal bonding shall
not be permitted without the written approval of the Contracting
Officer. Geotextiles shall be overlapped a minimum of 6-inches (0.15
m) prior to seaming. No horizontal seams shall be allowed on side
slopes. The Installer shall pay particular attention that no material
could be inadvertently inserted beneath the geotextile.
3.8.4 Installation of Geocomposite
3.8.4.1 Handling and Placement
The Installer shall handle geocomposite in such a manner as to
minimize damage and comply with the following:
-On slopes, the geocomposite shall be secured in the anchor
trench and then rolled down the slope in such a manner as to
continually keep the geonet sheet in tension. If necessary, the
geocomposite shall be positioned by hand after being unrolled
to minimize wrinkles. Geocomposite can be placed in the
horizontal direction (i.e., across the slope) in some special
location (e.g., at the toe of the slope, or, if an extra layer of
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geocomposite is required, this extra layer can be placed in the
horizontal direction). Such locations shall be identified by the
Engineer in the plans.
-In the presence of wind, geocomposite shall be weighted with
sandbags or the equivalent. Such sandbags shall be installed
during placement and shall remain until replace with overlying
material. Sandbags must be handled with care to prevent
rupture of the sandbag.
-Unless otherwise specified, geocomposite shall not be welded
to geomembranes.
-Geocomposite shall only be cut using approved cutters, i.e.
hook blade, scissors, etc.
-The Installer shall take necessary precautions to prevent
damage to underlying layers during placement of the
geocomposite. Care should be taken not to leave tools on or
in the geocomposite.
-During placement of geocomposite, care shall be taken not to
entrap dirt or excessive dust that could cause clogging of the
drainage system, and/or stones that could damage the
adjacent geomembrane. If any dirt, excessive dust, and/or
any stones are entrapped in or below the geocomposite, the
geocomposite and underlying liner shall be washed or swept
prior to placement of material on it.
The CQA Consultant shall note any deviation and report it to the
Contractor and the Contracting Officer.
3.8.4.2 Layering and Tying of Geocomposite
Adjacent geocomposite shall be joined according to the plans and
permit specifications. As a minimum, the following requirements
shall be met:
-Adjacent rolls shall be overlapped by approximately 2-4
inches.
-These overlaps shall be secured by tying.
-Tying shall be achieved by strings, plastic fasteners, or
polymer braid. Tying devices will be white or yellow for easy
observation. Metallic devices are not allowed.
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-Tying devices shall be placed every 5-feet along the slope,
every 2-feet across the slope, every 6-inches in the anchor
trench, and every 6-feet on horizontal surfaces (5-feet on
horizontal surfaces).
The CQA Consultant shall note any deviation and report it to the
Contractor and the Contracting Officer.
3.8.5 Repair
3.8.5.1 Geotextile
Any holes or tears in the geotextile shall be repaired by the Installer
as follows:
-On slopes: A patch made from the same geotextile shall be
seamed into place. Should any tear exceed 10% of the width
of the roll, that roll shall be removed from the slope and
replaced.
-Horizontal Areas: A patch made from the same geotextile
shall be spot-seamed in place with a minimum of 24-inches
overlap in the directions.
3.8.5.2 Geocomposite
Any holes or tears in the geocomposite shall be repaired by placing a
patch extending 2-feet beyond edges of the hole or tear. The patch
shall be secured to the original geocomposite by tying every 6-inch.
If the hole or tear width across the roll is more than 50% the width of
the roll, the damaged area shall be cut out and the two (2) portions of
the geocomposite shall be joined. The CQA Consultant shall
observe any repair, note any deviation with the above requirements
and report them to the Contractor and the Contracting Officer.
3.8.6 Placement of Materials on Geotextiles
The Installer shall place materials on the geotextile in the following manner:
-Cause no damage to the geotextile and underlying geosynthetics;
-Allow minimal slippage of the geotextile on underlying layers;
-Cause no excess tensile stresses in the geotextile;
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-Equipment used for placing the overlying material shall not be driven
directly on the geotextile;
-A minimum thickness of 1-foot of soil must be maintained between
rubber-tired vehicles and the geotextile; and
-In heavily trafficked areas such as access ramps, soil thickness shall
be at least 3-feet.
Any deviation shall be noted by the CQA Consultant and reported to the
Contractor and the Contracting Officer.
3.8.7 Placement of Material on Geocomposite
The placement of materials on geocomposite shall be such that:
-The geocomposite and underlying geomembrane are not damaged;
-Minimal slippage of the geocomposite on the underlying
geomembrane occurs; and
-No excess tensile stresses occur in the geocomposite.
Any deviation shall be noted by the CQA Consultant and reported to the
Contractor and the Contracting Officer.
3.9 GRANULAR FILL MATERIAL
3.9.1 Material
The granular fill material is used as a bedding material for the leachate
collection layer. The material shall be a granite based, well graded sand
and gravel, crushed stone or other approved granular material, free from
organic and deleterious materials. The aggregate shall not contain
limestone or any material with a carbonate content greater than 5%.The
graduation shall be equivalent to NCDOT “Standard Specifications for Road
and Structure,” Section 1005, No. 67 for Phase I and No. 78M for Phases II,
III, and IV. The uniformity coefficient shall be 5 or greater, and the drainage
layer shall have a minimum permeability of 8x10-1 cm/sec for Phase I and 1
x 10-1 cm/sec for Phases II,III, and IV as determined by ASTM D2434.
3.9.2 Conformance Testing
The Contractor shall submit samples of materials from approved sources for
testing by the CQA laboratory. Samples of fill materials shall be submitted
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14 days in advance of use. At a minimum, the following test shall be
performed on the samples.
-Sieve Analysis (ASTM D422)
-Specific Gravity (ASTM D854)
-Carbonate Content (ASTM D3042)
-Permeability (ASTM D2434)
If samples do not meet the specified criteria, the Contractor may submit
additional samples from sources approved by the Contracting Officer for
conformance testing by the CQA laboratory at the Contractor’s expense.
3.9.3 Construction
Upon completion and acceptance of the geocomposite in the side slope
area, composite liner system and related work activities, place the granular
fill material to thickness and aerial extent as shown on the construction
drawings. Granular material shall be placed in a single horizontal lift of 12
inches with a compaction rate of 90% as determined by ASTM D698. It
shall be spread in a manner to assure a uniform 12 inch lift thickness after
placing. Contractor shall provide adequate protection to the underlying
geomembrane during the placement of the granular material layer. No
heavy equipment shall be allowed on the exposed geotextile at any time.
Any damage to the geotextile and/or geomembrane shall be repaired or
replaced in an approved manner at Contractor’s expense.
3.9.4 Field Construction Quality Control
The Contractor shall supply ground survey plans certified by a land surveyor
registered in the State of North Carolina.
Three ground surveys of the disposal cells shall be provided to verify the
elevation of subgrade, top of clay, and top of granual materials.
Samples shall be taken by the Contractor and his QC laboratory for every
3,000 cubic yard of in-place granular fill materials. At a minimum, the
following tests shall be performed on the samples.
-Standard Test Method for Moisture-Density Relations of Soil and
Soil-Aggregate Mixtures (ASTM D698)
-Nuclear Density and Moisture Content (ASTM D6938)
-Drainage Layer Thickness (ASTM D2992)
3.9.5 Protective Layer
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After the completion of drainage layer, a 24-inch layer of protective layer
shall be placed on the sideslope and a 12-inch layer on the base drainage
layer. The protective layer shall be classified as fill and topsoil material in
Phase I and as NCDOT No. 78M aggregate for Phases II,III, and IV.
Material utilized in the construction of the protective layer for Phase I shall
be equal to the material specified under Section 3.3, Landfill Subgrade.
Testing shall be performed in accordance with Section 3.3.3.2 except that
test for density shall be performed at a frequency of one per 2500 square
feet per lift.
3.10 LEACHATE COLLECTION SYSTEM
3.10.1 Materials
3.10.1.1 HDPE Drainage Pipe
Materials used for the manufacture of polyethylene pipe and fitting
shall be extra high molecular weight, high density ethylene/hexene
copolymer PE3408/3608 polyethylene resin, and the material shall be
listed by PPI (the Plastics Pipe Institute, a division of the Society of
the Plastics Industry) in PPI TR-4 with a 73q F hydrostatic design
stress rating of 1600 psi and a 140q F hydrostatic design stress rating
of 800 psi. The PPI listing shall be in the name of the pipe
manufacturer and shall be based on ASTM D2837 and PPI TR-3
testing and validation of samples of the pipe manufacturer’s
production pipe. The leachate collection pipes shall be 6 inches or 8
inches as indicated in the Engineering Drawings. The chemical
properties of the pipe and any materials used in installation shall not
be adversely affected by waste placement or leachate generated by
the landfill. The HDPE drainage pipe shall conform to the physical
properties specified in Table 3-11.
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TABLE 3-11
HDPE Pipe
PROPERTY TEST
METHOD
UNITS NOMINAL
VALUES
Material Designation PPI/ASTM -PE3408/3608
Material Classification ASTM D-1248 - III C 5 P34
Cell Classification ASTM D3350 -345464C
Density (3) ASTM D1505 gms/cm >0.940 to 0.9473
Melt Flow (4) ASTM D1238 gms/10 min <0.15
Flex Modulus (5)
2% Secant – 16:1
span:depth. 0.5 in/min.
ASTM D790 psi 110,000 to
<160,000
Tensile Strength at Yield.ASTM D638
(4)
psi 3000 - <3500
PENT (6) ASTM F1473 hrs >100
HDB @ 73 deg F (4) ASTM D2837 psi 1,600
HDB @ 140 deg F ASTM D2837 psi 800
UV Stabilizer (C) ASTM D1603 %min. 2 Carbon
Black
C
Hardness ASTM D2240 Shore “D” 65
Compressive Strength (Yield) ASTM D695 psi 1,600
Tensile Strength @ Yield (Type
IV Spec.)
ASTM D638 psi 3,200
Elongation @ Yield ASTM D638 %,
minimum
8
Tensile Strength @ Break (Type
IV Spec.)
ASTM D638 psi 5,000
Elongation @ Break ASTM D638 %,
minimum
750
Modulus of Elasticity ASTM D638 psi 130,000
Linear Thermal Expansion Coef ASTM D696 in/in/deg F 1.2 x 10
-4
Brittleness Temp. ASTM D746
q -180F qF
Vicat Soft. Temp. ASTM D1525
q +257F
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3.10.1.2 Pipe Extrusion
The pipe shall be extruded using a melt homogenizing/plasticating
extruder and “appropriate’ die. The extruder screw design should be
customized for the HDPE being processed to minimize melt fracture of
the molecular structure thus reducing the molecular weight and changing
some physical properties from resin to pipe. The resin should be
processed at its melt temperature of 375q to 425qF. The extruded
tubular melt will be vacuum or pressure sized in downstream cooling
tanks to form round pipe to specification diameter and wall thickness
with a “matte-finish” surface.
3.10.1.3 Fittings
The standard HDPE fittings shall be standard commercial products
manufactured by injection molding or by extrusion and machining, or
shall be fabricated from PE pipe conforming to this specification. The
fittings shall be fully pressure rated by the manufacturer to provide a
working pressure equal to the pipe for 50 years service at 73.4qF with an
included 2:1 safety factor. The fittings shall be manufactured from the
same resin type, grade, and cell classification as the pipe itself. The
manufacture of the fittings shall be in accordance with good commercial
practice to provide fittings homogeneous throughout and free from
cracks, holes, foreign inclusions, voids, or other injurious defects. The
fitting shall be as uniform as commercially practicable in color, opacity,
density, and other physical properties. The minimum “quick-burst”
strength of the fittings shall not be less than that of the pipe with which
the fitting is to be used.
3.10.1.4 Joints
The joining method shall be the butt fusion method. The butt fusion
equipment used in the joining procedures should be capable of meeting
all conditions recommended by the pipe manufacturer, including, but not
limited to, temperature requirements of 440qF, alignment and 75 psi
interfacial fusion pressure. Butt fusion joining shall be 100% efficient
offering a joint weld strength equal to or greater than the tensile strength
of the pipe. Socket fusion shall not be used. Extrusion welding or hot
gas welding of HDPE shall not be used for pressure pipe applications
nor in fabrications where shear or structural strength is important.
Flanges, unions, grooved-couplers, transition fittings, slip sleeves, and
some mechanical couplers may be used to connect HDPE pipe without
butt fusion. Refer to the manufacturer’s recommendations.
3.10.1.5 Conformance Testing
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3.10.1.5.1 Resin Evaluation
All incoming resin shall be sampled for conformance testing
against test results supplied by the resin Manufacturer.
Samples shall be taken from the top and bottom of each
compartment from every hopper car received. The following
conformance tests shall be performed on the sampler:
a. Melt flow index (ASTM D1238)
b. Density (ASTM D1505)
c. The results of these tests shall become part of the
manufacturer’s permanent quality control records.
3.10.1.5.2 Finished Product Evaluation
Each length of pipe produced shall be checked by production
staff for the items listed below. The results of all
measurements shall be recorded on production sheets which
become part of the Manufacturer’s permanent records.
a. Pipe in process shall be checked visually, inside and out
for cosmetic defects (grooves, pits, hollows, etc.).
b. Pipe outside diameter shall be measured using a suitable
periphery tape to ensure conformance with ASTM F714.
c. Pipe wall thickness shall be measured at 12 equally
spaced locations around the circumference at both ends of
the pipe to ensure conformance with ASTM F714.
d. Pipe length shall be measured.
e. Pipe marking shall be examined and checked for accuracy.
f. Pipe ends shall be checked to ensure they are cut square
and clean.
g. Subject inside surface to a “reverse bend test” to ensure
the pipe is free of oxidation (brittleness).
3.10.1.5.3 Stress Regression Testing
The polyethylene pipe Manufacturer shall provide certification
that stress regression testing has been performed on the
specific polyethylene resin being utilized in the manufacture of
this product. This stress regression testing shall have been
done in accordance with ASTM D2837 and the Manufacturer
shall provide a product supplying a minimum Hydrostatic
Design Basis (HDB) of 1,600 psi as determined in accordance
with ASTM D2837.
3.10.2 Construction
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3.10.2.1 Perforations
The pipe shall be factory drilled with perforations as specified in the
construction drawings. Perforations shall be made by drilling into the
pipe after manufacture. Perforated pipes shall have two rows of
holes, ½-inch diameter, on 5-inch centers. Allowable tolerance for
hole dimensions shall be plus 1/16-inch on the diameter and plus ¼-
inch on the spacing. The rows shall be parallel to the pipe axis and
spaced 120 degrees apart around the pipe circumference, plus or
minus 5 degrees.
3.10.2.2 Pipe Laying
The pipelines shall be installed as shown on the Engineering
Drawings and as specified herein. The Contractor shall use care in
handling, storage, and installation of the pipe. Storage of pipe on the
job site shall be done in accordance with the pipe manufacturer’s
recommendation. Under no circumstances shall pipe be dropped
into the trench. Pipe shall be laid to lines and grade shown on the
Engineering Drawings with bedding and backfill as shown and as
specified. Blocking under the pipe shall not be permitted. Pipe shall
be stored on clean, level ground to prevent undue scratching or
gouging. The handling of the pipe shall be in such a manner that the
pipe is not damaged by dragging it over sharp and cutting objects.
All HDPE pipe must be at the temperature of the surrounding soil at
the time it is backfilled and compacted. Sections of pipe with cuts,
gouges, or scratches that exceed allowable limits shall be removed
completely and the ends of the pipeline rejoined. Acceptable limits
for cuts, gouges, and scratches are as follows:
OD surface: maximum allowable depth to cut, scratch, or
gouge shall be 10 percent of wall thickness.
ID surface: should be free of cuts, gouges, and scratches.
3.10.2.3 Joints
The HDPE pipe shall be joined by the method of thermal butt-fusion,
as outlined in ASTM D2657 and the manufacturer’s
recommendations, of flanged with backing rings. Sections of HDPE
pipe shall be joined into continuous length on the job site above
ground. Joining must be conducted by, or under the supervision of,
factory-trained personnel. The pipe supplier shall be consulted to
obtain machinery and expertise for the joining by butt-fusion by any
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of the Contractor’s personnel unless they are adequately trained and
qualified in the techniques involved.
3.10.3 Field Quality Control
All non-perforated pipes shall be field tested at a pressure of 15 psi to
ensure they are watertight. The test pressure shall be measured at the
highest point along the test section by a recording type pressure gage, and
a copy of the readout shall be submitted to the Contracting Officer [CQA
Consultant] upon completion of the test. All testing shall be conducted in
the presence of the Contracting Officer [CQA Consultant]. The Contractor
shall supply all labor, equipment, material, gages, pumps, meters, and
incidentals required for testing.
Testing shall be conducted after backfilling has been completed and before
placement of permanent surface. The following procedures shall be
followed:
a. Fill line slowly with water. Maintain flow velocity less than two feet
per second.
b. Expel air completely from the line during filling and again before
applying test pressure.
c. Apply initial test pressure and allow to stand with makeup pressure
for three hours, to allow for diametric expansion or pipe stretching to
stabilize.
d. After this equilibrium period, apply the specified test pressure and
turn the pump off. The final test pressure shall be held for three
hours.
e. Upon completion of the test, the pressure shall be bled off from a
location other than the point where the pressure is monitored. The
pressure drop shall be witnessed by the Contracting Officer [CQA
Consultant] at the point where the pressure is being monitored and
shall show on the recorded pressure readout submitted to the
Contracting Officer [CQA Consultant].
Allowable amount of makeup water for expansion during the pressure test
shall conform to the Handbook of PE Pipe, published by the Plastic Pipe
Institute (PPI). If there are no visual leaks or significant pressure drops
during the final test period, the installed pipe passes the test.
If any test of pipe laid disclosed leakage or significant pressure drop greater
than that allowed, the Contract shall, at his/her own expense, locate and
repair the cause of leakage and retest the line.
All visible leaks are to be repaired regardless of the amount of leakage.
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3.11 SLUDGE DRYING BEDS
3.11.1 Materials
3.11.1.1 Aggregates
Aggregates shall be free from organic and deleterious materials.
The 3-inch thick sand blanket will be provided underneath the
liner on the compacted subgrade. The sand blanket for the
sludge drying beds shall consist of coarse sand with a grain size
of 0.3 to 0.75mm and a uniformity coefficient less than or equal
to 4. Layers of gravel increasing in size with depth shall be
provided as indicated. The layer of gravel above the liner shall
be ¾” to 1 ½” in size. The layer above it shall be 3 inches of ¼”
to ¾” size gravel. The next layer above shall be 3 inches of ǩ´
to ¼” size gravel. The uppermost layer of the bed will consist of
coarse sand used for the sand blanket.
Access to the sludge drying beds will be provided by a gravel
area between the beds and the existing gravel road. This gravel
paved area shall consist of No. 78M stone, meeting the
requirements of Section 1005 of the North Carolina Department
of Transportation (NCDOT) “Standard Specifications for Road
and Structures”.
3.11.1.2 Liner
A 30 mil polyvinyl chloride (PVC) or high density polyethylene
(HDPE) geomembrane shall be provided as a liner between the
sludge drying bed and the subgrade. The liner material and any
seaming materials shall have chemical and physical resistance
properties not adversely affected by environmental exposure
and sludge placement. The Contractor shall provide certified
information regarding the raw materials and properties of the
liner indicating that it is appropriate for this application.
The liner shall be free of cuts, abrasions, holes, blisters,
contaminants and other imperfections.
Depending on the roll width of the geomembrane, field seams
may or may not be required. If field seams are required, they
shall be conducted in accordance with the manufacturer’s
installation instructions.
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Pipe and other penetrations of the liner shall be sealed in
accordance with the manufacturer’s recommendations.
3.11.1.3 Concrete
The perimeter and partition walls with foundations of the sludge
drying beds shall be constructed of reinforced concrete. The
concrete ramps accessing the sludge drying beds shall also be
constructed of reinforced concrete. The concrete runways
running along the surface of the beds will be unreinforced.
Provide Class A concrete, meeting the requirements of Section
1000 of the North Carolina Department of Transportation
(NCDOT) “Standard Specifications for Road and Structures”.
The Contractor shall provide certification that the materials and
the mix meet the requirements indicated.
3.11.1.4 Piping and Accessories
The pipe draining the sludge drying beds shall be PVC, ASTM
D1785, Schedule 40. Under the drying beds, the pipe shall be
factory drilled with perforations after pipe manufacture. The
pipelines for each bed will drain into a collector pipe that will
convey the sludge liquor to the wastewater collection system and
ultimately the wastewater treatment plant. The proposed pipe
conveying the sludge liquid from the beds to the wastewater
collection system shall be solid walled, PVC, ASTM D1785,
Schedule 40.
The Contractor shall certify that the pipe meets the requirements
indicated.
Precast concrete manholes shall be provided in accordance with
ASTM C478.
3.11.2 Conformance Testing
3.11.2.1 Testing Laboratory
The Contractor shall provide an independent construction
materials testing laboratory accredited by an acceptable
laboratory accreditation authority to perform sampling and tests
required by this project. Laboratory Accreditation Authorities
include the National Voluntary Laboratory Accreditation Program
(NVLAP) administered by the National Institute of Standards and
Technology, the American Association of State Highway and
Transportation Officials (AASHTO) program, ICBO Evaluation
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Service, Inc. (ICBO ES), and the American Association for
Laboratory Accreditation (A2LA) program. The Contractor shall
submit to the Contracting Officer, a copy of the Certificate of
Accreditation and Scope of Accreditation. The scope of the
laboratory's accreditation shall include the test methods required
by the project. For testing laboratories that have not yet obtained
accreditation by an acceptable laboratory accreditation authority,
submit an acknowledgment letter from one of the laboratory
accreditation authorities indicating that the application for
accreditation has been received and the accreditation process
has started, and submit to the Contracting Officer for approval,
certified statements, signed by an official of the testing laboratory
attesting that the proposed laboratory, meets or conforms to the
ASTM standards listed below as appropriate to the testing field.
a. Laboratories engaged in testing of construction materials
shall meet the requirements of ASTM E329.
b. Laboratories engaged in testing of concrete and concrete
aggregates shall meet the requirements of ASTM C1077.
c. Laboratories engaged in testing of soil and rock, as used in
engineering design and construction, shall meet the
requirements of ASTM D3740.
d. Laboratories engaged in nondestructive testing (NDT) shall
meet the requirements of ASTM E543.
3.11.2.2 Aggregates
The Contractor shall submit results of a sieve analysis (ASTM
D422) for every 2000 square feet for each layer of material.
If results do not meet the indicated criteria, the Contractor shall
submit additional samples from alternative sources to a qualified
independent testing laboratory at the Contractor’s expense until
the material proposed conforms to the indicated sizes.
3.11.2.3 Liner
The Contractor shall certify that samples are removed from the
roll of liner delivered to the project site and forwarded to a
qualified independent testing laboratory for testing to verify
thickness in accordance with ASTM D5994. The minimum
thickness of 30 mils shall be based on an average of five
measurements taken across the roll width. The Contractor shall
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provide non-destructive seam testing on any field seams
required by an independent laboratory in accordance with the
manufacturer’s specifications and submit test reports.
3.11.2.4 Concrete
The Contractor shall provide testing by a qualified independent
testing laboratory for compressive strength. Provide three
compressive strength tests at the age indicated for each
concrete pour daily. Strength of concrete mixture will be
satisfactory if every average of any three consecutive
compressive strength tests equals or exceeds specified
compressive strength and no compressive-strength test value
falls below specified compressive strength by more than 500 psi.
3.11.2.5 Piping and Accessories
The Contractor shall test for leakage of the solid wall pipelines
for the extension of the sanitary sewer system by either
infiltration/exfiltration tests or by low pressure air tests. Perform
infiltration/exfiltration tests in accordance with ASTM C969,
except the allowable leakage limit shall be (100 gal/day) (in of
pipe diameter)(mile of sewer). Low pressure air tests shall be
conducted in accordance with UBPPA UNI-B-6.
3.12 DOCUMENTATION
3.12.1 Introduction
The ultimate value of a CQA plan depends to a large extent on recognition
of all of the construction activities that should be inspected and the
assignment of responsibilities to CQA inspection personnel for the
inspection of each activity. This is most effectively accomplished by
documenting CQA activities. [The CQA Consultant shall provide the
Contracting Officer with signed descriptive remarks, data sheets, and logs to
verify that all monitoring activities have been carried out.] The Contracting
Officer [CQA Consultant] shall also maintain at the job site a complete file of
design plans, permit specifications, the CQA Plan, checklists, test
procedures, daily logs, and other pertinent documents.
3.12.2 Daily Recordkeeping
Standard daily reporting procedures should include preparation of the
following documents:
-Daily Summary Report
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-Observation Logs and Test Data Sheets
-Construction Problem and Solution Report
-Photographic Reporting Data Sheets
3.12.2.1 Daily Summary Report
Daily Summary Report
A summary report should be prepared daily by the Contracting
Officer [CQA Consultant]. This report provides the chronological
framework for identifying and recording all other reports. At a
minimum, the summary reports should include the following
information:
-An identifying sheet number for cross-referencing and
document control;
-Date, project name, location, and other identification;
-Date on weather conditions;
-Reports on any meetings held and their results;
-A reduced-scale site plan showing all proposed work areas
and test locations;
-Descriptions and locations of ongoing constructions;
-Descriptions and specific locations or areas, or units, of work
being tested and/or observed and documented;
-Locations where tests and samples were taken or reference to
specific observation logs and/or test data sheets where such
information can be found;
-A summary of field/laboratory test results or reference to
specific observation log and/or test data sheets;
-Calibrations or recalibrations of test equipment and actions
taken as a result of recalibration, or reference to specific
observation logs and/or test data sheets;
-Off-site materials received, including quality verification
documentation;
-Decisions made regarding approval of units of material or of
work, and/or corrective actions to be taken in instances of
substandard quality;
-The Contracting Officer [CQA Consultant]’s signature.
3.12.2.2 Observation Logs and Test Data Sheets
All observations, and field and/or laboratory tests, should be recorded
on project-specific logs and data sheets. Recorded observations
may take the form of notes, charts, sketches, photographs, or any
combination of these. Where possible, a checklist may be useful to
ensure that no pertinent factors or a specific observation are
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overlooked. At a minimum, the logs and data sheets shall include the
following information:
-An identifying sheet numbered for cross referencing and
document control;
-Date, project name, location, and personnel involved in the
inspection activity.
-Description or title of activity monitored;
-Location of inspection activity and locations of samples
collected;
-Type of inspection activity; procedure used (reference to
standard method when appropriate);
-Results of laboratory tests received;
-Results of monitoring activity in comparison to specifications;
and
-The Contracting Officer [CQA Consultant]’s signature.
3.12.2.3 Problem Identification and Solution Report
A problem is defined herein as material or workmanship that does not
meet the specified design. Problem Identification and Solution
Reports should be cross-referenced to specific observation logs and
test data sheets. The report shall include the following information:
- An identifying sheet number for cross-referencing and
document control;
-A detailed description of the situation or deficiency;
-The location and probable cause of the situation or deficiency;
-How and when the situation or deficiency was found or
located;
-Documentation of the response to the situation or deficiency;
-Final results of any responses;
-Any measures taken to prevent a similar situation from
occurring in the future; and
-The signature of the Contracting Officer [CQA Consultant].
The Contracting Officer shall be made aware of any significant
recurring non-conformance with the permit specifications. The
Contracting Officer shall then determine the cause of the non-
conformance and recommend appropriate changes in procedures or
specifications. These changes will be submitted to the Design
Engineer for approval. When this type of evaluation is made, the
results shall be documented, and any revision to procedures or
permit specifications will be approved by the Government, Engineer,
and, if necessary, the Permitting Agency.
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3.12.2.4 Photographic Reporting Data Sheet
Photographic reporting data sheets, where used, shall be cross-
referenced with observation logs and test data sheets and/or
construction problem and solution reports. At a minimum,
photographic reporting data sheets should include the following
information:
-A unique identifying number on data sheets and photographs
for cross-referencing and document control;
-The size, scale, and orientation of the subject matter
photographed;
-Location and description of the work;
-The purpose of the photograph;
-Signature of the photographer and concurrence of the
Contracting Officer [CQA Consultant].
These photographs will serve as a pictorial record of work progress,
problems, and corrective measures. They should be kept in a
permanent protective file in the order in which they were taken. The
file should contain color prints; negatives should be stored in order in
a separate file.
3.12.3 Reports
The CQA Consultant shall prepare periodic reports which summarize
construction activities and the results of observations and tests. At a
minimum, the following need to be prepared through the project period:
-Progress Report
-Certifications
-Final Documentation
3.12.3.1 Progress Report
The CQA Consultant shall prepare a progress report at time intervals
established at the Pre-Construction Meeting and submit it to the
Contracting Officer. At a minimum, this report shall include the
following information:
-A unique identifying sheet number for cross-referencing and
document control;
-The date, project name, location, and other information;
-A summary of work activities during progress reporting period;
-A summary of construction situations, deficiencies, and/or
defects occurring during the progress reporting period;
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-A summary of test results, failures and retests; and
-The signature of the Contractor and the CQA Consultant’s
representative.
The Contracting Officer shall distribute copies of the Progress
Reports to the Permitting Agency and Contractor upon request or as
decided at the Pre-Construction Meeting.
3.12.3.2 Certifications of Major Construction Activities
At the completion of each of the following major construction items
included in the CQA Plan, the CQA Consultant shall prepare a
certification form for that item:
-Subbase, Subgrade;
-Composite Liner;
-Protective Cover;
-Leachate Collection Layer;
-Leachate Management System (i.e., tanks, manholes, piping);
and
-Erosion and Sedimentation Control Features.
The certification shall describe activities associated with the construction
of the item including construction procedures and observations and test
performed by CQA personnel. Each certification shall be signed and
sealed by a professional engineer and submitted to the Contracting
Officer. The Contracting Officer shall notify the Permitting Agency that
the construction activity is complete. No waste may be disposed in the
subject area until the Permitting Agency has submitted written approval
to the Government indicating that construction was done in accordance
with the permit.
3.12.3.3 Final Documentation
At the completion of the work, the CQA Consultant shall submit to the
Permitting Agency the signed Final Certification Documentation. At a
minimum, the Final Report shall include:
-Summaries of all construction activities;
-Observation logs and test data sheets including sample location
plans and supporting field and laboratory tests results;
-Construction problems and solutions reports;
-Record plans; and
-A summary statement sealed and signed by a Professional
Engineer registered in the state of North Carolina.
-All certifications pertinent to the construction of the landfill facility.
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The record plans shall include scale plans depicting the location of the
construction and details pertaining to the extent of construction (e.g.,
depths, plan dimensions, elevations, soil component thicknesses, etc.).
Surveying and base maps required for development of the record plans
shall be done by a qualified land surveyor.
3.12.4 Storage Of Records
During the construction of the landfill facility, the CQA Consultant should be
responsible for all facility CQA documents. Once facility construction is
complete, the document originals should be stored by the Government in a
manner that will allow for easy access while still protecting them from any
damage. An additional copy should also be kept at the facility. All
documentation should be maintained through the operating and post-
closure periods of the facility.
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MCB Camp Lejeune, NC
SECTION 4 – OPERATION PLAN
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TABLE OF CONTENTS
4.1 INTRODUCTION.......................................................................................................... 4-4

