3606_Gaston_MSWLF_PTCApplication_DIN26713_20160901

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Construction Plan
Report
Gaston County Sanitary Landfill
Unit II – Phase 2 – Hardin Site

Gaston County, NC
July 2016

Gaston County Sanitary Landfill | Construction Plan Report
Contents
Contents
1 Introduction ......................................................................................................................... 1
2 Facility Report ..................................................................................................................... 1
2.1 Facility Report .............................................................................................................. 1
2.1.1 Facility Services .................................................................................................... 1
2.1.2 Facility Boundary .................................................................................................. 1
2.1.3 Types of Waste ..................................................................................................... 2
2.1.4 Disposal Rates and Estimated Variances ............................................................. 2
2.1.5 Service Area ......................................................................................................... 2
2.1.6 Procedures for Waste Segregation ....................................................................... 3
2.1.7 Equipment Requirements ..................................................................................... 3
2.2 Landfill Capacity .......................................................................................................... 3
2.2.1 Total Operation Capacity ...................................................................................... 3
2.2.2 In-Place Ratio of Waste to Soil ............................................................................. 4
2.2.3 Available Soil Resources and Required Soil Quantities ........................................ 4
2.3 Containment and Environmental Control Systems ....................................................... 5
2.3.1 Horizontal Separation Requirements .................................................................... 5
2.3.2 Base Containment Liner System ........................................................................... 5
2.3.3 Final Cap System ................................................................................................. 5
2.4 Leachate Management System.................................................................................... 5
3 Engineering Plan ................................................................................................................. 6
3.1 Facility Design ............................................................................................................. 6
3.1.1 General ................................................................................................................. 6
3.1.2 Foundation ............................................................................................................ 6
3.1.3 Base Liner System ................................................................................................ 7
3.1.4 Placement of Protective Cover Layer .................................................................... 7
3.1.5 Cap System Design .............................................................................................. 7
3.1.6 Drainage, Erosion, and Sediment Control ............................................................. 8
3.1.7 Gas Management System ..................................................................................... 8
3.1.8 Leachate Handling and Storage Facilities ............................................................. 8
3.1.8.1 General ............................................................................................................. 8
3.1.8.2 Leachate generation .......................................................................................... 9
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3.1.8.3 Leachate collection system ............................................................................... 9
3.1.8.4 storage and equalization ................................................................................... 9
3.1.8.5 final disposal and discharge limits ....................................................................10
3.1.8.6 Leachate pumping ............................................................................................10
3.1.8.7 contingency measures .....................................................................................10
3.1.9 Construction Sequence ........................................................................................10
3.1.10 Seismic Impact Analysis ......................................................................................10
3.2 Construction Practices ................................................................................................12
3.3 Design Hydrogeologic Report .....................................................................................12
4 Construction Quality Assurance Plan .................................................................................12
4.1 Introduction .................................................................................................................12
4.2 Responsibilities and Authorities ..................................................................................12
4.3 Inspection Activities ....................................................................................................13
4.4 Documentation ............................................................................................................13
5 Operation Plan ...................................................................................................................13
6 Closure Plan ......................................................................................................................13
6.1 Cap System Background ............................................................................................13
6.2 Cap System Design ....................................................................................................13
6.3 Final Contour Requirements .......................................................................................15
6.4 Cap System Material Requirements ............................................................................16
6.5 Drainage Control Measures ........................................................................................16
6.6 Permanent Erosion Control Measures ........................................................................16
6.7 Final Slopes ................................................................................................................16
6.8 Settlement Subsidence and Displacement ..................................................................17
6.9 Leachate Control ........................................................................................................17
6.10 Gas Collection/Venting System ...................................................................................17
6.11 Implementation of Closure Plan ..................................................................................17
6.12 Closure Verification .....................................................................................................17
7 Post-Closure Plan ..............................................................................................................18
7.1 Introduction .................................................................................................................18
7.2 Post-Closure Contact ..................................................................................................18
7.3 Description of Use.......................................................................................................18
7.4 Maintenance ...............................................................................................................18
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Contents
7.4.1 Repair of Security Control Devices ......................................................................18
7.4.2 Erosion Damage Repair .......................................................................................19
7.4.3 Correction of Settlement, Subsidence, and Displacement ....................................19
7.4.4 Leachate Collection System .................................................................................19
7.4.5 Closure of Storage Tanks ....................................................................................19
7.4.6 Repair of Run-On/Run-Off Control Structures ......................................................20
7.4.7 Gas Collection/Venting System ............................................................................20
7.4.8 Groundwater Monitoring System ..........................................................................20
7.5 Monitoring Plan ...........................................................................................................20
7.5.1 Inspection Frequencies ........................................................................................20
7.5.2 Quarterly Inspections ...........................................................................................21
7.5.3 Semi-Annual Inspections .....................................................................................21
7.5.4 Monitored Natural Attenuation .............................................................................21
7.6 Engineering Certification .............................................................................................21
8 Closure, Post-Closure Cost Analysis ..................................................................................24
8.1 Introduction .................................................................................................................24
8.2 Estimated Closure Costs.............................................................................................24
8.3 Estimated Post-Closure Costs ....................................................................................24
9 Water Quality Monitoring Plan ............................................................................................28
9.1 General Groundwater Sampling Protocol ....................................................................28
9.2 Unlined MSW Landfill ..................................................................................................28
9.3 C&D over Unlined MSW Landfill .................................................................................28
9.4 Unit I Lined MSW Landfill ............................................................................................30
9.5 Unit II MSW Landfill ....................................................................................................30
10 Landfill Gas Monitoring Plan ...........................................................................................31
10.1 Purpose ......................................................................................................................31
10.2 Regulatory Requirements ...........................................................................................31
10.3 Landfill Gas Monitoring ...............................................................................................31
10.4 Monitoring ...................................................................................................................31
10.5 Frequency ...................................................................................................................31
10.6 Monitoring Protocols ...................................................................................................32
10.7 Detections and Exceedences ......................................................................................32
10.8 Notification and Reporting ...........................................................................................32
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Contents

List of Tables
Table 2-1 - Municipal Solid Waste Projections ........................................................................... 2
Table 2-2 - Expansion Capacities .............................................................................................. 4
Table 2-3 - Soil Construction Quantity Estimates ....................................................................... 5
Table 6-1 - Testing Requirements for the Low Permeability Clay Layer ....................................14
Table 6-2 - Seeding Schedule ...................................................................................................15
Table 6-3 - Cap System Material Requirements ........................................................................16
Table 7-1 - Post-Closure Inspection Frequencies ......................................................................21
Table 8-1 - Closure Construction Cost Estimate ........................................................................25
Table 8-2 - Closure Construction Cost Estimate ........................................................................26
Table 8-3 - Post-Closure Cost and Corrective Action Cost Estimate .........................................27

List of Figures
Figure 7-1 - Post Closure Inspection Checklist ..........................................................................22
Figure 9-1 - Site Layout Map .....................................................................................................29

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Gaston County Sanitary Landfill | Construction Plan Report
Introduction
1 Introduction
Gaston County, North Carolina, owns and operates the Gaston County Landfill Hardin Site,
which is located in the northern part of the County on Philadelphia Church Road. The landfill is
surrounded principally by undeveloped woods; the closest residential dwellings are located
along Philadelphia Church Road, approximately 500 feet northeast of the landfill property.
The landfill opened in May 1987 to serve the municipal solid waste (MSW) disposal needs of the
County. The entire landfill property covers an area of approximately 335 acres.
The property includes a citizens’ drop-off area, equipment maintenance facility, yard waste
composting area, C&D landfill, existing MSW landfill, MSW expansion areas, and soil borrow
areas. An 88-acre area has been designated for MSW landfilling (Units I, II, and III) by the Site
Study. It is anticipated that the remaining expansion area may provide landfill capacity in
excess of 25 years.
2 Facility Report
2.1 Facility Report
2.1.1 Facility Services
Currently, the following activities or services are provided at the Gaston County Sanitary
Landfill:
 Scales/Scale House Facilities
 Administrative Offices
 Citizen’s Drop-Off Facility and Recycling
 Equipment Maintenance Facility
 MSW Landfill
 C&D Landfill and Recycling
 Yard Waste Composting Facility
 Leachate Management
 Landfill Gas Recovery
This Permit Application addresses the proposed Unit II – Phase 2 MSW expansion. It is
anticipated that the Phase 2 expansion will be constructed within the next 8 months.
2.1.2 Facility Boundary
Drawing G-01, Facility Plan and Existing Conditions, shows the site facility boundary, which
coincides with the property line with the exception of the Energy Park property east of
Philadelphia Church Road, which was previously excluded from the designated landfill property
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description. The area, which has been selected for the purposes of developing the Unit II –
Phase 2 expansion, is located to the southeast of the current active Unit I fill area, to the north
of Ken Garrison Road, to the west of Philadelphia Church Road, and is bordered on the
northwest by Fancy Hill Road.
2.1.3 Types of Waste
Waste received at the Gaston County Sanitary Landfill, Hardin Site, is categorized as
commercial/industrial, MSW, or yard waste. Approximately, 80 percent of the accepted MSW
originates from residential, commercial, and industrial sources. The remaining 20 percent is
comprised of C&D wastes and yard wastes.
The proposed lined landfill facility will accept only residential, commercial, or industrial waste. A
separate area of the Hardin Site has been designated to receive yard waste, which is brought to
the facility for composting. The County operates a C&D landfill located on top of the closed
MSWLF unit to receive the incoming C&D waste stream for disposal.
2.1.4 Disposal Rates and Estimated Variances
The average month MSW disposal rate for the Gaston County Sanitary Landfill during 2015 was
approximately 13,770 tons. This is based on an annual intake of 165,200 tons. These disposal
quantities exclude materials recovered by the diversion/recycling program that is in place at the
landfill and at other locations within the County. The MSW disposal rate experienced a
significant increase in fiscal year 2014-15 which has been attributed to economic growth in the
service area and continued at this rate through 2015-16. Historical and projected tonnages are
presented in the following table:
Table 2-1 - Municipal Solid Waste Projections
MUNICIPAL SOLID WASTE PROJECTIONS

Fiscal Year MSW Tons/Year 2011/12 147,694 2012/13 136,402 2013/14 140,125 2014/15 165,200 2015/16 166,900 2016/17 168,600 2017/18 170,300 2018/19 172,000 2019/20 173,700 2020/21 174,700 2021/22 176,400

2.1.5 Service Area
The service area for the Gaston County Sanitary Landfill has been defined in the Site Study as
the area encompassed by a radius of 100 miles extending from the Gaston County line.
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2.1.6 Procedures for Waste Segregation
The proposed and existing lined units will only accept MSW and subsequently C&D waste for
which it is permitted to receive. Any materials, which pose health hazards, start a fire, or which
could impact negatively on the environment, are deemed unacceptable. Signs will be
conspicuously posted informing users of dumping procedures, the types of waste the facility is
permitted to receive, as well as those wastes banned from disposal at the facility, and shall
indicate the location of the disposal area.
C&D waste will be disposed separately in the existing C&D landfill until its capacity is
exhausted; after which, it will be disposed in the Unit II landfill. In addition, yard waste shall be
composted in a location separate from the proposed expansion location and shall not be
commingled with the normal municipal waste stream. Any white goods, tires, used oil, and lead
acid batteries, which are retrieved at the landfill, shall be collected for recycling. Should a
generator of special non-hazardous waste wish to use the proposed disposal facility, the
generator must apply to NCDEQ to obtain written approval and certification that the waste is
non-hazardous according to the current regulations governing the management of hazardous
waste in the state. This written notification must be obtained before acceptance of special
waste will be considered.
Waste segregation will be performed as per the Operations Plan.
2.1.7 Equipment Requirements
In order to ensure operation of the proposed lined landfill facility, arrangements shall be made to
ensure that equipment is available for:
 Preparing the site cells for municipal waste reception;
 Spreading and compacting the waste in cells;
 Excavating and transporting cover soil;
 Spreading and compacting cover soil;
 Site maintenance and clean-up work; and
 Extinguishing fires (and/or arrangements will be made to provide for fire protection).
Further information including current equipment inventory is included in the Operations Plan.
2.2 Landfill Capacity
2.2.1 Total Operation Capacity
The landfill facility was designed to contain three lined units (i.e., Unit I, Unit II, and Unit III),
which began in January 1998. Each unit is defined as a landfill area of contiguous footprint with
life expectancy generally exceeding five years. It is anticipated that these three units will
provide disposal capacity for approximately 35 years. For purposes of this Application, each
unit has been divided into two phases. Each phase is intended to be consistent with the
terminology in .1619(c)(1). The term “Cell” used in this Application represents a portion of the
phase or unit, which is to be constructed at any one time.
The parameters that were used to estimate the capacities can be found in Section 2.2.3; waste
projections used to estimate landfill life are included in Table 2-1.
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Because of the long-term life expectancy of the landfill and the potential for changes in design
and/or phasing sequence, Unit III is described below without specific breakdown into phases.
Unit II has a total airspace capacity of approximately 3,038,000 cubic yards (CY). From Table
2-1, Unit II will have a site life of approximately 13 years. Unit III has an estimated total airspace
of 4,892,000 CY, of which 4,338,800 CY (2,603,700 tons) are available for waste and daily
cover. Unit III will have the site life of approximately 15 years based on Table 2-1.
Table 2-2 - Expansion Capacities
EXPANSION CAPACITIES
Expansion Capacities
Total Airspace (CY)
Airspace for Waste and Daily Cover (CY)
Waste Tonnage Capacity
Estimated Life (Yrs) Unit II: Phase 1 1,668,000 1,497,000 898,000 8 Phase 2 1,350,000 1,198,000 718,200 5 Unit III 4,892,000 4,338,800 2,603,700 15 TOTAL 7,930,000 7,033,800 4,220,100 28

2.2.2 In-Place Ratio of Waste to Soil
The capacities obtained for each unit development were based on a waste-to-soil ratio of 5 to 1,
a 3:1 final grade, and Subtitle D liner and final cap. The assumed waste and daily cover density
is 1,200 pounds per cubic yard.
2.2.3 Available Soil Resources and Required Soil Quantities
The soil materials for the construction and operation of the proposed Unit II – Phase 2 and Unit
III expansion will come from a combination of on-site excavated and off-site resources. The
proposed expansion area serves as the borrow area for existing landfill operations. Some of the
soil excavated from Unit II – Phase 2 will be stockpiled for use in operation of Unit II.
Permeability of on-site soils range from 1x10-6 cm/sec to 1x10-3 cm/sec; therefore, it is
assumed that either an off-site source of clay material will be required to complete construction
of the 24-inch thick soil component of the base liner or bentonite amendment of the existing on-
site soils will be required. Table 2-4 describes the soil quantities estimated for construction and
operation of the proposed MSWLF units.

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Table 2-3 - Soil Construction Quantity Estimates
SOIL CONSTRUCTION QUANTITY ESTIMATES
Soil Construction Quantity Estimates
Unit II Unit III Phases 1 & 2 Phase 1 Phase 2 Base Line Area 23 AC 11 AC 16 AC Excavation 884,000 CY 260,000 CY 120,00 CY Subgrade Fill 93,000 CY 20,000 CY 19,000 CY Subtitle D Base Liner System 73,600 CY 103,000 CY 114,400 CY Daily and Intermediate Cover 164,000 CY 140,000 CY 772,000 CY Subtitle D Cap System 154,600 CY 80,800 CY 252,800 CY TOTAL SOIL BALANCE (-633,200 CY)

2.3 Containment and Environmental Control Systems
The base liner and final cap system will be constructed in accordance with Section .1624
(b)(8)(9) of the North Carolina Administrative Code, Title 15A, Chapter 13, Subchapter 13B.
2.3.1 Horizontal Separation Requirements
The horizontal separation requirement between the disposal boundary (liner) and the property
lines is a minimum of 300 feet, the minimum buffer between private residences and wells and
the disposal boundary is 500 feet, and the minimum buffer between any surface water (stream,
river, creek, etc.), and the disposal boundary is 50 feet. The proposed design satisfies these
buffer requirements.
2.3.2 Base Containment Liner System
The base containment liner of Unit II will encompass approximately 34 acres. The design for
Unit II – Phase 2 is shown on Drawing C-2, Subgrade Plan. The post settlement bottom
elevation of the base liner system will meet the minimum requirement of 4 feet above the
seasonal high groundwater table and bedrock. Further detailed discussions of the base liner
system are included in the Engineering Plan.
2.3.3 Final Cap System
The final cap system will cover the entire footprint of expansion area and ultimately tie into the
Unit I and Unit III closures. The final grades for Unit II are shown on Drawing C-6. A more
detailed discussion of the cap system is included in the Engineering Plan.
2.4 Leachate Management System
The general leachate management system includes the collection, storage, treatment, and
disposal of the leachate generated. The collection of leachate will be facilitated by use of
perforated HDPE pipe laterals designed to hydraulically convey leachate to a sump. From
there, leachate will be pumped with submersible pumps to a lift station where it will then be
pumped into above-ground tanks for storage. Clean-out riser pipes will be provided as shown
on the Drawings to allow for periodic cleaning. The leachate will be hauled by truck to a
receiving point for discharge to the City of Gastonia’s Long Creek WWTP or be directly
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Engineering Plan
discharged to the sanitary sewer. Further discussion of the leachate management is included in
the Engineering Plan.
It is anticipated that the existing leachate storage tanks will be relocated to an area adjacent to
Leachate Pump Station No. 1 when Unit III is constructed.
3 Engineering Plan
3.1 Facility Design
The facility has been designed in general accordance with Rule .1620(d). The standard design
includes a composite base-liner system of low permeability clay and synthetic liner. The
alternate design includes a composite base-liner system of a geosynthetic clay liner, low
permeability clay, and a synthetic layer.
The construction and operation of Unit II – Phase 2 will allow the continued use of existing
facilities such as the scale house, truck scales, paved access road, and maintenance facilities.
The proposed site development will include excavation of borrow areas, construction of the lined
area, perimeter roadway, storm water conveyance, environmental control systems, leachate
collection system, and gas management systems. The existing leachate storage tanks may be
relocated to an area adjacent to Leachate Pump Station No. 1 to facilitate direct discharge to
the sanitary sewer system during construction of Phase III.
The facility is currently surrounded on all sides by natural barriers, fencing, or an equivalent
means of controlling vehicular access and preventing illegal disposal. All access is limited by
gates, and such gates are securable and equipped with locks.
Internal roads for landfill traffic will be maintained to be passable in all weather by all vehicles.
All operation areas and disposal units will be accessible. Roads will be finished with either
gravel or asphalt. These internal roads will be a minimum of 25 feet wide and will not have
slopes of more than 8 percent.
3.1.1 General
Preparation and development of the facility will require a number of activities including
excavation, subgrade preparation, soil liner placement, installation of HDPE FML and drainage
geocomposite, installation of the leachate collection system, and placement of protective cover
layer. The site is currently cleared and within the boundary of the existing borrow area.
Existing erosion and sediment control procedures are in place to control erosion from
construction activities.
3.1.2 Foundation
The foundation of the landfill is anticipated to consist of the naturally occurring soils. Based on
the geologic exploration of the subsurface no areas of gross instabilities are expected. After
excavation of the proposed disposal unit to the design subgrade, the area will be proof-rolled
(minimum 20-ton pneumatic tired vehicle) for stability confirmation and any areas noted to
exhibit signs of instability will be excavated and backfilled with structural fill.
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3.1.3 Base Liner System
The standard liner system will include a 2-foot layer of low permeability (≤1x10-7cm/sec) clay
that will cover the entire expansion area. The clay will be tightly overlain by a 60 mil textured
HDPE geomembrane and then a geocomposite drainage layer. Next, an operational cover
layer will be placed consisting of a geonet on the exterior berm side slopes. The operational
cover layer will include 24 inches of soil (k ≥ 10-4cm/sec).
The alternate liner system will include a 2-foot layer of low permeability (≤1x10-5cm/sec) clay.
The clay will be tightly overlain by a geosynthetic clay liner (GCL), a 60 mil HDPE
geomembrane, and then a geocomposite drainage layer. Next, an operational cover layer will
be placed consisting of a geonet on the exterior berm side slopes. The operational cover layer
will include 24 inches of soil (k ≥ 10-4cm/sec).
The system has been designed to allow no more than 1 foot of head on the liner system.
3.1.4 Placement of Protective Cover Layer
Placement will begin by “ramping in” with material from the corner of the cell. Low ground
pressure (LGP) equipment will be used to spread the material. A minimum thickness of 12
inches will be maintain between the liner and the tracks of the spreading equipment (total
thickness above geomembrane is 24 inches). The drainage material will be end-dumped onto
previously place material and then spread out by the LGP dozer. A spotter assisting the
operator will observe that the placement of drainage material is not causing excessive wrinkling
or other damage to the synthetic liner. The spotter will measure the forward edge of soil
placement to ensure that the proper thickness is being applied. After fine grading the LGP
dozers, the top of soil will be proof-rolled with non-vibratory, smooth-drum rollers. The
contractor will once again confirm adequate thickness by survey methods at four points per
acre. The contractor shall observe the top of the completed protective cover layer for a smooth,
uniform surface free of depressions or high-spots. Refer to the Technical Specifications and the
CQA Plan for additional details.
3.1.5 Cap System Design
The final cap system design is placed over the 6 inches of intermediate soil cover over the MSW
and includes an LFG collection system. The cap from the bottom consists of a minimum of 18
inches of low permeability soil (≤1x10-5cm/sec) overlain by a geomembrane, drainage
geocomposite for infiltration collection, a minimum of 18 inches of vegetative support soil, and 6
inches of top soil. It is anticipated that the top 6 inches of the inter¬mediate cover will be re-
compacted to meet the standards of the low permeability layer. The maximum design slope is
33 percent; vegetation will be established after completion of the cap to control erosion of the
soil cover. While the geomembrane is currently required on the side slopes, it is anticipated that
on-going research and demonstration projects will demonstrate that it can be omitted. This
additional information should be available prior to construction of the final cap system. A
seismic and general slope stability analysis was performed for Unit II and was approved for a
3:1 slope and indicated that the cap system exceeds the minimum requirements.
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3.1.6 Drainage, Erosion, and Sediment Control
The Erosion and Sediment Control structures existing will be maintained to manage the run-off
generated by the 24-hour, 25-year storm event and conform to the requirements of the
Sedimentation Pollution Control Law (15A, NCAC, 4).
Run-on control measures within the footprint of the proposed disposal area include temporary
diversion berms and ditches placed across the upgradient areas from the active fill area. The
temporary berms and ditches will prevent run-on from either undeveloped areas or previously
filled and covered areas from discharging onto the active Cell during a storm event. All storm
water collected will be conveyed to either the existing or proposed sediment basins.
As part of the final cap system, a terrace and drainage swale system will be constructed on top
of the vegetative layer of the final cap to intercept run-off and prevent surface erosion. The
swales will be longitudinally sloped and be approximately 40 vertical feet apart. The swales will
carry run-off to strategically located downdrains and/or downchutes. Perimeter drainages
ditches will be constructed to limit the amount of run-off from the site.
3.1.7 Gas Management System
A gas management layer is included as part of the final cap design. Gas will be extracted from
this layer and the proposed gas wells and conveyed to a flare station or LFG extraction system.
The material for the gas collection layer will be either geonet or coarse aggregate. The final gas
management system will be detailed prior to construction and include any technological
advances in design and operation and will accommodate existing and proposed LFG extraction
wells.
3.1.8 Leachate Handling and Storage Facilities
3.1.8.1 GENERAL
Leachate generated from the existing Unit I disposal areas and proposed Unit II area will be
collected and recirculated to the fill area or pumped to the existing leachate storage and
equali¬zation facility (two 500,000-gallon storage tanks with secondary containment). The
leachate will be periodically hauled via tanker truck to a receiving point on an existing sewer line
for discharge to the City of Gastonia’s Long Creek WWTP or be directly discharged to the
sanitary sewer located adjacent to Pump Station No. 1. Based upon the quality of the leachate
being generated by Unit I and Unit II, there is no immediate need for additional pretreatment
beyond the aeration and mixing of the storage tank that is currently being performed.
The existing leachate equalization and storage tanks are located directly north of the proposed
expansion area. The equalization tanks and associated transfer pumps are installed on a
concrete foundation with a secondary containment wall. An all-weather road has been
extended to the facility for access by transport truck, maintenance vehicles, and operations
personnel. Weekly inspections of the tanks and containment area will be performed to ascertain
available storage capacity and to ensure that the facilities are in good working order.
The equalization tank, pumps, and associated above-ground piping are provided with a
secondary containment area. The secondary containment area and wall are sized to contain
110 percent of the volume of one primary tank. The containment area is piped for drainage of
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storm water. The drainage line has a manual valve that remains closed during normal
operations. This arrangement ensures that any tank failures or accidental spills are contained
and properly handled by the operations staff. It is anticipated that the leachate storage tanks
will be relocated to an area adjacent to Leachate Pump Station No. 1 during construction of Unit
III.
3.1.8.2 LEACHATE GENERATION
The Hydrologic Evaluation of Landfill Performance (HELP) Model Version 3 was used to
estimate the volume of leachate generated during various operational and storm event
conditions. Based upon an investigation of the leachate generation rates from Unit I, it was
found that the HELP Model projections compared conservatively with actual data. Therefore,
the HELP model rates were applied to various operational and storm event scenarios to project
Unit II leachate generation rates and incremental storage requirements.
An operational “snapshot” was developed for various phases of filling to depict typical waste
placement and in-place fill conditions over the life of the Unit II – Phase 2 area. Annual rainfall
distribution data were applied to these fill area development scenarios to compile a leachate
generation rate profile for the proposed expansion. Based upon this profile, a peak leachate
generation event has the greatest probability of occurrence during the initial phases of filling
operation. Peak flow estimates were projected by applying the modeled peak daily lateral
drainage rate from the peak month to the initial active fill condition. This method is considered
to be conservative because the impact of a storm event will be buffered as the waste depth is
increased. The model indicates an average leachate flow over the life of Unit II – Phase 2 at
approximately 11,000 gpd with a peak of approxi¬mately 25,000 gpd.
3.1.8.3 LEACHATE COLLECTION SYSTEM
The selected diameter for the leachate collection laterals and headers (minimum 8 inches) will
be sufficient to drain leachate so as not to exceed 1 foot of head above the base liner. The
maximum spacing of the laterals is 245 feet; the minimum pipe slope is 2 percent. The
chemical properties of the proposed HDPE piping system and any materials used in installation
will not be adversely affected by the potential corrosiveness of the leachate. The physical
properties of the selected pipe will also provide adequate structural strength to support the
maximum static and dynamic loads and stresses imposed by the overlying materials and any
equipment used in construction and operation of the landfill expansion (see Calculations). The
leachate piping will also be bedded in a gravel column of No. 57 stone to facilitate the collection
of lateral flows from the drainage geocomposite and protect cover materials and drainage from
the fill.
The use of tire shred/ships has also been approved for us in the leachate collection and
recirculation designs.
3.1.8.4 STORAGE AND EQUALIZATION
The existing method for storing the leachate from the Unit I and the Unit II expansion is in the
form of two above-ground circular bolted steel tanks with a storage capacity of 500,000 gallons
each as shown on the Drawings. The storage tank is used to equalize leachate quality variation
and hydraulic fluctuations. Projections indicate that the existing two 500,000-gallon tanks will be
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Engineering Plan
adequate to store the anticipated peak leachate generation from Unit I and the Unit II expansion
for 14 days. The storage requirements for Unit I are based upon actual generation rate data
collected from Cells 1 and 2. A secondary containment system is in place to contain 110
percent of the primary tank volume. The storage volume requirement is of less significance
under the direct discharge to the sewer scenario.
3.1.8.5 FINAL DISPOSAL AND DISCHARGE LIMITS
After on-site equalization and storage, the leachate will be conveyed to the City of Gastonia’s
Long Creek WWTP, which is permitted for 16.0 MGD of flow. The County will maintain the
option to haul the stored leachate via tanker truck to a receiving point on an existing sewer line
for discharge to the Long Creek facility in accordance with the City of Gastonia’s industrial
pretreatment regulations or to directly discharge leachate to the sewer extension located
adjacent to Leachate Pump Station No. 1.
3.1.8.6 LEACHATE PUMPING
The Unit II – Phase 2 leachate collection system includes a submersible pump station with a
duplex pumping arrangement (refer to Drawing C-11 for details). The force main from Phase 2
pump station will tie-in to the Phase 1 force main. The discharge header and force main from
the Unit II – Phase 1 pump station is interconnected with the existing Pump Station No. 1 and
force main to the storage facility. The leachate storage tank is equipped with a high level float
switch and alarm to prevent over topping the tank. An electronic flow meter will be installed at
the Phase 2 pump station to record the amount of leachate discharged. Under normal
operations, the liquid level will be maintained at less than 1 foot above the membrane liner.
3.1.8.7 CONTINGENCY MEASURES
The leachate pumps and storage tank(s) aeration, mixing, and transfer systems are electrically
powered. As a result, any major power failure at the facility would temporarily curtail pumping
operations. In the event that such conditions occur over an extended period of time and
compromise the 1-foot storage capacity of the liner system, the pump station will be designed
such that a portable generator could temporarily be utilized to pump leachate.
3.1.9 Construction Sequence
The Unit II – Phase 2 expansion will consist of smaller subcells having a constructed area of 2
to 3 acres. Waste will be placed from the lowest point of the cell and filled to the highest. In
order to expedite use of the lined cells, construction of subcells will be certified individually to
obtain a Permit to Operate.
3.1.10 Seismic Impact Analysis
A seismic impact analysis was conducted for Phase 1 of Unit I in accordance with the EPA
document entitled “RCRA Subtitle D (258) Seismic Design Guidance for Municipal Solid Waste
Landfill Facilities.”