4.2 GENERAL INFORMATION .......................................................................................... 4-4
4.2.1 Owner/Operator of Landfill................................................................................. 4-4
4.2.2 Operational Life of Landfill................................................................................. 4-4
4.2.3 Acceptable Waste.............................................................................................. 4-4
4.2.4 Personnel and Duties......................................................................................... 4-5
4.2.5 Site Communication........................................................................................... 4-5
4.3 LANDFILLING OPERATION ........................................................................................ 4-5
4.3.1 Operating Hours ................................................................................................ 4-5
4.3.2 Access and Safety Requirements...................................................................... 4-6
4.3.3 Weighing Solid Waste........................................................................................ 4-7
4.3.4 Progression of Construction and Operation....................................................... 4-7
4.3.4.1 Waste Placement......................................................................... 4-7
4.3.4.2 Spreading and Compacting.......................................................... 4-8
4.3.4.3 Cover.......................................................................................... 4-10
4.3.5 Special Waste Acceptance and Disposal Requirement................................... 4-12
4.3.5.1 Asbestos..................................................................................... 4-12
4.3.5.2 Other Putrescible Waste............................................................. 4-12
4.3.5.3 Sludge........................................................................................ 4-12
4.3.5.4 Bulky Wastes.............................................................................. 4-12
4.3.5.5 Low-Density Wastes................................................................... 4-13
4.3.5.6 Powdery Wastes ........................................................................ 4-13
4.3.5.7 Composted Wastes.................................................................... 4-13
4.3.5.8 Construction Debris.................................................................... 4-13
4.3.5.9 Liquid Waste............................................................................... 4-14
4.3.6 Hazardous, PCB's, And Liquid Waste Screening Program.............................. 4-14
4.3.6.1 Definitions................................................................................... 4-14
4.3.6.2 Random Inspection Plan ............................................................ 4-17
4.3.6.3 Record Keeping.......................................................................... 4-19
4.3.6.4 Training ...................................................................................... 4-23
4.3.6.5 Notification.................................................................................. 4-23
4.3.7 Equipment ................................................................................................... 4-23
4.3.8 Landfill Active Area Control.............................................................................. 4-23
4.3.8.1 Litter Control............................................................................... 4-23
4.3.8.2 Dust Control ............................................................................... 4-24
4.3.8.3 Vector Control ............................................................................ 4-24
4.3.8.4 Odor Control............................................................................... 4-25
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4.4 ENVIRONMENTAL CONTROL.................................................................................. 4-25
4.4.1 Stormwater and Drainage control.................................................................... 4-25
4.4.1.1 Run-Off Controls ........................................................................ 4-25
4.4.1.2 Run-On Controls ........................................................................ 4-26
4.4.2 Erosion and Sediment Control......................................................................... 4-26
4.4.3 Air Quality and Fire Prevention ........................................................................ 4-26
4.4.4 Explosive Gas Control ..................................................................................... 4-27
4.4.4.1 Gas Vent System ....................................................................... 4-27
4.4.4.2 Gas Monitoring System.............................................................. 4-27
4.4.4.3 Gas Testing Instrument.............................................................. 4-28
4.4.4.4 Gas Testing Procedure .............................................................. 4-29
4.4.4.5 Instrument Calibration ................................................................ 4-29
4.4.4.6 Response Program .................................................................... 4-34
4.4.4.7 Public Information....................................................................... 4-35
4.5 MAINTENANCE ......................................................................................................... 4-36
4.5.1 Site Maintenance............................................................................................. 4-36
4.5.2 Site Drainage and Erosion............................................................................... 4-36
4.5.3 Roads – Access and On-site ........................................................................... 4-36
4.5.4 Equipment........................................................................................................ 4-36
4.5.5 Gas Venting System........................................................................................ 4-36
4.6 RECORD KEEPING................................................................................................... 4-37
4.7 LEACHATE MANAGEMENT PLAN............................................................................ 4-37
4.7.1 Routine Inspection ........................................................................................... 4-37
4.7.2 Maintenance of the Leachate Collection System............................................. 4-38
4.7.3 Leachate Quality Sampling.............................................................................. 4-38
4.7.4 Leachate Final Disposal................................................................................... 4-38
4.7.5 Contingency Plan............................................................................................. 4-39
4.8 EMERGENCY CONTINGENCY PLAN....................................................................... 4-39
4.8.1 Introduction...................................................................................................... 4-39
4.8.2 Fire Control Plan
4.8.2.1 When Fire Occurs ...................................................................... 4-40
4.8.2.2 “Hot Load” Procedures............................................................... 4-41
4.8.2.3 Fire Extinguisher ........................................................................ 4-41
4.8.3 Accident or Injury............................................................................................. 4-41
4.8.3.1 When an Injury Occurs............................................................... 4-41
4.8.3.2 Procedures After an Accident..................................................... 4-42
4.8.4 Release of Contamination to Environment....................................................... 4-43
4.8.4.1 Response................................................................................... 4-43
4.8.4.2 Follow-Up................................................................................... 4-44
4.8.5 Hazardous or Other Unacceptable Materials................................................... 4-44
4.8.5.1 The Observer ............................................................................ 4-44
4.8.5.2 Site Manager ............................................................................. 4-45
4.8.5.3 Undumped Load ........................................................................ 4-45
4.8.6 Inclement Weather........................................................................................... 4-46
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4.8.6.1 Operation in Wet Weather ......................................................... 4-46
4.8.6.2 Operation in Cold Weather ........................................................ 4-46
4.9 SAFETY PLAN .......................................................................................................... 4-47
4.9.1 Emergency Procedures .................................................................................. 4-47
4.9.2 General Safety Practices ................................................................................ 4-47
4.9.3 Safety Precautions for Equipment Operations ................................................ 4-48
4.9.4 Safety Equipment ........................................................................................... 4-50
4.9.5 Site User Rules ............................................................................................... 4-50
APPENDIX A Landfill Personnel and Duty Descriptions
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4.1 INTRODUCTION
The operation plan has been prepared in accordance with the North Carolina Solid Waste
Management Regulations as amended through January 1, 1997. Sections .1625 and .1626 of
the regulations govern the operation of sanitary landfills. All conditions of the operating permit
granted by the Solid Waste Division shall take precedence and be complied with by landfill
operations if there are any factual or perceived contradictions with the text of this plan. The
site manager should be familiar with the North Carolina Solid Waste Regulation and Facility
Permit.
The operation plan describes proposed operations for the Marine Corps Base (MCB), Camp
Lejeune Municipal Solid Waste (MSW) Landfill. The facility accepts municipal solid waste only
and will not accept hazardous and liquid waste as defined in Section .1600 of 15A NCAC 13B.
The landfill is designed to accept solid waste at a maximum rate of 250 tons per day. The
expected operating life of the landfill unit ranges from 30 years to 35 years, depending on the
waste stream to the landfill, the quantity of waste being recycled, and the operating condition
of the landfill.
This operation plan provides specific information and guidance for the operators and managers
of the MCB, Camp Lejeune MSW Landfill facility. The success of the operation at this site
depends upon each employee properly performing the assigned job. The operation plan is
intended to serve as a site reference and training document. Every employee shall be
required to become knowledgeable of this landfill operating plan.
4.2 GENERAL INFORMATION
4.2.1 Owner/Operator of Landfill
The MCB, Camp Lejeune MSW Landfill is located on government property and is
operated by Base personnel who perform all operations associated with the site
preparation, refuse disposal, record keeping, facility maintenance, land
restoration, and site safety and security. The Base is responsible for the erection
and maintenance of all structures and site improvements required for the
operation of the landfill.
4.2.2 Operational Life of Landfill
The MSW landfill provides approximately 4,089,000 cubic yards of waste
disposal capacity. An area fill method shall be used for landfilling operation. The
projected usable life of the landfill is approximately 40
The Camp Lejeune Sanitary Landfill is designated as a nonhazardous waste
disposal facility and designed for the burial of municipal solid waste. A
separately permitted yard waste compost facility has been set up just west of
years. See Facility Plan,
Section 1.3 for waste stream projection and capacity calculation.
4.2.3 Acceptable Waste
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Phase I cells (see Facility Drawing F-01). This compost area accepts yard waste
(clippings, pine straw, and small branches) generated on Base.
The MCB, Camp Lejeune Landfill shall accept those solid wastes which it is
permitted to receive. The landfill manager shall notify the Division of Solid Waste
management within 24 hours of attempted disposal of any waste the landfill is not
permitted to receive, including waste from outside the Base. Signs shall be
posted stating that no toxic, hazardous or liquid waste can be accepted and
disposed of at this site.
4.2.4 Personnel and Duties
Currently, the base employs 24 people in the existing landfill for normal landfill
operation. These include:
1 Landfill Manager
17 Motor Vehicle Operators
2 Engineering Equipment Operators
1 Materials Examiner & Identifier (Scale Operator)
1
x Telephone – standard telephone service located in the scale house. Primary
purpose is to communicate to point outside the landfill site.
Laborer (Spotter)
1 Office Clerk
1 Quality Control Coordinator
Since no additional full-time equipment is required to accomplish the expansion,
the existing staffing size will be maintained for usual daily operation in the new
cells of the landfill. Peak solid waste receipt periods or other emergency
conditions may require overtime work by existing staff. Detailed personnel and
duty descriptions provided by the Base are shown in Appendix A. An attendant
will be on duty at the site during operational hours to ensure compliance with the
operational requirements.
4.2.5 Site Communications
Site communications at the landfill are centered at the scale house. The scale
house provides the communication link to points outside and inside the landfill
site. The scale house and operations equipment are linked as follows:
x Two-Way Radio – The scale house, and vehicles (trucks) are equipped with
two-way radios which are tuned to the Base dedicated frequency.
Communications can be made with other units within the base.