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Gaston County Sanitary Landfill | Construction Plan Report
Engineering Plan
The first step in any liquefaction evaluation is to assess whether the potential for liquifaction of
cohesionless soils exists at a site. If the proposed site meets or exceeds three or more of the
following five screening criteria, liquefaction is not likely to occur:
 Geologic age and origin
 Fines content and plasticity index
 Saturation
 Depth below ground surface
 Soil penetration resistance
Liquefaction potential decreases with increasing age of a soil deposit. Pre-holocene age soil
deposits, of which make up the Gaston County Landfill Expansion, generally do not liquefy.
Soils having greater than 15 percent finer than 0.005 mm, a liquid limit greater than 35 percent,
and an in-situ water content less than 0.9 times, the liquid limit generally does not liquefy.
According to the Design Hydrogeologic Report, the proposed site soils meet the criteria
involving fines content, liquid limit, and in-situ water content. Soil deposits greater than 80 to 85
percent saturation have a tendency to liquefy, and the majority of the soils for the proposed site
exceed 80 to 85 percent saturation. Surface effects from liquefaction are generally not likely to
occur more than 50 feet below ground surface. Base grades for Phase 1 of Unit I reach depths
of approximately 46 feet below ground surface. Hence, the load applied by the landfill will
generally be distributed at depths greater than 50 feet below existing ground surface.
Liquefaction has not been observed in soil deposits having normalized Standard Penetration
Test blow count larger than 22. Of the borings performed for the proposed site, the majority
exceeded the necessary blow count of 22. Four of the five screening criteria indicate that
liquefaction is not likely to occur for the proposed landfill expansion design.
EPA guidelines require that completed landfills have minimum factors of safety against slope
failures of 1.5 statically and 1.0 dynamically. The slope stability evaluations for the Gaston
County Landfill Expansion were determined using the computer program Slide Version 6.0. A
seismic coefficient 0.12g was derived from the USGS Map MF-2120 peak bedrock accelerations
as percent of gravity. The coefficient was used to determine factor of safety with any
modification. Both the Janbu Circular failure surface and the sliding block were ran for the
analysis.
Slope stability evaluations were performed at a “worse-case” section through the proposed final
refuse contours.
The output for the sections indicated minimum factors of safety of 1.12 dynamic loading and
1.69 for static loading for the Janbu Circular method and 1.19 for dynamic loading and 1.76 for
static loading for the sliding block method. All factors of safety are above guidelines and,
therefore, satisfactory.

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Gaston County Sanitary Landfill | Construction Plan Report
Construction Quality Assurance Plan
3.2 Construction Practices
A test pad will be constructed of the soils proposed for the use as the clay liner to determine the
construction methods necessary to achieve the design criteria as outlined in Rule .1624.(8)(B).
The leachate collection system will be constructed in general accordance with Rule
.1624.(10)(B). The geomembrane liner will be constructed in general accordance with Rule
.1624.(9)(B).
3.3 Design Hydrogeologic Report
A copy of the complete Design Hydrogeologic Report for Unit II – Phase 2 unit is contained
within this Construction Permit Application.
4 Construction Quality Assurance Plan
4.1 Introduction
The complete Construction Quality Assurance Plan (CQA Plan) is contained in this Construction
Permit Application. This section is only a brief overview of that Plan. The CQA Plan has been
prepared to provide owner, engineer, and CQA consultant the means to govern the construction
quality and to satisfy landfill certification requirements under current North Carolina Solid
Management regulations. This Plan has been developed in general accordance with Rule
.1621.
More specifically, this CQA Plan addresses the soils and geosynthetic components of the liner
and leachate collection/removal (LCR) systems. The liner system, as referenced herein,
generally consists of a soil subgrade and a composite liner (consisting of a compacted soil liner
and overlying an HDPE geomembrane liner). The LCR system consists of granular drainage
material with perforated collection piping, manholes, and fittings.
4.2 Responsibilities and Authorities
The CQA Plan contains definition of construction quality assurance along with the description of
the various parties and their roles, and providing a quality product. The parties to CQA and
CQC include the owner, project manager, engineer, contractor, geosynthetics manufacturer,
geosynthetics installer, CQA consultant, geosynthetics CQA laboratory, soils CQA laboratory,
CQC consultant, geo¬syn¬thetics CQC laboratory, and soils CQC laboratory. A diagram
illustrating the lines of communication between the various parties is illustrated in the CQA Plan.
A resolution meeting will be held prior to mobilization by the contractor to resolve any
anticipated problems with construction, as a result of the contractor’s review of the construction
documents. A preconstruction meeting will be conducted prior to beginning placement of the
geomembrane liner. These meetings will review the construction management organization,
respective duties during construction, and periodic reporting requirements of tests and
construction activities.
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Gaston County Sanitary Landfill | Construction Plan Report
Operation Plan
4.3 Inspection Activities
A description of all field observations, test equipment, and calibration procedures for field testing
equipment that will be used is provided in the CQA Plan of this Application. These activities will
ensure that the construction and installation meets or exceeds all design criteria established for
the project. Inspection activities will include the soil liner construction, the geomembrane liner,
the leachate collection and removal system, geotextiles, high density polyethylene pipings and
fittings, and any geonets and geogrids. A description of all sampling protocols and sample size
methods for determining sample locations and frequency of sampling is presented in the CQA
Plan.
4.4 Documentation
Documentation will include all reports and test results prepared by the contractor and the CQC
consultant as well as summaries by the CQA consultant progress reports, photographic records,
and design or technical specification changes made during construction. The documentation
will be safely stored on the site and become property of the owner upon completion of the
project.
5 Operation Plan
The revised landfill Operations Plan is presented as a separate document in this Construction
Permit Application package.
6 Closure Plan
6.1 Cap System Background
The cap system will be designed and constructed in accordance with Rule .124 (8), (9), and (15)
to minimize infiltration and erosion. It is estimated that the maximum amount of wastes
disposed of on-site over the active life of the landfill will be 7,028,000 cubic yards.
6.2 Cap System Design
Compacted clay liners will be incorporated in the cap system design to provide protection
throughout the 30-year post-closure period and beyond. The system will consist of two layers:
the low-permeability layer and the erosion layer. The first layer, or low-permeability layer, is
designed to reduce infiltration into the landfill, thus minimizing leachate and the potential for
groundwater contamination. The second layer, or erosion layer, is designed to protect the low-
permeability layer from root penetration and to minimize erosion of the cap system.
Geomembrane materials will be used in the cap system design.
The low-permeability layer will consist of no less than 18 inches of clay material having
permeability no greater that 1x10-5 cm/sec. Soil testing will be performed on the clay layer
material during placement. Minimum testing requirements for the CQC firm are listed in Table
6-1. CQA conformance testing will be approximately 10 percent of the CQC frequency testing.
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Gaston County Sanitary Landfill | Construction Plan Report
Closure Plan
The County plans to use on-site borrow material. If tests show the borrow does not meet
minimum state requirements, the County will accept bids to have clay brought in from off site.
Table 6-1 - Testing Requirements for the Low Permeability Clay Layer
TESTING REQUIREMENTS FOR THE LOW PERMEABILITY CLAY LAYER
Testing Requirements for the Low Permeability Clay Layer
Test Method(s) Frequency Accepted Value Standard Proctor Moisture Density Relationship
ASTM D698 One per soil type and as determined by Soils Engineer N/A
USCS Classification ASTM D2483 One per soil type and as determined by Soils Engineer CL or ML
Particle Size Distribution ASTM D422 One per soil type and as determined by Soils Engineer N/A
Atterburg Limits ASTM D4318 One per soil type and as determined by Soils Engineer N/A
Field Density Test with Percent Compaction and Moisture Content
ASTM D1556 ASTM D2937 ASTM D2922
1/lift/2 acres and as determined by Soils Engineer Minimum 95% of Standard Proctor Moisture content 0 to 5% greater than optimum
Permeability Test ASTM D 5084 1/lift/6 acres Maximum 1x10-5 cm/sec

The erosion layer shall consist of no less than 6 inches of earthen material capable of sustaining
native plant growth. The County will use on-site borrow material suitable for the erosion layer.
The material of the erosion layer will be selected considering: soil type, nutrient levels, pH,
erodibility, and other factors. The vegetation should be selected based upon:
 Species of grasses, which are locally adapted and resistant to drought or
temperature extremes;
 Having roots, which will not disrupt the low permeability layer;
 Ability to thrive in low nutrient soil and develop a good stand to resist erosion; and
 Survive and function with little or no maintenance.
Finished side slopes shall be stable and be configured to adequately control erosion and run-off.
The final cover will be graded, seeded, and stabilized in accordance with Gaston County soil
conservation standards at the following application rates:
Application MaterialMaterial lbs. lbs. per acreper acre Lime 4,000 lbs Triple 10 Fertilizer 1,000 lbs TOTAL 5,000 lbs

The lime and Triple 10 fertilizer will be disked together to a minimum of 4 inches. Once the soil
preparation is complete, the following crops shall be planted in accordance with the seeding
schedule presented in Table 6-2.
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Gaston County Sanitary Landfill | Construction Plan Report
Closure Plan
All cover material will be free of putresible material, solid waste, vegetation, rocks, construction
debris, frozen soil, and other deleterious materials.
Construction methods for the compacted clay liner shall be based upon the type and quality of
the borrow source and shall be verified in the field by constructing test pad(s). The project
engineer shall ensure that the compacted clay liner installation conforms to the plans approved
by the NCDEQ Division of Waste Management.
The construction sequence for installing the cap system will include placing the final
intermediate cover layer; construction of all erosion control devices; placing the low permeability
layer to a thickness of 18 inches; and placing the erosion layer to a thickness of 6 inches. The
final cover will be seeded, and stabilized in accordance with the Solid Waste Permit.
Table 6-2 - Seeding Schedule
SEEDING SCHEDULESeeding Schedule
Seeding Group Seeding Rate Seeding Dating Site % Total Pounds Per Acre
Total Pounds Per 1000 sq. ft. Sericea Lespedeza (unhulled or combine run) 50 50 1.15 Aug. 1 – Dec. 15 Fill, banks, steep slopes with 3:1 side sloes or less KY 31 Fescue 30 30 .69 Abruzzi Rye 20 20 .46 Common Bermuda (unhulled) 20 20 .46 .46 Aug. 1 – Dec. 15 To be used on slopes where a quick cover is required. Low maintenance Sericea Lespedeza (unhulled) 50 50 2.30
Abruzzi Rye 30 30 .69 KY31 Fescue 80 80 1.84 Oct. 15 – Dec. 15 Moderate sloping borrow areas
Abruzzi Rye 20 20 .4 Abruzzi Rye (cover only) 100 100 Aug. to Dec. Feb. to Mar.
Mow rye in Jun, to 4” & seed
Common Bermuda (hulled) 100 20 Jun. to Jul.
Notes:
1. Source Gaston Soil and Water Conservation District.
2. The plant underline in each mixture is expected to predominate and furnish permanent cover.

6.3 Final Contour Requirements
The final contour requirements are shown on Drawing C-6 for Unit II. These contours have
been established to encompass all MSW expected to be received, intermediate cover material,
representing a total of 12 inches, and the final cover system, representing a total of 3 feet.
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Gaston County Sanitary Landfill | Construction Plan Report
Closure Plan
6.4 Cap System Material Requirements
Based on 18 inches of clay placed over the largest area at one time that requires final closure,
27,000 cubic yards of low permeability clay are required for the first layer of the cap system, and
the vegetative support layer, based on 18 inches of earthen material, will also require 27,000
cubic yards. An estimated 9,000 cubic yards of earthen material is required for the 6 inches of
top soil layer. Refer to Table 6-3 for estimated cap system quantities.
6.5 Drainage Control Measures
Final contours have been established to allow the landfill to drain without restrictions or
impound¬ments. Surface water will sheet flow down each of the side slopes and into perimeter
drainage channels, which will direct it to sediment basins around the toe of the fill area.
Table 6-3 - Cap System Material Requirements
CAP SYSTEM MATERIAL REQUIREMENTSCap System Material
Requirements
Closure Area 18” Compacted Clay (CY)
FML (sq. ft) Drainage Layer (sq. ft)
18” Vegetative Support Layer (CY)
6” Topsoil (CY)
Unit I: Phase 1 Phase 2
60,500 53,200
1,089,000 958,300
1,089,000 958,300
60,500 53,200
20,200 17,700 Unit II: Phase 1 Phase 2
55,000 43,000
990,800 784,100
990,800 784,100
55,000 43,600
18,300 14,500 Unit III: Phase 1* Phase 2
41,100 65,500
740,500 1,089,000
740,500 1,089,000
41,100 60,500
13,700 20,200 Totals 313,900 6,651,700 6,651,700 313,900 104,600
*Note that closure acreages of Unit III exceed base liner area of Unit III because waste is place onto slopes of Units I and II.

6.6 Permanent Erosion Control Measures
The landfill is located east of the South Fork Catawba River. Because of the close proximity of
the landfill property to the River, proper management of site run-off will be extremely important
to ensure that sediment is not carried off site. As shown in the Permit Drawings, Sediment
Basin No. 1 is located to the east of the active fill area and to the west of the Unit II fill area,
providing storm water management central to both areas. Sediment Basin No. 2 is located
south of the Unit II area. Runoff is directed to the basins by drainage channels on the perimeter
of the fill area.
6.7 Final Slopes
The final slopes of the cover system will be a minimum of 12.5 horizontal to 1 vertical (8%) and
a maximum of 3 horizontal to 1 vertical (33%). The minimum slopes are set to maintain post
settlement slope greater than 20 horizontal to 1 vertical (5%).
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Gaston County Sanitary Landfill | Construction Plan Report
Closure Plan
6.8 Settlement Subsidence and Displacement
Landfill compaction methods, which include the use of steel-wheeled compaction equipment to
spread and compact in layers not to exceed two feet in thickness, combined with an adequate
number of passes over each layer of waste, will reduce voids and minimize differential
settlement. Proper placement of daily, intermediate, and final cover will reduce the moisture
content of the waste prior to site closure and further reduce settlement. Final slopes of the
landfill have been developed to allow for this anticipated subsidence so that positive drainage of
the fill will not be hindered.
6.9 Leachate Control
The installation of the final cap system over the fill area will greatly reduce infiltration of surface
water and lessen the potential for leachate generation. The landfill has a comprehensive
surface and groundwater monitoring program to detect any potential leachate migration
problems. This program will be continued throughout the post-closure period.
6.10 Gas Collection/Venting System
An active gas collection system will be installed under the cap to collect gas generated from the
completed fill area. The LFG extraction wells will be integrated into the final cap system design.
6.11 Implementation of Closure Plan
This Closure Plan will be implemented no more than 30 days from the date of final waste
acceptance and completed in accordance with state regulations.
6.12 Closure Verification
The following procedures will be implemented following closure:
 A signed certification from an independent registered professional engineer
verifying that closure has been completed in accordance with the Closure Plan
will be submitted to the NCDEQ Division of Waste Management.
 A notation shall be recorded on the deed notifying any potential purchaser of the
property that the land has been used as a solid waste management facility and
that future use is restricted under Paragraph (8) of Rule .1627. A copy of the
deed notation as recorded shall be filed with the operating record.
 A CQA Plan shall be submitted to the NCDEQ Division of Waste Management.
This report shall describe the observations and test used before, during, and upon
completion of construction to ensure that the construction materials meet the cap
design specification and the construction and certification requirements. The
CQA Plan shall contain as-built drawings.
 At least one sign notifying all persons of the closing of the phase and that wastes
are no longer accepted will be posted to prevent new waste from being deposited.
 Within 90 days, a survey plat, prepared by a professional land surveyor registered
by the state, indicating the location and dimensions of landfill disposal areas, will
be submitted to the Circuit Court clerk of Gaston County.

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Gaston County Sanitary Landfill | Construction Plan Report
Post-Closure Plan
7 Post-Closure Plan
7.1 Introduction
This Post-Closure Plan has been developed to outline steps to be taken to ensure the
environmental soundness of the landfill during its post-closure care period. The post-closure
care period will last at least 30 years after closure completion and at a minimum will consist of
the following:
 Maintaining integrity and effectiveness of final cover system.
 Performing groundwater and surface water monitoring.
 Maintaining and operating a gas monitoring system.
 Maintaining run-on/run-off controls.
No wastes will remain exposed after closure of the unit. Access to the closed site by the public
or domestic livestock will not pose a health hazard.
7.2 Post-Closure Contact
All correspondences and questions concerning the post-closure care of the unit should be
directed to:
Mr. Ray Maxwell, Director
Department of Public Works
Gaston County
P.O. Box 1578
Gastonia, NC 28053-1578
[phone]

7.3 Description of Use
After filling operations cease at the landfill and the unit is officially closed in accordance with the
Closure Plan, the area will be allowed to return to its natural vegetative state. The County will
maintain control of the property and prevent public access during the post-closure period.
There will be an access road on the cap to allow proper maintenance during post-closure.
Precise location of the access will be determined as a part of operations. Low ground pressure
and rubber tire vehicles will be used for maintenance.
7.4 Maintenance
7.4.1 Repair of Security Control Devices
All security control devices will be inspected and maintained as necessary to ensure that access
to the site is controlled. Locks, vehicular gates, and fencing will be replaced if functioning
improperly. Warning signs will be kept legible at all times and will be replaced if damaged by
inclement weather or vandalism.
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Gaston County Sanitary Landfill | Construction Plan Report
Post-Closure Plan
7.4.2 Erosion Damage Repair
If erosion of the final cover occurs during post-closure, the affected area will be repaired and
reseeded as necessary. Excessive slopes will be flattened if possible by adding clean fill
material. If necessary, erosion control fabrics will be used to expedite rapid revegetation of
slopes and to secure topsoil in place. Rough surfaces, which cause isolated erosion areas, will
be smooth and reseeded as necessary.
7.4.3 Correction of Settlement, Subsidence, and Displacement
Minimum slopes of 5 percent will be maintained after settlement in order to prevent ponding and
allow for proper drainage without infiltration. If vertical or horizontal displacement occurs due to
differential settlement, cracks will be filled with appropriate material and final cover will be
reestablished. Excessive vertical displacement is not anticipated.
7.4.4 Leachate Collection System
In order to maintain the free flow of leachate collection pipes, they will be cleared of debris using
the manholes or cleanout riser pipes for access. If pipes fracture, leachate will flow through the
stone trench backfill material. A continuous granular blanket will allow drainage of leachate
even in the event of total failure of the leachate collection lines. Although total failure of the
leachate collection system is unlikely, it may be possible to remove leachate from sumps
constructed at the natural drainage points outside or inside the lined area. Refer to the
Operations Plan for additional details regarding management of the leachate system.
The leachate pump station will be maintained in good working order throughout post-closure.
Since leachate volume will be decreased during post-closure, the maintenance schedule will be
adjusted in accordance with manufacturer’s recommendations. As during landfill operation, a
high-level alarm system will be in place to warn of pump failure or other system breakdowns.
7.4.5 Closure of Storage Tanks
After closure of the landfill areas have been achieved, the generation of leachate will eventually
curtail. The flow rate immediately after closure should decrease to less than 100
gallons/acre/day (gpad). Toward the end of the 30-year post-closure period, the flow should
approach zero, at which time the storage tank will not be required. The following procedures
will be followed to properly close the storage tank:
• Completely drain and remove all liquids, sludges, sediments, etc., from
the storage tank.
 Disassemble the tank, piping, and appurtenances and dispose of the
contents in a manner approved by NCDEQ.
 Sample and analyze the soil for appropriate constituents inherent to
leachate. Assess the results for evidence of contaminant migration.
 If contamination of underlying soils is exhibited, perform an assessment
as to the degree of contamination and develop remedial actions.
 Obtain approval of NCDEQ for the assessment and associated remedial
measures.
 Perform the remedial actions as necessary to limit any threats to public
health and the environment.
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Gaston County Sanitary Landfill | Construction Plan Report
Post-Closure Plan
 Restore the area to closely match pre-existing conditions in the vicinity of
the containment area. Activities may include filling, grading, topsoiling,
and seeding.
7.4.6 Repair of Run-On/Run-Off Control Structures
All side slope swales, ditches, and perimeter channels will be repaired, cleaned, or realigned in
order to maintain original condition. Any culverts that are damaged will be replaced.
7.4.7 Gas Collection/Venting System
The landfill gas collection and venting system may be maintained by a third party. Proper
operation of the system is verified through testing at the landfill gas monitoring wells and
probes.
If methane gas recovery wells do not function as a result of irregular settlement, accumulation of
liquids (condensate, leachate, water, etc.), binding or corrosion, replacement wells can be
installed if necessary. Non-functioning vents will be reset if necessary.
7.4.8 Groundwater Monitoring System
Procedures outlined in the approved site Water Quality Monitoring Plan or subsequent revision
will take precedence; however, a brief description is as follows. All groundwater monitoring
wells have been installed with concrete pads and protective casings to prevent accidental
damage by vehicles and equipment. The wells are also equipped with a locking cap to
discourage vandalism. Groundwater wells will be inspected regularly (at the time of sampling)
to ensure integrity. Persons inspecting a well should look for signs of well tampering, cracking,
or degradation, and determine whether the well needs to be replaced. If the decision is made to
replace and abandon a well, the replacement well should be installed five to ten feet from the
abandoned well in accordance with previous well specifications. Well abandonment should be
accomplished by pulling the casing out and grouting the hole.
7.5 Monitoring Plan
The closed unit shall be monitored for a minimum of 30 years. A series of inspections shall be
scheduled to ensure the integrity and effectiveness of the cap system, storm water control
system, groundwater monitoring system, gas collection system, and to protect human health
and the environment.
7.5.1 Inspection Frequencies
Inspections to be conducted during the post-closure care period will occur regularly as follows:

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Gaston County Sanitary Landfill | Construction Plan Report
Post-Closure Plan
Table 7-1 - Post-Closure Inspection Frequencies
POST-CLOSURE INSPECTION FREQUENCIESPost-Closure Inspection Frequencies
Inspection Activity Year 1 Years 2 through 30 Security Control Devices Quarterly Quarterly Cover Drainage System Functioning Quarterly* Semi-annually Leachate Collection System Quarterly Semi-annually Gas Collection/Venting System Quarterly Semi-annually Groundwater Monitoring System Semi-annually Semi-annually Erosion Damage Quarterly* Quarterly Cover Settlement, Subsidence, and Displacement Quarterly* Semi-annually Vegetative Cover Condition Quarterly* Quarterly Stormwater Control System Quarterly* Quarterly Benchmark Integrity Annually Annually Leachate Collection Pipe Flushing/CCTV** Annually Annually
* These items will be inspected after each major storm event (i.e., 1 inch or greater in any 24-hour period.).
**Refer to the Operations Plan for additional details.
A copy of the Post-Closure Inspection Checklist is included as Figure 7-1.
7.5.2 Quarterly Inspections
Quarterly inspections of the closed site will include examination of the security control devices
for signs of deterioration or vandalism to ensure access to the site is limited to authorized
persons. The previous disposal area will be checked to ensure that the integrity of the final
cover system is maintained, erosion damage is repaired, vegetative cover persists, and that
cover settlement, subsidence, and displacement are minimal. Drainage ditches will be cleared
of litter and debris, and benchmark integrity will be noted and maintained.
7.5.3 Semi-Annual Inspections
Semi-annual inspections of the site during the post-closure period will be conducted by the
County’s consulting engineer with attention paid to integrity and drainage of the final cover
system and proper functioning of the groundwater and gas monitoring systems.
Groundwater monitoring will continue on a regular basis throughout the post-closure care
period. The parameters chosen for analysis will be no less than the requirements of regulatory
agencies. Groundwater monitoring wells will be inspected in accordance with the post-closure
inspection protocol. A report of findings will be made to the responsible party via the Post-
Closure Inspection Checklist, including recommendations for actions necessary to ensure that
the site continues to meet the closure performance standard. The engineer will also receive
copies of the quarterly inspections reports and respond to any comments that demand
immediate attention.
7.5.4 Monitored Natural Attenuation
Refer to the C&D Permit to Operate DIN 9053, dated August 2011, for additional groundwater
monitoring requirements.
7.6 Engineering Certification
Based on the County’s monitoring reports and engineer’s semi-annual site visits, certifications
by the engineer will be placed in the operating record. They will certify that the Closure Plan
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Gaston County Sanitary Landfill | Construction Plan Report
Post-Closure Plan
has been followed, noting discrepancies along with the corrective actions undertaken. At the
end of the post-closure period, the individual certifications will be compiled into a final document
and forwarded to the NCDEQ Division of Waste Management.
Figure 7-1 - Post Closure Inspection Checklist
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Gaston County Sanitary Landfill | Construction Plan Report
Post-Closure Plan