4.3 LANDFILLING OPERATION
4.3.1 Operating Hours
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The landfill will be open to accept waste from Monday through Friday. Actual
hours of operation will be posted at the main entrance to the landfill; typically
0730 - 1500. The landfill will normally be closed on Saturdays and Sundays, and
the following holidays:
- New Years Day
- Martin Luther King Jr.’s Birthday
- President’s Day
- Memorial Day
- July 4th
- Labor Day
- Columbus Day
- Veterans Day
- Thanksgiving Day
- Christmas Day
An attendant will be on duty at the site during operational hours to ensure
compliance with the operational requirements.
4.3.2 Access and Safety Requirements
The landfill will be accessed by Piney Green Road. The access road to the site
shall be of paved or gravel construction. The entrance allows for safe and
orderly traffic flow into and out of the facility. Signs posting hours of operations,
dumping procedure, permit number, disposal restrictions and other pertinent
information specified in the permit conditions shall be provided at the entrance.
All vehicles entering the disposal area are to stop at the scale house for security
check-in, inspection, and to be weighed. Once vehicles delivering waste have
been weighed, they shall follow signs posted along the access road to a specific
disposal area based on the type of waste presented or directions provided by the
scale house attendant for disposal. Traffic signs are provided as necessary to
and from the unloading areas and to maintain efficient operating conditions.
After the wastes have been unloaded, all vehicles will be weighed again at the
entrance such that the net weight of loads can be recorded.
Fencing is provided at the main entrance to discourage vandalism, scavenging or
trespassing when the landfill is not open. Site boundaries should be checked
regularly for evidence of unauthorized personnel and vehicle entry. The front
gate should be locked when the landfill is closed to operations. Scavenging must
be prohibited and enforced by the operator. Posting of "No Trespassing" signs
around the periphery of the landfill will help to discourage unauthorized entry.
Lines of communication should be established with Base Security to perform
routine surveillance. The removal of solid waste from the landfill is prohibited
unless the Base or operator approves and the removal is not performed on the
working face.
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Barrels and drums shall not be disposed of in the landfill unless they are empty
and perforated sufficiently to ensure that no liquid or hazardous waste is
contained therein, except fiber drums containing asbestos.
4.3.3 Weighing Solid Waste
A scale and scale house are located at the entrance to the landfill. Loaded
trucks coming into the landfill facility will proceed to the scale for waste
inspection and weight determination. A scale operator will process necessary
paperwork and provide the truck drivers with instructions to the landfill, Material
Recovery Facility (MRF), Treatment and Processing Facility, or compost area.
The general procedure shall consist of two basic approaches. The first
approach shall be a “weighed twice" approach where the incoming vehicle shall
be weighed upon entering the site and again after dumping. The second
approach will be to utilize certified "empty vehicle weight" (EVW) and the actual
incoming weight to establish the weight of the waste. This approach shall be
utilized when an incoming vehicle is marked with its EVW in accordance with the
North Carolina Department of Transportation (NCDOT) and North Carolina
Department of Agriculture or the official tare weight of the vehicle has been
recorded. The official tare weight is established by weighing the vehicle empty
on the scale and is updated every six months. The scale house attendant shall
be responsible for recording the resulting waste weight under both approaches.
4.3.4 Progression of Construction and Operation
The landfilling technique used is the “area method". In this method, the landfilling
operation begins with tipping solid wastes on the ground, then compactors are
used to obtain maximum compaction of the waste by compacting normal to the
face of the slope, at 2 or 3 foot depths of waste at a time, and by confining the
area to be compacted daily. Figure 4-1 illustrates a typical area method of landfill
operation and basic method of refuse cell construction. Phasing plans presented
on the facility drawings provide the sequence for proper refuse cell construction
as well as other details associated with landfill development.
4.3.4.1 Waste Placement
The working face is that portion of the land disposal site on which solid
waste is discharged, spread and compacted prior to the placement of
cover material. Waste should be dumped 10-feet from the toe of the
working face and pushed up the slope. Waste shall not be placed or
disposed of in water, nor shall surface water be impounded over or within
the waste. In order to prevent loads of waste from being dumped too far
away from the toe, refuse trucks can back toward the toe, following a path
created by the equipment pushing refuse into the working face. To
maintain sanitary operation, the working face shall be kept as narrow as
possible. By keeping the working face narrow, equipment movement,
cover material requirements, and the area of exposed waste are
minimized, thus reducing blowing litter, vector problems, and operation
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cost. The optimal daily working face width will vary depending on the
number of vehicles bringing waste to the site. The working face should be
wide enough to prevent a large backlog of trucks. However, the width
should not be so wide as to expose an undue amount of waste to wind or
birds. Placement of solid waste inside the facility shall be restricted into
the smallest area feasible. Based on the current waste stream, it is
estimated that a working face of 50 to 75 feet in width and 30 to 40 feet in
length will satisfy this criteria. The depth will also very depending on the
daily waste stream but should be approximately 6 to 10 feet. Temporary
barricades or flags may be used as daily width markers for guiding
equipment operators and for traffic control.
It is the intention (to the extent that safe operations on a sloped surface
allow) that each working area be brought to the maximum elevation
possible before overflowing landfilling operations into the next working
area. Further, it is intended that final contours be achieved as early as
possible so as to maximize run-off instead of percolating rain waters into
the landfill which would eventually become leachate. In addition, once the
final contour is achieved, the run-off of stormwater can easily be diverted
into the periphery drainage devices.
4.3.4.2 Spreading and Compacting
Proper refuse cell construction involves spreading and compacting
deposited waste. These functions can be accomplished with compactors
and bulldozers.
Spreading will be done by either a compactor or a bulldozer. The purpose
of spreading action is to move waste from the tipping location into the
working face and to distribute waste over the working face in a thin layer
(about 2-feet). High field densities can be achieved by compacting in thin
layers.
Good compaction is achieved by operating the landfill compactor up and
down the working face after the waste has been spread into a thin layer.
Proper compaction of the waste will extend landfill life and reduce litter
and bird problems. To maximize compaction, the working face should be
kept at a maximum slope of 3 horizontal to 1 vertical. Maximum daily lift
height will be less than 10 feet to provide good compaction. A cell module
construction profile is illustrated in Figure 4-2.
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4.3.4.3 Cover
At the end of each working day a 6-inch daily soil cover shall be applied to
control odors, vectors, and litter. Appropriate earth hauling equipment will
be used to excavate and haul soil from the borrow area to the stockpile
located near the working face, where it will be placed and compacted.
Borrow soil for daily and final cover will be obtained from an on-site borrow
area as indicated in Section 1.3.2 of the Facility Plan. Alternate daily
cover can be applied in place of soil if approved by the North Carolina
Division of Solid Waste Management. Adequate amounts of acceptable
daily cover or alternative daily cover will be maintained at the landfill and
available at all times. All stockpiles will be graded to minimize erosion
potential. Silt fences or diversion berms will also be utilized as necessary
to control erosion.
Daily cover is essential to prevent disturbance of waste by wind and
animals, to suppress fires, and to abate leachate production. A 12-inch
layer of soil of intermediate cover shall be applied on areas that will be
exposed for more than 12 months (i.e., top of the final lift, or portion of
other lifts that will not be soon covered by additional refuse).
Currently, Posi-shell is used as the alternate cover four days a week,
Monday through Thursday. It is a cement based material and the
application rate varies due to the daily tonnage received. Every Friday 6
inches of soil is used for daily cover to provide a fire break.
A Bowie Hydro-seeder applies the Posi-Shell ADC with the following
mixture:
600 gallons of water
1 bag Posi-Pak Fibers
4 bags PSM-200 Setting Agent
5 bags Portsland Cement
Sludge from the wastewater treatment plant dried in the proposed sludge
drying beds can be used as a soil amendment in the daily soil cover.
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4.3.5 Special Waste Acceptance and Disposal Requirement
Certain types of waste can be accepted or more efficiently handled if special
consideration is given to the procedure of disposal. The following procedures are
required by state regulations or have been utilized in the past and are included
for reference at this facility.
4.3.5.1 Asbestos
Asbestos waste will be bagged and disposed in accordance with 40 CFR
61. The North Carolina Solid Waste Management rules require asbestos
materials to be segregated in an area not contiguous with other disposal
areas or at the bottom of the working face. The asbestos materials will be
covered immediately with at least 12 inches of soil in a manner that will
not cause airborne conditions. Acceptance of asbestos material will
require a minimum of five days advance notice. Asbestos deliveries will
also be limited to the hours designated by the Base during normal
workdays.
4.3.5.2 Other Putrescible Waste
Spoiled food, animal carcasses, abattoir waste, hatchery waste and other
animal waste shall be covered immediately.
4.3.5.3 Sludge
The three proposed sludge drying beds, located east of the truck wash
facility, will receive sludge from the wastewater treatment plant
approximately twice a year when tank maintenance generates more
biosolids than can be land applied. At that point the sludge will be hauled
to the beds. The timber stop gates will be installed in slots in the concrete
walls to close the drying beds. Sand will be backfilled about three (3) to
four (4) inches up against the stop gates to prevent them from lifting and
sludge seeping out underneath. The biosolids will be unloaded directly
into each bed to the height of the concrete wall. Sludge will dry out over
several weeks depending on weather. If a smaller quantity is deposited,
the sludge can be spread thinner over the entire bed and therefore, dry
out faster. Each bed shall be sampled twice at mid thickness prior to
sludge removal. Once the two samples pass the paint filter test, the
sludge from each bed can be removed and deposited in the landfill or
used as a soil amendment supplementing the borrow material used for
daily cover See Section 4.3.6.1 for more paint filter test requirements.
Sludge can also be utilized as a soil conditioner applied onto the
vegetative growth layer but should be no more than 6-inches in depth.No
maintenance on sludge drying beds is required.
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4.3.5.4 Bulky Wastes
Crushable items such as furniture should be deposited near the working
face if traffic permits. Landfill equipment should be used to crush the item
on solid fill, then push it into the face. Resulting depressions should be
backfilled with waste.
Long (greater than 3-feet), awkward items such as rolls of paper and
plastic should be placed parallel to the working face, and covered with
conventional waste.
No metal waste is accepted at the Base landfill. All metal waste goes to
the Defense Reutilization and Marketing Office (DRMO) to be recycled.
4.3.5.5 Low-Density Wastes
Waste types such as cut trees, limbs, agricultural wastes, loose plastic film
or foam rubber, and plastic scraps or shavings require special handling.
These materials present problems because they rebound after being
compacted by the equipment. In order to achieve maximum densities,
lightweight materials should be spread into 1 to 2 foot deep layers, and
then covered with regular waste and compacted as usual into the base of
the cell.
4.3.5.6 Powdery Wastes
Dry industrial wastes such as sawdust, exhaust trappings, and carbon
dust are usually powdery, thus requiring special handling. These wastes
are problems because they are easily stirred by the equipment and blown
by the wind. Once airborne, the dust may be a hazard to personnel
through inhalation or skin contact. Personnel working in areas with
powdery wastes should wear protective clothing and respirators. Some
powdery wastes may be wet down with water from the truck and then
covered immediately with soil or regular waste. If water is not available,
cover powdery wastes with soil or refuse to reduce blowing and dust
generation.
4.3.5.7 Composted Wastes
Grass, leaves, pine straw and other lawn trimmings will be dumped in the
designated compost area. These items must be loose or packed in
biodegradable bags. Grass, leaves, etc. delivered in plastic bags will be
split and emptied, and the empty bags shall be deposited as directed by
the landfill operators.
4.3.5.8 Construction Debris
Mixed loads of construction debris will not be accepted. Organizations or
contractors with questions regarding what constitutes mixed loads should
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contact Base Maintenance prior to attempting delivery at the existing
landfill.
4.3.5.9 Liquid Waste
No bulk or containerized liquid waste shall be placed in the sanitary landfill
unless the waste is classified as household waste other than septic waste
and waste oil. Containers holding acceptable liquid waste must be small
and similar in size to that normally found within the household and shall be
designed to hold liquids.
4.3.6 Hazardous, PCB’s, and Liquid Waste Screening Program
The landfill is permitted as a municipal solid waste landfill and as such must not
receive hazardous waste and liquid waste (except those described in Section
4.3.5.9) as defined within 15A NCAC 13A to also include hazardous waste from
conditionally exempt small quantity generators and polychlorinated biphenyl
(PCB) waste as defined in 40 CFR 761. It is of importance that these wastes do
not enter the landfill because of the potential damage and liability that these
wastes could cause or create should they enter the environment, particularly the
groundwater.
4.3.6.1 Definitions
Hazardous waste means a solid waste, or combination of solid waste,
which because of its quantity, concentration, or physical, chemical or
infectious characteristics may: a) cause or significantly contribute to an
increase in mortality or an increase in serious irreversible illness or b)
pose a substantial present or potential hazard to human health or the
environment when improperly treated, stored, transported, or disposed of,
or otherwise managed.
Hazardous wastes may be gases, liquids, solids, or sludges that are listed
or exhibit the characteristics described in 40 CFR 261. Household
hazardous wastes are excluded from Subtitle C of RCRA regulation.
Wastes generated by conditionally exempt small quantity generators are
considered regulated hazardous wastes and may not be disposed of in a
MSW landfill in North Carolina. Characteristics of hazardous wastes as
defined in Subpart C of 40 CFR 261 include ignitability, corrosivity,
reactivity, and toxicity.
Liquid waste means any waste material that is determined to contain “free
liquids” as defined by Method 9095 (Paint Filter Liquid Test) as described
in “Test Methods for Evaluating Solid Wastes, Physical/Chemical
Methods” (EPA Pub. No. SW–846). The paint filter test is performed by
placing a 100 milliliter sample of waste in a conical, 400 micron paint filter.
The waste is considered a liquid waste if any liquid from the waste passes
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through the filter within five minutes. The apparatus used for performing
the paint filter test is illustrated in Figure 4-3.
PCBs are regulated under the Toxic Substances Control Act (TSCA).
PCBs typically are not found in consumer wastes except for fluorescent
ballast and small capacitors in white goods and electrical appliances.
These sources are not regulated under 40 CFR 761. Commercial or
industrial sources of PCB wastes that are regulated under the regulations
include:
x Mineral oil and dielectric fluids containing PCBs;
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x Contaminated soil, dredged material, sewage sludge; rags, and other
debris from a release of PCBs;
x Transformers and other electrical equipment containing dielectrical
fluids; and
x Hydraulic machines.
4.3.6.2 Random Inspection Plan
An inspection is typically a visual observation of the incoming waste loads
by an individual who is trained to identify regulated hazardous or PCB
waste that would not be acceptable for disposal at the MSWLF unit.
Ideally, all loads should be screened; however, it is generally not practical
to inspect in detail all incoming loads. Random inspections, therefore, can
be used to provide a reasonable means to adequately control the receipt
of inappropriate wastes. The frequency of random inspections should be
at least one load each week. If these inspections indicate that
unauthorized wastes are being brought to the MSWLF site, then the
random inspection frequency should be increased. Inspection priority
should be given to haulers with commercial and industrial areas.
All vehicles entering the landfill shall stop on the scales and be weighed.
It is necessary to have additional information of all incoming loads of solid
waste such as where it came from and a description of material. Each
weigh ticket shall be signed by the driver agreeing that they are not
delivering any hazardous or unacceptable materials to the landfill. Prior to
selection of a vehicle for waste screening, a 40 foot square pad shall be
constructed with a two (2) foot tall berm surrounding it. Berm materials
shall be clay if available.
When the driver(s) is selected for the screening process, he/she will be
directed to the prepared waste screening pad. There, he/she will dump
their load, move their vehicle, and wait until the screening process is
completed. The driver will remain in the truck with the engine off. The
personnel performing the screening will be “dressed out” in their personnel
protective equipment. After the load has been evenly spread over the
pad, the waste screener will start the process of screening all the solid
waste. The screener always needs to remember to work upwind of the
materials until it is determined that no toxic, chemical, liquid, or hazardous
materials are present for safety. Then the screener will sift through the
bags and materials to check for proper separation and presence of
banned items.
If it is determined that the load is acceptable and non-hazardous, the
material can be delivered to the working face for compacting and burial. If
any materials need to be pulled out prior to moving to the work face, such
as a whole tire or an appliance, it can be done at this time.
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Initial indicators of the presence of questionable wastes are the presence
of:
Hazardous placards or marking
Liquids
Powders or dusts
Sludges
Bright or unusual colors
Drums or commercial sized containers
Chemical odors
If the waste is found to be hazardous, liquid in nature, or otherwise
unacceptable, the waste shall be refused and the appropriate state
authorities notified. Under Federal regulations, generators of hazardous
wastes in quantities exceeding 100 kg/month (200 lbs/month) are
designated hazardous waste generators. In the event that hazardous
wastes are identified during a screening event in a quantity of less than
100 kg (200 lbs), the wastes shall be reloaded onto the hauler’s vehicle
and the driver and generator shall be immediately notified of the type of
wastes identified and advised that the wastes must be disposed of
properly by them.
In the event that hazardous materials are identified in a quantity in excess
of 100 kg (220 lbs), the landfill supervisor shall be immediately notified.
Upon notification, the landfill supervisor will immediately notify the
Environmental Management Division on the Base and the Solid Waste
Management Division for further action. Under this condition, neither the
driver nor the vehicle shall be allowed to leave the site pending release
from Base authorities.
If the waste is not readily identifiable, the driver shall be questioned further
concerning the origin. This might be asking about his/her last load or may
include recognizing where it could have been picked up by the
composition of the materials. If at that time it is determined to be
acceptable, it goes to the working face. If it is not readily identifiable, the
landfill manager shall determine the liability of the material – first separate
it from the other waste, then take the appropriate action necessary which
possibly could be returning to the originator for proper disposal. If wastes
have been identified and require additional field testing for confirmation of
acceptability, the following test may be conducted:
Gas Test
The air above all identified potential liquid wastes shall be tested
with an explosive gas meter in accordance with the manufacturer’s
instructions for the meter. Any materials indicating a lower
explosive limit in excess of 25 percent shall be classified as
explosive and the landfill supervisor shall be immediately notified.
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The air above all identified potential liquid wastes shall be tested
with a volatile organic compound meter. This device shall be used
in accordance with the manufacturer’s instructions to detect the
percent of VOC’s.
Corrosivity Test
Corrosivity of liquids shall be verified by use of a pH meter.
Materials shall be considered as hazardous if the pH level is less
than 2.0 or greater than 12.
PCBs Test
Materials suspected of containing PCBs shall be tested utilizing a
PCB test kit.
Radioactivity Test
All randomly sampled loads shall be tested by the presence of
nuclear wastes utilizing a Geiger counter.
Liquid Test
Wet wastes shall be field tested using the Paint Filter Test as
described in Section 4.3.6.1.
At this point, if wastes still cannot be identified, the screener should
segregate the waste from other waste and take action as
appropriate (such as determining responsibility and liability) or
return to the originator. Figure 4-4 illustrates a flow chart for the
waste screening program at the landfill facility.
4.3.6.3 Record Keeping
A record shall be kept of each inspection that is performed. A waste
screening report log form and inspection form are attached in Figures 4-5
and 4-6. A copy of the screening report and inspection record shall be
immediately sent to the following individuals:
x Landfill supervisor
x Environmental Management Division (EMD) of the Base
x Waste hauler
x Landfill operating record
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Figure 4-4
Flow Chart for Waste Screening Program at Landfill
WASTE INSPECTED NEAR FACILITY
SCALEHOUSE BY PERSONNEL
TRAINED TO RECOGNIZE
HAZARDOUS WASTE PRIOR TO
DELIVERY AT WORKING PLACE
WASTE IS IDENTIFIED
AS NON-HAZARDOUS
WASTE DETERMINED TO BE
HAZARDOUS WASTE
DELIVER TO WORKING
FACE
RECORD INSPECTION
QUESTION TRANSPORTERS
ABOUT COMPOSITION AND/OR
ORIGIN
MANIFEST AND TRANSPORT
WASTE TO A FACILITY
PERMITTED TO HANDLE THE
HAZARDOUS WASTE
HAVE WASTE FIELD TESTED
INCLUDING UNIDENTIFIED
CONTAINERIZED WASTE
RECORD INSPECTION AND
NOTIFY DSWM
WASTE DETERMINED TO
BE NON-HAZARDOUS
WASTE
WASTE NOT IDENTIFIABLE WASTE DETERMINED TO BE
HAZARDOUS WASTE
MANIFEST AND
TRANSPORT WASTE TO
FACILITY PERMITTED TO
HANDLE THE HAZARDOUS
WASTE
RECORD INSPECTION RECORD INSPECTION AND
NOTIFY DSWM RECORD INSPECTION AND
NOTIFY DSWM
WASTE IS NOT READILY
IDENTIFIED
SEGREGATE WASTE FROM
OTHER WASTE AND TAKE
ACTIONS AS APPROPRIATE OR
RETURN TO ORIGINATORS
DELIVER TO WORKING
FACE
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Figure 4-5
Waste Inspection Form
MCB Camp Lejeune, North Carolina
Inspector:_______________________ Date:____________________
Time:____________________
Inspection Items Types of Field Test Required Detailed Description
of Found Items
Hazardous Placards of Marking ‰
Liquid ‰
Powder or Dusts ‰
Sludges ‰
Bright or Unusual Colors ‰
Drums or Commercial Size Containers ‰
Chemical Odors ‰
Battery ‰
Oil ‰
Biomedical Wastes ‰
Radioactive Wastes ‰
Ashes/Residue ‰
Sod/Soil ‰
Other ‰
Field Test Results Description of Test Results
Gas Test
Corrosivity Test
PCB’s Test
Radioactivity Test
Liquid Test
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Figure 4-6
Waste Screening Report
MCB Camp Lejeune, North Carolina
Inspector:___________Date:____________
Time:____________
I. Basic Information:
Waste Source:
Address:
Waste Hauler:
Address:
Phone #:
Drivers Name:
II. Inspection Results:
No Hazardous Waste Found
Hazardous Waste Found
Waste Not Identifiable
III. Notified:
Waste Source
Hauling Manager
Site Manager
MCB, Camp Lejeune, EMD
Division of Solid Waste Mgmt.
Federal
IV. Actions Required:
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4.3.6.4 Training
The Marine Corps Base,Camp Lejeune, must ensure that personnel are
trained to identify potential, regulated hazardous waste and PCB wastes.
These personnel include supervisors, a designated inspector, equipment
operators, and weigh station attendants who may encounter hazardous
wastes.
The training program should cover at least the following topics:
x General hazardous waste management
x Identification of hazardous wastes
x Transportation of hazardous wastes
x Hazardous wastes handling procedures
x Storage and disposal facilities
x Safety precautions
x Record keeping requirements
Documentation of training should be placed in the operating record for the
landfill facility.
4.3.6.5 Notification
If regulated quantities of hazardous wastes or PCB wastes are found at
the landfill facility, the operator must notify the EMD and the proper
authority. The proper authority is the Division of Solid Waste Management
(DSWM) of the North Carolina Department of Environment, Health, and
Natural Resources (NCDEHNR).
4.3.7 Equipment
The equipment currently employed at the existing landfill includes:
A 45-ton TEREX compactor
A 35-ton TEREX compactor
1D-6Cat bulldozer
1 D-5 Cat bulldozer
2 15-cubic yard capacity scraper
A CAT 4-cubic yard capacity front end loader
A 325C Cat excavator
A Bowie Hydro-Seeder (Used for spraying ADC Posi-Shell)
This equipment has provided satisfactory landfill operation and maintenance. No
additional full-time equipment is anticipated to accomplish the vertical expansion.
Because of the age of the existing landfill equipment, it is anticipated some units
will need to be replaced at a later date. The primary functions of heavy
equipment are spreading and compacting solid waste, excavating, hauling, and
spreading cover material.
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4.3.8 Landfill Active Area Controls
4.3.8.1 Litter Control
(a) Prevention of Litter at the Working Face
Maintaining proper litter control is essential to the operation of a sanitary
landfill. When working in areas below embankment elevation litter is less
likely to escape than when working above embankment elevation. Litter
control procedures for the landfill are discussed below:
1. Much of the potential litter problem may be prevented by following
proper techniques at the working face. This will reduce the amount
of refuse exposed to the wind.
2. When top dumping, refuse should be placed as usual and spread
downward.
3. Compacted waste should be covered as soon as practical to
minimize blowing litter.
4. Control placement of waste by directing off-loading vehicles as
close to the working face as possible.
(b) Control of Litter with Litter Fences
Litter that escapes from the working face of the fill area can be controlled
by litter fences. Movable or stationary fences can be positioned near the
fill face as wind and fill operations change. Litter fences can be placed
around the perimeter of the fill areas for additional litter control.
Litter will likely occur even with proper litter controls. The following clean-
up procedures will be followed on a routine basis:
1. Litter Clean-up from Fences: Litter will be removed from and along
litter fences daily.
2. Clean-up Along On-Site Roads. Litter occurring along on-site roads
will not be allowed to accumulate. This litter will be cleaned up as
necessary.
3. Clean-up at Entrance Area and Entrance Roads: The site entrance
and road leading to the entrance will be inspected each day. These
locations will be cleaned of litter as necessary.
4.3.8.2 Dust Control
Due to the types of cover and fill materials present at the site, dust may be
a concern. Dust control will be implemented during operation of the
landfill, by application of water sprays from a water tank truck. The
frequency of application of water for dust control will depend on site
conditions and specific operation being performed. When necessary,
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water will be sprinkled on heavily used roads. The paved main access
road will be regularly cleaned to control dust.
4.3.8.3 Vector Control
Vectors, animals or insects that transmit pathogens, are kept within
acceptable limits at a properly operated and maintained sanitary landfill.
Maintaining a narrow working face, providing daily cover on exposed
areas, and eliminating water ponding are primary safeguards against
vector problems. Well-compacted wastes and cover material effectively
prevent vectors emerging from or burrowing into wastes.
If concerns over rodents or insects occur, monitoring and survey for
vectors may be conducted to verify effectiveness or identify and
implement improved vector control practices. Expert assistance can be
sought from the North Carolina Department of Agriculture.
4.3.8.4 Odor Control
Odors are best controlled by effective daily covers, as well as compaction.
Effective daily covering of the compacted wastes should prevent or lessen
odors. Immediately covering putrescible waste will be an effective
measure in combating nuisance odors.
4.4 ENVIRONMENTAL CONTROL
4.4.1 Stormwater and Drainage Control
The approach for control of surface water run-off and run-on for the Camp
Lejeune landfill facility is presented in this section and the Engineering Drawings.
Surface water controls are designed to collect, route, and detain precipitation
falling within the property boundaries, to limit infiltration into the refuse areas, to
minimize downstream impacts, and to minimize run-on/run-off impacts to the site.
4.4.1.1 Run-Off Controls
The design of drainage, erosion and sediment controls are in accordance
with the North Carolina Solid Waste Management rules and North
Carolina Erosion and Sediment Control Design Manual.
During landfill construction, drainage will be diverted away from the active
areas by sloping the land and through use of diversion ditches. After the
landfill is capped, stormwater management will primarily rely on perimeter
collection ditches.
The collection ditches extend around the landfill, beyond the limits of
waste, and convey surface water from the landfill to the appropriate
sedimentation basins. The collection ditches are either trapezoidal
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ditches, or V-shape ditches depending on the locations. The lining of the
channel is grass except where the velocity of the flow exceeds 2.5 feet per
second. Where the velocity of the flow exceeds 2.5 feet per second, the
channel will be lined with riprap.
4.4.1.2 Run-On Controls
Due to site topography and location of the landfill facility, surface water
run-on during operation and post-closure period is not expected to be a
problem. Diversion channels are proposed to carry surface water from the
nearby watershed around the access road and away from the active
landfill area.
4.4.2 Erosion and Sediment Control
The disturbed loose soil materials in the working area are subject to the erosive
action of flowing water. Control methods, such as planting of grass (by seeding
or sodding) or the use of rip-rap, will be employed to minimize erosion. Provision
for a vegetative ground cover sufficient to restrain erosion must be accomplished
within 30 working days or 120 calendar days following the beginning of inactivity.
Drainage structures shall be installed and continuously maintained to prevent
ponding and erosion, and to minimize infiltration of water into solid waste cells.
Surface water from the operational area will be intercepted and routed around
the landfill by grading and via perimeter collection ditches. The flow will be
directed to five sediment basins: Pond A at the northwest side of the Phase I
area; Pond B at the southwest side of the Phase I area; Pond C and Pond D at
the east and north sides, respectively, of the Phase III area; and Pond E and
Pond F at the north side of the Phase IV area. The basins will serve to minimize
off-site movement of silt and/or sediment. The basins will be able to contain
surface water runoff resulting from a 25 year, 24-hour storm event.
For Phase IV a drainage ditch will be designed to take runoff from the new
landfill cells when they are capped to existing and proposed sediment
basins. Two sediment basins will be constructed at the natural low-lying
areas. These basins will remain after the completion of Phase IV of the
landfill to aid in stormwater management.
The ditches and basins have been designed in general accordance with
procedures outlined by the North Carolina Erosion and Sediment Control
Planning and Design Manual. Refer to the Engineering Drawings for additional
information on sedimentation and erosion control measures.
4.4.3 Air Quality and Fire Prevention
The landfill operators must ensure that the units do not violate air quality
requirements per State regulations. Open burning of solid waste is not allowed
by State law, except for the infrequent burning of land clearing debris generated
on site or debris from an emergency clean-up operation. Any such infrequent
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burning must be approved by the North Carolina Division of Solid Waste
Management.
By keeping the landfill clean and the waste covered daily, the potential for fire
hazards can be diminished. Daily cover will act as a “fire wall” segregating the
wastes and decreasing the potential for spread of underground fires. Fires within
the waste may be controlled by digging out the burning materials, spreading and
then covering it with dirt. Fire extinguishers should also be readily available.
Arrangements should be made with Base or local fire fighters to establish
procedures for extinguishing landfill fires. If there is a fire, the operator should
report to the North Carolina Division of Solid Waste Management verbally within
24 hours and provide written notification within 15 days.
4.4.4 Explosive Gas Control
Gases typically generating from landfills are ammonia, carbon dioxide, carbon
monoxide, hydrogen sulfide, methane, nitrogen, organic acids, and oxygen. Of
these gases, only hydrogen sulfide, organic acids and ammonia are detectable
by smell. For the purpose of this section, “explosive gas” means methane
generated from the anaerobic decomposition of the organic solid waste
components. Methane is the gas of principle concern at a landfill facility.
Concentrations of methane pose significant explosion and toxicity potential.
Methane is lighter than air and subsequently may become trapped under
structures, such as in crawl spaces or even in poorly ventilated buildings.
Under the State Solid Waste Management Regulations requirements, municipal
landfills must be monitored for explosive gas, with levels not to exceed 25
percent of the lower explosive limit for methane in the facility structures and not
to exceed the lower explosive limit for methane at the facility property boundary.
The lower explosive limit is to be measured as the lowest percentage by volume
of a mixture of explosive gases in air that propagate a flame at 25q C and
atmospheric pressure.
4.4.4.1 Gas Vent System
Under normal conditions, gases produced in soils are released to the
atmosphere by means of molecular diffusion. In the case of an active
landfill, the internal pressure is usually greater than atmospheric pressure
and landfill gas will be released by both convective (pressure-driven) flow
and diffusion. A venting system of gravel filled vent wells is designed to
provide a safe path of least resistance for migrating landfill gas to exit the
landfill. Perforated pipes are laid within the gravel to function as a
collector manifold, directing the gas to a point of controlled release
through vertical riser pipes. A typical gas vent is shown on Figure 4-7.
The gas vents are spaced at 270 feet so that each vent covers at least 1.5
acres of disposal area. Some vents are spaced more or less than 270
feet because of the cell dimension and layout. The location of the vents is
shown on Sheet No. F-08 of the Facility Drawings. The gas vent system
is installed inside the landfill limits to control gas at its point of generation.
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The proposed vents will be installed as each phase is completed and
closed. The system will be operated mainly to reduce gas pressure in the
landfill.
4.4.4.2 Gas Monitoring System
The landfill gas monitoring includes the installation of monitoring wells and
the use of portable field instruments for measuring gas concentration.
This section provides information on well construction. The gas
monitoring instrument and procedures are discussed later in the following
section.
It is recommended that Camp Lejeune install a system of 25 methane
monitoring wells. These wells are proposed to be located around the
perimeter of the landfill as shown on Sheet No. F-08 of the Facility
Drawings. Gas monitoring wells will be installed inside the facility property
line and located at approximately 500 feet centers along the landfill
perimeter. Two monitoring wells are installed near the MRF facility and
Building 982, respectively, to protect people inside nearby buildings. A
tighter spacing of 250 feet was used for these monitoring wells. It is
believed that this system of monitoring wells will protect the health and
safety of adjacent base facility users and landfill personnel by adequately
monitoring for landfill gas migration. Moreover, the low permeable cap
and base liner system contain the landfill gas within the cell and prevent it
from migrating. If the landfill property boundaries are expanded, methane
readings warrant concern, or state or federal regulatory guidance
changes, the wells located along the property line should be relocated to
reflect the new boundary conditions.
The following is a typical description of the gas monitoring well: The
construction of a new well begins with drilling a 6-inch diameter hole. A 4-
inch diameter monitoring well will be installed in the resulting boreholes.
The well consists of a 4-inch diameter, Schedule 40 PVC pipe with 10 foot
screened sections and 10 foot solid sections alternately. Screened
sections are provided from the well base to within 24 inches of the rough
graded landfill surface and have minimum slot openings of 0.05 inches.
The depth of the well is within 18 inches of the seasonal high ground
water table or to bedrock elevation at that well location. The bottom of the
well is sealed with a threaded or butt welded plug consisting of the same
material and thickness as the well body. Filter gravel is placed around the
outside of the pipe from the bottom of the well to the top of the screened
interval. A bentonite seal is installed on top of the gravel fill to seal the
monitoring well from the gravel envelope to final rough grade elevation. A
steel protective casing will then be anchored with a concrete apron sloped
at the surface to shed surface water. See Figure 4-8 for gas monitoring
well construction details.
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4.4.4.3 Gas Testing Instrument
With the use of a portable field instrument, field monitoring decides the
concentrations of landfill gasses. Several types of meters and monitoring
devices are available. The Base currently owns a GASTECH Model GT-
400 combustible gas indicator to detect the gas concentrations in the
existing landfill. The model GT-400 combustible gas indicator is a
compact battery-operated instrument that can be used for taking an air
sample and indicating the presence and concentration of combustible gas.
Methane content is currently the required parameter for landfill gas
investigation according to Rule .1626 (4) of the North Carolina Solid
Waste Management regulations. Samples of the air under test are drawn
by means of a built-in pump. A built-in meter indicates combustible gas
content as percent of the lower explosive limit. The GT-400 also has a
built-in alarm with audible and visual indications to warn of unsafe gas
levels. A second meter is recommended to serve as a backup.
4.4.4.4 Gas Testing Procedure
Each monitoring procedure should begin by checking methane levels in
the scale house and any occupied structure on the landfill site. Other
areas, corners, along baseboards, crawl spaces, attics, drains, toilets, and
anywhere air movement is restricted should be checked. Finally,
monitoring wells at the facility property boundary should be checked.
The operators should have the landfill and structures tested for methane
gas concentrations at least quarterly and instruct all personnel as to its
danger. A sample gas monitoring log form used in the field is shown in
Table 4-1. These forms will be reviewed and initialed by the landfill
supervisor and then placed in the landfill operating records. These
methane monitoring logs will remain on file at the landfill with other landfill
records. These readings should be available for review by EPA and the
State upon request.
4.4.4.5 Instrument Calibration
The combustible gas indicator can be “poisoned” by other gases, such as
hydrogen sulfide and organic lead compounds. Because the detector can
fail, recalibration and detection replacement should be performed
regularly.
Operators should consult the instruction manual provided by the vender
for detailed information of calibration, detection replacement and regular
maintenance.
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Table 4-1
Gas Monitoring Report
MCB, Camp Lejeune MSW Landfill
Date:_____________________
Time Started:_______________
Time Ended:________________
Inspector:_________________
Weather:_________________
Temperature:______________
Monitoring
Wells No.
Explosive Gas
(ppm) LEL
Within Compliance
Yes No
Comments/ActionsTaken
Well No. 1
Well No. 2
Well No. 3
Well No. 4
Well No. 5
Well No. 6
Well No. 7
Well No. 8
Well No. 9
Well No. 10
Well No. 11
Well No. 12
Well No. 13
Well No. 14
Well No. 15
Well No. 16
Well No. 17
Well No. 18
Well No. 19
Well No. 20
Well No. 21
Well No. 22
Well No. 23
Well No. 24
Well No. 25
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Page 2
Table 4-1
Gas Monitoring Report
MCB, Camp Lejeune MSW Landfill
Date:____________________
Time Started:______________
Time Ended:_______________
Inspector_________________
Weather:_________________
Temperature:______________
Other Check Sites.Explosive Gas
(ppm) LEL
Within Compliance
Yes NO
Comments/ActionsTaken
Scale House
MRF Facility
Admin. Bldg.
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4.4.4.6 Response Program
If, upon verification, the methane monitoring levels are equal to or exceed
the regulatory limits as defined by Subtitle D, the following actions are
proposed to both comply with Subtitle D regulations as well as protect the
health and safety of the individuals at or near the landfill site.
Immediate Action
If methane levels exceed the specified limits, the landfill operator will take
immediate action to ensure the protection of human health and safety.
This will include:
x Evacuate all buildings on the site;
x Open all doors and windows in buildings on the landfill site;
x Notify the Environmental Management Division in the Base
about the concentration levels;
x If warranted by the degree of intensity of the methane
concentration, check the methane levels in structures near
the landfill yet outside the facility boundary;
x If warranted by the degree of intensity of the methane
concentration, evacuate the landfill area or evacuate the
area adjacent to the landfill;
x Notify the Division of Solid Waste Management about the
reading;
x Begin to identify or narrow down the source of the methane
causing the readings exceeding the regulatory limits (i.e., the
path that the methane is taking to the monitoring location);
x Begin to identify the extent of the methane problem;
x As appropriate, begin to take corrective action to control the
methane levels in the landfill and in the buildings at the
landfill site or at the boundaries to the landfill.
Actions Within Seven Days
If methane levels exceed the regulatory limits, in order to comply with
Subtitle D, the MCB, Camp Lejeune must take the following actions within
seven days:
x Place in the operating records of the landfill, the gas levels
detected and;
x Provide a description to the Division of Solid Waste
Management of the steps taken to protect human health.
It is also suggested that at this time the operator begin to develop a plan
which:
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x Describes the nature and extent of the problem, and;
x Proposes the remedy for the problem.
Actions Within Sixty Days
If methane levels exceed the specified limits, the MCB, Camp Lejeune
must take the following actions within 60 days:
x Implement a remediation plan for the methane gas release;
x Place a copy of the plan in the operating record of the
landfill;
x Notify the Division of Solid Waste Management that the plan
has been implemented.
The following actions may be implemented by the Base to eliminate the
problem:
a. Modifications to the monitoring program – Monitoring
frequencies should be increased. Samples could be
collected for laboratory analysis. Additional probes could be
installed near presumed “hot spots.”
b. Install an active gas-collecting system. Recover landfill gas
for use as an energy source or destroy landfill gas by flaring
it as it is collected from the landfill.
c. Install ventilation vents inside buildings.
Both recovering landfill gas for use as an energy source and flaring landfill
gas require a collection system. However, the collection system for gas
flaring need not be as elaborate as is needed for gas recovery.
4.4.4.7 Public Information
As with any potentially dangerous situation, it is important to provide
accurate information to personnel employed or living on the Base.
If the Base determines that a potentially dangerous situation exists, a one
page explanation of the situation may be written and distributed to
personnel who work or live on the Base. This should be done within the
first two to four hours of making the determination that a potential danger
to human health and safety exists.
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4.5 MAINTENANCE
4.5.1 Site Maintenance
High housekeeping maintenance and safety standards shall be maintained at the
landfill site at all times. A neat and orderly appearance as well as accident-free
conditions will be promoted by minimizing the presence of loose debris and by
maintaining facilities and equipment in a good state of repair. During spring,
summer, and fall the grass will be mowed as needed. Landfill personnel will
patrol the landfill area to pick up scattered paper.
4.5.2 Site Drainage and Erosion
Working areas and those with intermediate cover will be graded on a continuing
basis to prevent ponding. Areas with final cover and those that have been
vegetated will be inspected for shrinkage, settlement cracks, and erosion and
promptly repaired by filling, grading, and seeding. Rainfall run-off will be
controlled to minimize erosion by directing water into the site drainage system by
the shortest practical route. Surface drainage ditches, culverts and
sedimentation basins will be inspected monthly and following each storm event to
determine if they are operational and effective. When collected sediments have
significantly reduced their capacity, they will be excavated to return them to the
original depth. Excavated material will be recovered and used for cover material.
The frequency of inspection will be modified as appropriate based on progressive
experience with the landfill drainage system.
4.5.3 Roads – Access and On-Site
Temporary haul roads within the landfill, particularly those serving the tipping
area, shall be routinely ditched for proper drainage and surfaced with crushed
stone, or other suitable road materials. A stockpile of crushed stone or
equivalent will be maintained for on-site road repair and resurfacing in the event
of inclement weather.
4.5.4 Equipment
Routine maintenance of equipment, as prescribed by the manufacturer’s
manuals, will be conducted at prescribed intervals by the equipment operators.
In the event of a major breakdown in the equipment, repair arrangements will be
made with the equipment dealer or a reputable local garage. Standby equipment
will be provided by the Base. At no time will the landfill be without operable
equipment.
4.5.5 Gas Venting System
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The gravel gas venting system will be inspected weekly to ensure pipe risers are
undamaged and free of debris. Repairs will be made promptly when required.
4.6 RECORD KEEPING
A list of items/events which must be routinely recorded and retained in the operating
record as they become available are displayed as follows:
Inspection records, waste determination records, and training records.
Amount by weight of solid waste received at the facility to include source of
generation.
Gas monitoring results and any remediation plans.
Any demonstration, certification, finding, monitoring, testing or analytical data
required for groundwater monitoring plan as per North Carolina Solid Waste
Management regulations.
Surface water monitoring record.
Notice of intent to close the MSWLF unit.
Cell closure certification.
Deed to the landfill facility after closure.
Any monitoring, testing, or analytical data required for closure and post closure
period, such as groundwater monitoring, surface water monitoring, gas
monitoring, etc.
 Post-closure completion certification.
 Post-closure inspection log.
Drainage inspection log.
Construction drawing.
Climatic Record.
Accident report.
All information contained in the operating record must be maintained at the facility and
furnished upon request to the North Carolina Division of Solid Waste Management or be
made available at all reasonable times for inspection by the Division.A copy of
leachate, groundwater and surface water monitoring records must be submitted to the
Solid Waste Section, in addition to the copy retained on site, on a semiannual schedule.
4.7 LEACHATE MANAGEMENT PLAN
4.7.1 Routine Inspection
The leachate collection system includes a lateral drainage zone, a series of
centrally located leachate collection pipes, sumps with upslope riser pipes,
vertical leachate extraction pumps and associated piping, leachate storage
lagoon, and a pump station. The leachate collection pipes within the landfill unit
convey the collected leachate by gravity to sumps located in cell low points.
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From the sumps, the collected leachate will be pumped to a leachate storage
lagoon. Finally, the leachate is removed from the leachate lagoon by a pump
station pumping it to the existing sanitary sewer.
Inspection of the collection and removal system will be made on a quarterly basis
by landfill staff to verify that the system is functioning properly, and to ensure the
proper continuing operation of the system components. The inspection will
consist of visually verifying the condition and operation of the leachate collection
and storage system. Special attention shall be made to the condition of the
leachate collection and pond liner system. Any leachate quality testing results
shall be placed in the operating record with the date of sampling notes. If
problems with the leachate collection system are discovered, repairs should
begin immediately. All repair activities should be recorded in the operation
record, as well.
4.7.2 Maintenance of the Leachate Collection System
The perforated leachate collection piping and solid header lines will be flushed
and pressure cleaned annually to remove any accumulation of debris, and to
clear out any organic growth. This can be achieved by inserting a self-propelled
high pressure water hose and cleaning device down the collection mains by way
of the clean-out ports. Leachate extraction pumps and pumps in leachate lagoon
pump station should be maintained according to the manufacturer’s instruction
manuals.
4.7.3 Leachate Quality Sampling
The Base shall obtain leachate samples as required by the receiving treatment
plant in their pre-treatment permit. The sample shall be packaged in a water-
tight container, placed in a styrofoam insulation material, and surrounded with
ice. The package shall be express delivered to a certified laboratory to perform
the required analytical tests. The results of the lab analyses shall be kept in the
landfill operating records and made available to the receiving wastewater
treatment plant staff as well as State regulatory personnel for their inspection.
The Base landfill operating staff will sample on a semi-annual basis. The results
of any additional lab analyses shall also be kept in the landfill operating records.
In addition, the operator shall collect samples on a semi-annual basis, or more
often if desired, of the raw leachate, just as it is extracted from the landfill units
into the leachate pond, in order to obtain analyses of the actual leachate
characteristics.
4.7.4 Leachate Final Disposal
Leachate generated from the landfill will be discharged to an existing sanitary
sewer and treated at a wastewater treatment plant on Base. Since the
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wastewater treatment facility is owned and operated by the Base, approval for
leachate disposal will be granted by MCB, Camp Lejeune.
4.7.5 Contingency Plan
During periods when the leachate disposal system is inoperative or down for
maintenance, or when storm flows are extremely high, leachate will be controlled
in accordance with this contingency plan.
The storage capacity of the leachate holding lagoon is approximately 0.5 million
gallons. This will provide adequate volume to capture the peak leachate flow
generated under an assumed worst-case scenario, as indicated in Section 2.3.2
of Engineering Plan. The leachate is removed by submersible pumps located
inside the leachate lagoon pump station. The pumping frequency is indicated by
the leachate inflow discharged from the landfill cells. Two pumps, a lead pump
and a lag pump, are installed in the pump station. During high leachate
generation periods, if the lead pump operation capacity cannot catch up with the
rate of leachate entering the lagoon, liquid level indicators will initiate the
operation of the lag pump, which will increase the volume of leachate removed
from the lagoon. If the removal operation of both pumps still cannot keep up with
the leachate flowing into the lagoon, the leachate lagoon still can provide
adequate backup storage capacity. Should a period of unusual operational
conditions occur, such as a persisting high rainfall or pump operating failure, and
the leachate lagoon approaches full stage, the Base may consider temporarily
shutting down the extracting pumps located on the embankments of the landfill to
cease the flow to the lagoon. The leachate will be temporarily stored in the
disposal cells until the level in the leachate lagoon is adequately reduced. The
cells will be carefully monitored to ensure that overflow does not occur.
4.8 EMERGENCY CONTINGENCY PLAN
The procedures specified in this section are intended to provide general emergency
contingency response actions. This section should be used in conjunction with the base
“Emergency Contingency Plan” (E.C.P.) and “Spill Prevention, Control and
Countermeasures Plan” (SPCC).
4.8.1 Introduction
This section identifies a set of unplanned circumstances that could occur at the
landfill. If handled correctly, damage or impacts from these circumstances can
be minimized. This section presents procedures to follow for dealing with
problems as they occur. It is important that operating personnel be familiar with
the procedures in order to prevent environmental contamination or damage to
landfill facilities.
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This plan is designed to be submitted to the Installation Security and Safety
Department and Fire Prevention Division and nearby health care facilities when
the permit for landfill operations is issued. The entrance to the facility allows
emergency vehicles immediate access to the landfill by police, fire and
ambulance.
The following is a list of individuals and emergency response agencies to contact
in the event of an emergency.
Emergency Response Telephone Numbers
Fire Prevention Division......................................................................... 911
Installation Security and Safety Department,
Military Police Division........................................................................... 911
Emergency Medical Services................................................................. 911
Base Maintenance
Operations Branch........................................................................Ext. 3001
The Base 911 number serves as a central switchboard to activate coordinated
emergency response plans and procedures. The need for a detailed phone and
point-of-contact list at the facility is not required.
Notify NCDENR by phone within 24 hours and written notification shall be
submitted within 15 days.
4.8.2 Fire Control Plan
4.8.2.1 When Fire Occurs
1. Immediately extinguish small fires with fire extinguisher or
smother with soil. If fire cannot be immediately extinguished
through on-site means, contact fire department at once.
2. Determine location, extent, type, and, if possible, cause of
fire or explosion.
3. Notify on-site personnel and implement safety and fire
control procedures.
4. Notify facility emergency coordinator if the fire cannot be
immediately controlled.
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5. Notify fire department if necessary. Clearly state:
a. Location of landfill.
b. Location of fire or explosion in landfill.
c. Extent of fire or explosion.
d. Type of fire or explosion.
e. Action now being taken.
f. Injuries.
6. Notify Rescue squad, if necessary.
7. Notify health care facility, if necessary.
8. Notify security unit, if necessary.
4.8.2.2 “Hot Load” Procedures
A “hot load” is a load of burning solid waste in an incoming truck. It may
be actively burning, but more than likely will just be smoldering. When a
“hot load” is discovered in a vehicle, the driver should be directed to dump
material in an area located away from the actual fill face and clear of
vegetation and debris. After the “hot load” is dumped, the equipment
operator should spread the material and then cover it with soil to smother
the fire. After the fire has been extinguished, the material should remain
in the cleared area until no evidence of fire remains. At the end of that
day, check to make sure no fire or smoldering remains, and then place it
into the fill.
4.8.2.3 Fire Extinguisher
Fire extinguisher will be installed in the following locations.
Operation Building
Selected on-site Vehicles and Equipment.
4.8.3 Accident or Injury
The following sections are intended to provide general accident or injury
response procedures. These sections and this report are not intended to provide
specific medical procedures in the event of an accident. MCB, Camp Lejeune,
shall be responsible for training all landfill personnel in the appropriate first aid
procedures necessary.
4.8.3.1 When an Injury Occurs
1. Shut down equipment.
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2. Determine extent of injuries (location, seriousness).
3. Apply pressure (compress) to wound to stop severe bleeding.
4. If victim is not breathing, administer Rescue Breather and/or CPR,
if trained.
5. DO NOT MOVE VICTIM(S), unless
a. Victim is still in danger.
b. Victim can move self without great pain.
6. Have someone TELEPHONE RESCUE squad (911) unless injuries
are clearly minor.
Clearly state location.
Describe injuries.
7. Stay with and keep victim(s) warm.
8. Notify Facility Emergency Coordinator.
9. Notify security unit, if necessary.
10. Transport victim(s) to a nearby medical center if:
a. Injury is not serious, but requires medical attention (e.g.
broken fingers, minor burns);
b. Victim(s) can move self without great pain.
11. Apply FIRST AID
Landfill Employees - Minor accidents, such as bee stings, minor
cuts, and small burns may be treated on site by an employee with
first aid training.
Customers - First aid treatment should not be given to customers
who have minor accidents at the site. However, personal
information about the victim and a description of the accident
should be obtained. The customer should be instructed to go to
his/her doctor examination and treatments, if required.
4.8.3.2 Procedures After an Accident
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Accident Investigation - Site Manager will perform a complete investigation
of the accident and events leading up to the time of the accident. The
investigation should be started as soon as possible after the accident. All
witnesses to the accident and person involved in the accident should be
interviewed.
Determination of Cause - After the facts about the accident have been
gathered, the Site Manager will make a determination as to the cause(s)
of the accident.
Filing of Reports - The Site Manager will complete and file the appropriate
accident report forms.
Corrective Steps - After a thorough investigation and determination of the
cause(s) of an accident, the Site Manager will take corrective steps so that
the same type of accident will not reoccur. These corrective steps may
take the form of repair of faulty equipment, installation of safety
equipment, or instruction of personnel in safe operating procedures.
Discussion with Employees - If it is determined that the cause(s) of the
accident were related to employee work habits and the remedial safety
instructions would be helpful, a meeting will be held with site employees.
The accident and corrective measures which should be taken to prevent
another accident will be discussed. All employees will be instructed in
proper safety procedures to follow.
Follow-up - The Site Manager will follow-up on corrective measures to
make certain that proper safety precautions are being taken. All unsafe
practices will be called to the attention of the employees.
4.8.4 Release of Contamination to Environment
4.8.4.1 Response
1. Determine location, extent, type, and if possible, cause of release
(e.g. leachate, gas, contaminated stormwater, fuel spill etc.).
2. Notify Site Manager or other designated individuals, and implement
safety and emergency response procedures.
Refer to 4.8.1 for a list of emergency response agencies to contact.
3. Notify fire department or other emergency response team. State
clearly:
Location of landfill.
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Location of contaminant release.
Extent of release.
Type of release.
Actions now being taken.
4. Notify proper authorities including North Carolina Division of Solid
Waste Management “Hot Line.”
It may be necessary to prepare a Corrective Action Program per Section
1637 of 15A NCAC 13B.
4.8.4.2 Follow-Up
Unless the occurrence of a contamination release is clearly due to very
unusual circumstances, the landfill operator shall take corrective action to
prevent reoccurrence of the release. Corrective action shall be approved
by appropriate state and local agencies and the North Carolina Division of
Solid Waste Management. In the case of groundwater contamination,
corrective action shall be implemented and monitored as dictated in 15A
NCAC 13B Section 1637.
A report shall be filed at the landfill by the facility Emergency Coordinator.
In order to have further reference for inquiries by authorities or the Navy,
the report shall state:
1. Time/date of incident or its discovery.
2. Type of release and effects.
3. Source.
4. Response and effectiveness.
5. Agencies contacted.
6. Corrective actions planned and scheduled.
4.8.5 Hazardous or Other Unacceptable Materials
In the event that a substance known, or suspected, of being unacceptable is
dumped from any vehicle at the waste disposal facility, the following actions
should be taken immediately:
4.8.5.1 The Observer
1. Immediately report the incident to the Site Manager or foreman.
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2. Avoid exposure to the substance in question.
3. Observe where the material was dumped, by whom (which vehicle),
how much was dumped, whether the container appears sound or is
leaking, and what the substance looked and smelled like. Such
observations should only be made with extreme caution and with
the utmost regard for safety. DO NOT SNIFF THE SUBSTANCE.
4. Ask the dumper of the suspect load where the material was picked
up.
5. Isolate the approximate area of the suspected load before it is
covered or mixed with wastes from other vehicles.
6. As the driver of the vehicle to remain at the dumping point to
ensure adequate vehicle identification. If the driver attempts to
leave the dumping point, the observer should inform the scale
house clerk and the Site Manager.
4.8.5.2 Site Manager
1. Notify the Environmental Manager Division on the Base and North
Carolina Division of Solid Waste Management “Hotline.”
2. Record all pertinent facts regarding vehicle, including but not limited
to name of carting company, license plate number, where the load
was picked up (if known), any visible evidence, identify the waste
substance, quantity and state of the substance (e.g., solid or if
contained or loose).
3. Maintain careful records of other costs incurred as a result of the
dumping incident, including but not limited to, security costs in
isolating the area, costs of removal (by contact or otherwise) of the
suspect material, other costs of intermediate or ultimate treatment
and/or disposal, and any other pertinent costs.
4. Coordinate removal of the unacceptable waste with proper
authorities.
4.8.5.3 Undumped Load
If, before a waste load can be dumped (e.g., during inspection), it is
discovered to contain, or is suspected of containing hazardous or other
unacceptable materials, the same reporting procedures by the Observer
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and Site Manager as described for the dumped loads still apply, except
concerning the dumping itself. In addition:
1. Inform the driver that his load is unacceptable and why.
2. Do no permit the load to be dumped.
3. Phone the N.C. Division of Solid Waste Management “Hotline” to
determine what should be done with the load.
4.8.6 Inclement Weather
4.8.6.1 Operation in Wet Weather
Problem Solution
Muddy Loading Area 1) Stockpile well-drained soil and supply as
necessary.
2) Keep compactors off area when possible,
use dozers on unloading area.
3) Grade unloading area slightly to permit
run-off.
Mud Carried Onto Access 1) Carefully scrape or sweep mud from
And Public Roads pavement.
2) Provide a tire wash to rinse trucks before
returning to public roads.
Cover is Wet/Unworkable 1) Maintain compacted, sloped stockpiles.
2) Use alternate cover approved by permit.
4.8.6.2 Operation in Cold Weather
Problem Solution
Cover Soil (Freezes) 1) Continually cut and strip soil.
2) Maintain well-drained soil/sand.
3) Use hydraulic rippers on frozen soil, if
necessary.
Snow Blocked Access Roads 1) Use tractor to clear snow from roads.
4.8.6.3 Preparation for Inclement Weather
Rain or Snow:
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Wet-weather Roads - will be repaired in the fall and spring, since
pavement does not repair well in cold (winter) weather.
Drainage Ditches - drainage structures, ditches, and sediment controls will
be checked to ensure they are in good repair and free from debris prior to
anticipated heavy rains.
Temporary (Operations Area) Drainage control - cover material, and stone
will be stockpiled for use in an emergency situation.
Wind:
When period of high wind are predicted, litter fencing should be moved to
close proximity of the working face and in the expected downwind
direction. Placement of cover may be required frequently during the day.
4.9 SAFETY PLAN
4.9.1 Emergency Procedures
Posting of Procedures - All emergency procedures (Emergency Contingency
Plan - Section 4.8) must be updated as appropriate and after each emergency.
All emergency procedures will be posted in the Site Manager’s office, in
conspicuous places at the site, and at the gate house.
The name, location, and telephone number of the nearest doctors, medical
treatment facilities, and ambulance service (listed in 4.8.1) will be posted in the
Site Manager’s office and maintenance buildings.
Instructions on Procedures - All new personnel will be instructed on emergency
procedures used at the landfill. All employees will be informed of any changes in
emergency procedures.
Responsibility of Employee - It is the responsibility of every employee to know
and remember his/her role in each emergency procedure at the site.
4.9.2 General Safety Practices
Knowledge of Procedures - All employees at the landfill will know proper
procedures for reporting accidents, injuries, and fires.
Posting of Information - Roadway limits and speed limits on each road will be
clearly posted. Direction of travel and location of curves also will be posted.
Location of disposal areas will be clearly indicated.
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Site User Rules - Site user rules will be posted at the entrance to the landfill.
Employees will watch for violations. Employees will explain rules to violators,
stressing that the rules are for their protection. As a last resort, the Site Manager
should notify the Base unit security for further action.
Dumping - For safe operations, the dumping area will be only slightly sloped (2%
- 5% for drainage) at all times and equipment maintained in good repair.
Safety Devices - Proper safety devices, such as roll-over protective cabs, will be
installed on all equipment and kept in good repair.
Fire extinguisher - Fire extinguisher will be provided in building and on
equipment. Each extinguisher will be appropriate for the types of fires likely to
occur and will be checked or serviced as appropriate. Discharged fire
extinguisher will be removed and replaced with fully charged units.
Employee Alertness - All employees will be alert for hazards at the landfill.
Potential hazards will be reported to the supervisor.
Safety Meetings - Safety meetings will be regularly scheduled. Situations that
can cause accidents and preventive actions can be discussed. Also, the
effectiveness of corrective actions following accidents at the site will be
discussed.
NO SMOKING - within the landfill area or near fuel storage facilities.
4.9.3 Safety Precautions for Equipment Operations
The following safety precautions are intended to supplement the manufacturer’s
recommended safety precautions and specific training provided by the MCB,
Camp Lejeune. Each landfill employee shall be completely familiar with the
equipment that he/she is to operate and shall read all manufacturer’s safety
precautions and warning.
Check equipment - Check equipment for defects before operating. This can best
be done by completing check-out lists prior to starting equipment in the morning.
Do not start or operate defective equipment.
Use Stepping Points - To prevent slipping, use stepping points and hand holds
when mounting and dismounting equipment.
Keep Debris from Cab - Keep operator’s compartment, stepping points, and
hand holds free from oil, grease, mud, loose objects, and refuse.
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Look All Ways Before Moving - Protect personnel and other equipment in the
area by looking to the front, rear, and sides before moving equipment. If unsure
of surrounding conditions, dismount and inspect the area.
Control Equipment Properly - The operator will control his equipment only from
the driver’s seat. Always have equipment under control.
Wear Seat Belts and Hard Hats - Always wear seat belts while operating
equipment to provide support and security in the operator’s compartment. A hard
hat will reduce potential for head injuries.
Do Not Mount Moving Equipment - Never mount or dismount from moving
equipment. Wait until equipment has come to a complete stop and brake is set
before mounting or dismounting.
Carry Only Authorized Passengers - Person other than the operator should not
be allowed on landfill equipment. If it is necessary to carry a passenger, he/she
should sit in a safe location. The passenger should be performing official duties
only.
Carry Blades low.
Check Blind Areas - Never push waste until sure that no person or equipment is
in the blind area ahead of the machine, blade, or refuse. If the operator is not
sure of surrounding conditions, he should get off the equipment and personally
inspect the area. When operating in reverse, turn around to look in the direction
of travel.
Maintain Adequate Clearance - When pushing waste, maintain adequate
clearance from other vehicles or obstructions to assure that any falling objects
will not strike other equipment or persons. Equipment should be kept away from
refuse vehicles.
Operate Up and Down Slope - Avoid side hill travel to reduce the chance of
rolling over.
Avoid Excessive Speed - Operating conditions generally determine speed of
heavy equipment. Under no circumstances should heavy equipment be driven at
excessive speeds or driven recklessly.
Move Cautiously Over Bulky Objects - When compacting or traversing bulky
items, such as tree stumps and refrigerators, the operator should proceed with
extreme caution to avoid tipping or sudden lurching movements.
Constantly Check Work Area - The operator will constantly check the work area
for the location of other persons or equipment. Be especially cautious when
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several private vehicles are in the area. Assume that site users may not be
familiar with dangers of heavy equipment.
NO SMOKING within the landfill area or near fuel storage facilities.
4.9.4 Safety Equipment
Safety Equipment - Certain safety equipment is specified for equipment operator
protection. It is the responsibility of each employee to be sure his/her safety
equipment is in good repair. Each employee must use his/her equipment at
appropriate times. Proper safety equipment for equipment operators is listed as
follows.
Equipment: Each piece of heavy equipment should be provided with:
Roll-over bars
Backup warning system
Fire extinguisher
Personal: Equipment operators should have personal protective
clothing available:
Ear muffs or ear plugs
Face shield or goggles
Respirator with dust cartridge
Rubber or leather (steel toes) boats
Work gloves
Hard hats
4.9.5 Site User Rules
The following set of rules are furnished as an example of good operating
practice. These rules, modified or abbreviated as necessary, will be utilized at
the landfill.
No Smoking - Users shall not smoke on the site.
Persons Unloading to Remain Near Vehicle - Persons unloading should remain
within 10 feet of their vehicle at all times.
No one will be allowed to ride on the outside of a user vehicle while on site.
Dump Waste Behind Vehicle - Whenever possible, waste should be dumped
immediately behind the unloading vehicle. Waste should not be thrown at any
time.
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Unloading - No unloading by non-mechanized trucks or passenger cars is to be
done using acceleration or deceleration. Non-mechanized vehicles are to
unloaded by hand with the vehicle in a stationary position.
Keep Tools in Vehicle - Tools, removable tailgates, sideboards, wheelbarrows,
ladders, and tarps should be kept in on, or under the vehicles being unloaded to
prevent damage to other vehicles or site equipment.
Speed Limit - The posted speed limit within the landfill site should be enforced.
Operating personnel should direct users to further reduce their speed when
justified by site conditions.
No scavenging - Scavenging is prohibited by law.
No Shooting - Firearms are not permitted at the landfill site.
No explosives - Explosives are not permitted at the landfill site.
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SECTION 4
APPENDIX A
LANDFILL PERSONNEL AND DUTY DESCRIPTIONS
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Phase IV, Landfill
MCB Camp Lejeune, NC
SECTION 5 – CLOSURE AND
POST CLOSURE PLAN
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Phase IV, Landfill, MCB Camp Lejeune, NC Closure and Post-Closure Plan
5 – 1
TABLE OF CONTENTS
5.1 INTRODUCTION............................................................................................... 5-2
5.2 CLOSURE ACTIVITIES..................................................................................... 5-2
5.2.1 Closure Performance Standards............................................................. 5-2
5.2.2. Cover Design.......................................................................................... 5-3
5.2.2.1 Barrier Layer........................................................................... 5-3
5.2.2.2 Vegetative and Protective Layers........................................... 5-4
5.2.2.3 Maintenance Needs................................................................ 5-6
5.2.2.4 Settlement, Subsidence, and Displacement........................... 5-6
5.2.3 Gas Venting............................................................................................ 5-7
5.2.4 Partial and Final Closures....................................................................... 5-7
5.2.5 Maximum Inventory of Waste On-Site .................................................... 5-7
5.2.6 Posting and Notification.......................................................................... 5-7
5.2.7 Financial Assurances.............................................................................. 5-8
5.3 POST-CLOSURE ACTIVITIES....................................................................... 5-9
5.3.1 Person to Contact................................................................................... 5-9
5.3.2 Security................................................................................................... 5-9
5.3.3 Maintenance and Inspection................................................................. 5-10
5.3.3.1 Erosion Damage................................................................... 5-15
5.3.3.2 Cover Settlement, Subsidence, and Displacement............... 5-15
5.3.3.3 Vegetative Cover Conditions ................................................ 5-15
5.3.3.4 Leachate Collection System ................................................. 5-15
5.3.3.5 Surface Water Control System ............................................. 5-16
5.3.3.6 Groundwater Monitoring System .......................................... 5-16
5.3.3.7 Gas Collection/Venting System ............................................ 5-17
5.3.4 Property Usage..................................................................................... 5-17
5.3.5 Closure of Leachate Lagoon................................................................. 5-17
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5.1 INTRODUCTION
Rule .1617(a)(1)(E) of the North Carolina Solid Waste Management regulations,
Section 15A NCAC 13B .1600, requires municipal solid waste landfill (MSWLF)
owners/operators to prepare a closure plan that describes the steps necessary to
partially close a MSWLF at any point during its active life as well as the steps
necessary to facilitate final closure. Partial closure refers to the closure of a
landfill phase, while final closure is the closure of an entire landfill. In providing
this information, the closure plan will assist the Marine Corps Base (MCB), Camp
Lejeune in achieving the goals of closure implementation, which are: to prevent
exposure of the disposed solid waste, minimize leachate generation, and control
landfill gas in order to protect public health and the environment. Specifically,
this Closure Plan establishes: design criteria for the closure cap system, a
sequence or schedule for closure activities, and other important information
relating to closure.
Rule .1617 of the North Carolina Solid Waste Management regulations requires
owners/operators of municipal solid waste landfill (MSWLF) units to prepare a
post-closure plan. The purpose of the plan is to provide the necessary
information for preserving the integrity of the landfill facility in its post-closure life.
This Post-Closure Plan specifically addresses maintenance activities for the
closure cap, landfill gas control system, leachate collection system, groundwater
monitoring wells, and sediment and erosion control system to be installed at the
MCB, Camp Lejeune.
5.2 CLOSURE ACTIVITIES
5.2.1 Closure Performance Standards
The North Carolina Solid Waste Management regulations Section .1627
requires MSWLF to be closed with a final cover system. This final cover
system will substantially reduce the amount of rain water infiltrating into
the waste and thus the amount of leachate generated. The cover system
also controls the release of landfill gas by directing gas flow to gas vents.
The low permeable liner system in conjunction with gas vents makes
subsurface off-site landfill gas migration highly unlikely.
Final grades are designed to route surface water off the final cover into
terraces and perimeter ditches reducing the amount of infiltration and
erosion. The proposed final contours for the disposal facility are shown on
Sheet F-08 of the Facility Drawings. The post-settlement grades of the
top surface slopes are designed to be no less than 5% (to prevent
ponding). An access road located near the center of the landfill of the
west side will provide access to the closed landfill for regular maintenance
and inspection. Perimeter slopes of the landfill will be constructed at 3
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horizontal to 1 vertical. Final cover will be seeded to minimize erosion and
to stabilize the slopes. Once vegetation is established, it is expected that
surface maintenance will be reduced.
Stormwater runoff from the closed landfill will be captured by ditching
around the perimeter of the disposal area and conveyed to stormwater
sediment basins before being discharged to a nearby stream.
Erosion control on the cover will be accomplished by means of the
vegetative ground cover. In the drainage ditches where a higher flow
velocity is expected, stone “rip-rap” will be used to minimize erosion.
Sampling and testing of groundwater and surface water will be done on a
quarterly basis through the closure and post-closure period. If
contamination is found in the groundwater or surface water the action
required will be determined at that time based on the extent and
concentration of the release. Refer to Sections 9, 10, and 11 of the Phase
I Design Hydrogeologic Report on Water Quality Monitoring for additional
information.
5.2.2 Cover Design
The cap system should minimize, over the long term, liquid infiltration into
the waste. Reduction of infiltration in a well-designed final cover system is
achieved through good surface drainage and run-off with minimal erosion,
transpiration of water by plants in the vegetative cover and root zone, and
restriction of percolation through earthen material. The proposed cover
system is designed to provide the desired level of long-term performance
with minimal maintenance. Twelve inches of intermediate soil cover is
placed on the waste which has reached its final grade to separate waste
from the cap system.
The subprofile comprising the cap system includes a 9 -inch vegetative
layer, 18-inch protective soil layer, and a barrier layer which includes a 40
mil Linear Low Density Polyethylene (LLDPE) geomembrane liner, and an
18-inch cap of barrier soil (clay) with a permeability equal to
1 x 10-5 cm/sec.
5.2.2.1 Barrier Layer
The proposed barrier layer is a composite liner system. The
earthen material used for the 18 inches compacted clay liner should
be free of rocks, clods, debris, cobbles, rubbish, and roots that may
increase the hydraulic conductivity by promoting preferential flow
paths. This 18 inch thick compacted soil has a maximum
permeability of 1 x 10-5 cm/sec.
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Installation of a compacted clay liner in a cap system shall comply
with the requirement as stated in 15A NCAC 13B Section .1624.
Above the barrier soil is a 40 mil textured Linear Low Density
Polyethylene liner (LLDPE). A non-woven geotextile overliner is
used for increased puncture resistance. An additional geonet and
geotextile will remove water preventing the topsoil and protective
soil layers above from becoming saturated.The only liquid that
should come into contact with the geosynthetics is water. Thus
chemical compatibility is usually not a problem. Landfill cap design
usually presents unique problems, especially potential differential
settlement of the landfill. Therefore, flexibility and elongation are
more important than chemical resistance. The entire geosynthetic
system (geomembranes and accompanying geotextiles) is brought
to the edge of the landfill and extended into the liner anchor trench.
Refer to Facility Drawing F-09 for cap design detail.
5.2.2.2 Vegetative and Protective Layers
The top layer in the landfill profile is the 9-inch vegetative layer and
the 18-inch protective soil layer. In the short term, these layers
prevent wind and water erosion, protect the barrier layer from root
penetration, minimizes the percolation of surface water from soil by
evaporation and transpiration. The vegetative layer also functions
in the long term to enhance aesthetics and to promote a self
sustaining ecosystem on top of the landfill.
Table 5-1 shows the soil materials required of the intermediate
layer and cap system.
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TABLE 5-1
Soil Materials for Intermediate Layer and Cap System
LAYER FUNCTION MATERIAL
9-inch Vegetative Layer
and 18-inch Protective
Soil Layer
Support vegetative
growth year round,
prevent erosion of cap
system, and protect clay
barrier layer from root
penetration.
NCDOT Class A or B
topsoil for vegetative
layer. Common fill for
protective soil layer.
40 mil LLDPE liner Restriction of percolation
through earthen material.
High elastic properties;
low temperature
resistance;
microorganisms, insect
and rodent resistance.
18-inch Clay Layer Provide a base for
overlying geomembrane
liner and minimize liquid
infiltration into the landfill
by serving as a
secondary hydraulic
barrier.
Minimum of 30% passing
No. 700 sieve and free of
particles greater than 3-
inches in any dimension.
12-inch Intermediate
Layer
Separate the final waste
received and the cap
system.
Any soil classified GM,
GC, SW, SP, SM, SC,
ML, MH, or LC (unified
soil system).
Standard commercial type fertilizer will be applied to the vegetative
supporting soils. Quantities or nitrogen, phosphorous, and
potassium needed for fertilizer will be determined by testing
vegetative supporting soils.
Seeding will be accomplished either by hydroseeding a
combination of seed and fertilizer or by spreading seed and mulch.
The following seeding combination will be followed:
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TABLE 5-2
Seeding Combinations
TYPE RATE/ACRE DATE
Bermuda Grass 8-12 lbs. April-July
Sericea lespedeza (scarified) 40-50 lbs. March-June
Weeping lovegrass 4-5 lbs. March-June
Rye 25 lbs. Sept.-Dec.
Common Bermuda (unhulled) 10 lbs. Sept-Dec.
Sericea lespedeza (unhulled, unscarified) 60-70 lbs. Sept-Dec.
5.2.2.3 Maintenance Needs
Preventative maintenance for the landfill area consists of efficient
compacting of the solid waste and the soil cover through their
operational life in order to minimize the amount of settling that will
occur subsequent to closure.
The closure design is such that it requires and will continue to
require maintenance. It relies predominantly on vegetative growth
to stabilize the soil cover, which in turn helps retain the moisture
content of the clay cap and control erosion.
Maintenance needs will consist primarily of mowing the vegetative
cover to keep it under control and discouraging the growth of plants
with large tap roots capable of penetrating the clay cap. In addition,
the stormwater drainage system will require routine inspection and
cleaning to insure the run-off is allowed to drain away from the
closure as rapidly as possible.
5.2.2.4 Settlement, Subsidence, and Displacement
The settlement of the top surface will depend upon such variables
as: the ratio of waste to cover; depth of waste fill, moisture content
of waste, age of the fill, etc. There is no “standard” for settlement
calculations. Excessive settlement is not anticipated at this facility
due to the compaction provided by the equipment at this location.
The fill site will experience some settling. The final closure
contours are designed to allow for some settlement, yet still provide
enough slope to prevent ponding.
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Clay cover, when compacted with the proper amount of moisture
and retaining that moisture content, may have enough elasticity to
minimize voids/cracks if there is minor settlement. In the event of
drastic settlement, greater than 10%, the likelihood of cracking and
voids in the liner are greater. Correction of this will be addressed in
the post-closure activities.
5.2.3 Gas Venting
The placement of an impervious closure cap will prevent the venting of
landfill gas generated during post-closure period. To avoid the potential
for gas migration and uplift of the closure cap, passive gas vents will be
installed concurrent with the installation of the closure cap. The details of
the gas vents are as indicated in Operation Plan, Section 4.4.1, “Gas Vent
System.”
5.2.4 Partial and Final Closures
The development of the new landfill facility will be integrated so that one
phase will be in operation while another phase is being constructed.
Closure activities will be initiated in phases according to the filling
sequence shown on the facility drawings. Partial closure will occur after a
landfill phase has reached the proposed closure grades indicated on the
drawings. Closure of Phase IV will cover the largest area of any partial
closure. Partial closure will continue until all of the proposed phases are
brought to final grade. At that time, final closure of the entire facility will
begin. All closure activities require the cap system specified in Section
5.2.2. The closure procedures are the same for partial closure and final
closure.
5.2.5 Maximum Inventory of Waste On-Site
The maximum amount of waste that is expected to be stored at this facility
at Camp Lejeune was calculated using the “Paydirt” computer program.
The total volume between the proposed final grade and operation grades
for MSWL is approximately 4,089,000 cubic yards. Deducting the volume
of the cap system (396,200 cubic yards) and the daily cover (778,580
cubic yards) from the total landfill capacity, the maximum inventory of
waste to be stored is projected to be 2,914,220 cubic yards. Use of the
alternate daily cover, such as Posi-shell, will increase the waste quantity
stored.
5.2.6 Posting and Notification
When an area has reached final grades, the Base will initiate the closure
process no later than 30 days after the final receipt of waste. A Notice of
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Intent to Close will be placed in the operating record and the Division of
Solid Waste Management will be notified of the action. In addition to the
notification, the Base will also provide the Division with the location,
acreage, and scheduling of the closure activities. All closure activities will
be completed within one-hundred and eighty (180) days following the
beginning of closure, unless the Base demonstrates that the construction
period, by necessity, will require an extended schedule and that measures
to protect human health and the environment have been implemented.
When the last disposal area has reached final grades, the Base will post a
sign stating the last day that waste will be accepted at the entrance at
least ninety (90) days before closure. Upon the final receipt of waste, the
main entrance gate will be closed and locked and a sign will be posted
stating that the site no longer accepts wastes and will indicate the location
of the new landfill. All closure procedures addressed above for partial
closure also need to be followed for final closure. The Division will be
notified in writing upon completion of final closure and a certification,
signed by the Project Engineer will be placed in the operating record.
Following closure of all MSWLF units, deeds for the property will be
marked to clearly indicate the past use of the land as a Solid Waste
Disposal Facility. The date of site closure and post-closure period (30
years) will be also indicated on the deed and a statement that no activities
will be allowed on the site that disturb the fill areas from the actual dates of
closure to the end of the post-closure period.
A time schedule for closure activities is shown in Figure 5-1.
5.2.7 Financial Assurance
According to the Solid Waste Management Rule .1628, MCB, Camp
Lejeune, a Federal government entity, is exempted from the requirement
of Financial Assurance for its closure and post-closure activities. No
Financial Assurance Documentation is required for this Closure and Post-
Closure Plan.
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FIGURE 5-1
Schedule of Closure Activities
Days 90 30 210
Post Closure Notification*
Notify Division of SWM
Begin Closure
Complete Closure
Certified by P.E.
Note: Day 0 means the last day that the waste will be received
* Required for final closure of the whole facility only.
5.3 POST-CLOSURE ACTIVITIES
Post-closure care will be implemented following closure of the landfill unit. Post-
closure shall be conducted for thirty years. A post-closure plan, including
monitoring and maintenance activities required, person to contact, and property
usage after closure, is presented as follows.
5.3.1 Person to Contact
The name, address, and telephone number of the person to contact about
the facility during the post-closure period is as follows:
COMMANDING OFFICER
PUBLIC WORKS DIVISION
MCB PSC 20004
CAMP LEJEUNE, NORTH CAROLINA 28542-0004
910-451-5063
5.3.2 Security
The MCB Camp Lejeune’s municipal solid waste landfill facility, consisting
of an estimated 178 acres, is entirely enclosed by a combination of natural
and manmade barriers. The natural barriers consist of dense woods,
vegetation, and streams. Vehicular access is limited to one entrance
which is fenced and has a gate which is locked whenever the landfill is not
in operation (i.e., at the end of every workday, on weekends, and on
holidays). When the landfill is open, Base employees are on hand to
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insure that proper waste disposal procedures, including location are
followed. During the post-closure period, the gate will be closed and
locked except during periods of maintenance.
5.3.3 Maintenance and Inspection
The post-closure maintenance program will consist of routine inspection of
all the systems of the landfill facility. The Base will maintain an adequate
staff to administer activities during the post-closure period. The staff will
be responsible for post-closure site maintenance, inspection, and
surveillance of the monitoring system. A maintenance log shown in Table
5-3 with a small site map will be used to record any areas that are in need
of repairs. The log will record the date, time of day, description of problem
areas with the location indicated on the map, and actions (if any) to be
taken. Since post-closure inspection personnel will most likely change
during the post-closure inspection of the site. The following items will be
maintained and inspected periodically. Table 5-4 provides an inspection
and maintenance schedule for post-closure activities.
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Table 5-4
Post-Closure Inspection and Maintenance Schedule
Area/Facility Specific Item Inspect/Monitor for Frequency of
Inspection
Cap system Vegetation Sparse vegetation, bare patches,
overgrowing
Quarterly
Integrity Erosion of soil, deterioration of vegetation,
ponding, rodent holes, uneven settlement
Quarterly
Berms Erosion, cracking, settling, ponding leaks Quarterly
Leachate
Collection system
Leachate quantity Liquid level Quarterly
Cleanouts, risers,
pumps station,
Damage of cleanouts and risers, condition
of valve boxes, pumps, and leachate
lagoon, cracking, signs of leak, other signs
of deterioration.
leachate lagoon
and collection
lines
Quarterly
Leachate lagoon Cracks in lagoon protective layer and or
liner, upheaving, leachate, seepage,
exposed liner in
Annually
Leachate
sampling
Leachate quality Semi-annually
Surface Water
Control System
Surfacewater
sampling
Surfacewater quality Quarterly and after
major storm event
Drainage
channels, culverts,
inlet structures
and trenches
Obstruction of flow, erosion, ponding,
vegetation stress, scour on inlet or outlet
Quarterly and after
major storm event
Discharge pipes Cracking, signs of leaks, other signs of
deterioration
Quarterly and after
major storm event
Sedimentation
basin
Sediment buildup, debris on trash rack,
damage to riser, discharge clean
Quarterly and after
major storm event
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Table 5-4
Post-Closure Inspection and Maintenance Schedule
Area/Facility Specific Item Inspect/Monitor for Frequency of
Inspection
Groundwater
monitoring system
Groundwater
sampling
Groundwater quality Quarterly
Locks, foundation
concrete, and well
Cracking, rust, tempering, pitting, flaking,
tampering, degradation of pipes
Quarterly
Gas monitoring
system
Landfill gas
samples
Presence of explosive gas in monitoring
well Methane concentration in facility
building
Quarterly
Monthly
Monitoring wells,
locks, foundation
concrete
Cracking, rust, tempering, pitting, flaking,
tampering, degradation of pipe
Quarterly
Venting system Broken vents, stressed vegetation Quarterly
Security devices Facility gates,
fences
Corrosion, damage to chain-link fences,
locks broke
Quarterly
Locks, warning
signs
Tampering, rust, missing or damaging Quarterly
General sites All areas Litter, debris Quarterly
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5.3.3.1 Erosion Damage
Erosion will tend to be a seasonal and weather related
occurrence. In times of wet weather there will be a greater
tendency for erosion problems. Wind erosion should not be
a factor as long as the ground cover is well established. In
times of heavy rains it may be necessary to visit the site after
each storm, however in most instances the evidence of
erosion will become readily apparent after the first inspection
and steps will need to be implemented to stop the erosion.
Any cover washing out will be repaired with like soil and will
be recompacted and reseeded.
5.3.3.2 Cover Settlement, Subsidence and Displacement
Existing conditions will be noted during quarterly inspections.
Any signs of disturbance which could cause ponding and/or
infiltration of liquids will need to be immediately addressed
with corrective actions. Material will be added and
compacted in areas of settlement to bring it back to original
levels. Displaced cover will be repaired as needed. Careful
attention will be made to reseeding and erosion control
measures.
5.3.3.3 Vegetative Cover Conditions
Once the cover vegetation is established it will be necessary
to keep the cover intact, but not overgrown. Mowing will be
necessary to lessen the chance for establishment of plant
life that might root too deep. Areas that are sparse in
vegetation or have bare patches, will need to be noted for
reseeding.
5.3.3.4 Leachate Collection System
Inspection of the accessible items of the leachate collection
system (i.e., clean-outs, risers, pumps, and holding lagoon)
will be made on a quarterly basis. Inspection of the
collection lines will be performed concurrently with the
annual cleaning service. As part of the quarterly inspection
procedure, the leachate holding lagoon will be inspected for
damage to the liner system. Depending on seasonal
conditions, the pond may be drained so that a thorough
inspection may be made (a complete inspection should be
made at least once a year). The pond will be inspected for
items of damage such as cracks in the protective layer
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and/or liner, upheaving, and exposed liner in the anchor
seepage. Signs of leachate seepage may include damage
to vegetation, staining of the soil, and vegetation, or actual
leachate flow. Leachate level should be recorded monthly
and leachate sampling should be conducted every six
months.
The clean-outs should be inspected for damage on a
quarterly basis. The protruding portion of each clean-out
should be checked for damage and the cap should be
checked for proper operation.
All piping of the leachate collection system will be pressure
cleaned and flushed annually to remove the build-up of
biological growth and sediments.
5.3.3.5 Surface Water Control System.
Inspections will need to verify that all ditching and terracing
is working properly to carry off precipitation without excess
erosion of soil. Sediment build-up will need to be noted.
Field inspections will determine if additional ditching or other
control measures are needed. Ditching will be graded to
provide continuing service. All drainage pipes will routinely
be checked for sediment build-up and blockages and will be
cleaned out when build-up exceeds 1/3 the depth of the
pipe.
5.3.3.6 Groundwater Monitoring System
This system consists of a network of monitoring wells whose
integrity must be kept intact to assure that accurately
representative groundwater samples can be collected
throughout the monitoring period including the post-closure
period. They provide the basis for determining if there is
leachate leaking into groundwater and for evaluating how
successful the cap system has been in containing and
minimizing the production of leachate. The monitoring wells
will therefore be kept capped and locked at all times and
provided with sufficient protection to keep them from being
damaged, inadvertently or intentionally. (Refer to the Phase
I Water Quality Monitoring Plan for additional information.)
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5.3.3.7 Gas Collection/Venting System
This system will be monitored to insure that the venting
outlets are free from obstruction and the seal between the
vent pipes and the clay cap are intact, thus deterring
stormwater from entering the interior of the landfill unit.
5.3.4 Property Usage
The MCB Camp Lejeune has no plans at present to use the landfill
property for other uses once closure has been completed.
5.3.5 Closure of Leachate Lagoon
Refer to Section 2.3.8 of the Engineering Plan for a detailed
discussion on the closure of the leachate lagoon.
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C. Allan Bamforth, Jr. 1-1
SECTION 8 - PHASE III CALCULATIONS
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7211 Ogden Business Park, Suite 201, Wilmington, NC 28411 •T: 910-686-9114 •F: 910-686-9666 •www.ecslimited.com
ECS Carolinas, LLP •ECS Florida, LLC •ECS Midwest, LLC •ECS Mid-Atlantic, LLC •ECS Southeast, LLC •ECS Texas, LLP
November 6, 2013
Ms. Anna Lee Bamforth
C. Allan Bamforth, PE, LS
2207 Hampton Blvd
Norfolk, VA 23571
Re: Report of Pavement Analysis
Phase III
Municipal Solid Waste Landfill Expansion
MCB Camp Lejeune, Onslow County, North Carolina
ECS Project No.: 22.18473
Dear Ms. Bamforth:
As requested, ECS has reviewed and revised the recommendations for the proposed landfill
expansion
Case II – Global Stability
This analysis considers the overall stability of the embankment and the waste fill placed in
conjunction with each other. We have considered similar properties to the existing landfill side
slopes for performing this evaluation. We have considered a maximum waste fill depth of 70
feet and waste fill side slopes of 3:1 (horizontal to vertical) and a maximum embankment
height of 25 feet with inside and outside side slopes of 3:1. We assumed the waste fill
material will receive some effort of compaction while it is being placed. This is typically
accomplished during the standard operation of spreading the waste fill while the cell is in
production. We assumed a waste fill moist unit weight of 52 pcf, a cohesion of 500 psf, and
an internal angle of friction () of 10 degrees. The fill weight is based on the site compactor
reducing waste to 1,400 pounds/cubic yard.
Utilizing these parameters, factors of safety of 1.69, 1.66, 2.27 were determined for
embankment, global, and waste failures, respectively. We therefore recommend the waste fill
embankment be constructed with an exterior sides slope of 3:1 for up to the maximum waste
fill height of 70 ft.
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Report of Pavement Analysis
Phase III
Municipal Solid Waste Landfill Expansion
MCB Camp Lejeune, Onslow County, North Carolina
ECS Project No.: 22.18473
2
We appreciate the opportunity to be of service to you during the design phase of this project
and look forward to our continued involvement during the construction phase. If you have any
questions concerning the information and recommendations presented in this report, please
contact us at [phone] for further assistance.
Respectfully submitted,
ECS CAROLINAS, LLP
Winslow E. Goins, P.E. Kris Stamm
Engineering Department Manager Principal
North Carolina License No. 033751
Received 12/20/201 DIN 20743 Page 268 of 379
General Conditions
The analysis, conclusions, and recommendations submitted in this report are based on the
investigation previously outlined and the data collected at the points shown on the attached
location plan. This report does not reflect specific variations that may occur between test
locations. The borings were located where site conditions permitted and where it is believed
representative conditions occur, but the full nature and extent of variations between borings
and of subsurface conditions not encountered by any boring may not become evident until the
course of construction. If variations become evident at any time before or during the course of
construction, it will be necessary to make a re-evaluation of the conclusions and
recommendations of this report and further exploration, observation, and/or testing may be
required.
This report has been prepared in accordance with generally accepted soil and foundation
engineering practices and makes no other warranties, either expressed or implied, as to the
professional advice under the terms of our agreement and included in this report. The
recommendations contained herein are made with the understanding that the contract
documents between the owner and foundation or earthwork contractor or between the owner
and the general contractor and the caisson, foundation, excavating and earthwork
subcontractors, if any, shall require that the contractor certify that all work in connection with
foundations, piles, caissons, compacted fills and other elements of the foundation or other
support components are in place at the locations, with proper dimensions and plumb, as
shown on the plans and specifications for the project.
Further, it is understood the contract documents will specify that the contractor will, upon
becoming aware of apparent or latent subsurface conditions differing from those disclosed by
the original soil investigation work, promptly notify the owner, both verbally to permit immediate
verification of the change, and in writing, as to the nature and extent of the differing conditions
and that no claim by the contractor for any conditions differing from those anticipated in the
plans and specifications and disclosed by the soil studies will be allowed under the contract
unless the contractor has so notified the owner both verbally and in writing, as required above,
of such changed conditions. The owner will, in turn, promptly notify this firm of the existence of
such unanticipated conditions and will authorize such further investigation as may be required
to properly evaluate these conditions.
Further, it is understood that any specific recommendations made in this report as to on-site
construction review by this firm will be authorized and funds and facilities for such review will
be provided at the times recommended if we are to be held responsible for the design
recommendations.
Received 12/20/201 DIN 20743 Page 269 of 379
Received 12/20/201 DIN 20743 Page 270 of 379
PHASE III APPENDICES
APPENDIX A
A.2 – Leachate Collection System Design: Perforated Pipe Calculations
APPENDIX B
Liner System Stability Calculations
Received 12/20/201 DIN 20743 Page 271 of 379
Received 12/20/201 DIN 20743 Page 272 of 379
A.2 - Leachate Collection System Design: Perforated Pipe Calcs 05/08 (REV 11/13)
MCB Landfill, Camp Lejeune, NC 1
APPENDIX A.2
LEACHATE COLLECTION SYSTEM DESIGN: PERFORATED PIPE CALCULATIONS
I. REFERENCES
1.Handbook of Polyethylene Pipe, Plastic Pipe Institute (2012)
2.Lining of Waste Containment and Other Impoundment Facilities, US EPA
(1988e)
3.Design and Construction of Sanitary and Storm Sewers, WEF MOP No.9 and
ASCE Manual on Engineering Practice No. 37 (1970)
II. AVAILABLE FLOW CAPACITY OF PIPE PERFORATIONS
The leachate collection system piping will consist of 6-inch and 8-inch diameter SDR 11 pipe,
with ½-inch diameter perforations spaced every 6 inches along the pipe at 4 and 8 o’clock
positions.
The flow capacity of a pipe perforation can be estimated using the orifice equation:
where Q = flow capacity of 1 perforation (cfs)
0.6 = orifice coefficient for sharp-edged inlets
a = area of perforation
g = acceleration of gravity = 32.2 ft2
For ½-inch diameter perforation,
/sec
h = head of liquid acting on orifice (ft)
Q = 0.6 a 2 gh