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Gaston County Sanitary Landfill | Construction Plan Report
Closure, Post-Closure Cost Analysis
8 Closure, Post-Closure Cost Analysis
8.1 Introduction
The purpose of this section is to provide a written estimate in current dollars of all activities and
costs associated with all activities specified in the written closure and post-closure plans, which
have been developed for the Gaston County Sanitary Landfill, Hardin Site. This cost estimate
for closure and post-closure care is submitted in compliance with Rule .1628.
8.2 Estimated Closure Costs
Table 8-1 summarizes the estimated costs including the Unit II – Phase 2 area. This cost
estimate is based on a third party providing the necessary services and includes labor in the unit
prices given. The estimated closure costs will be reviewed annually or updated as required to
reflect adjustments for inflation, rising costs of anticipated closure care, increased costs in
construction or materials, or any other adjustments to the Closure Plan.
8.3 Estimated Post-Closure Costs
Table 8-2 summarizes the estimated cost for the post-closure care maintenance activities. This
cost estimate is based on a third party providing the necessary services and includes labor in
the unit prices given. The estimated post-closure costs will be reviewed annually or updated as
required to reflect adjustments for inflation, rising costs of anticipated post-closure care, or any
other adjustment to the Post-Closure Plan.
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Gaston County Sanitary Landfill | Construction Plan Report
Closure, Post-Closure Cost Analysis
Table 8-1 - Closure Construction Cost Estimate
Item Description Operational Information (1) Quantity (2) Unit (3) Unit Cost (4) Estimated Total (5)=(2)x(4)
Installed Elements (6) Funded Elements (7) Remaining Cost Liability (8)=(5)-(6)-(7)
MSWLF – UNIT I, UNIT II, & UNIT III 2016 Operational Status Unit I Active
Unit II – Phase 1 Active
Unit II – Phase 2 Permit to construct
Unit III Future Total MSW Footprint – All
Active Subtitle D Units
63 acres
Geomembrane 2,881,500 SF $0.55 $1,584,825 $1,584,825 Drainage Layer 2,881,500 SF $0.60 $1,728,900 $1,728,900 Soil Liner (18 Inches) On Site Soil Materials CY $8.00 Off-Site Soil Materials 160,100 CY $10.30 $1,649,030 $1,649,030
Vegetative Support Layer (18Inches) 160,100 CY $3.60 $576,360 $576,360
Vegetative Layer (6
Inches)
53,360 CY $5.20 $277,475 $277,475
Seeding 320,200 CY $0.50 $160,100 $160,100 Miscellaneous Backfill,
Grading & Drainage
63,000 CY $3.00 $189,000 $189,000
Methane Gas Control
Wells 63 EA $7,500 $472,500 $390,000 $82,500
SUBTOTAL $6,638,190 $390,000 $6,248,130 Contingency 10% $663,820 $663,820 Engineering 63 AC $5,795 $365,085 $365,085
CQA 63 AC $2,900 $182,700 $182,700 UNIT TOTAL $7,849,795 $390,000 $7,459,735
Estimated Cost Per Acre $125,000
25
Gaston County Sanitary Landfill | Construction Plan Report
Closure, Post-Closure Cost Analysis
Table 8-2 - Closure Construction Cost Estimate
Item Description Operational Information (1)
Quantity (2) Unit (3) Unit Cost (4) Estimated Total (5)=(2)x(4) Installed Elements (6) Funded Elements (7) Remaining Cost Liability (8)=(5)-(6)-(7)
C&D LANDFILL – AREA C & AREA D PIGGYBACK 2016 Operational Status Active Unit Size, acre 26.0
Geomembrane SF $0.55 Drainage Layer SF $0.60 Soil Liner (18 Inches)
On Site Soil Materials CY $8.00 Off-Site Soil Materials 66,070 CY $10.00 $660,700 $660,700
Vegetative Support Layer (18Inches) 66,070 CY $3.60 $237,850 $237,850
Vegetative Layer (6 Inches) 22,020 CY $5.20 $114,505 $114,505 Seeding 132,130 SY $0.50 $66,065 $66,065 Miscellaneous Backfill, Grading & Drainage 13,000 CY $3.00 $39,000 $39,000
Methane Gas Control Wells 26 EA $7,500 $195,000 $195,000 SUBTOTAL $1,313,120 $195,000 $1,118,120 Contingency 10% $131,310 $131,310
Engineering 26.0 AC $2,855 $74,230 $74,230 CQA 26.0 AC $2,285 $59,410 $59,410 UNIT TOTAL $1,578,070 $195,000 $1,383,070
Estimated Cost Per Acre $60,695

26

Table 8-3 - Post-Closure Cost and Corrective Action Cost Estimate
POST-CLOSURE COST AND CORRECTIVE ACTION COST ESTIMATEPost-Closure Cost and Corrective Action Cost Estimate
Item Description Quantity (1) Unit (2) Unit Price (3)
Total Annual (4)=(1)x(3)
Remaining Years Total (6)=(4)x(5)
GENERAL SITE COMPONENTS Administration 40 HR $70 $2,800 30 $84,000 Inspection: Years 0-5, Quarterly 4 EA $800 $3,200 30 $96,000 Years 6-30, Semi Annually 2 EA $1,100 $2,200 30 $66,000 Annual Certification 1 EA $2,400 $2,400 30 $72,000 Record Keeping 40 HR $55 $2,200 30 $66,000 Maintenance: Gates/fences 1 LS $1,100 $1,100 30 $33,000 Access 1 LS $1,600 $1,600 30 $48,000 Leachate Management : Analysis, Semi Annually 2 Event $375 $750 30 $22,500 Decommissioning 1 LS $1,340 $1,340 30 $40,200 Sediment Basin Clean Out: Years 0-10, Semi Annually 4 EA $1,340 $5,360 30 $160,800 Years 11-30, Annually 2 EA $1,340 $2,680 30 $80,400 Gas Monitoring, Quarterly 4 Event $800 $3,200 30 $96,000 PC Maintenance & Monitoring Allowance 1 LS $2,140 $2,140 30 $64,200 SUBTOTAL $929,100 MSWLF - UNIT I & UNIT II COMPONENTS Area 63 Cap Maintenance: Mowing (4 times per year) 4 Mowing $1,340 $5,360 30 $160,800 Erosion and Settlement Repair:
Years 0-10 1 LS $2,800 $2,800 10 $28,000 Years 11-20 1 LS $2,470 $2,470 10 $24,700 Years 21-30 1 LS $1,700 $1,700 10 $17,000 Reseeding 7,500 SY $0.50 $3,750 30 $112,500 Fertilizing 1 LS $2,600 $2,600 30 $78,000
Leachate Management – Treatment (100 gal/acre/day) 1,900 1000 Gal $1.60 $3,040 30 $91,000
SUBTOTAL $512,000 C&D - AREA C & AREA D PIGGYBACK COMPONENTS Acres 26 Cap Maintenance: Mowing (4 times per year) 4 Mowing $960 $3,840 30 $115,200 Erosion and Settlement Repair: Years 0-10 1 LS $1,820 $1,820 10 $18,200 Years 11-20 1 LS $1,340 $1,340 10 $13,400 Years 21-30 1 LS $960 $960 10 $9,600 Reseeding 3,800 SY $0.50 $1,900 30 $57,000 Fertilizing 1 LS $1,080 $1,080 30 $32,400 SUBTOTAL $245,800 CURRENT CORRECTIVE ACTION Existing Corrective Action Plan (CAP) - Monitored Natural Attenuation
Natural Attenuation Monitoring, Semi Annually 1 Event $14,200 $14,200 25 $355,000
TOTAL 30-YEAR POST CLOSURE COST $2,041,900
POTENTIAL ASSESSMENT AND CORRECTIVE ACTION FUND $2,000,000

9 Water Quality Monitoring Plan
9.1 General Groundwater Sampling Protocol
The monitoring activities are conducted in general accordance with current North Carolina
Department of Environmental Quality (NCDEQ), Division of Waste Management, Solid Waste
Section (NCDWM) rules, NCDWM memorandums dated October 27, 2006, February 23, 2007,
and October 16, 2007, concerning changes to laboratory detection limits and reporting
requirements, and the NCDWM groundwater and surface water sampling guidelines dated April
2008. According to NCDWM rules dated April 1, 2011, the statistical evaluation of historical
groundwater data at MSW landfills is now optional and statistically significant increases in target
constituents no longer warrant additional assessment.
9.2 Unlined MSW Landfill
Groundwater monitoring activities are conducted at eight shallow monitor wells MW-1, MW-2,
MW 6, MW-7, MW-8, MW-9, MW-10A, and MW-21, and one deep monitor well MW-19.
Groundwater samples are analyzed for Appendix I VOCs and metals on a semi-annual basis
and are analyzed for Appendix II constituents on a biennial schedule (once every two years).
Refer to Figure 9 1.
9.3 C&D over Unlined MSW Landfill
A Corrective Action Plan (CAP) was prepared and submitted to the NCDWM on July 1, 2008,
which proposed Monitored Natural Attenuation (MNA) as the remedial approach to treat affected
groundwater at the site. Groundwater contaminants of concern (COCs) including VOCs
(benzene, 1,1-dichloroethane (1,1-DCA), 1,2-dichloroethane, 1,4-dichlorobenzene, cis-1,2-
dichloroethene (cis-1,2-DCE), methylene chloride, PCE, TCE, and vinyl chloride)); metals
(beryllium, cadmium, lead, and silver); and Appendix II SVOC (3&4 methylphenol) were
identified for the site. The CAP also addressed the expansion of the methane extraction system
along the southwestern toe of the closed unlined landfill for the purpose of gaining additional
carbon credit cells. As an added benefit, the methane extraction efforts were anticipated to
improve groundwater quality at the site.
The CAP was approved by the NCDWM on January 26, 2009. The CAP approval letter
requested that MNA be conducted at 13 monitor wells including MW-1, MW-2, MW-6, MW-7,
MW-8, MW-9, MW-10, MW-19, MW-21, MW-22, TW-1, MW-BD, and MW-BD4. The NCDWM
approved that sampling at monitor well TW-1 could be discontinued, and the well was
subsequently abandoned. Monitor well MW-10 was recently replaced by MW-10A, due to low
water levels at MW-10. Groundwater samples were to be analyzed for the full list of MNA
parameters, Appendix I VOCs and metals, and the Appendix II constituent 3&4 methylphenol.

Figure 9-1 - Site Layout Map

9.4 Unit I Lined MSW Landfill
According to a March 1997 HDR Engineering, Inc. of the Carolinas’ report, a total of six shallow
monitor wells (MW-1, MW-3A, MW-4A, MW-17, MW-18 and MW-B and one deep monitor well
MW-BD) were installed to monitor groundwater quality at the lined landfill. Monitor well MW-1 is
also used to monitor background groundwater quality at the closed unlined landfill and the Unit
II lined landfill. Two additional shallow monitor wells (MW-15 and MW-16) were installed at the
lined landfill, following completion of Cell 2. In addition, two surface water sample locations SW-
1 (LL) and SW-2 (LL) were established to monitor surface water quality at the site.
Groundwater and surface water samples at the Unit I landfill are currently analyzed for Appendix
I VOCs and metals.
9.5 Unit II MSW Landfill
Background groundwater sampling activities were conducted in general accordance with the
Proposed Water Quality Monitoring Plan (Section 6.0) outlined in the Design Hydrogeologic
Report- Revision 1, Proposed Lined Subtitle D Municipal Solid Waste Landfill, Unit II Phase I
dated September 14, 2007, which was prepared by Buxton Environmental, Inc. According to
this report, a total of six shallow monitor wells (MW-1, MW-23, MW-24, MW-25, MW-26, and
MW-27) were required to monitor groundwater quality at the site. Monitor well MW-1 is also
used to monitor groundwater quality at the closed unlined landfill and Unit I lined landfill.
According to NCDWM rules, four independent groundwater sampling events are required at the
monitor wells prior to the issuance of the Permit to Operate. From October 30, 2008 through
March 9, 2009, Buxton Environmental, Inc. conducted monitor well installation, hydrogeologic
parameter assessment, and four Appendix I baseline groundwater monitoring events at the
subject site. Groundwater samples collected at monitor wells MW-1, MW-23, MW-24, MW-25,
MW-26, and MW-27 indicated the presence of metals above the North Carolina Groundwater
Protection Standards (NCGPS). A statistical groundwater evaluation indicated that monitor
wells MW-23, MW-24, and MW-27 indicated the presence of metals above background
concentrations. The metal affected groundwater detected at the site appeared to be the result
of naturally occurring conditions. Sampling activities at the French drain location FD-2 and
surface water sample locations US-1 and DS-1 (located along the drainage ditch that intersects
the water table on the southwestern side of the site) began during the second semi-annual 2009
sampling event.