  ftxDa12
5.0
4
SS
Received 12/20/201 DIN 20743 Page 273 of 379
A.2 - Leachate Collection System Design: Perforated Pipe Calcs 05/08 (REV 11/13)
MCB Landfill, Camp Lejeune, NC 2
h (in) h (ft) Q (cfs) Q (gpm)
4 0.33 0.0038 1.71
8 0.66 0.0053 2.38
12 1.00 0.0065 2.92
Thus for a 4-inch head of leachate, a ½-inch perforation will allow 1.71 gpm to enter the pipe.
There are at least two perforations per foot of pipe; thus, each foot of pipe allows 3.4 gpm to
enter under minimal head conditions.
III. REQUIRED FLOW RATE, Q
The leachate collection pipes are designed for the maximum peak daily leachate flow obtained
from running the HELP model for Open Condition II (see Appendix A.1), where q
required
peak daily =
qrequired = 17.7 gpm/acre = 9.05 x 10-7 ft/sec.
Since Phase III is 9.3 acres, Qrequired = 17.7 gpm/acre (9.3 acres) = 165 gpm
The largest cell is approximately 3.64 acres, Q(required)subcell
IV. PIPE CAPACITY, Q
= 17.7 gpm/acre (3.64 acres) = 64 gpm
A
A. Determine Full Flow QA
For 8-inch diameter SDR 11 HDPE pipe: Pressure Rating = 160 psi (Ref 1)
Avg. inside diameter = 7.31 inches (Ref 1)
Manning’s n value = 0.010 (Ref 1)
of 8-inch Diameter Pipe
Use Manning’s equation and the Continuity equation:
where Q(available)
A = area of pipe (ft
= full pipe flow flowrate (cfs)
R = hydraulic radius (ft)
S = average minimum slope (ft/ft)
2
ASRnQA