10 Landfill Gas Monitoring Plan
10.1 Purpose
This Landfill Gas Monitoring Plan (LFGMP) presents information and procedures associated
with the landfill gas monitoring for the Gaston County Landfill (Permit No. 36-06), which includes
the Subtitle D Phase I and Phase II units as well as the closed unlined MSW unit.
10.2 Regulatory Requirements
The LFGMP, as described herein, is for monitoring of methane gas concentrations at key
locations to document compliance at the property boundary and in site structures. In
accordance with 15A NCAC 13B.0503, the following requirements must be met:
 The concentration of explosive gases generated by the site shall not exceed (i) 25
percent of the limit for the gases in site structures (excluding gas control or
recovery system components); and (ii) the lower explosive limit for the gases at
the property boundary.
10.3 Landfill Gas Monitoring
The County conducts quarterly monitoring at following permanent well locations (LFG-1, LFG-2,
LFG-3, LFG-4, LFG-5, LFG-6, MW-1, MW-12, MW-26, and MW-27. Quarterly monitoring is
conducted in the Maintenance Building, Scale/Administration Building, Baler Building, and in the
Recycling Attendant Trailer and McGee (formerly now property of the County) crawl spaces.
Refer to Figure 9-1. In addition, a landfill gas cutoff trench has been installed to protect the
Maintenance, Scale/Administration, and Baler buildings from gas migration from the unlined
MSW unit. These three facilities also have continuous CH4 monitors. The northwestern and
southeastern compliance boundaries of the site are protected by continuous flowing creeks.
10.4 Monitoring
As required by 15A NCAC 13B.503, the County is responsible for assessing and monitoring for
LFG migration, specifically off-site migration beyond the property boundary, and for determining
if methane is accumulating in any on-site structures. In addition, the County will conduct
ambient surface monitoring of specific locations on an as-needed basis if the presence of LFG
is suspected.
10.5 Frequency
The County will monitor the permanent compliance wells and designated on-site structures on a
quarterly basis. If methane concentration levels exceed the regulatory requirements at any
given location, the County will institute more frequent monitoring until such time as it can be
demonstrated that any migration issue is resolved to the satisfaction of the County and the
Division of Waste Management.

10.6 Monitoring Protocols
Prior to initiating a LFG monitoring event, monitoring personnel (County or a third party) will
record pertinent weather information. Via the use of a LFG analyzer, the following will typically
be recorded at each monitoring well or on-site structure:
 Verification of sample tube purge;
 Time pumped in seconds;
 Barometric pressure;
 Methane concentrations (percent volume in air and lower explosive limit);
 Oxygen, carbon dioxide, and balance gas concentration; and
 Any field observations or comments.
Concentrations of gases, using a CES-Landtech, GEM 5000 analyzer (or equivalent type
analyzer) at the monitoring wells, will be determined using the following sampling procedures:
 The instrument will be calibrated per the manufacturer’s recommendations prior to
use.
 The instrument will be turned on prior to sampling of the monitoring well.
 The instrument’s sampling pump will be started and readings will be observed and
recorded. Typically, two monitoring well volumes will be pumped and purged prior
to recording measurements.
 Readings will be measured for a three-five minute time interval following the well
purging.
10.7 Detections and Exceedences
If methane concentrations are detected above 1.25 percent by volume in on-site structures or
above 5.00 percent by volume at the property boundary, the County will:
 Notify the Division of Waste Management, Solid Waste Section (SWS);
 Perform a site investigation;
 Provide SWS monitoring data related to the exceedence; and
 Propose appropriate corrective actions.
10.8 Notification and Reporting
Landfill gas monitoring under this Plan will be scheduled quarterly. An LFG Monitoring Report
(form) documenting LFG monitoring results will be prepared at the completion of each
monitoring event and placed in the permanent facility operations files. However, if methane
concentrations from any monitoring well exceed the prescribed regulatory requirements, the
County will:
 Immediately take all necessary steps to ensure protection of human health and
notify the Division of Waste Management, SWS;
 Within seven days of detection, place the monitoring results and a description of
the steps taken to protect human health in the operating record; and
 Within 60 days of detection, implement a remediation plan and notify the SWS
that the plan has been implemented.

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GASTON COUNTY SANITARY LANDFILL
HARDIN SITE

CONSTRUCTION QUALITY
ASSURANCE PLAN

OCTOBER 2013

Prepared for:
Gaston County
P.O. Box 1578
Gastonia, NC 28053-1578

Prepared by:

Project Number 21420


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TABLE OF CONTENTS
SECTION PAGE

Gaston County i October 2013
CQA/CQC Plan

1.0 GENERAL ................................................................................................. 1
1.1 Introduction .............................................................................................................................. 1
1.2 Definitions Relating to Construction Quality ........................................................................... 1
1.2.1 Construction Quality Assurance and Construction Quality Control ................................... 1
1.2.2 Use of the Terms in this Plan .............................................................................................. 2
1.2.3 CQC/CQA Certification Document .................................................................................... 2
1.2.4 Discrepancies between Documents ..................................................................................... 2
1.3 Parties to Construction Quality Assurance ............................................................................... 3
1.3.1 Description of the Parties .................................................................................................... 3
1.3.1.1 Design Engineer ................................................................................................................... 3
1.3.1.2 Contractor ............................................................................................................................. 3
1.3.1.3 Construction Quality Assurance (CQA) Engineer ................................................................ 3
1.3.1.4 Construction Surveyor .......................................................................................................... 3
1.3.1.5 Soils Engineer ....................................................................................................................... 3
1.3.1.6 Owner ................................................................................................................................... 4
1.3.1.6 Owner ................................................................................................................................... 5
1.3.1.7 Geosynthetics Manufacturer ................................................................................................. 5
1.3.1.8 Geosynthetics Installer ......................................................................................................... 5
1.3.1.9 Construction Quality Assurance Consultant ......................................................................... 5
1.3.1.10 Geosynthetics Construction Quality Assurance Laboratory ............................................... 5
1.3.1.11 Soils Construction Quality Assurance Laboratory .............................................................. 5
1.3.1.12 Construction Quality Control Consultant ........................................................................... 5
1.3.1.13 Geosynthetics Construction Quality Control Laboratory .................................................... 6
1.3.1.14 Soils Construction Quality Control Engineer ..................................................................... 6
1.3.2 Qualifications of the Parties ................................................................................................ 6
1.3.2.1 Contractor ............................................................................................................................. 6
1.3.2.2 Geosynthetics Manufacturers ............................................................................................... 6
1.3.2.3 Geosynthetics Installer ......................................................................................................... 6
1.3.2.4 Construction Quality Assurance Consultant ......................................................................... 7
1.3.2.5 Construction Quality Control Consultant ............................................................................. 7
1.3.2.6 Geosynthetics Construction Quality Control Laboratory ...................................................... 7
1.4 Scope of CQA/CQC ................................................................................................................. 7
1.5 Units ......................................................................................................................................... 7
1.6 References ................................................................................................................................ 8
1.7 Site and Project Control ........................................................................................................... 8
1.7.1 CQA/CQC Resolution Meeting .......................................................................................... 8
1.7.2 Preconstruction Meeting ..................................................................................................... 9
1.7.2 Daily and Weekly Progress Meetings ................................................................................. 9
1.7.3 Problem or Work Deficiency Meetings ............................................................................ 10
2.0 SURVEYING CONSTRUCTION QUALITY CONTROL ............................................... 11
2.1 Introduction ............................................................................................................................ 11
2.2 Survey Control ....................................................................................................................... 11
2.3 Surveying Personnel ............................................................................................................... 11
2.4 Precision and Accuracy .......................................................................................................... 11
2.5 Lines and Grades .................................................................................................................... 11
2.6 Frequency and Spacing .......................................................................................................... 12
2.7 Thickness Measurements ....................................................................................................... 13
2.8 Tolerances .............................................................................................................................. 13
2.9 Documentation ....................................................................................................................... 13
3.0 SOILS CONSTRUCTION QUALITY ASSURANCE AND CONSTRUCTION QUALITY CONTROL15
3.1 Introduction ............................................................................................................................ 15
TABLE OF CONTENTS
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Gaston County ii October 2013
CQA/CQC Plan

3.2 Earthwork Construction ......................................................................................................... 15
3.2.1 Subgrade ........................................................................................................................... 15
3.2.2 Structural/Controlled Fill .................................................................................................. 15
3.3 Soil Liner System ................................................................................................................... 15
3.3.1 Soil Liner Subgrade .......................................................................................................... 15
3.3.2 Soil Liner Material ............................................................................................................ 15
3.4 Soils Testing ........................................................................................................................... 16
3.4.1 Test Methods .................................................................................................................... 16
3.4.2 Soils Testing Requirements .............................................................................................. 16
3.5 Soils Construction Quality Assurance and Construction Quality Control ............................. 16
3.5.1 Monitoring ........................................................................................................................ 16
3.5.2 Laboratory and Field Tests ............................................................................................... 17
3.5.3 Construction Quality Control and Quality Assurance Testing Frequency ........................ 17
3.5.4 Perforations in Soil Liner .................................................................................................. 18
3.5.5 Deficiencies ...................................................................................................................... 18
3.5.5.1 Notification ......................................................................................................................... 19
3.5.5.2 Repairs and Retesting ......................................................................................................... 19
4.0 GEOMEMBRANE LINER CONSTRUCTION QUALITY ASSURANCE ............................... 20
4.1 Geomembrane Manufacturer’s Certification and CQA Conformance Testing ...................... 20
4.1.1 Geomembrane Manufacturer’s Certification .................................................................... 20
4.1.1.1 Raw Material ...................................................................................................................... 20
4.1.1.2 Geomembrane Manufacturing ............................................................................................ 20
4.1.1.3 Rolls and Sheets ................................................................................................................. 21
4.2 Geomembrane Installation ..................................................................................................... 22
4.2.1 Transportation, Handling, and Storage ............................................................................. 22
4.2.2 Earthwork ......................................................................................................................... 22
4.2.2.1 Surface Preparation............................................................................................................. 22
4.2.2.2 Anchorage System .............................................................................................................. 23
4.2.3 Geomembrane Placement ................................................................................................. 23
4.2.3.1 Field Panel Identification .................................................................................................... 23
4.2.3.2 Field Panel Placement ........................................................................................................ 23
4.2.4 Field Seaming ................................................................................................................... 24
4.2.4.1 Seam Layout ....................................................................................................................... 24
4.2.4.2 Requirements of Personnel ................................................................................................. 24
4.2.4.3 Seaming Equipment and Products ...................................................................................... 24
4.2.4.4 Nondestructive Seam Continuity Testing ........................................................................... 25
4.2.4.5 Destructive Seam Testing ................................................................................................... 25
4.2.4.6 Geosynthetics Construction Quality Control Laboratory Testing ....................................... 25
4.2.4.7 Defining Extent of Destructive Seam Test Failure ............................................................. 26
4.2.5 Defects and Repairs .......................................................................................................... 26
4.2.6 Liner Systems Acceptance ................................................................................................ 26
4.2.8 Materials in Contact with Geomembranes ........................................................................ 27
4.2.8.1 Sumps and Appurtenances .................................................................................................. 27
5.0 LCR CONSTRUCTION QUALITY ASSURANCE ..................................................... 28
5.1 Introduction ............................................................................................................................ 28
5.2 Granular Leachate Collection System .................................................................................... 28
5.2.1 Protective Cover (Leachate Collection Layer) Material ................................................... 28
5.2.2 Sump and LCR Pipe Drain Material ................................................................................. 28
5.3 Related Materials ................................................................................................................... 28
5.3.1 High Density Polyethylene (HDPE) Pipe Material .......................................................... 28
5.3.2 Soil Buffer Layer Material ............................................................................................... 29
5.4 Materials Testing .................................................................................................................... 29
TABLE OF CONTENTS
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Gaston County iii October 2013
CQA/CQC Plan