u 49.1
)
Received 12/20/201 DIN 20743 Page 274 of 379
A.2 - Leachate Collection System Design: Perforated Pipe Calcs 05/08 (REV 11/13)
MCB Landfill, Camp Lejeune, NC 3
At S = 1.0%,
B. Determine Full Flow QA
For 6-inch diameter SDR 11 HDPE pipe: Pressure Rating = 160 psi (Ref 1)
Avg. inside diameter = 5.57 inches (Ref 1)
Manning’s n value = 0.010 (Ref 1)
of 6-inch Diameter Pipe
ftftindR116.04
/12
57.5
4
At S = 1.0%,
 
 ftDA91/31.7(
4 SS
ftftindR52/12
31.7
4  
2.!
 

required
A
Qgpmcfs
ftQ
554235.1
9152´010.0
49.1 2
1
 
 ftDA169/57.5(
4 SS
2.! 
 

cellrequired
A
Qgpmcfs
ftQ
)(
3
2
269599
69)010.6010.0
49.1
Received 12/20/201 DIN 20743 Page 275 of 379
A.2 - Leachate Collection System Design: Perforated Pipe Calcs 05/08 (REV 11/13)
MCB Landfill, Camp Lejeune, NC 4
V. CALCULATION OF TOTAL SOIL PRESSURE
External Soil Pressure at the Top of the Pipe, PT
where PS = Total Static Load Pressure or dead load pressure
PL = Total Live Load Pressure
PI
Total Static Load Pressure, P
= Total Effective External Pressure due to negative internal operating pressure
(vacuum) = 0 for this particular gravity sewer system
S
where PA = Static Load Pressure of drainage layer and aggregate cover
PW = Static Load Pressure of waste
PC

psipsf
pcfpcfpcfpcfPS
5.365250
1255.4)]5
1(125)5.65()5
4(52)5.65[(1305.2


= Static Load Pressure of cap
The maximum applied load condition occurs when the leachate collection pipes are subjected to
the following loads:
Unit weight and thickness of stone aggregate = 130 pcf and 2.5 feet
Unit weight and thickness of waste and daily soil cover (waste:cover, 4:1) = 66.6 pcf
(using 52 pcf per ECS’ Addendum to the Hydrogeologic Report and 125 pcf for backfill)
and 65.5 feet
Unit weight and thickness of cover = 125 pcf and 4.5 feet
PT =PS +PL +PI
PS =PA +PW +PC
Received 12/20/201 DIN 20743 Page 276 of 379
A.2 - Leachate Collection System Design: Perforated Pipe Calcs 05/08 (REV 11/13)
MCB Landfill, Camp Lejeune, NC 5
VI. BURIAL DESIGN CALCULATIONS
Proposed pipes are 6-inch and 8-inch perforated SDR 11 HDPE.
A. Design by Wall Crushing (Compressive Ring Thrust Stress for a Deep Fill Installation)
Compressive ring thrust is calculated using soil arching (Ref 1).
5.2
171.088.0 

A
A
S
SVAF
where VAF = vertical arching factor
SA
AE
rMSCENTS
A
43.1
= hoop thrust stiffness ratio
where rCENT = radius to centroidal axis of pipe, in
MS = one-dimensional modulus of soil, psi
E = apparent modulus of elasticity of pipe material, psi
A = wall thickness for DR pipe, in
For 8-inch diameter SDR 11 HDPE pipe: rCENT = 0.5 (7.31 in) = 3.655 in (Ref 1)
MS
941.0)823.0()000,27(
)655.3()4000(43.1 inpsi
inpsiSA
= 4000 psi (Ref 1)
E = 27,000 psi (Ref 1)
A = 0.823 in (Ref 1)
892.0)5.2941.0(
)1941.0(71.088.0 
 VAF
Radial directed earth pressure, PRD = VAF * PS = 0.892 * 5250 psi = 4683 psi
Crushing occurs when the compressive stress in the wall exceeds the compressive yield stress of
the pipe material. Ring compressive stress in the pipe wall can be found by substituting PRD for
PE
288
)(DRPPSLE
for DR pipe (Ref 1)
Received 12/20/201 DIN 20743 Page 277 of 379
A.2 - Leachate Collection System Design: Perforated Pipe Calcs 05/08 (REV 11/13)
MCB Landfill, Camp Lejeune, NC 6
where S = pipe wall compressive stress, psi
PE = vertical soil pressure due to earth load, psf = PRD
PL = vertical soil pressure due to live load, psf
DR = Dimension Ratio = DO/t
PL is insignificant when the cover above pipes is deeper than 20 feet.
For 8-inch diameter SDR 11 HDPE pipe: DO = 8.956 in (Ref 1)
t = 0.823 in (Ref 1)
For perforated pipe, PE
pipeofft/inches4.2inch2
1
ft1
inches12
inches12
holes4.22P,InchesCumulated uuu
needs to be adjusted for loss of surface (Ref 2, Appendix I). Standard
perforation and dimensions: 2 holes per ring, 120 degree angle between holes, and ½-inch
diameter holes at 5-inch spacing.
psfPE58544683 
 c
psipsfS221288
823.0/956.8)05854( 
Allowable long-term compressive stress for PE3608 is 1000 psi (Ref 1).
B. Design by Wall Buckling
Local wall buckling is a longitudinal wrinkling of the pipe wall when the external soil pressure,
PE, exceeds the critical buckling soil pressure, P
)12
12('PPPEE
CR
OKFS5.4221
1000
3
2
*3
1
)4.2
S
M
HCR EIED
RP  M
Received 12/20/201 DIN 20743 Page 278 of 379
A.2 - Leachate Collection System Design: Perforated Pipe Calcs 05/08 (REV 11/13)
MCB Landfill, Camp Lejeune, NC 7
where PCR = critical constrained buckling pressure, psi
ij FDOLEUDWLRQIDFWRUIRUJUDQXODUVRLOV
RH= geometry factor = 1.0 for deep burials in uniform fills
E = apparent modulus of elasticity of pipe material, psi = 27,000 psi
I = pipe wall moment of inertia, in4/in (t3/12, if solid wall construction)
for 8-inch diameter SDR 11 HDPE pipe, I = (0.823 in)3/12 = 0.0465
ES*= ES/(1-ȝ
ES = secant modulus of the soil, psi
ȝS = Poisson’s ratio of soil
DM
)1(
)21()1(
P
PP

 SSME
= mean diameter, in = 7.31 in (Ref 1)
Based on Table 3-13 in Ch. 6 of 5HIXVHIRU3RLVVRQ¶VUDWLRȝ
psipsiES3333)25.01(
)25.0*21()25.01()4000( 

psipsiEES
S 4444)25.01(
3333
)1(
*   P
C. Design by Ring Deflection
Ring deflection is the ratio of the vertical change in diameter of the pipe. Pipe deflection is based
on the concept that the deflection of a pipe embedded in a layer of soil is proportional to the
compression or settlement of the soil layer and that the constant of proportionality is a function
of the relative stiffness between the pipe and soil (Ref 1)
psipsiinpsiinPCR527)44440465.0*000,2731.7
0.1*55.0*4.2 3
2
3
1
3 
OKinpsf
psi
P
PF
E
CRS 0.13144/5854
527
'2
Received 12/20/201 DIN 20743 Page 279 of 379
A.2 - Leachate Collection System Design: Perforated Pipe Calcs 05/08 (REV 11/13)
MCB Landfill, Camp Lejeune, NC 8
E
DRERS
F
3)1(12 
where RF
1481000,27
)111(3333*12 3  psi
psiRF
= rigidity factor
DR = dimension ratio = 11
S
E
S E
P ' H
where İS
0122.03333
144/5854 2 psi
inpsf
SH
= soil strain
Using Figure 3-6 in Ch. 6 of Ref 1, the Watkins-Gaube Graph, the Deformation Factor, DF
%2.2100*0122.0*8.1 SFDDeflectionPercentH
, with
a Rigidity Factor of 1480 ranges from 0.97 to 1.8.
For non-pressure applications, use a 5% deflection limit (Ref 1), OK.
VII. DYNAMIC LOADING CALCULATIONS
The dynamic load transferred from the vehicle into the pipe is a function of the weight of
equipment and the depth below load. The maximum impact from traffic occurs when there is no
waste on the landfill; the depth below the load is 2 feet.
Table 3-4 in Ch. 6 of Ref 1 indicates the Soil Pressure under H20 Load (Unpaved or Flexible
Pavement) as 1340 psf for a depth of cover of 2.0 feet. Consider an impact factor of 2.0 to 3.0.
288
)(DRPPSLE
psfpsfPL5025)0.3*1340( 
 c
Received 12/20/201 DIN 20743 Page 280 of 379
A.2 - Leachate Collection System Design: Perforated Pipe Calcs 05/08 (REV 11/13)
MCB Landfill, Camp Lejeune, NC 9
psipsfS190288
823.0/956.8)05025( 
Allowable long-term compressive stress for PE3608 is 1000 psi (Ref 1).
VIII. SETTLEMENT OF LINER SYSTEM
The Hydrogeologic Report and Addendum Letter prepared by ECS indicates that the estimated
settlement due to the weight of 65.5 feet of waste fill in the center of the landfill is 22 inches.
Determine minimum slope of 6-inch leachate pipe to handle maximum leachate flow, Qrequired(cell)
ftftindR6/12
57.5
4  
= 64 gpm/2 leachate pipes = 32 gpm/leachate pipe = 0.0714 cfs/leachate pipe
6-inch diameter SDR 11 HDPE pipe: Pressure Rating = 160 psi (Ref 1)
Avg. inside diameter = 5.57 inches (Ref 1)
Manning’s n value = 0.010 (Ref 1)
)12
12('PPPLL
3.5190
1000 SF
 
 ftDA69/57.5(
4 SS
Received 12/20/201 DIN 20743 Page 281 of 379
A.2 - Leachate Collection System Design: Perforated Pipe Calcs 05/08 (REV 11/13)
MCB Landfill, Camp Lejeune, NC 10
Find the minimum slope,
Settlement will occur at a distance approximately half-way along the leachate pipe, say 200 ft. If
settlement is 22 inches, the settlement slope is approx. (22"/12")/200 = 0.0092 or 0.92%
If the leachate pipe is laid at 1% slope, even after settlement the slope is 0.08% (1-0.92) >
0.014% required OK
Since the subgrade slopes 2.0% perpendicular to the leachate collection pipe, the post settlement
slope for the subgrade is
Determine minimum slope of 8-inch leachate pipe to handle the leachate flow, Qrequired(subcell)= 64
gpm = 0.1427 cfs/leachate pipe
For 8-inch diameter SDR 11 HDPE pipe: Pressure Rating = 160 psi (Ref 1)
Avg. inside diameter = 7.31 inches (Ref 1)
Manning’s n value = 0.010 (Ref 1)
%)014.0(000142.0
)169.0()116.0(010.0
49.10714.0
min
22
1
min3
2

S
ftScfs
%0.2)014.0()0.2(22 
 
 ftDA91/31.7(
4 SS
ftftindR52/12
31.7
4  
Received 12/20/201 DIN 20743 Page 282 of 379
A.2 - Leachate Collection System Design: Perforated Pipe Calcs 05/08 (REV 11/13)
MCB Landfill, Camp Lejeune, NC 11
Find the minimum slope,
The settlement slope is approx. (22"/12")/200 = 0.0092 or 0.92%. If the leachate pipe is laid at
1% slope, even after settlement the slope is 0.08% (1-0.92) > 0.013% required OK
Since the subgrade slopes 2.0% perpendicular to the leachate collection pipe, the post settlement
slope for the subgrade remains 2.0%.
%013.0000133.0
)291.0()152.0(010.0
49.11427.0
min
22
1
min3
2
orS
ftScfs

Received 12/20/201 DIN 20743 Page 283 of 379
Received 12/20/201 DIN 20743 Page 284 of 379
B - Liner System Stability Calculations 05/08 (REV 11/13)
MCB Landfill, Camp Lejeune, NC 1
APPENDIX B
LINER SYSTEM STABILITY CALCULATIONS
I. REFERENCES
1.Liners and Covers for Waste Containment Facilities by Benson, Daniel, &
Shackelford (Seminar materials, 2000)
2.Designing with Geosynthetics by Koerner
3.Slope Design with Bentofix GCLs
4.Results of Interface Shear Friction Tests, Tenax Corporation
5.Guide to Technical Resources for the Design of Land Disposal Facilities, EPA
6. GRI Report No. 13
II. MATERIAL PROPERTIES
A. Waste
Unit weight of waste, ȖwasteAssuming a 4:1 waste to earth ratio
Waste fill moist unit weight = 52 pcf (1400 lb/cy) per ECS Hydrogeologic Report
Addendum Letter
Earth unit weight = 125 pcf
Angle of internal friction of backfill, ij = 32(
B. Protective Cover
Consider NCDOT 78M stone as a medium granular material
Unit weight moist ranges from 110 to 130 pcf, use Ȗcover = 130 pcf
Angle of internal friction ranges from 30 to 36 degrees, use ij = 30(
C. Drainage Geocomposite
Drainage geocomposite consisting of 6 oz/sy nonwoven geotextile that is heat bonded to both
sides of an HDPE geonet
Thickness: Geotextile one layer = approx. 65 to 80 mils
Geonet = 250 to 275 mils
Received 12/20/201 DIN 20743 Page 285 of 379
B - Liner System Stability Calculations 05/08 (REV 11/13)
MCB Landfill, Camp Lejeune, NC 2
Weight: 0.94 g/cm
3 = 58.68 pcf (1 g/cm3 = 62.428 pcf)
Compressive Strength: Geocomposite = 10,000 psf
Tensile Strength: Geonet = 65 lbs/in
Interface Friction Angle between geocomposite and opposing surfaces, į
for nonwoven, heat bonded geotextile and protective cover (ij = 30(),
įcover-GC = 26( (Ref 2, Table 5.7c)
įcover-GC = 34.1( or 26( with a FS = 1.3 (Ref 4)
for nonwoven, heat bonded geotextile and HPDE geomembrane
įGC-GM = 36.6( or 28( with a FS = 1.3 (Ref 4)
D. Textured HDPE Geomembrane (GSE HD and PolyPlex)
Thickness: 60 mils
Weight: 0.94 g/cm
3 = 58.68 pcf (1 g/cm3 = 62.428 pcf)
Ultimate Geomembrane Stress:ıult = 90 lbs/in width
Interface Friction Angle between geomembrane and opposing surfaces, į
for textured geomembrane and nonwoven GCL
įGM-GCL ranges from 18( to 35(, use įGM-GCL = 18( (Ref 4)
for textured geomembrane to backfill soil (ijsoil = 32( per ECS Hydrogeologic Report)
for ij = 30(, įGM-soil = 18( (Ref 2, Table 5.7c)
E. Geosynthetic Clay Liner (GCL)
For slopes 3:1 or steeper, use needle-punched GCLs with needle-punched nonwovens on both
sides (Ref 3)
Thickness: 4 to 6 mils
Weight: 0.75 psf (Bentomat)
Shear Stress: 250 kN/m
2 or 36 psi
Interface Friction Angle between GCL and opposing surfaces, į
for needle-punched, nonwoven GCL and clay liner (assuming ij = 30()
tan į/tan ij = 0.92 (Ref 3)
tan į = (0.92)tan 30( = 0.5312
įGCL-clay = 27.98( or 28(
for needle-punched, nonwoven GCL and soil (ij = 32()
įGCL-clay ranges from 24( to 32(, use įGCL-clay = 24( (Ref 4)
Received 12/20/201 DIN 20743 Page 286 of 379
B - Liner System Stability Calculations 05/08 (REV 11/13)
MCB Landfill, Camp Lejeune, NC 3
F. Clay
Consider medium clay material
Unit weight moist ranges from 110 to 130 pcf, use Ȗclay = 130 pcf
Angle of internal friction ranges from 20 to 42 degrees, use ij = 30(
III. THERMAL DEGRADATION
HPDE geomembranes are sensitive to changes in temperature. The average minimum
temperature is 33.8(F and the average maximum temperature is 88.3(F (Source:
www.worldclimate.com for MCAF New River).
where İ = strain
ǻ L = change in length = Į L ǻT
Į = coefficient of linear thermal expansion = 6.5 x 10-5 per (F (Ref 2, Table 5.10)
L = length before temperature change
ǻ T = change in temperature = (88.3 - 33.8) x FS = (54.5) x 1.5 = 82 (F
IV. STABILITY OF PROTECTIVE COVER
Determine the stability of 24 inches of a granular protective cover material over a geocomposite
drainage layer on a 3:1 slope. (Ref 2, Equation 5.22):
where ȕ = the slope angle = 18.4(
įcover-GC = the interface friction angle between the geocomposite drainage and the
granular protective cover material
Received 12/20/201 DIN 20743 Page 287 of 379
B - Liner System Stability Calculations 05/08 (REV 11/13)
MCB Landfill, Camp Lejeune, NC 4
For a landfill the FS can be as low as 1.1 to 1.2 because the slope will be unsupported (i.e. no
waste will be filled against it) for only a short time and any failures that do occur can be replaced
fairly easily (Ref 5, Section 4.2.3.2).
V. STABILITY OF LINER SYSTEM
Determine the tensile stresses carried by the geocomposite (geonet), geomembrane, and GCL.
Refer to Figures B-1 and B-2.
A. Geocomposite
The geocomposite consists of a geonet core with a nonwoven geotextile heat-bonded to both
sides.
Prior to checking stability, check the normal stress on geocomposite
where ın(actual) = actual normal stress on geocomposite
Ȗcap = unit weight of cap = 125 pcf
Hcap = height of cap = 4.64 ft (Using similar triangles and Figure B-2)
Ȗwaste = 66.6 pcf
Hmax = height of waste = 17.5 ft - 4.64 ft (Using similar triangles and Figure B-2)
Calculate the shear forces, F above and below the geocomposite
Received 12/20/201 DIN 20743 Page 288 of 379
B - Liner System Stability Calculations 05/08 (REV 11/13)
MCB Landfill, Camp Lejeune, NC 5
where WO = weight of overburden (waste in a daily lift and protective cover) for a one foot wide
cross section. The Operation Plan indicates that the depth of the daily lift should be
approximately 6 to 10 feet. Consider a maximum lift height of 10 - 2.65 = 7.35 ft.
į = interface friction angle between materials
T = tension in a geosynthetic layer
Determine the weight of overburden, WO
Check on tensile yield strength of geocomposite
Check strength of geocomposite
Received 12/20/201 DIN 20743 Page 289 of 379
B - Liner System Stability Calculations 05/08 (REV 11/13)
MCB Landfill, Camp Lejeune, NC 6
where TW = wide-strip tensile strength of the geosynthetics
FS = factor of safety, use 4
B. Textured HDPE Geomembrane
Check strength of geomembrane
C. GCL (Bentofix or Bentomax, upper woven and lower nonwoven)
Received 12/20/201 DIN 20743 Page 290 of 379
B - Liner System Stability Calculations 05/08 (REV 11/13)
MCB Landfill, Camp Lejeune, NC 7
Check strength of GCL
Additional Check
Determine the tension developed in the liner system after the protective cover material has been
placed using the following equation by Giroud and Beech
where T = tension generated in modified linear system (lb/ft)
ȖP = unit weight of protective cover (pcf)
ZP = thickness of protective cover (ft)
ȕ = slope angle (degrees)
HP = vertical height of protective cover along slope (ft)
ijCM = critical mobilized interface friction angle of the modified liner system (degrees)
ijPM = mobilized internal friction angle of protective cover (degrees)
where FS = partial factor of safety
Use ȖP = 130 pcf
ZP = 2.0 ft
ȕ = 18.43 degrees
Received 12/20/201 DIN 20743 Page 291 of 379
B - Liner System Stability Calculations 05/08 (REV 11/13)
MCB Landfill, Camp Lejeune, NC 8
HP = 10 ft
ijC = 18 degrees
ijP = 26 degrees
įcover-GC = 26(
įGC-GM = 28(
įGM-GCL = 18(
įGCL-clay = 28(
FS = 1.3
VI. GEOCOMPOSITE ANCHOR TRENCH DESIGN
Compute tension available in the geocomposite layer due to anchorage.
where TA = tension available due to anchorage
FU = force above geocomposite
FL = force below the geocomposite
FATR = force due to anchor trench on the right side
FATL = force due to anchor trench on the left side
A. Computer Forces Above Liner (FU)
where qcover = surcharge pressure = dcover Ȗcover
Received 12/20/201 DIN 20743 Page 292 of 379
B - Liner System Stability Calculations 05/08 (REV 11/13)
MCB Landfill, Camp Lejeune, NC 9
dcover = depth of cover soil above liner = 2.77 ft
Ȗcover = unit weight of cover soil = 125 pcf
įcover-GC = interface friction angle between the cover soil and the geocomposite = 26(
LRO = length of runout = 8.5 ft
Since the cover soil moves with the geotextile, there is no interface friction and FU = 0.
B. Compute Forces Below Liner (FL)
C. Compute Forces Due to Anchor Trench (FAT)
where ıh = average horizontal stress in anchor trench
dAT = depth of the anchor trench
įcover-GC = 26(
įGC-GM = 28(
where Ko = earth pressure coefficient in trench = 1 - sin ij
ıv = vertical stress at mid-depth in anchor trench = ȖcoverHavgij = angle of shear resistance of backfill soil = 32(
Havg = average depth of anchor trench from top of cover to bottom = 4.77 ft
Received 12/20/201 DIN 20743 Page 293 of 379
B - Liner System Stability Calculations 05/08 (REV 11/13)
MCB Landfill, Camp Lejeune, NC 10
D. Compute the Tension Available due to Anchorage, TA,GC
E. Check Slope Stability Tension, TGT with Tension Available due to Anchorage, TA,GT
VII. 60-MIL TEXTURED HDPE GEOMEMBRANE ANCHOR TRENCH DESIGN
Compute tension available in the geomembrane layer due to anchorage.
where TA = tension available due to anchorage
FU = force above geomembrane
FL = force below the geomembrane
FATR = force due to anchor trench on the right side
FATL = force due to anchor trench on the left side
A. Computer Forces Above Liner (FU)
B. Compute Forces Below Liner (FL)
C. Compute Forces Due to Anchor Trench (FAT)
Received 12/20/201 DIN 20743 Page 294 of 379
B - Liner System Stability Calculations 05/08 (REV 11/13)
MCB Landfill, Camp Lejeune, NC 11
where ıh = average horizontal stress in anchor trench
dAT = depth of the anchor trench
įGC-GM = 28(
įGM-GCL = 18(
where Ko = earth pressure coefficient in trench = 1 - sin ij
ıv = vertical stress at mid-depth in anchor trench = ȖcoverHavgij = angle of shear resistance of backfill soil = 32(
Havg = average depth of anchor trench from top of cover to bottom = 4.77 ft
D. Compute the Tension Available due to Anchorage, TA,GM
E. Check Slope Stability Tension, TGM with Tension, TA,GM Available due to Anchorage
VIII. GEOSYNTHETIC CLAY LINER (GCL) ANCHOR TRENCH DESIGN
Compute tension available in the geosynthetic clay layer due to anchorage.
where TA = tension available due to anchorage
FU = force above GCL
FL = force below GCL
FATR = force due to anchor trench on the right side
FATL = force due to anchor trench on the left side
Received 12/20/201 DIN 20743 Page 295 of 379
B - Liner System Stability Calculations 05/08 (REV 11/13)
MCB Landfill, Camp Lejeune, NC 12
A. Computer Forces Above Liner (FU)
B. Compute Forces Below Liner (FL)
C. Compute Forces Due to Anchor Trench (FAT)
where ıh = average horizontal stress in anchor trench
dAT = depth of the anchor trench
įGCL-clay = 24(
įGCL-GM = 18(
where Ko = earth pressure coefficient in trench = 1 - sin ij
ıv = vertical stress at mid-depth in anchor trench = ȖcoverHavgij = angle of shear resistance of backfill soil = 32(
Havg = average depth of anchor trench from top of cover to bottom = 4.77 ft
D. Compute the Tension Available due to Anchorage, TA,GCL
E. Check Slope Stability Tension, TGCL with Tension Available due to Anchorage, TA,GCL
Received 12/20/201 DIN 20743 Page 296 of 379
B - Liner System Stability Calculations 05/08 (REV 11/13)
MCB Landfill, Camp Lejeune, NC 13
IX. GEOTEXTILE CUSHION FOR STONE DRAINAGE LAYER
A. Material Properties
Cover:
Unit Weight = 125 pcf (125 pcf x 0.157 kN/m3/pcf) or 19.625 kN/m3
Thickness = 4.5 ft (4.5 ft ÷ 3.2808 ft/m) or 1.372 m
Waste:
Unit Weight = 66.6 pcf or 10.462 kN/m3
Thickness = 66.5 ft (max) or 20.269 m
Protective Cover/Drainage Layer
Consider NCDOT 78M Stone:
Unit Weight = 130 pcf or 20.410 kN/m3
Thickness = 2.0 ft or 0.610 m
B. Determine Mass per Unit Area for the Geotextile Cushion over the Geomembrane
Effective Protrusion Height for stone in place: the effective height is equal to half the maximum
aggregate size: (¾-inch)(0.5) = 0.375 inches (0.375 ÷ 0.03937 mm/in) or 9.525 mm
where P = design pressure
M = mass per unit area of protective cushion
H = effective protrusion height
MFS = protrusion shape = 1.0 for angular stone
MFPD = packing density = 0.5 for compacted stone
MFA = arching support of waste = 1
MFCBD = chemical & biological degradation = 1.50 average
MFC = creep = 1.30
Received 12/20/201 DIN 20743 Page 297 of 379
B - Liner System Stability Calculations 05/08 (REV 11/13)
MCB Landfill, Camp Lejeune, NC 14

Received 12/20/201 DIN 20743 Page 298 of 379
Received 12/20/201 DIN 20743 Page 299 of 379
Received 12/20/201 DIN 20743 Page 300 of 379
Phase IV, Landfill
MCB Camp Lejeune, NC
SECTION 9 - PHASE IV CALCULATIONS
Received 12/20/201 DIN 20743 Page 301 of 379
Received 12/20/201 DIN 20743 Page 302 of 379
7211 Ogden Business Park, Suite 201, Wilmington, NC 28411 •T: 910-686-9114 •F: 910-686-9666 •www.ecslimited.com
ECS Carolinas, LLP •ECS Florida, LLC •ECS Midwest, LLC •ECS Mid-Atlantic, LLC •ECS Southeast, LLC •ECS Texas, LLP
November 6, 2013
Ms. Anna Lee Bamforth
C. Allan Bamforth, PE, LS
2207 Hampton Blvd
Norfolk, VA 23571
Re: Report of Pavement Analysis
Phase IV
Municipal Solid Waste Landfill Expansion
MCB Camp Lejeune, Onslow County, North Carolina
ECS Project No.: 22.18473
Dear Ms. Bamforth:
As requested, ECS has reviewed and revised the recommendations for the proposed landfill
expansion
Case II – Global Stability
This analysis considers the overall stability of the embankment and the waste fill placed in
conjunction with each other. We have considered similar properties to the existing landfill side
slopes for performing this evaluation. We have considered a maximum waste fill depth of 70
feet and waste fill side slopes of 3:1 (horizontal to vertical) and a maximum embankment
height of 25 feet with inside and outside side slopes of 3:1. We assumed the waste fill
material will receive some effort of compaction while it is being placed. This is typically
accomplished during the standard operation of spreading the waste fill while the cell is in
production. We assumed a waste fill moist unit weight of 52 pcf, a cohesion of 500 psf, and
an internal angle of friction () of 10 degrees.
Utilizing these parameters, factors of safety of 1.69, 1.67, 2.20 were determined for
embankment, global, and waste failures, respectively. We therefore recommend the waste fill
embankment be constructed with an exterior sides slope of 3:1 for up to the maximum waste
fill height of 70 ft.
ESTIMATED SETTLEMENTS
We have evaluated settlement of the constructed perimeter embankments and interior landfill
cell due to the placement of new structural fill and waste fill. Settlement was estimated utilizing
test boring data and laboratory test data. The soils underlying the project site generally
consisted of sandy soils. However, we did encounter interbedded layers of clayey soils at
varying locations and depths below the ground surface. Due to the apparent limited horizontal
and vertical extent of the clay layers, we considered the overall settlement behavior to be
modeled by the elastic deformation of granular soils for our settlement analysis. Additionally,
Received 12/20/201 DIN 20743 Page 303 of 379
Report of Pavement Analysis
Phase IV
Municipal Solid Waste Landfill Expansion
MCB Camp Lejeune, Onslow County, North Carolina
ECS Project No.: 22.18473
2
we assumed a perimeter embankment height of 25 feet with compacted structural fill unit
weight of 125 pcf, and a maximum cell height of 70 feet with a waste fill unit weight of 52 pcf.
We have estimated settlement induced by the weight of the new perimeter embankment fill to
be about 3 to 4 inches along the centerline of the embankment and about 1 inch at the toe of
the embankment. We expect the settlement due to the weight of the new structural fill for the
perimeter embankments to occur rapidly during construction. This settlement will occur prior to
the installation the liner and leachate collection systems for the landfill. The quantity of fill
estimated to construct the embankment should be increased to allow for this settlement. Once
the landfill expansion is ready to accept waste, there will be additional settlement induced by
the weight of the waste fill. The settlement due to the weight of the full height of the planned
70 feet of waste fill in the center of the landfill cell is estimated at about 3.5 to 6 inches.
Over the interior toe of the perimeter embankment, the waste fill height is reduced due to the
slope of the fill. We estimate the settlement due to the waste fill to be less than 3 inches at this
point. The settlement due to the continued placement of the waste fill is expected to occur
over the extended period required to fill a cell. The overall differential settlement between the
interior toe of the perimeter embankments and the center of the waste fill is expected to be
about 3 inches. Total and differential settlements induced by the waste fill must be considered
when designing the elevation and slope of the leachate collection system and synthetic or
compacted clay liner.
We appreciate the opportunity to be of service to you during the design phase of this project
and look forward to our continued involvement during the construction phase. If you have any
questions concerning the information and recommendations presented in this report, please
contact us at [phone] for further assistance.
Respectfully submitted,
ECS CAROLINAS, LLP
Winslow E. Goins, P.E. Kris Stamm
Engineering Department Manager Principal
North Carolina License No. 033751
Received 12/20/201 DIN 20743 Page 304 of 379
General Conditions
The analysis, conclusions, and recommendations submitted in this report are based on the
investigation previously outlined and the data collected at the points shown on the attached
location plan. This report does not reflect specific variations that may occur between test
locations. The borings were located where site conditions permitted and where it is believed
representative conditions occur, but the full nature and extent of variations between borings
and of subsurface conditions not encountered by any boring may not become evident until the
course of construction. If variations become evident at any time before or during the course of
construction, it will be necessary to make a re-evaluation of the conclusions and
recommendations of this report and further exploration, observation, and/or testing may be
required.
This report has been prepared in accordance with generally accepted soil and foundation
engineering practices and makes no other warranties, either expressed or implied, as to the
professional advice under the terms of our agreement and included in this report. The
recommendations contained herein are made with the understanding that the contract
documents between the owner and foundation or earthwork contractor or between the owner
and the general contractor and the caisson, foundation, excavating and earthwork
subcontractors, if any, shall require that the contractor certify that all work in connection with
foundations, piles, caissons, compacted fills and other elements of the foundation or other
support components are in place at the locations, with proper dimensions and plumb, as
shown on the plans and specifications for the project.
Further, it is understood the contract documents will specify that the contractor will, upon
becoming aware of apparent or latent subsurface conditions differing from those disclosed by
the original soil investigation work, promptly notify the owner, both verbally to permit immediate
verification of the change, and in writing, as to the nature and extent of the differing conditions
and that no claim by the contractor for any conditions differing from those anticipated in the
plans and specifications and disclosed by the soil studies will be allowed under the contract
unless the contractor has so notified the owner both verbally and in writing, as required above,
of such changed conditions. The owner will, in turn, promptly notify this firm of the existence of
such unanticipated conditions and will authorize such further investigation as may be required
to properly evaluate these conditions.
Further, it is understood that any specific recommendations made in this report as to on-site
construction review by this firm will be authorized and funds and facilities for such review will
be provided at the times recommended if we are to be held responsible for the design
recommendations.
Received 12/20/201 DIN 20743 Page 305 of 379
Received 12/20/201 DIN 20743 Page 306 of 379
PHASE IV APPENDICES
APPENDIX A
A.1 – Flow Capacity of the Leachate Collection System
A.2 – Leachate Collection System Design: Perforated Pipe Calculations
A.3 – Leachate Collection Sump Design
APPENDIX B
Liner System Stability Calculations
APPENDIX C
Sedimentation and Erosion Control
Received 12/20/201 DIN 20743 Page 307 of 379
Received 12/20/201 DIN 20743 Page 308 of 379
A.1 - Flow Capacity of the Leachate Collection System 08/13
MCB Landfill, Camp Lejeune, NC 1
APPENDIX A.1
FLOW CAPACITY OF THE LEACHATE COLLECTION SYSTEM
I. REFERENCES
1.An Introduction to Geotechnical Engineering by Holtz and Kovacs
2.Seminar Materials for Liners and Covers for Waste Containment Facilities by
Benson, Daniel, Shackelford
II. DESIGN LEACHATE IMPINGEMENT RATES
The design leachate impingement rates are based on the Hydrologic Evaluation of Landfill
Performance (HELP) Model results presented in the Phase I Calculations. In Phases II, III, and
IV an equivalent landfill liner will be used replacing the 24-inches of clay with a geocomposite
liner (GCL) and 18-inches of clay.
Closed Condition
Average Leachate Flow = 3645 ft3/yr/acre
= 0.052 gal/min/acre
Peak Leachate Flow = 10.1 ft3/day/acre
= 3691 ft3/yr/acre
= 0.053 gal/min/acre
Open Condition I
Average Leachate Flow = 43,735 ft3/yr/acre
= 0.62 gal/min/acre
Peak Leachate Flow = 211.8 ft3/day/acre
= 77,307 ft3/yr/acre
= 1.1 gal/min/acre
Open Condition II
Average Leachate Flow = 86,780 ft3/yr/acre
= 1.24 gal/min/acre
Received 12/20/201 DIN 20743 Page 309 of 379
A.1 - Flow Capacity of the Leachate Collection System 08/13
MCB Landfill, Camp Lejeune, NC 2
Peak Leachate Flow = 3385.2 ft3/day/acre
= 1,235,600 ft3/yr/acre
= 17.7 gal/min/acre
The maximum peak daily leachate flow occurs in Open Condition II when the sub-cell has just
opened with no waste. Based on the maximum peak daily leachate flow of 17.7 gal/min/acre, the
design leachate impingement rate, qrequired
III. MAXIMUM HEAD CALCULATIONS
is as follows:
A. HELP Model
Additional results from the HELP model included the maximum head on the leachate collection
system. EPA and state regulations require head less than 12 inches.
Closed Condition
Head Build-up of Maximum Monthly Average = 0.03 inch
Open Condition I
Head Build-up of Maximum Monthly Average (February 1985) = 1.11 inches
B. Maximum Leachate Depth, T
Open Condition II
Head Build-up of Maximum Monthly Average (December 1984) = 7.18 inches
Use the following equation to determine maximum leachate depth. Giroud et al (1992)[2]
indicate that Moore’s equation is unconservative and that the following equation should be used
(Ref 2):
MAX
s/cmxs/ftx
gal48.7
ftxsec
minxft
acrexacremin
gal7.17q
3
2required
 

TMAX =j L [4 (qi/K) + tan2 ȕ - WDQȕ@
FRVȕ
Received 12/20/201 DIN 20743 Page 310 of 379
A.1 - Flow Capacity of the Leachate Collection System 08/13
MCB Landfill, Camp Lejeune, NC 3
where TMAX = maximum head on liner (ft)
j = varies between 0.88 and 1.0, conservatively set at 1.0
L = length of longest flow path (ft) = 112.5 ft (in Phase IV, about 100 feet)
qi = leachate impingement rate = 9.05 x 10-7 ft/s
K = hydraulic conductivity of drainage layer
ȕ VORSHGHJUHHV q (cross slope of drainage layer is a min of 2%)
If EPA and State regulations require TMAX < 1.0 ft, determine KMIN
K
:
MIN = 3.52 x 10-3 ft/s
USE NCDOT Stone 78M, K | 1.0 cm/s = 3.28 x 10-2 ft/s (Ref 1, Figure 7.6). Using the above
equation, TMAX
IV. FLOW CAPACITY OF THE 24-INCH AGGREGATE LAYER
= 0.15 ft < 1.0 ft OK
A. Calculate Qrequired of Aggregate (NCDOT Stone 78M)
B. Calculate QA
Darcy’s Law
for 24-inch Aggregate (NCDOT Stone 78M)
where v = velocity = Ki
K = Coefficient of permeability = 1.0 cm/s = 3.28 x 10-2 ft/s
L K\GUDXOLFJUDGLHQW ǻK/
ǻK/ KHDGORVVSHUXQLWOHQJWK PLQORQJLWXGLQDOVORSH 
1.0 = (1.0) (112.5) [4 (9.05 x 10-7/K) + tan2 1.15 - tan 1.15]
2 cos 1.15
A = (2.0 ft)(1.0 ft) = 2.0 ft2
ft/gpm10x35.1sec/ft10x81.1
)ft0.2)(s/ft10x05.9(AqQ
536
27requiredrequired


QA =vA=KiA=K ǻh
L A
Received 12/20/201 DIN 20743 Page 311 of 379
A.1 - Flow Capacity of the Leachate Collection System 08/13
MCB Landfill, Camp Lejeune, NC 4
For side and perimeter embankments with side slopes of 3:1 or 33%
QA =K ǻh
L A = 3.28 x 10-2 ft/s (0.33) (2 ft2) = 2.16 x 10-2 ft3/
V. FLOW CAPACITY OF THE GEOTEXTILE
s
Determine the permittivity required of the geotextile to carry the design leachate impingement
rate, qrequired = 9.05 x 10-7
A GSE, nonwoven geotextile NW10 has a permittivity of 1.0 sec
ft/sec.
where K = cross-plane permeability coefficient
t = thickness of the geotextile
Q = flow rate
ǻK KHDGORVW
A = area of fabric
Calculate the required permittivity per 1 foot wide cross section
-1; Propex Geotex 1071,1.2 sec
-
1; and Mirafi 1100N has a permittivity of 0.8 sec
-1
OK36210x81.1
10x56.6
Q
QF 6
4
required
AS 

.
QA =K ǻh
L A = 3.28 x 10-2 ft/s (0.01) (2 ft2) = 6.56 x 10-4 ft3/
OK10x2.110x81.1
10x16.2
Q
QF 4
6
2
required
AS 

s
Permittivity,ȥ Kn
t =Q
ǻhA
ȥrequired =Kn
t =Qrequired
ǻhA =9.05 x 10-7 ft/s
1 ft ´ 1 ft2 = 9.05 x 10-7/s
Received 12/20/201 DIN 20743 Page 312 of 379
A.1 - Flow Capacity of the Leachate Collection System 08/13
MCB Landfill, Camp Lejeune, NC 5
The geotextile bonded to the geonet forming a geocomposite, GSE HyperNet HS, has a
permittivity of 1.5 sec
-1. The Poly-Flex geocomposite GC-06D-2.5 and CETCO TexDrain 250
DS 6 have a geotextile with a permittivity of 1.3 sec
-1
VI. SOIL RETENTION CRITERIA OF THE GEOTEXTILE
.
Use conservative method criteria recommended by Carroll (Ref 1, Equation 2.9):
where O95 = the opening size in mm corresponding to the AOS value
d85 = soil particle size corresponding to 85% finer
For NCDOT Stone 78M, d85 =3/8 - inch = 9.5 mm
The proposed geotextile has an AOS of 0.150 mm (100 Sieve), 0.150 < 2 (9.5)OK
The geotextile bonded to the proposed geonet has an AOS of 0.212 mm (70 Sieve), 0.212 < 2
(9.5) OK
VII. FLOW CAPACITY OF THE GEOCOMPOSITE
'HWHUPLQH$OORZDEOH7UDQVPLVVLYLW\Ĭ
The maximum leachate flow under Open Condition II when the cell has just opened is 9.05 x 10
allow
Leachate flow rate along any path within a geonet layer equals the leachate generation rate per
square foot times the length of the flow path.
-7
The expected flow per foot section at the toe of the cell embankment,
ft/sec. Since the cell embankment is 10 feet high, the length of the flow path is
OK10x8.8sec10x05.9
sec8.0F 5
17
1
S 

OK10x4.1sec10x05.9
sec3.1F 6
17
1
S 

8595)32(dorO
102 + 302 = 31.6 f
s/ft10x86.2ft0.1xft6.31xs/ft10x05.9AqQ 357requiredrequired 
t
Received 12/20/201 DIN 20743 Page 313 of 379
A.1 - Flow Capacity of the Leachate Collection System 08/13
MCB Landfill, Camp Lejeune, NC 6
Per Darcy’s law,
The geocomposite, GSE HyperNet HS, has a transmissivity of 7.0 x 10-4 m2/sec. The Poly-Flex
geocomposite GC-06D-2.5 and CETCO TexDrain 250 DS 6 have a transmissivity of 2.0 x 10-4
m2/sec.
OKs/m10x13.2)75.1()75.1()75.1()75.1(
s/m10x0.2
)BC(F)CC(F)CR(F)IN(FF
required2524SSSS
ult
S
ultA
T
TTT
!


s/mxs/ftx
ftft
fts/ftx
Wh
LxQKtrequired
required


 

 ' T
Qrequired =vA=KiA=K ǻh
L t W
Received 12/20/201 DIN 20743 Page 314 of 379
Received 12/20/201 DIN 20743 Page 315 of 379
Received 12/20/201 DIN 20743 Page 316 of 379
A.2 - Leachate Collection System Design: Perforated Pipe Calcs 11/13
MCB Landfill, Camp Lejeune, NC 1
APPENDIX A.2
LEACHATE COLLECTION SYSTEM DESIGN: PERFORATED PIPE CALCULATIONS
I. REFERENCES
1.Handbook of Polyethylene Pipe, Plastic Pipe Institute (2012)
2.Lining of Waste Containment and Other Impoundment Facilities, US EPA
(1988e)
3.Design and Construction of Sanitary and Storm Sewers, WEF MOP No.9 and
ASCE Manual on Engineering Practice No. 37 (1970)
II. AVAILABLE FLOW CAPACITY OF PIPE PERFORATIONS
The leachate collection system piping will consist of 6-inch and 8-inch diameter SDR 11 pipe,
with ½-inch diameter perforations spaced every 6 inches along the pipe at 4 and 8 o’clock
positions.
The flow capacity of a pipe perforation can be estimated using the orifice equation:
where Q = flow capacity of 1 perforation (cfs)
0.6 = orifice coefficient for sharp-edged inlets
a = area of perforation
g = acceleration of gravity = 32.2 ft2
For ½-inch diameter perforation,
/sec
h = head of liquid acting on orifice (ft)
Q = 0.6 a 2 gh


  ftxDa12
5.0
4
SS
Received 12/20/201 DIN 20743 Page 317 of 379
A.2 - Leachate Collection System Design: Perforated Pipe Calcs 11/13
MCB Landfill, Camp Lejeune, NC 2
h (in) h (ft) Q (cfs) Q (gpm)
4 0.33 0.0038 1.71
8 0.66 0.0053 2.38
12 1.00 0.0065 2.92
Thus for a 4-inch head of leachate, a ½-inch perforation will allow 1.71 gpm to enter the pipe.
There are at least two perforations per foot of pipe; thus, each foot of pipe allows 3.4 gpm to
enter under minimal head conditions.
III. REQUIRED FLOW RATE, Q
The leachate collection pipes are designed for the maximum peak daily leachate flow obtained
from running the HELP model for Open Condition II (see Appendix A.1), where q
required
peak daily =
qrequired = 17.7 gpm/acre = 9.05 x 10-7 ft/sec.
Since Phase IV is 12.9 acres, Qrequired = 17.7 gpm/acre (12.9 acres) = 228 gpm
The largest cell is approximately 4 acres, Q(required)subcell
IV. PIPE CAPACITY, Q
= 17.7 gpm/acre (4 acres) = 70 gpm
A
A. Determine Full Flow QA
For 8-inch diameter SDR 11 HDPE pipe: Pressure Rating = 160 psi (Ref 1)
Avg. inside diameter = 7.31 inches (Ref 1)
Manning’s n value = 0.010 (Ref 1)
of 8-inch Diameter Pipe
Use Manning’s equation and the Continuity equation:
where Q(available)
A = area of pipe (ft
= full pipe flow flowrate (cfs)
R = hydraulic radius (ft)
S = average minimum slope (ft/ft)
2
ASRnQA



u 49.1
)
Received 12/20/201 DIN 20743 Page 318 of 379
A.2 - Leachate Collection System Design: Perforated Pipe Calcs 11/13
MCB Landfill, Camp Lejeune, NC 3
At S = 1.0%,
B. Determine Full Flow QA
For 6-inch diameter SDR 11 HDPE pipe: Pressure Rating = 160 psi (Ref 1)
Avg. inside diameter = 5.57 inches (Ref 1)
Manning’s n value = 0.010 (Ref 1)
of 6-inch Diameter Pipe
ftftindR116.04
/12
57.5
4
At S = 1.0%,
 
 ftDA91/31.7(
4 SS
ftftindR52/12
31.7
4  
2.!
 