5.4.1 Test Methods.................................................................................................................... 29
5.4.2 Material Testing Requirements ........................................................................................ 29
5.5 LCR Construction Quality Assurance .................................................................................... 29
5.5.1 Monitoring ........................................................................................................................ 29
5.5.2 Deficiencies ...................................................................................................................... 30
5.5.2.1 Notification ......................................................................................................................... 30
5.5.2.2 Repairs and Retesting ......................................................................................................... 30
6.0 GEOTEXTILE MATERIAL AND INSTALLATION QUALITY ASSURANCE ........................ 31
6.1 Manufacturing ........................................................................................................................ 31
6.2 Labeling ................................................................................................................................. 31
6.3 Shipment and Storage ............................................................................................................ 31
6.4 Handling and Placement......................................................................................................... 31
6.5 Seams and Overlaps ............................................................................................................... 32
6.6 Repair ..................................................................................................................................... 32
6.7 Placement and Materials ........................................................................................................ 32
7.0 HIGH DENSITY POLYTHYLENE PIPE, MANHOLES, AND FITTINGS CONSTRUCTION
QUALITY ASSURANCE ................................................................................ 33
7.1 Material Requirements ........................................................................................................... 33
7.2 Manufacturer .......................................................................................................................... 33
7.2.1 Verification and Identification .......................................................................................... 33
7.3 Nondestructive Testing .......................................................................................................... 34
7.3.1 Nondestructive Testing of Joints ...................................................................................... 34
8.0 GEOCOMPOSiTE CONSTRUCTION QUALITY ASSURANCE ...................................... 35
8.1 Material Requirements ........................................................................................................... 35
8.2 Manufacturing ........................................................................................................................ 35
8.3 Labeling ................................................................................................................................. 35
8.4 Shipment and Storage ............................................................................................................ 35
8.5 Handling and Placement......................................................................................................... 36
8.6 Joining .................................................................................................................................... 36
8.7 Repair ..................................................................................................................................... 36
8.8 Placement of Soil Materials ................................................................................................... 36
9.0 CONSTRUCTION QUALITY ASSURANCE DOCUMENTATION .................................... 37
9.1 Documentation ....................................................................................................................... 37
9.2 Record Keeping ...................................................................................................................... 37
9.2.1 Memorandum of Discussion with Contractor ................................................................... 37
9.2.2 Observation Logs and Testing Data Sheets ...................................................................... 37
9.2.3 Construction Problem and Solution Data Sheets .............................................................. 38
9.3 Photographic Reporting Data ................................................................................................. 39
9.4 Design and/or Specification Changes..................................................................................... 39
9.5 Progress Reports ..................................................................................................................... 39
9.6 Signature and Final Report ..................................................................................................... 39
9.7 Storage of Records ................................................................................................................. 40

Appendix – Technical Specifications

Gaston County 1 October 2013
CQA/CQC Plan
SECTION 1.0
GENERAL

1.1 Introduction
The Quality and Quality Control (CQA/CQC) Plan has been prepared to provide the County,
Design Engineer, CQA Engineer, the Contractor, and the Geosynthetics Installer the means to
govern the construction quality and to satisfy the environmental protection requirements under
current solid waste management regulations.
More specifically, this CQA/CQC Plan addresses the soils and geosynthetics components of the
liner and leachate collection/removal (LCR) systems. The liner system, as referenced herein,
generally consists of a soil subgrade and a composite liner (consisting of a compacted soil liner, a
geosynthetic clay liner, and an overlying HDPE geomembrane liner). The LCR system consists
of a granular drainage material with perforated collection piping, manholes, and fittings. General
references in this Plan to the various components as the "liner or LCR system(s)" are intended to
be as described herein.
The CQA Plan is organized as follows:
 Section 1.0 – General
 Section 2.0 – Surveying Construction Quality Assurance
 Section 3.0 – Soils Construction Quality Assurance and Construction Quality Control
 Section 4.0 – Geomembrane Liner Construction Quality Assurance
 Section 5.0 – LCR Construction Quality Assurance
 Section 6.0 – Geotextile Construction Quality Assurance
 Section 7.0 – High Density Polyethylene Pipe, Manholes, and Fittings Construction
Quality Assurance
 Section 8.0 – Geocomposite Construction Quality Assurance
 Section 9.0 – Construction Quality Assurance Documentation
1.2 Definitions Relating to Construction Quality
1.2.1 Construction Quality Assurance and Construction Quality Control
This CQA/CQC Plan is devoted to construction quality assurance/quality control re-
garding the liner system, LCR system, and protective cover system. In the case of
geosynthetics, CQC is provided by the manufacturers and installers of the various
materials. The manufacturer’s specifications and quality control requirements are
included by reference only, and a complete updated version will be incorporated as part

Gaston County 2 October 2013
CQA/CQC Plan
of the construction contract documents. In the context of this Plan, construction quality
assurance and construction quality control are defined as follows:
Construction Quality Assurance (CQA) – A planned and systematic procedure for
means and actions required to provide reasonable confidence that items or services
involved with liner, LCR, and protective cover system installation meets contractual and
regulatory requirements and will perform satisfactorily when installed.
Construction Quality Control (CQC) – Those actions which provide a means to measure
and regulate the materials and workmanship of an item or service to contractual and
regulatory requirements.
1.2.2 Use of the Terms in this Plan
In the context of this document:
 Construction Quality Assurance refers to the means and methods employed by
the Owner to assure conformity of the liner, LCR, and protective cover system
materials, workmanship, and installation with this CQA/CQC Plan, Contract
Drawings, and the Specifications. CQA is provided by the CQA Engineer as a
representative of the Owner and independent from construction and installation.
 Construction Quality Control refers to those actions taken by manufacturers,
installers, Quality Control Agency, or Contractor to ensure that the materials and
the workmanship meet the requirements of this CQA/CQC Plan and the Contract
Documents for this project. In the case of soils, CQC is provided by the
Contractor’s Soils Engineer.
1.2.3 CQC/CQA Certification Document
At the completion of construction and prior to placement of waste in the landfill, a certifi-
cation document will be prepared by the CQA Consultant and be submitted to State solid
waste regulators. The certification report will include all QC testing performed by the
geosynthetics manufacturers, all CQC testing performed by the CQC Consultant, or geo-
synthetic installers, and all CQA conformance testing performed by the CQA consultant.
1.2.4 Discrepancies between Documents
The CQA/CQC Plan is intended to be a supporting document to improve the overall
implementation of the work. The Contractor is instructed to bring discrepancies between
Technical Specifications and CQA/CQC Plan to the attention of the Design Engineer or
CQA Engineer for resolution. The Design Engineer has the sole authority to determine
resolution of discrepancies existing within the Contract Documents. Unless otherwise

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directed by the Design Engineer, the more stringent requirement shall be the controlling
resolution.
1.3 Parties to Construction Quality Assurance
1.3.1 Description of the Parties
The parties to Construction Quality Assurance and Quality Control include the Owner,
design engineer, contractor, geosynthetics manufacturer, geosynthetics installer, CQA
engineer, geosynthetics CQA laboratory, soils CQA laboratory, CQC consultant,
geosynthetics CQC laboratory, and soils CQC engineer. The lines of authority and
communications between each of the parties involved in the CQA and CQC are
illustrated in the chart presented in Figure 1.
1.3.1.1 Design Engineer
The Design Engineer is responsible for the engineering design, drawings, plans and
specifications for the liner system, LLR system, and protective cover system.
1.3.1.2 Contractor
The Contractor is generally responsible for the construction of the liner, LLR, and
protective systems. The Contractor is responsible for submittal coordination and the
overall Construction Quality Control (CQC) on the project.
1.3.1.3 Construction Quality Assurance (CQA) Engineer
The CQA Engineer is a party, independent from the Contractor that is responsible for
observing, testing, and documenting activities related to the construction quality
assurance of the earthworks at the site, and the production and installation of the
geosynthetic components of the cap system. The CQA Engineer is also responsible for
issuing a certification report, sealed by a Professional Engineer registered in the State of
North Carolina.
1.3.1.4 Construction Surveyor
The Construction Surveyor, also referred to as the CQC Surveyor, is a subcontractor of
the Contractor and responsible for all stakeout and survey control as outlined in Section
2.0, Surveying Quality Control and Quality Assurance.
1.3.1.5 Soils Engineer
The Soils Engineer is a representative of the Owner and responsible for earthwork and
soils cap Construction Quality Control (CQC) testing.

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1.3.1.6 Owner
The Owner is Gaston County who is responsible for the facility.
1.3.1.7 Geosynthetics Manufacturer
The geosynthetics manufacturer is responsible for the production of geomembranes and
geotextiles. The manufacturers are responsible for Quality Control (QC) during
manufacture of the geosynthetic components, certification of the properties of the
geosynthetic components, and field installation criteria.
1.3.1.8 Geosynthetics Installer
The geosynthetics installer is a subcontractor of the contractor and is responsible for field
handling, storing, placing, seaming, protection of (against wind, etc.), and other aspects
of the geosynthetics installations, including the geomembranes and geotextiles. The
geosynthetics installer may also be responsible for transportation of these materials to the
site and for the preparation and completion of anchor trenches.
1.3.1.9 Construction Quality Assurance Consultant
The CQA Consultant is a representative of the Owner and is responsible for observing,
testing, and documenting activities related to the CQA/CQA of the earthworks at the site
and the installation of the geosynthetic components of the liner and leachate collection/re-
moval systems. The CQA Consultant is also responsible for issuing a facility certifica-
tion report, sealed by a Professional Engineer registered in North Carolina.
1.3.1.10 Geosynthetics Construction Quality Assurance Laboratory
The Geosynthetics CQA Laboratory is a party, independent from the Owner that is
responsible for conducting tests on conformance samples of geosynthetics used in the
liner and the LCR systems. The Geosynthetics CQA Laboratory services cannot be
provided by any party involved with the manufacture, fabrication, or installation of any
of the geosynthetic components.
1.3.1.11 Soils Construction Quality Assurance Laboratory
The Soils Construction Quality Assurance Laboratory is a party, independent from the
Owner that is responsible for conducting geotechnical tests on conformance samples of
soils used in the liner system. The Soils CQA Laboratory service cannot be provided by
any party involved with the Contractor.
1.3.1.12 Construction Quality Control Consultant
The CQC Consultant is a representative of the Contractor and is responsible for the
earthwork and soil liner construction. The Soils Engineer will perform all quality control

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sampling and testing required for project certification. The term CQC Consultant shall be
used to designate the Engineer in charge of soil placement work. The personnel of the
CQC Consultant also include Quality Control Monitors who are also located at the site
for construction observation and monitoring. The Soils Engineer is responsible for the
timely conveyance of CQC testing results to the CQC Consultant.
1.3.1.13 Geosynthetics Construction Quality Control Laboratory
The Geosynthetics CQC Laboratory is a party, independent from the Contractor that is
responsible for conducting tests on conformance samples of geosynthetics used in the
liner and LCR systems.
1.3.1.14 Soils Construction Quality Control Engineer
The Soils Construction Quality Control Engineer is a party, independent from the
Contractor that is responsible for conducting geotechnical tests on conformance samples
of soils used in the liner system.
1.3.2 Qualifications of the Parties
The following qualifications are required of all parties involved with the manufacture,
fabrication, installation, transportation, and CQC/CQA of all materials for the liner and
LCR systems. Where applicable, these qualifications must be submitted by the
Contractor to the Project Manager for review and approval.
1.3.2.1 Contractor
Qualifications of the Contractor are specific to the construction contract and independent
of this CQA/CQC Plan.
1.3.2.2 Geosynthetics Manufacturers
Each Geosynthetics Manufacturer must satisfy the qualifications presented in the project
specifications and must be prequalified and approved by the Design Engineer.
The physical properties of each geosynthetic product must be certified by the
geosynthetics manufacturer. The properties certified must include, at a minimum, those
identified in the project specifications. Manufacturer’s certification must be approved by
the CQA Consultant before the product is used.
1.3.2.3 Geosynthetics Installer
The Geosynthetic Installer will be trained and qualified to install the geosynthetics
components of the liner system. Each Geosynthetics Installer must meet the

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requirements of the project specifications and be approved by the Design Engineer and
the Geomembrane Manufacturer.
1.3.2.4 Construction Quality Assurance Consultant
The CQA Consultant will act as the Owner’s CQA representative and will report to the
Design Engineer. The CQA Consultant will perform conformance testing to satisfy the
requirements of this CQA Plan, will observe the CQC work performed by the CQC
Consultant, and will prepare the certification document incorporating both CQA and
CQC test data. The CQA Consultant will have experience in the CQA/CQC aspects of
landfill liner system construction and soils testing and be familiar with ASTM and other
related industry standards. The activities of the CQA Consultant will be performed under
the supervision of a registered Professional Engineer.
1.3.2.5 Construction Quality Control Consultant
The CQC Consultant will be a party, independent from the Contractor. The CQC
Consultant will be experienced with soils, including soil liners and geosynthetics,
including geomembranes and geotextiles. The CQC Consultant will satisfy the
requirements of the project specifications and be approved by the Design Engineer. The
activities of the CQC Consultant will be performed under the supervision of a registered
Professional Engineer.
1.3.2.6 Geosynthetics Construction Quality Control Laboratory
The Geosynthetics Construction Quality Control Laboratory is a subcontractor of the
CQC Consultant and will have experience in testing geosynthetics and be familiar with
ASTM, NSF, and other applicable test standards. The Geosynthetics CQC Laboratory
will be capable of providing test results within 24 hours, or a reasonable time after, as
agreed at the outset of the project, receipt of samples, and will maintain that standard
throughout the installation.
1.4 Scope of CQA/CQC
The scope of this CQA/CQC Plan includes the CQA and CQC of the soils and geosynthetic
components of the liner and LCR systems proposed for the Gaston County Landfill – Unit II -
Phase I. The CQA and CQC requirements for the selection, evaluation, and placement of the
soils are included under this Plan.
1.5 Units
In this CQA/CQC Plan, all properties and dimensions are expressed in standard units.