required
A
Qgpmcfs
ftQ
554235.1
9152´010.0
49.1 2
1
 
 ftDA169/57.5(
4 SS
2.! 
 

cellrequired
A
Qgpmcfs
ftQ
)(
3
2
269599
69)010.6010.0
49.1
Received 12/20/201 DIN 20743 Page 319 of 379
A.2 - Leachate Collection System Design: Perforated Pipe Calcs 11/13
MCB Landfill, Camp Lejeune, NC 4
V. CALCULATION OF TOTAL SOIL PRESSURE
External Soil Pressure at the Top of the Pipe, PT
where PS = Total Static Load Pressure or dead load pressure
PL = Total Live Load Pressure
PI
Total Static Load Pressure, P
= Total Effective External Pressure due to negative internal operating pressure
(vacuum) = 0 for this particular gravity sewer system
S
where PA = Static Load Pressure of drainage layer and aggregate cover
PW = Static Load Pressure of waste
PC

psipsf
pcfpcfpcfpcfPS
5.365250
1255.4)]5
1(125)5.65()5
4(52)5.65[(1305.2


= Static Load Pressure of cap
The maximum applied load condition occurs when the leachate collection pipes are subjected to
the following loads:
Unit weight and thickness of stone aggregate = 130 pcf and 2.5 feet
Unit weight and thickness of waste and daily soil cover (waste:cover, 4:1) = 66.6 pcf
(using 52 pcf per ECS’ Addendum to the Hydrogeologic Report and 125 pcf for backfill)
and 65.5 feet
Unit weight and thickness of cover = 125 pcf and 4.5 feet
PT =PS +PL +PI
PS =PA +PW +PC
Received 12/20/201 DIN 20743 Page 320 of 379
A.2 - Leachate Collection System Design: Perforated Pipe Calcs 11/13
MCB Landfill, Camp Lejeune, NC 5
VI. BURIAL DESIGN CALCULATIONS
Proposed pipes are 6-inch and 8-inch perforated SDR 11 HDPE.
A. Design by Wall Crushing (Compressive Ring Thrust Stress for a Deep Fill Installation)
Compressive ring thrust is calculated using soil arching (Ref 1).
5.2
171.088.0 

A
A
S
SVAF
where VAF = vertical arching factor
SA
AE
rMSCENTS
A
43.1
= hoop thrust stiffness ratio
where rCENT = radius to centroidal axis of pipe, in
MS = one-dimensional modulus of soil, psi
E = apparent modulus of elasticity of pipe material, psi
A = wall thickness for DR pipe, in
For 8-inch diameter SDR 11 HDPE pipe: rCENT = 0.5 (7.31 in) = 3.655 in (Ref 1)
MS
941.0)823.0()000,27(
)655.3()4000(43.1 inpsi
inpsiSA
= 4000 psi (Ref 1)
E = 27,000 psi (Ref 1)
A = 0.823 in (Ref 1)
892.0)5.2941.0(
)1941.0(71.088.0 
 VAF
Radial directed earth pressure, PRD = VAF * PS = 0.892 * 5250 psi = 4683 psi
Crushing occurs when the compressive stress in the wall exceeds the compressive yield stress of
the pipe material. Ring compressive stress in the pipe wall can be found by substituting PRD for
PE
288
)(DRPPSLE
for DR pipe (Ref 1)
Received 12/20/201 DIN 20743 Page 321 of 379
A.2 - Leachate Collection System Design: Perforated Pipe Calcs 11/13
MCB Landfill, Camp Lejeune, NC 6
where S = pipe wall compressive stress, psi
PE = vertical soil pressure due to earth load, psf = PRD
PL = vertical soil pressure due to live load, psf
DR = Dimension Ratio = DO/t
PL is insignificant when the cover above pipes is deeper than 20 feet.
For 8-inch diameter SDR 11 HDPE pipe: DO = 8.956 in (Ref 1)
t = 0.823 in (Ref 1)
For perforated pipe, PE
pipeofft/inches4.2inch2
1
ft1
inches12
inches12
holes4.22P,InchesCumulated uuu
needs to be adjusted for loss of surface (Ref 2, Appendix I). Standard
perforation and dimensions: 2 holes per ring, 120 degree angle between holes, and ½-inch
diameter holes at 5-inch spacing.
psfPE58544683 
 c
psipsfS221288
823.0/956.8)05854( 
Allowable long-term compressive stress for PE3608 is 1000 psi (Ref 1).
B. Design by Wall Buckling
Local wall buckling is a longitudinal wrinkling of the pipe wall when the external soil pressure,
PE, exceeds the critical buckling soil pressure, P
)12
12('PPPEE
CR
OKFS5.4221
1000
3
2
*3
1
)4.2
S
M
HCR EIED
RP  M
Received 12/20/201 DIN 20743 Page 322 of 379
A.2 - Leachate Collection System Design: Perforated Pipe Calcs 11/13
MCB Landfill, Camp Lejeune, NC 7
where PCR = critical constrained buckling pressure, psi
ij FDOLEUDWLRQIDFWRUIRUJUDQXODUVRLOV
RH= geometry factor = 1.0 for deep burials in uniform fills
E = apparent modulus of elasticity of pipe material, psi = 27,000 psi
I = pipe wall moment of inertia, in4/in (t3/12, if solid wall construction)
for 8-inch diameter SDR 11 HDPE pipe, I = (0.823 in)3/12 = 0.0465
ES*= ES/(1-ȝ
ES = secant modulus of the soil, psi
ȝS = Poisson’s ratio of soil
DM
)1(
)21()1(
P
PP

 SSME
= mean diameter, in = 7.31 in (Ref 1)
Based on Table 3-13 in Ch. 6 of 5HIXVHIRU3RLVVRQ¶VUDWLRȝ
psipsiES3333)25.01(
)25.0*21()25.01()4000( 

psipsiEES
S 4444)25.01(
3333
)1(
*   P
C. Design by Ring Deflection
Ring deflection is the ratio of the vertical change in diameter of the pipe. Pipe deflection is based
on the concept that the deflection of a pipe embedded in a layer of soil is proportional to the
compression or settlement of the soil layer and that the constant of proportionality is a function
of the relative stiffness between the pipe and soil (Ref 1)
psipsiinpsiinPCR527)44440465.0*000,2731.7
0.1*55.0*4.2 3
2
3
1
3 
OKinpsf
psi
P
PF
E
CRS 0.13144/5854
527
'2
Received 12/20/201 DIN 20743 Page 323 of 379
A.2 - Leachate Collection System Design: Perforated Pipe Calcs 11/13
MCB Landfill, Camp Lejeune, NC 8
E
DRERS
F
3)1(12 
where RF
1481000,27
)111(3333*12 3  psi
psiRF
= rigidity factor
DR = dimension ratio = 11
S
E
S E
P ' H
where İS
0122.03333
144/5854 2 psi
inpsf
SH
= soil strain
Using Figure 3-6 in Ch. 6 of Ref 1, the Watkins-Gaube Graph, the Deformation Factor, DF
%2.2100*0122.0*8.1 SFDDeflectionPercentH
, with
a Rigidity Factor of 1480 ranges from 0.97 to 1.8.
For non-pressure applications, use a 5% deflection limit (Ref 1), OK.
VII. DYNAMIC LOADING CALCULATIONS
The dynamic load transferred from the vehicle into the pipe is a function of the weight of
equipment and the depth below load. The maximum impact from traffic occurs when there is no
waste on the landfill; the depth below the load is 2 feet.
Table 3-4 in Ch. 6 of Ref 1 indicates the Soil Pressure under H20 Load (Unpaved or Flexible
Pavement) as 1340 psf for a depth of cover of 2.0 feet. Consider an impact factor of 2.0 to 3.0.
288
)(DRPPSLE
psfpsfPL5025)0.3*1340( 
 c
Received 12/20/201 DIN 20743 Page 324 of 379
A.2 - Leachate Collection System Design: Perforated Pipe Calcs 11/13
MCB Landfill, Camp Lejeune, NC 9
psipsfS190288
823.0/956.8)05025( 
Allowable long-term compressive stress for PE3608 is 1000 psi (Ref 1).
VIII. SETTLEMENT OF LINER SYSTEM
The Hydrogeologic Report prepared by ECS indicates that the estimated settlement due to the
weight of 65.5 feet of waste fill in the center of the landfill is 3 to 6 inches. The overall
differential settlement between the perimeter embankments and the waste fill is estimated at 3
inches.
Determine minimum slope of 6-inch leachate pipe to handle maximum leachate flow, Qrequired(cell)
ftftindR6/12
57.5
4  
= 70 gpm/2 leachate pipes = 35 gpm/leachate pipe = 0.0780 cfs/leachate pipe
6-inch diameter SDR 11 HDPE pipe: Pressure Rating = 160 psi (Ref 1)
Avg. inside diameter = 5.57 inches (Ref 1)
Manning’s n value = 0.010 (Ref 1)
)12
12('PPPLL
3.5190
1000 SF
 
 ftDA69/57.5(
4 SS
Received 12/20/201 DIN 20743 Page 325 of 379
A.2 - Leachate Collection System Design: Perforated Pipe Calcs 11/13
MCB Landfill, Camp Lejeune, NC 10
Find the minimum slope,
Settlement will occur at a distance approximately half-way along the leachate pipe, say 200 ft. If
settlement is 6 inches, the settlement slope is approx. (6"/12")/200 = 0.0025 or 0.25%
If the leachate pipe is laid at 1% slope, even after settlement the slope is 0.75% (1-0.25) >
0.017% required OK
Since the subgrade slopes 2.0% perpendicular to the leachate collection pipe, the post settlement
slope for the subgrade is
Determine minimum slope of 8-inch leachate pipe to handle the leachate flow, Qrequired(subcell)= 70
gpm = 0.1561 cfs/leachate pipe
For 8-inch diameter SDR 11 HDPE pipe: Pressure Rating = 160 psi (Ref 1)
Avg. inside diameter = 7.31 inches (Ref 1)
Manning’s n value = 0.010 (Ref 1)
%)017.0(00017.0
)169.0()116.0(010.0
49.10780.0
min
22
1
min3
2

S
ftScfs
%0.2)017.0()0.2(22 
 
 ftDA91/31.7(
4 SS
ftftindR52/12
31.7
4  
Received 12/20/201 DIN 20743 Page 326 of 379
A.2 - Leachate Collection System Design: Perforated Pipe Calcs 11/13
MCB Landfill, Camp Lejeune, NC 11
Find the minimum slope,
The settlement slope is approx. (6"/12")/200 = 0.0025 or 0.25%. If the leachate pipe is laid at
1% slope, even after settlement the slope is 0.75% (1-0.25) > 0.016% required OK
Since the subgrade slopes 2.0% perpendicular to the leachate collection pipe, the post settlement
slope for the subgrade remains 2.0%.
%016.000016.0
)291.0()152.0(010.0
49.11561.0
min
22
1
min3
2
orS
ftScfs

Received 12/20/201 DIN 20743 Page 327 of 379
Received 12/20/201 DIN 20743 Page 328 of 379
A.3 - Leachate Collection Sump Design 08/13
MCB Landfill, Camp Lejeune, NC 1
APPENDIX A.3
LEACHATE COLLECTION SUMP DESIGN
I. REFERENCES
1.Hydraulics and Useful Information, Chicago Pump
2.Design of Wastewater and Stormwater Pumping Stations, WEF MOP FD-4
II. SUMP ELEVATIONS
CELL No. 9
Seasonal High Groundwater Elevation 28.29
Separation = 4.00 ft
Settlement (3 inches) = 0.25 ft
Depth of Sump at Pipe Trench
(2.50) with 1.5% Slope
Adjustment = 2.00 ft
Depth of Pipe Trench = 1.00 ft
Drainage Layer = 1.00 ft
Protective Layer = 1.00 ft
Total Depth = 9.25 ft
Minimum Bottom Elevation 37.54
Use for Bottom Elevation 37.60
CELL No. 10
Seasonal High Groundwater Elevation 27.98
Separation = 4.00 ft
Settlement (3 inches) = 0.25 ft
Depth of Sump at Pipe Trench
(2.50) with 1.5% Slope
Adjustment = 2.00 ft
Depth of Pipe Trench = 1.00 ft
Drainage Layer = 1.00 ft
Protective Layer = 1.00 ft
Total Depth = 9.25 ft
Minimum Bottom Elevation 37.23
Use for Bottom Elevation 38.00
CELL No. 11
Seasonal High Groundwater Elevation 26.13
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A.3 - Leachate Collection Sump Design 08/13
MCB Landfill, Camp Lejeune, NC 2
Separation = 4.00 ft
Settlement (3 inches) = 0.25 ft
Depth of Sump at Pipe Trench
(2.50) with 1.5% Slope
Adjustment = 2.00 ft
Depth of Pipe Trench = 1.00 ft
Drainage Layer = 1.00 ft
Protective Layer = 1.00 ft
Total Depth = 9.25 ft
Minimum Bottom Elevation 35.38
Use for Bottom Elevation 36.00
III. DESIGN FLOW
Peak Flow
Open Condition II: Peak Leachate Flow during Open Condition II, Q = 17.7 gpm/acre per
HELP
Max. Drainage Area in each Cell = 4 acres
Maximum Leachate Flow = 17.7 gpm/acre x 4 acre = 70 gpm
Force Main Flows (Ref 2)
For 3" Discharge Pipe, Minimum Velocity (State requirement) = 2 fps, Flow = 44 gpm
For 3" Discharge Pipe, Minimum Recommended Velocity = 3 fps, Flow = 66 gpm
For 3" Discharge Pipe, Maximum Recommended Velocity = 8 fps, Flow = 176 gpm
USE 70 gpm
IV. FORCE MAIN
The 3-inch discharge pipe and force main leaving the leachate pump rises up the perimeter
embankment and flows though the riser manhole and down to the leachate lagoon.
3-inch Site Piping
Actual Length = 4546 lf
Equivalent Length for Fittings (Ref 1)
10 - Gate Valves 10(1.7)
10 - Check Valves 10(20.0)
7 - 90 degree bends 7(8.2)
3 - 45 degree bends 3(3.8)
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A.3 - Leachate Collection Sump Design 08/13
MCB Landfill, Camp Lejeune, NC 3
9 - tees (straight flow) 9(5.5)
335
Total Equivalent Length of Site Piping = 4546 + 335 = 4881 ft
Consider Length of Discharge Hose to Top of Bank and Piping to Perimeter Embankment
= 62 + 68 = 130 ft
Equivalent Length for Fittings (Ref 1)
2 - 45 degree bend 2(3.8)
6 - 90 degree bend 6(8.2)
3 – Gate Valves 3(1.7)
1 – Check Valve
The total dynamic head is the sum of the friction loss and static head. The friction loss is
determined by the Hazen-Williams equation and is influenced by both the size of the pipe and the
C factor. The C factor is primarily dependent on the roughness of the pipe, which is determined
by the material, age and condition of the pipe. The static head for the system is determined by
finding the difference between the elevation of the crown of the force main at the end connection
point and the turn-off level for the pumps in the pump station. The end connection point for the
force main is an existing manhole.
Friction loss for 70 gpm or 0.1561 cfs
Use Hazen-Williams equation with C=140 for the new PVC force main.
Consider if inside diameter of 3-inch PVC force main is only 2.826 in.
20.0
81.9
Total Equivalent Length of Discharge Hose and Piping = 130 + 81.9 = 212 ft
Total Equivalent Length = 4881 + 212 = 5093 ft
V. TOTAL DYNAMIC HEAD (TDH)
Static Head = 35.43 - 31.0 = 4.4 ft
Turn off level in sump = 36.0 - 5.0 = 31.0
Crown of 3" force main at Leachate Storage Lagoon = 35.18 + 0.25 = 35.43
TDH =FRICTION LOSS +STATIC HEAD
FTS4.935093]
)4
236.0(14032.1
1)044.0
1561.0[(852.1
63.0
u
uu
u
Received 12/20/201 DIN 20743 Page 331 of 379
A.3 - Leachate Collection Sump Design 08/13
MCB Landfill, Camp Lejeune, NC 4
GPM CFS FL STATIC TDH
50 0.1114 50.06 4.4 54.5
60 0.13368 70.17 4.4 74.6
70 0.15596 93.36 4.4 97.8
80 0.17824 119.55 4.4 124.0
90 0.20052 148.69 4.4 153.1
100 0.2228 180.73 4.4 185.1
Consider the TDH required to pump to the top of the perimeter embankment
Friction loss for 70 gpm or 0.1561 cfs
Use Hazen-Williams equation with C=140 for the new PVC force main.
Static Head = 50.0 - 31.0 = 19.0 ft
Turn off level in sump = 36.0 - 5.0 = 31.0
Crown of 3" force main at Top of Perimeter Embankment = 46.0 + 4.0 = 50.0
VI. PUMP SELECTION
Required: 70 gpm @ 97.8 ft
Selection: IETech, Inc. Slopeglider Submersible Sloperiser Pump
Model: 150S50-2-480-3, Curve 150S75-3
Speed: 3450 rpm
HP: 7.5
Yield for One Pump: 80 gpm @ 124 ft
Confirmed by hydraulic model that follows.
VII. SUMP DESIGN
FTFTFTTDH8.974.44.93 
FTS8.321236)044.0
1561.0[( u@

uu
u 

OKFTFTFTFTTDH8.978.220.198.3  
Received 12/20/201 DIN 20743 Page 332 of 379
A.3 - Leachate Collection Sump Design 08/13
MCB Landfill, Camp Lejeune, NC 5
Depth of Sump = 2.5 ft; Minimum water in sump for proper operation is 0.5 ft, therefore pump
operation depth is 2.0 ft
For level control operation 0.5 ft drawdown increments recommended, assume 2 ft.
Pump Volume in Sump, VPV
VPV =dS
2 [WL+(W + 2 ĮdS)(L ĮdS)]
=2 ft
2 [(19.5)(31.0) + [19.5 + 2(3)(2)][31.0 + 2(3)(2)]]
= 1959 ft3 = 14,654 gal
where ds = depth of pump operation = 2.0 ft
W = width of sump at min elevation of 0.5
L = length of sump at min elevation of 0.5
Į VORSHRIFRQFUHWHVXPSZDOO
Assume the Porosity Factor of Stones = 0.4; 14,654 x 0.4 = 5862 gal
Check pump cycle
Fill time = 5862/70 = 84 min
Pump time = 5862/(80-70) = 586 min
Pump cycle time = 84 + 586 = 670 min = 11 hours
Guideline: Evacuate sump in two hours
If ds = 1.5 ft, Vs = 1161 ft3 = 8685 gal
Porosity Factor, 8685 gal x 0.4 = 3474 gal
Fill time = 3474/70 = 50 min
Pump time = 3474/(80-70) = 347 min
Pump cycle time = 50 + 347 = 397 min = 6.6 hr
Post-Closure Period, Average Leachate Flow during Closed Condition, Q = 0.052 gpm/acre per
HELP
Maximum Leachate Flow = 0.052 gpm/acre x 3.64 acre = 0.19 gpm
Fill time = 5862/0.19 = 21.4 days
Received 12/20/201 DIN 20743 Page 333 of 379
A.3 - Leachate Collection Sump Design 08/13
MCB Landfill, Camp Lejeune, NC 6
Pump time = 5862/(80-0.19) = 73.4 min
Pump cycle time = 21.4 days + 73.4 min = 21.4 days
Received 12/20/201 DIN 20743 Page 334 of 379
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Received 12/20/201 DIN 20743 Page 343 of 379
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B - Liner System Stability Calculations 11/13
MCB Landfill, Camp Lejeune, NC 1
APPENDIX B
LINER SYSTEM STABILITY CALCULATIONS
I. REFERENCES
1.Liners and Covers for Waste Containment Facilities by Benson, Daniel, &
Shackelford (Seminar materials, 2000)
2.Designing with Geosynthetics by Koerner
3.Slope Design with Bentofix GCLs
4.Results of Interface Shear Friction Tests, Tenax Corporation
5.Guide to Technical Resources for the Design of Land Disposal Facilities, EPA
6. GRI Report No. 13
II. MATERIAL PROPERTIES
A. Waste
Unit weight of waste, ȖwasteAssuming a 4:1 waste to earth ratio
Waste fill moist unit weight = 52 pcf (1400 lb/cy) per ECS Hydrogeologic Report
Addendum Letter
Earth unit weight = 125 pcf
Angle of internal friction of backfill, ij = 32(
B. Protective Cover
Consider NCDOT 78M stone as a medium granular material
Unit weight moist ranges from 110 to 130 pcf, use Ȗcover = 130 pcf
Angle of internal friction ranges from 30 to 36 degrees, use ij = 30(
C. Drainage Geocomposite
Drainage geocomposite consisting of 6 oz/sy nonwoven geotextile that is heat bonded to both
sides of an HDPE geonet
Thickness: Geotextile one layer = approx. 65 to 80 mils
Received 12/20/201 DIN 20743 Page 345 of 379
B - Liner System Stability Calculations 11/13
MCB Landfill, Camp Lejeune, NC 2
Geonet = 250 to 275 mils
Weight: 0.94 g/cm
3 = 58.68 pcf (1 g/cm3 = 62.428 pcf)
Compressive Strength: Geocomposite = 10,000 psf
Tensile Strength: Geonet = 65 lbs/in
Interface Friction Angle between geocomposite and opposing surfaces, į
for nonwoven, heat bonded geotextile and protective cover (ij = 30(),
įcover-GC = 26( (Ref 2, Table 5.7c)
įcover-GC = 34.1( or 26( with a FS = 1.3 (Ref 4)
for nonwoven, heat bonded geotextile and HPDE geomembrane
įGC-GM = 36.6( or 28( with a FS = 1.3 (Ref 4)
D. Textured HDPE Geomembrane (GSE HD and PolyPlex)
Thickness: 60 mils
Weight: 0.94 g/cm
3 = 58.68 pcf (1 g/cm3 = 62.428 pcf)
Ultimate Geomembrane Stress:ıult = 90 lbs/in width
Interface Friction Angle between geomembrane and opposing surfaces, į
for textured geomembrane and nonwoven GCL
įGM-GCL ranges from 18( to 35(, use įGM-GCL = 18( (Ref 4)
for textured geomembrane to backfill soil (ijsoil = 32( per ECS Hydrogeologic Report)
for ij = 30(, įGM-soil = 18( (Ref 2, Table 5.7c)
E. Geosynthetic Clay Liner (GCL)
For slopes 3:1 or steeper, use needle-punched GCLs with needle-punched nonwovens on both
sides (Ref 3)
Thickness: 4 to 6 mils
Weight: 0.75 psf (Bentomat)
Shear Stress: 250 kN/m
2 or 36 psi
Interface Friction Angle between GCL and opposing surfaces, į
for needle-punched, nonwoven GCL and clay liner (assuming ij = 30()
tan į/tan ij = 0.92 (Ref 3)
tan į = (0.92)tan 30( = 0.5312
įGCL-clay = 27.98( or 28(
for needle-punched, nonwoven GCL and soil (ij = 32()
įGCL-clay ranges from 24( to 32(, use įGCL-clay = 24( (Ref 4)
Received 12/20/201 DIN 20743 Page 346 of 379
B - Liner System Stability Calculations 11/13
MCB Landfill, Camp Lejeune, NC 3
F. Clay
Consider medium clay material
Unit weight moist ranges from 110 to 130 pcf, use Ȗclay = 130 pcf
Angle of internal friction ranges from 20 to 42 degrees, use ij = 30(
III. THERMAL DEGRADATION
HPDE geomembranes are sensitive to changes in temperature. The average minimum
temperature is 33.8(F and the average maximum temperature is 88.3(F (Source:
www.worldclimate.com for MCAF New River).
where İ = strain
ǻ L = change in length = Į L ǻT
Į = coefficient of linear thermal expansion = 6.5 x 10-5 per (F (Ref 2, Table 5.10)
L = length before temperature change
ǻ T = change in temperature = (88.3 - 33.8) x FS = (54.5) x 1.5 = 82 (F
IV. STABILITY OF PROTECTIVE COVER
Determine the stability of 24 inches of a granular protective cover material over a geocomposite
drainage layer on a 3:1 slope. (Ref 2, Equation 5.22):
where ȕ = the slope angle = 18.4(
įcover-GC = the interface friction angle between the geocomposite drainage and the
granular protective cover material
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B - Liner System Stability Calculations 11/13
MCB Landfill, Camp Lejeune, NC 4
For a landfill the FS can be as low as 1.1 to 1.2 because the slope will be unsupported (i.e. no
waste will be filled against it) for only a short time and any failures that do occur can be replaced
fairly easily (Ref 5, Section 4.2.3.2).
V. STABILITY OF LINER SYSTEM
Determine the tensile stresses carried by the geocomposite (geonet), geomembrane, and GCL.
Refer to Figures B-1 and B-2.
A. Geocomposite
The geocomposite consists of a geonet core with a nonwoven geotextile heat-bonded to both
sides.
Prior to checking stability, check the normal stress on geocomposite
where ın(actual) = actual normal stress on geocomposite
Ȗcap = unit weight of cap = 125 pcf
Hcap = height of cap = 4.64 ft (Using similar triangles and Figure B-2)
Ȗwaste = 66.6 pcf
Hmax = height of waste = 17.5 ft - 4.64 ft (Using similar triangles and Figure B-2)
Calculate the shear forces, F above and below the geocomposite
Received 12/20/201 DIN 20743 Page 348 of 379
B - Liner System Stability Calculations 11/13
MCB Landfill, Camp Lejeune, NC 5
where WO = weight of overburden (waste in a daily lift and protective cover) for a one foot wide
cross section. The Operation Plan indicates that the depth of the daily lift should be
approximately 6 to 10 feet. Consider a maximum lift height of 10 - 2.65 = 7.35 ft.
į = interface friction angle between materials
T = tension in a geosynthetic layer
Determine the weight of overburden, WO
Check on tensile yield strength of geocomposite
Check strength of geocomposite
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B - Liner System Stability Calculations 11/13
MCB Landfill, Camp Lejeune, NC 6
where TW = wide-strip tensile strength of the geosynthetics
FS = factor of safety, use 4
B. Textured HDPE Geomembrane
Check strength of geomembrane
C. GCL (Bentofix or Bentomax, upper woven and lower nonwoven)
Received 12/20/201 DIN 20743 Page 350 of 379
B - Liner System Stability Calculations 11/13
MCB Landfill, Camp Lejeune, NC 7
Check strength of GCL
Additional Check
Determine the tension developed in the liner system after the protective cover material has been
placed using the following equation by Giroud and Beech
where T = tension generated in modified linear system (lb/ft)
ȖP = unit weight of protective cover (pcf)
ZP = thickness of protective cover (ft)
ȕ = slope angle (degrees)
HP = vertical height of protective cover along slope (ft)
ijCM = critical mobilized interface friction angle of the modified liner system (degrees)
ijPM = mobilized internal friction angle of protective cover (degrees)
where FS = partial factor of safety
Use ȖP = 130 pcf
Received 12/20/201 DIN 20743 Page 351 of 379
B - Liner System Stability Calculations 11/13
MCB Landfill, Camp Lejeune, NC 8
ZP = 2.0 ft
ȕ = 18.43 degrees
HP = 10 ft
ijC = 18 degrees
ijP = 26 degrees
įcover-GC = 26(
įGC-GM = 28(
įGM-GCL = 18(
įGCL-clay = 28(
FS = 1.3
VI. GEOCOMPOSITE ANCHOR TRENCH DESIGN
Compute tension available in the geocomposite layer due to anchorage.
where TA = tension available due to anchorage
FU = force above geocomposite
FL = force below the geocomposite
FATR = force due to anchor trench on the right side
FATL = force due to anchor trench on the left side
A. Computer Forces Above Liner (FU)
Received 12/20/201 DIN 20743 Page 352 of 379
B - Liner System Stability Calculations 11/13
MCB Landfill, Camp Lejeune, NC 9
where qcover = surcharge pressure = dcover Ȗcoverdcover = depth of cover soil above liner = 2.77 ft
Ȗcover = unit weight of cover soil = 125 pcf
įcover-GC = interface friction angle between the cover soil and the geocomposite = 26(
LRO = length of runout = 8.5 ft
Since the cover soil moves with the geotextile, there is no interface friction and FU = 0.
B. Compute Forces Below Liner (FL)
C. Compute Forces Due to Anchor Trench (FAT)
where ıh = average horizontal stress in anchor trench
dAT = depth of the anchor trench
įcover-GC = 26(
įGC-GM = 28(
where Ko = earth pressure coefficient in trench = 1 - sin ij
ıv = vertical stress at mid-depth in anchor trench = ȖcoverHavgij = angle of shear resistance of backfill soil = 32(
Havg = average depth of anchor trench from top of cover to bottom = 4.77 ft
Received 12/20/201 DIN 20743 Page 353 of 379
B - Liner System Stability Calculations 11/13
MCB Landfill, Camp Lejeune, NC 10
D. Compute the Tension Available due to Anchorage, TA,GC
E. Check Slope Stability Tension, TGT with Tension Available due to Anchorage, TA,GT
VII. 60-MIL TEXTURED HDPE GEOMEMBRANE ANCHOR TRENCH DESIGN
Compute tension available in the geomembrane layer due to anchorage.
where TA = tension available due to anchorage
FU = force above geomembrane
FL = force below the geomembrane
FATR = force due to anchor trench on the right side
FATL = force due to anchor trench on the left side
A. Computer Forces Above Liner (FU)
B. Compute Forces Below Liner (FL)
C. Compute Forces Due to Anchor Trench (FAT)
Received 12/20/201 DIN 20743 Page 354 of 379
B - Liner System Stability Calculations 11/13
MCB Landfill, Camp Lejeune, NC 11
where ıh = average horizontal stress in anchor trench
dAT = depth of the anchor trench
įGC-GM = 28(
įGM-GCL = 18(
where Ko = earth pressure coefficient in trench = 1 - sin ij
ıv = vertical stress at mid-depth in anchor trench = ȖcoverHavgij = angle of shear resistance of backfill soil = 32(
Havg = average depth of anchor trench from top of cover to bottom = 4.77 ft
D. Compute the Tension Available due to Anchorage, TA,GM
E. Check Slope Stability Tension, TGM with Tension, TA,GM Available due to Anchorage
VIII. GEOSYNTHETIC CLAY LINER (GCL) ANCHOR TRENCH DESIGN
Compute tension available in the geosynthetic clay layer due to anchorage.
where TA = tension available due to anchorage
FU = force above GCL
FL = force below GCL
FATR = force due to anchor trench on the right side
FATL = force due to anchor trench on the left side
Received 12/20/201 DIN 20743 Page 355 of 379
B - Liner System Stability Calculations 11/13
MCB Landfill, Camp Lejeune, NC 12
A. Computer Forces Above Liner (FU)
B. Compute Forces Below Liner (FL)
C. Compute Forces Due to Anchor Trench (FAT)
where ıh = average horizontal stress in anchor trench
dAT = depth of the anchor trench
įGCL-clay = 24(
įGCL-GM = 18(
where Ko = earth pressure coefficient in trench = 1 - sin ij
ıv = vertical stress at mid-depth in anchor trench = ȖcoverHavgij = angle of shear resistance of backfill soil = 32(
Havg = average depth of anchor trench from top of cover to bottom = 4.77 ft
D. Compute the Tension Available due to Anchorage, TA,GCL
E. Check Slope Stability Tension, TGCL with Tension Available due to Anchorage, TA,GCL
Received 12/20/201 DIN 20743 Page 356 of 379
B - Liner System Stability Calculations 11/13
MCB Landfill, Camp Lejeune, NC 13
IX. GEOTEXTILE CUSHION FOR STONE DRAINAGE LAYER
A. Material Properties
Cover:
Unit Weight = 125 pcf (125 pcf x 0.157 kN/m3/pcf) or 19.625 kN/m3
Thickness = 4.5 ft (4.5 ft ÷ 3.2808 ft/m) or 1.372 m
Waste:
Unit Weight = 66.6 pcf or 10.462 kN/m3
Thickness = 66.5 ft (max) or 20.269 m
Protective Cover/Drainage Layer
Consider NCDOT 78M Stone:
Unit Weight = 130 pcf or 20.410 kN/m3
Thickness = 2.0 ft or 0.610 m
B. Determine Mass per Unit Area for the Geotextile Cushion over the Geomembrane
Effective Protrusion Height for stone in place: the effective height is equal to half the maximum
aggregate size: (¾-inch)(0.5) = 0.375 inches (0.375 ÷ 0.03937 mm/in) or 9.525 mm
where P = design pressure
M = mass per unit area of protective cushion
H = effective protrusion height
MFS = protrusion shape = 1.0 for angular stone
MFPD = packing density = 0.5 for compacted stone
MFA = arching support of waste = 1
MFCBD = chemical & biological degradation = 1.50 average
MFC = creep = 1.30
Received 12/20/201 DIN 20743 Page 357 of 379
B - Liner System Stability Calculations 11/13
MCB Landfill, Camp Lejeune, NC 14

Received 12/20/201 DIN 20743 Page 358 of 379
Received 12/20/201 DIN 20743 Page 359 of 379
Received 12/20/201 DIN 20743 Page 360 of 379
C - Sedimentation and Erosion Control 08/13
MCB Landfill, Camp Lejeune, NC 1
APPENDIX C
EROSION AND SEDIMENT CONTROL
I. REFERENCES
1.Erosion and Sediment Control Planning and Design Manual, State of North
Carolina, Department of Environment, Health and Natural Resources, Division of
Land Resources
II. NARRATIVE
The purpose of this project is to construct Phase IV of the Landfill and add concrete pavement to
a portion of the Recycle Facility. The landfill is located in the north central portion of Camp
Lejeune Marine Corps Base in Onslow County. Phase IV is adjacent to the existing Phase III
landfill. The Phase III area will remain operational until the completion of Phase IV.
The site is covered with woods and grassy areas. The majority of the Recycle area is covered
with gravel pavement. The existing gravel road will be relocated and extended to allow for
operation of the landfill. No other impervious surface will be constructed.
Drainage for this area consists of swales and ditches. The runoff from this site will be conveyed
to two permanent sediment basins being constructed in Phase IV. A low density stormwater
permit modification is also being submitted to North Carolina Department of Environment and
Natural Resources for Phase IV construction.
Project Description
Existing Conditions
The existing landfill site is approximately 178 acres, bounded by Piney Green Road to the west,
Wallace Creek to the north, Shellrock Road to the south and Old Bear Creek Road to the east.
Approximately 60 acres of the site are used for the landfill facility. Existing solid waste
management facilities and facility infrastructure in supporting the landfill operation include an
office/operations center, a Material Recovery Facility (MRF), a separately permitted compost
facility and Treatment and Processing facility, a scale for vehicle weighing and a truck wash
facility.
The landfill has been subdivided into five (5) phases. Existing Phase II is 11 acres, Phase III is
11.6 acres and Proposed Phase IV is 12.9 acres. Each phase was originally designed to provide a
minimum of five (5) years of waste capacity. The waste accepted by the landfill is primarily
municipal solid waste generated within the base.
Received 12/20/201 DIN 20743 Page 361 of 379
C - Sedimentation and Erosion Control 08/13
MCB Landfill, Camp Lejeune, NC 2
Demolition
Clearing and grubbing of existing woods will be required for the proposed improvements.
New Site Work
The new work focuses on the construction of three new landfill cells as part of the Phase IV
expansion. An extension of the existing 24-foot wide access road is included. The gravel access
road is constructed above the landfill cell operating surface.
The landfill boundary is in accordance with the buffer required by the State of North Carolina. In
order to isolate the site from view and prevent adverse effects on the operations, no waste shall
be placed within 300 feet of property lines, 500 feet of drinking water wells or 200 feet of a
flowing stream. The current design for Phase IV will maintain the buffers previously established
in Phases I, II and III. A new 10-foot high chain link fence will be provided along the landfill
perimeter to separate landfill operations from training activities.
Stormwater falling on Phases I, II and III with final cover will be directed to flow off the landfill
to existing ditches which discharge to existing basins. For Phase IV a drainage ditch will be
designed to take runoff from the new landfill cells when they are capped to existing and proposed
sediment basins. A stormwater ditch will be constructed along all sides of the landfill and tie
Storm Drainage System and Grading
Extensive regrading of the site will be required to create three landfill cells with an earthen
embankment along the perimeter and diversion berms between each cell. The diversion berms
are constructed with a 3:1 slope. The proposed base grade of the landfill cells will be based on
maintaining a minimum of four (4) feet between the waste and the estimated seasonal high
groundwater level. The geotechnical hydrogeological report indicates the seasonal high
groundwater elevation.
The leachate collection system follows the general grade and flow of the drainage layer. The
lateral drainage layer of each cell maintains a 2 percent grade to the leachate collection trench. A
minimum of 1% slope is maintained on the leachate pipe trench into the leachate collection sump
at the lowest elevation of each cell. Both 6-inch and 8-inch perforated HDPE pipes are used to
form the pipe network.
Overall the grade and slope criteria match the “Landfill Facility Plan” created by Dewberry &
Davis in 1995:
Minimum longitudinal slope = 1.0 percent
Minimum cross slope = 2.0 percent
Maximum perimeter exterior slope = 3 horizontal to 1 vertical
Maximum perimeter interior slope = 3 horizontal to 1 vertical
Received 12/20/201 DIN 20743 Page 362 of 379
C - Sedimentation and Erosion Control 08/13
MCB Landfill, Camp Lejeune, NC 3
into the existing low areas. Two sediment basins will be constructed at the natural low-lying
areas. These basins will remain after the completion of Phase IV of the landfill to aid in
stormwater management. The existing stormwater management permit was obtained on January
15, 2002, with Phase II of this project. The Permit Number is SW8 011014.
Upon introducing solid waste into a cell, all water is considered a contaminant and is removed by
the leachate collection system. Stormwater falling into inactive cells will collect in the sumps
located at the lowest point in each cell. Portable pumps will remove the stormwater from the
sump and discharge it to the perimeter drainage ditch that discharges into the stormwater
pond/sediment basins
III. SOILS
Surficial soils, considered to be within 40 feet of the ground surface consist of unconsolidated
deposits of sand that range from relatively clean fine sand to silty or clayey sand. Deeper soils
from 40 feet to 140 feet are classified as the upper silty sand layer. Some limestone was
encountered in the borings from 115 feet to 122 feet.
IV. VEGETATIVE PLAN
Areas disturbed by construction activities will be seeded for temporary vegetative coverage after
rough grading operations. A total of 27.6 acres will be disturbed by construction. Groundcover
should be established on all exposed slopes within 14 calendar days following the completion of
any phase of grading activities.
Refer to Temporary Seeding Practice 6.10 in the North Carolina Sediment Control Commission,
1993 Erosion and Sediment Control Planning and Design Manual, Practices and Specifications
and also to the project specifications.
Mulch after seeding and anchor in place to ensure establishment of seeding.
Refer to Mulching Practice 6.14 in the North Carolina Sediment Control Commission, 1993
Erosion and Sediment Control Planning and Design Manual, Practices and Specifications.

Once construction is complete establish permanent vegetative coverage for all disturbed areas
within 15 working days or 90 calendar days, whichever is shorter.
Refer to Permanent Seeding Practice 6.11 in the North Carolina Sediment Control Commission,
1993 Erosion and Sediment Control Planning and Design Manual, Practices and Specifications
and also to the project specifications.
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C - Sedimentation and Erosion Control 08/13
MCB Landfill, Camp Lejeune, NC 4
V. EROSION AND SEDIMENT CONTROL PRACTICES
The following practices will be used to provide erosion and sediment control for the site. Each
method is referred to in Specification Section 01 57 13.00 22, “Erosion and Sediment Control”
and in the North Carolina Sediment Control Commission, 1993 Erosion and Sediment Control
Planning and Design Manual:
Construction Entrance - Practice 6.06 (NCSCC ESCM): A construction entrance will be
provided on the site if needed.
Temporary Seeding -Practice 6.10 (NCSCC ESCM): After clearing operations are complete,
the site will be rough graded and temporarily seeded to stabilize the disturbed areas.
Permanent Seeding - Practice 6.11 (NCSCC ESCM): Once construction is complete establish
perennial vegetative coverage for all disturbed areas.
Sodding - Practice 6.12 (NCSCC ESCM): Once construction is complete establish permanent
vegetative coverage by laying a continuous cover of grass sod.
Mulching - Practice 6.14 (NCSCC ESCM): All areas to be temporarily seeded will be mulched.
Outlet Stabilization Structure – Practice 6.41 (NCSCC ESCM): The pipe outlets into the
ditches will have outlet control.
Rock Pipe Inlet Protection – Practice 6.55 (NCSCC ESCM): The pipe inlets from ditches will
have inlet control.
Sediment Fence - Practice 6.62 (NCSCC ESCM): A sediment fence will be constructed at the
limits of demolition as indicated on the plans. Fence will also be provided for inlet control at the
culverts.
Check Dam - Practice 6.83 (NCSCC ESCM): Check dams will be provided in the swales to
reduce velocity and minimize erosion.
VI. CALCULATIONS
See attached.
Received 12/20/201 DIN 20743 Page 364 of 379
SEDIMENT BASIN CALCULATIONS
P1353 LANDFILL PHASE 4
CAMP LEJEUNE,NC
OCTOBER 31, 20 SEPTEMBER, 2013
Page 1 of 1

Basis of Design:Size Sediment Basins using the North Carolina Erosion and Sediment Control
Planning and Design Manual,June 2006, revised March 2009.Sediment basins will be left in
place to alleviate sediment and storm events after the landfill is closed.
Design Parameters:
Minimum Volume Required = 1,800 cu. ft. / Acre of Disturbed Area
Minimum Surface Area = 435 Square Feet / Q10 Peak Inflow
Minimum L/W Ratio = 2:1
Maximum L/W Ratio = 6:1
Minimum Depth = 2 feet
Calculations:
Basin 1:
Disturbed Area – 17.1 acres
C = 0.30, i = 4.65 (10 yr / 30 min) Q10 = 23.9 cfs.
Minimum Surface Area Required = 23.9 x 435 sf. = 10,397 sf.
Basin Size = 14,322 sf. at Elevation 24.2
Volume Required = 1,800 cu. ft. x 17.1 acres = 30,780 cf.
Volume Provided = 31,375 cf at Elevation 24.2 > 30,780 cf. OK
Outlet Barrel Size Required
Minimum Q2 = 17.2 cfs.,i = 3.35 (2 yr / 30 min)
Outlet Barrel Size Provided = 30-inch at 0.20%, Q = 18.3 cfs. > 17.2 cfs. OK
Basin 2:
Disturbed Area – 4.0 acres
C = 0.30, i = 3.98 (10 yr / 36 min) Q10 =4.80 cfs.
Minimum Surface Area Required = 4.80 x 435 sf. = 2,088 sf.
Basin Size = 4,037 sf. at Elev. 16.5
Volume Required = 1,800 cu. ft. x 4.0 acres = 7,200 cf.
Volume Provided = 7,480 cf at Elevation 16.5 > 7,200 cf. OK
Outlet Barrel Size Required
Minimum Q2 = 3.85 cfs.,i = 2.85 (2 yr / 36 min)
Outlet Barrel Size Provided = 18-inch at 0.20%, Q = 4.70 cfs. > 3.85 cfs. OK
Received 12/20/201 DIN 20743 Page 365 of 379
Received 12/20/201 DIN 20743 Page 366 of 379
RIP RAP CALCULATIONS
P1353 LANDFILL PHASE IV
CAMP LEJEUNE,NC
NOVEMBER, 2013
Page | 1
Rip Rap Channel Calculations:
The Rip Rap ditches and outlet protection at the Landfill Phase IV site were evaluated
using the North Carolina Erosion and Sediment Control Manual, revised 2009 and North
Carolina Department of Transportation, Standard Specifications for Roads and
Structures, 2002.
Ditch 1:
Channel Data:
Q10 = 7.11 cfs, A10 = 3.85 sf
Depth of Flow = d = 0.64 feet
Slope of Ditch = 2% = 0.02 ft./ft.
Side slope = 3:1, Side slope Angle = Q= 18.45 degrees
F= Angle of Repose = 42 degrees
Manning’s n = 0.07
Velocity of Ditch = V10 = 0.1.85 fps
Determine Rip Rap Size:
F= 42 degrees Side slope = 3:1, Q= 18.45 degrees

K1= (1 – sin(Q)2/sin(F)2)1/2
= (1 – sin(18.45)2/sin(42)2)1/2 = 0.88

For Specific Gravity = 2.65 and Stability Factor = 1.2
D50 = 0.001 x V3/(d0.5 x K11.5)
D50= 0.001 x 0.1.853/(0.64.5 x 0.881.5)
D50= 0.0091 feet
Select D50 = 4-inches
Dmax = 1.5 x D50 = 6-inches
Thickness T = 1.5 x DMax = 9-inches
Use NCDOT Class A Rip Rap
Received 12/20/201 DIN 20743 Page 367 of 379
RIP RAP CALCULATIONS
P1353 LANDFILL PHASE IV
CAMP LEJEUNE,NC
NOVEMBER, 2013
Page | 2
Ditch 2:
Channel Data:
Q10 = 11.88 cfs, A10 = 9.12 sf
Depth of Flow = d = 1.20 feet
Slope of Ditch = 0.30% = 0.003 ft./ft.
Side slope = 3:1, Side slope Angle = Q= 18.45 degrees
F= Angle of Repose = 42 degrees
Manning’s n = 0.07
Velocity of Ditch = V10 = 1.30 fps
Determine Rip Rap Size:
F= 42 degrees Side slope = 3:1, Q= 18.45 degrees

K1= (1 – sin(Q)2/sin(F)2)1/2
= (1 – sin(18.45)2/sin(42)2)1/2 = 0.88

For Specific Gravity = 2.65 and Stability Factor = 1.2
D50 = 0.001 x V3/(d0.5 x K11.5)
D50= 0.001 x 0.1.303/(1.20.5 x 0.881.5)
D50= 0.0024 feet
Select D50 = 4-inches
Dmax = 1.5 x D50 = 6-inches
Thickness T = 1.5 x DMax = 9-inches
Use NCDOT Class A Rip Rap
Received 12/20/201 DIN 20743 Page 368 of 379
RIP RAP CALCULATIONS
P1353 LANDFILL PHASE IV
CAMP LEJEUNE,NC
NOVEMBER, 2013
Page | 3
Ditch 3:
Channel Data:
Q10 = 4.05 cfs, A10 = 4.43 sf
Depth of Flow = d = 0.72 feet
Slope of Ditch = 0.47% = 0.0047 ft./ft.
Side slope = 3:1, Side slope Angle = Q= 18.45 degrees
F= Angle of Repose = 42 degrees
Manning’s n = 0.07
Velocity of Ditch = V10 = 0.91 fps
Determine Rip Rap Size:
F= 42 degrees Side slope = 3:1, Q= 18.45 degrees

K1= (1 – sin(Q)2/sin(F)2)1/2
= (1 – sin(18.45)2/sin(42)2)1/2 = 0.88

For Specific Gravity = 2.65 and Stability Factor = 1.2
D50 = 0.001 x V3/(d0.5 x K11.5)
D50= 0.001 x 0.913/(0.72.5 x 0.881.5)
D50= 0.0010 feet
Select D50 = 4-inches
Dmax = 1.5 x D50 = 6-inches
Thickness T = 1.5 x DMax = 9-inches
Use NCDOT Class A Rip Rap
Received 12/20/201 DIN 20743 Page 369 of 379
RIP RAP CALCULATIONS
P1353 LANDFILL PHASE IV
CAMP LEJEUNE,NC
NOVEMBER, 2013
Page | 4
Ditch 4:
Channel Data:
Q10 = 1.68 cfs, A10 = 2.75 sf
Depth of Flow = d = 0.50 feet
Slope of Ditch = 0.31% = 0.0031 ft./ft.
Side slope = 3:1, Side slope Angle = Q= 18.45 degrees
F= Angle of Repose = 42 degrees
Manning’s n = 0.07
Velocity of Ditch = V10 = 0.61 fps
Determine Rip Rap Size:
F= 42 degrees Side slope = 3:1, Q= 18.45 degrees

K1= (1 – sin(Q)2/sin(F)2)1/2
= (1 – sin(18.45)2/sin(42)2)1/2 = 0.88

For Specific Gravity = 2.65 and Stability Factor = 1.2
D50 = 0.001 x V3/(d0.5 x K11.5)
D50 = 0.001 x 0.613/(0.50.5 x 0.881.5)
D50= 0.0004 feet
Select D50 = 4-inches
Dmax = 1.5 x D50 = 6-inches
Thickness T = 1.5 x DMax = 9-inches
Use NCDOT Class A Rip Rap
Received 12/20/201 DIN 20743 Page 370 of 379
RIP RAP CALCULATIONS
P1353 LANDFILL PHASE IV
CAMP LEJEUNE,NC
NOVEMBER, 2013
Page | 5
Ditch 5:
Channel Data:
Q10 = 0.88 cfs, A10 = 1.36 sf
Depth of Flow = d = 0.28 feet
Slope of Ditch = 0.63% = 0.0063 ft./ft.
Side slope = 3:1, Side slope Angle = Q= 18.45 degrees
F= Angle of Repose = 42 degrees
Manning’s n = 0.07
Velocity of Ditch = V10 = 0.65 fps
Determine Rip Rap Size:
F= 42 degrees Side slope = 3:1, Q= 18.45 degrees

K1= (1 – sin(Q)2/sin(F)2)1/2
= (1 – sin(18.45)2/sin(42)2)1/2 = 0.88

For Specific Gravity = 2.65 and Stability Factor = 1.2
D50 = 0.001 x V3/(d0.5 x K11.5)
D50= 0.001 x 0.653/(0.28.5 x 0.881.5)
D50= 0.0006 feet
Select D50 = 4-inches
Dmax = 1.5 x D50 = 6-inches
Thickness T = 1.5 x DMax = 9-inches
Use NCDOT Class A Rip Rap
Received 12/20/201 DIN 20743 Page 371 of 379
RIP RAP CALCULATIONS
P1353 LANDFILL PHASE IV
CAMP LEJEUNE,NC
NOVEMBER, 2013
Page | 6
Ditch 6:
Channel Data:
Q10 = 3.23 cfs, A10 = 1.71 sf
Depth of Flow = d = 0.34 feet
Slope of Ditch = 3.91% = 0.039 ft./ft.
Side slope = 3:1, Side slope Angle = Q= 18.45 degrees
F= Angle of Repose = 42 degrees
Manning’s n = 0.07
Velocity of Ditch = V10 = 1.89 fps
Determine Rip Rap Size:
F= 42 degrees Sideslope = 3:1, Q= 18.45 degrees

K1= (1 – sin(Q)2/sin(F)2)1/2
= (1 – sin(18.45)2/sin(42)2)1/2 = 0.88

For Specific Gravity = 2.65 and Stability Factor = 1.2
D50 = 0.001 x V3/(d0.5 x K11.5)
D50 = 0.001 x 1.89 3/(0.34.5 x 0.881.5)
D50 = 0.014 feet
Select D50 = 4-inches
Dmax = 1.5 x D50 = 6-inches
Thickness T = 1.5 x DMax = 9-inches
Use NCDOT Class A Rip Rap
Received 12/20/201 DIN 20743 Page 372 of 379
RIP RAP CALCULATIONS
P1353 LANDFILL PHASE IV
CAMP LEJEUNE,NC
NOVEMBER, 2013
Page | 7
Outlet Protection - Structure B
Culvert Outlet
Given:
Q10 = 7.11 cfs
V10 = 1.85 fps
Slope = 0.20 %
Outlet Pipe Diameter (Do) = 18-inches
Discharges into a Rip Rap lined channel.
Outlet Protection - Structure D
To Sedimentation Basin No.1
Given:
Q10 = 11.88 cfs
V10 = 1.30 fps
Slope = 0.20 %
Outlet Pipe Diameter (Do) = 24-inches
Tailwater Depth < 0.5Do (non-defined channel)
North Carolina Erosion and Sediment Control Manual, revised 3/09.
From page 8.06.3, figure 8.06a:
Minimum Length of Apron (La) = 13.0 ft.
d50 Rip Rap Size = 0.40 ft.
dmax = 1.5 x d50 = 0.60 ft.
Apron Thickness = 1.5 x dmax = 0.90 ft. Use 1.0 ft.
Minimum Apron Width = 15.0 ft.
North Carolina Department of Transportation, Standard Specifications for Roads and
Structures, 2002
Page 10-67, Table 1042-1
d50 = 4 inches
dmax = 5.4 inches
Use Class A Rip Rap
Received 12/20/201 DIN 20743 Page 373 of 379
RIP RAP CALCULATIONS
P1353 LANDFILL PHASE IV
CAMP LEJEUNE,NC
NOVEMBER, 2013
Page | 8
Outlet Protection - Structure F
Outfall from Sedimentation Basin No.1
Given:
Q10 = 18.3 cfs
V10 = 3.74 fps
Slope = 0.20 %
Outlet Pipe Diameter (Do) = 30-inches
Tailwater Depth < 0.5Do (non-defined channel)
North Carolina Erosion and Sediment Control Manual, revised 3/09.
From page 8.06.3, figure 8.06a:
Minimum Length of Apron (La) = 16.0 ft.
d50 Rip Rap Size = 0.50 ft.
dmax = 1.5 x d50 = 0.75 ft.
Apron Thickness = 1.5 x dmax = 1.125 ft. Use 14-inches
Minimum Apron Width = 18.5 ft. Use 19 ft.
North Carolina Department of Transportation, Standard Specifications for Roads and
Structures, 2002
Page 10-67, Table 1042-1
d50 = 6 inches
dmax = 9 inches
Use Class B Rip Rap
Received 12/20/201 DIN 20743 Page 374 of 379
RIP RAP CALCULATIONS
P1353 LANDFILL PHASE IV
CAMP LEJEUNE,NC
NOVEMBER, 2013
Page | 9
Outlet Protection - Structure H
Outlet From Sedimentation Basin No.2
Given:
Q10 = 4.70 cfs
V10 = 2.67 fps
Slope = 0.20%
Outlet Pipe Diameter (Do) = 18-inches
Tailwater Depth < 0.5Do (non-defined channel)
North Carolina Erosion and Sediment Control Manual, revised 3/09.
From page 8.06.3, figure 8.06a:
Minimum Length of Apron (La) = 9.0 ft.
d50 Rip Rap Size = 0.30 ft.
dmax = 1.5 x d50 = 0.45 ft.
Apron Thickness = 1.5 x dmax = 0.67 ft. Use 8-inches
Minimum Apron Width = 11 ft.
North Carolina Department of Transportation, Standard Specifications for Roads and
Structures, 2002
Page 10-67, Table 1042-1
d50 = 4 inches
dmax = 6 inches
Use Class A Rip Rap
Received 12/20/201 DIN 20743 Page 375 of 379
RIP RAP CALCULATIONS
P1353 LANDFILL PHASE IV
CAMP LEJEUNE,NC
NOVEMBER, 2013
Page | 10
Outlet Protection - Structure K
Culvert Outlet
Given:
Q10 = 4.05 cfs
V10 = 0.91 fps
Slope = 0.20 %
Outlet Pipe Diameter (Do) = 18-inches
Channel Bottom Width = 4.0 ft.
Channel Side Slope 3:1
Tailwater Depth > 0.5Do (Defined Channel)
dc = .80 ft.
Tailwater Depth = (dc +Do) / 2 = 14-inches
North Carolina Erosion and Sediment Control Manual, revised 3/09.
From page 8.06.4, figure 8.06b:
Minimum Length of Apron (La) = 7.0 ft.
d50 Rip Rap Size = 0.10 ft.
dmax = 1.5 x d50 = 0.15 ft.
Apron Thickness = 1.5 x dmax = 0.23 ft., Use 6-inches
Minimum Apron Height on Channel Banks = 20-inches above channel bottom
Minimum Apron Width = 14 ft.
North Carolina Department of Transportation, Standard Specifications for Roads and
Structures, 2002
Page 10-67, Table 1042-1
d50 = 1.2 inches
dmax = 2 inches
Use Class A Rip Rap
Received 12/20/201 DIN 20743 Page 376 of 379
RIP RAP CALCULATIONS
P1353 LANDFILL PHASE IV
CAMP LEJEUNE,NC
NOVEMBER, 2013
Page | 11
Outlet Protection - Structure M
Culvert Outlet
Given:
Q10 = 1.68 cfs
V10 = 0.61 fps
Slope = 1.90 %
Outlet Pipe Diameter (Do) = 18-inches
Channel Bottom Width = 4.0 ft.
Tailwater Depth > 0.5Do (Defined Channel)
dc = 0.60 ft.
Tailwater Depth = (dc +Do) / 2 = 13-inches
North Carolina Erosion and Sediment Control Manual, revised 3/09.
From page 8.06.4, figure 8.06b:
Minimum Length of Apron (La) = 7.0 ft.
d50 Rip Rap Size = 0.10 ft.
dmax = 1.5 x d50 = 0.15 ft.
Apron Thickness = 1.5 x dmax = 0.23 ft., Use 6-inches
Minimum Apron Height on Channel Banks = 19-inches above channel bottom
Minimum Apron Width = 14 ft.
North Carolina Department of Transportation, Standard Specifications for Roads and
Structures, 2002
Page 10-67, Table 1042-1
d50 = 1.2 inches
dmax = 2 inches
Use Class A Rip Rap
Received 12/20/201 DIN 20743 Page 377 of 379
Received 12/20/201 DIN 20743 Page 378 of 379
Appendices
Rev. 12/93 8.05.11
1
2
3
4
5
6
Received 12/20/201 DIN 20743 Page 379 of 379