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1.6 References
The CQA/CQC Plan includes references to the most recent version of the test procedures of the
American Society of Testing and Materials (ASTM), the Geosynthetic Research Institute (GRI),
and the Federal Test Method Standards (FTMS).
1.7 Site and Project Control
To guarantee a high degree of quality during installation, clear and open channels of
communication are essential. To that end, meetings are critical.
1.7.1 CQA/CQC Resolution Meeting
Prior to field mobilization by the Contractor, a resolution meeting will be held. This
meeting will include all parties then involved, including the Owner, CQA consultant,
design engineer, contractor, and CQC consultant.
The purpose of this meeting is to begin planning for coordination of tasks, anticipate any
problems that might cause difficulties and delays in construction and review the CQA
and CQC Plans with all parties involved. It is important that the rules regarding testing,
repair, etc., be known and accepted by all parties.
This meeting should include the following activities:
 Communicate to all parties any relevant documents
 Review critical design details of the project
 Review the seam layout drawing provided by the geomembrane/geosynthetic
installer
 Review the site-specific CQA and CQC Plans
 Make any appropriate modifications to the CQA and CQC Plans to ensure that
they specify all testing activities that are necessary
 Reach a consensus on the CQA/CQC quality control procedures, especially on
methods for determining acceptability of the soils and geosynthetics.
 Review the proposed liner system and protective cover system
 Decide the number of spare seaming units for geomembranes to be maintained on
site by the geomembrane/geosynthetic installer (this number depends on the
number of seaming crews and on the type of seaming equipment)
 Select testing equipment and review protocols for testing and placement of
general earthwork materials
 Confirm method for the soil liner material selection testing, acceptable zone
determinations, and test strip installation

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 Confirm the methods for documenting and reporting, and for distributing
documents and reports; and confirm the lines of authority and communication.
The meeting will be documented and minutes will be transmitted to all parties.
1.7.2 Preconstruction Meeting
A Preconstruction Meeting will be held at the site. At a minimum, the meeting will be
attended by the Owner, design engineer, the CQA engineer, the CQC engineer, the
Contractor, and the geosynthetic installers.
Specific topics considered for this meeting include:
 Necessary modifications to the CQA/CQC Plan;
 Review the responsibilities of each party;
 Review lines of authority and communication;
 Review methods for documenting and reporting, and for distributing documents
and reports;
 Establish protocols for testing;
 Establish protocols for handling deficiencies, repairs, and retesting;
 Review the time schedule for all operations; and
 Establish rules for writing on the geomembrane, i.e., who is authorized to write,
what can be written, and in which color
 Outline procedures for packaging and storing archive samples
 Review panel layout and numbering systems for panels and seams
 Establish procedures for use of the fusion seaming apparatus, if applicable
 Finalize field cutout sample sizes
 Review seam testing procedures
 Review repair procedures
 Establish soil stockpiling locations (if any).
The meeting will be documented by a person designated at the beginning of the meeting,
and minutes will be transmitted to all parties.
1.7.2 Daily and Weekly Progress Meetings
A weekly progress meeting will be held between the CQA Engineer, CQC Consultant,
Contractor, Soils Engineer, and any other involved parties. This meeting will discuss
current progress, planned activities for the next week, and any new business or revisions
to the work. The CQA Engineer will log any problems, decisions, or questions arising at

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this meeting in his daily reports. Any matter requiring action that is raised in this
meeting will be reported to the appropriate parties.
A daily meeting will be held between the CQA Engineer, the Contractor, and any other
concerned parties. This meeting will discuss current progress, planned activities for the
next shift, and any new business or revisions to the work. The CQA Engineer will log
any problems, decisions, or questions arising at this meeting in his daily report. Any
matter requiring action that is raised in this meeting will be reported to the appropriate
parties.
Meeting frequency will depend on the schedule of the project and the mutual agreement
of all parties involved.
1.7.3 Problem or Work Deficiency Meetings
A special meeting will be held when and if a problem or deficiency is present or likely to
occur. At a minimum, the meeting will be attended by all interested parties, the design
engineer, the contractor, and the CQA engineer. The purpose of the meeting is to define
and resolve the problem or work deficiency as follows:
 Define and discuss the problem or deficiency;
 Review alternative solutions; and
 Implement an action plan to resolve the problem or deficiency.
The meeting will be documented by a person designated at the meeting, and minutes will
be transmitted to affected parties.

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SECTION 2.0
SURVEYING CONSTRUCTION QUALITY CONTROL

2.1 Introduction
Surveying of lines and grades is conducted on an ongoing basis during construction of the
component liner and leachate collection system. CQC of the surveying is essential to ensure that
slopes are properly constructed. The surveying conducted at the site shall be performed by the
Contractor.
2.2 Survey Control
Permanent benchmarks and baseline control points are to be established for the site at locations
convenient for daily tie-in. The vertical and horizontal controls for this benchmark will be
established within normal land surveying standards.
2.3 Surveying Personnel
All surveying will be performed under the direct supervision of a Registered Professional
Engineer (PE) or Licensed Land Surveyor (PLS) licensed in the State of North Carolina.
2.4 Precision and Accuracy
A wide variety of survey equipment is available to meet the requirements of this project. The
survey instruments used for this work should be sufficiently precise and accurate to meet the
needs of the project. All survey instruments should be capable of reading to a precision of 0.01
feet and with a setting accuracy of 20 seconds (5.6 x 10-3 degrees).
2.5 Lines and Grades
The following surfaces shall be surveyed to verify the lines and grades achieved during
construction. The survey should at least include (as deemed appropriate by the Design Engineer
and CQA Engineer):
 One or more construction baselines
 The edges of all surface breaks (e.g., toes, crests, ridges, and valleys)
 Surface of the subgrade
 Location of all structures
 Location of all erosion control features including location of riser/barrels, apron outlets,
overflow weirs, and channels/ditches
 Surface of the soil liner component

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 Surface of the leachate collection layer (protective cover)
 Invert elevation of and location of leachate collection/header at each lateral intersection
and endpoint, and every 50 feet between the intersections and endpoints
 Location of force main piping and gravity main piping
 Inverts of sumps and manholes
 Top/toe of all berms, roads, and channels
 Location of edge of liner, anchor trenches tie-in seam to adjacent existing liner system (as
applicable)
 Major patches of HDPE liner
The term location implies x, y, and z coordinates. Laser planes are highly recommended for
achieving the correct lines and grades during construction of each surface. Refer to the project
technical specifications for additional survey requirements.
The use of laser planes or GPS by the contractor is highly recommended for achieving the correct
lines and grades during construction of each surface.
2.6 Frequency and Spacing
All surveying will be carried out immediately upon completion of a given installation to facilitate
progress and avoid delaying commencement of the next installation. In addition, spot checks, as
determined by the Surveyor or CQA Engineer, during construction may be necessary to assist the
Contractor in complying with the required grades.
The following spacing and locations will be provided by the CQC Surveyor, as a minimum, for
survey points:
 Surfaces with slopes less than 10 percent will be surveyed on a square grid not wider than
100 feet;
 On slopes greater than 10 percent, a square grid not wider than 100 feet will be used; but
in any case, a line of survey points at the crest, midpoint, and toe of the slope will be
taken;
 A line of survey points no farther than 100 feet apart will be taken along any slope break
(this will include the inside edge and outside edge of any bench on a slope);
 A line of survey points not farther than 50 feet apart will be taken for all piping sued for
leachate collection/detection lines, in particular, at the lateral intersection and line end
points;
 At a minimum, a line of survey points no farther than 50 feet apart will be taken for all
cleanout risers;

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 At a minimum, every 100 feet along the perimeter of the primary and secondary liner
system; and
 At a minimum, a line of survey points no farther than 50 feet apart will be taken for all
piping used for the leachate collection/detection lines.
2.7 Thickness Measurements
The Surveyor as a representative of the Contractor shall obtain top and bottom elevations of the
soil liner at points on a maximum 75-foot grid and at all grade break lines prior to placement of
the geomembrane liner system. The procedure for obtaining top and bottom elevations of the soil
liner shall be agreed to by the CQA Engineer and Design Engineer prior to construction. The
Surveyor shall review the survey information with the Contractor to ensure that the survey
demonstrates compliance with the Specifications. The Contractor is responsible for identifying
and reporting to the CQA Engineer any areas of non-compliance evidenced by the survey and for
repairing such areas. The CQA engineer and contractor shall review the thickness measurements
of the s oil liner component prior to placement of the geomembrane liner.
2.8 Tolerances
Except for liner components where no minus tolerances are acceptable, the following are
maximum tolerances for survey points:
 On surfaces, the maximum tolerances shall be 0.1 foot. This tolerance must be set to the
record elevation of the surface below it and not the design elevation
 On piping for leachate collection/detection lines, the maximum tolerance shall be 0.02
feet. This tolerance must be set to the record elevation of the surface below it and not the
design elevation
 On cleanout risers, the tolerance shall be 0.1 feet. This tolerance must be set to the record
elevation of the surface below it and not the design elevation
2.9 Documentation
All field survey notes will be retained by the Surveyor. The results from the field surveys will be
documented on a set of Survey Record (As-Built) Drawings signed and sealed by a registered
professional engineer or professional land surveyor licensed in the State of North Carolina for
submittal to the CQA engineer. The Contractor shall certify to the CQA engineer and design
engineer that the results of the survey demonstrates compliance with the Contract Documents.
These drawings shall, at a minimum, show the information surveyed in Subsection 2.5 through
Subsection 2.7 of this CQA/CQC Plan. The surveys shall depict the information in a topographic
format and illustrate actual data points. For thickness verification, a table shall be compiled by
the CQC surveyor or contractor containing the following information for each point.

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 Proposed subgrade elevation
 Actual subgrade elevation
 Subgrade deviation
 Proposed soil liner elevation
 Actual soil liner elevation
 Soil liner thickness
 Elevation deviation
 Proposed final elevation
 Actual final elevation
 Thickness
 Elevation Deviation
Any deviations in elevation or thickness outside the tolerances allowed by specification shall be
corrected.

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SECTION 3.0
SOILS CONSTRUCTION QUALITY ASSURANCE
AND CONSTRUCTION QUALITY CONTROL

3.1 Introduction
This section of the CQA/CQC Plan addresses the soil components of the liner system and outlines
the soils CQA/CQC program to be implemented with regard to materials confirmation, laboratory
test requirements, field test requirements, and resolution of problems.
3.2 Earthwork Construction
3.2.1 Subgrade
The subgrade material below the controlled fill will be prepared by the Contractor prior
to the placement of fill. The Soils Engineer will provide density testing of the pre-fill
subgrade at the frequency specified in the Project Specifications. The CQA Engineer will
observe proofrolling by Contractor, review the density test data provided by the Soils
Engineer, and provide verification that the pre-fill subgrade is acceptable. The CQA
Engineer may conduct confirmation density testing as deemed appropriate.
3.2.2 Structural/Controlled Fill
The Contractor shall place fill in accordance with the Project Specifications. The Soils
Engineer shall provide testing of the controlled fill material in accordance with the
project specifications. The CQA Engineer will provide confirmatory testing of the
controlled fill as deemed appropriate.
3.3 Soil Liner System
3.3.1 Soil Liner Subgrade
Testing by the Soils Engineer; observed by CQA Engineer. The subgrade material below
the subbase is composed of controlled fill and in-situ soils. The surface of the subgrade
will be prepared prior to the construction of the soil liner layer. The CQA Engineer will
visually examine the surface of the subgrade with the Soils Engineer to verify that any
potentially deleterious materials have been removed.
3.3.2 Soil Liner Material
The soil liner material shall be placed and compacted in accordance with the Project
Specifications. The Soil Engineer, as a representative of the Owner, shall conduct field

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density, moisture, hydraulic conductivity, Atterberg limits, and percent fines testing of
the soil materials in accordance with the frequencies presented in the project
specifications. The CQA Engineer shall provide confirmatory test at approximately 10
percent of the quality control test locations. The frequency of CQA testing shall be
determined in the field based on the variability of materials.
Thickness measurement shall be conducted in accordance with the project specifications probe by
the Contractor and observed by the CQA Engineer. Survey thickness measurement shall be
performed by the Contractor in accordance with Subsection 2.7.
3.4 Soils Testing
3.4.1 Test Methods
All testing used to evaluate the suitability or conformance of soils materials will be carried out in
accordance with the project specifications.
3.4.2 Soils Testing Requirements
The soil testing required for construction conformance and quality assurance testing must comply
with the minimum frequencies as presented in the project specifications. As a minimum, the
testing frequency will include four density and thickness tests per acre and one permeability test
per acre for the soil liner system. The actual frequency of construction quality assurance (CQA)
testing required will be determined by the CQA Engineer, in light of the potential variability of
materials at the site. Likewise, the frequency of soils testing for construction quality control
(CQC) purposes will conform to the minimum frequencies presented in the project specifications.
3.5 Soils Construction Quality Assurance and Construction Quality Control
Soils CQA/CQC will be performed on all components of the liner construction. Construction
evaluation testing will consist of: (1) monitoring the work; and (2) laboratory and field tests.
Laboratory tests will be conducted on samples taken at the borrow source, stockpile, and during
the course of the work prior to construction. Field tests will be conducted during the course of
the work.
3.5.1 Monitoring
The CQA Engineer shall monitor and document the construction of all components.
Monitoring the construction work for the cap subgrade, the soil component of the liner
system includes the following:
 Observing CQC testing to determine the water content and other physical
properties of the soil component of the subbase and soil component of the liner
system during compaction and compilation of the data

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 Monitoring the loose thickness of lifts as placed
 Monitoring the action of the compaction and/or heavy hauling equipment on the
construction surface (i.e., penetration, pumping, cracking, etc.)
 Monitoring the number of passes used to compact each lift
3.5.2 Laboratory and Field Tests
The laboratory and field test methods and testing frequencies presented in the technical
specifications will apply.
At locations where the field testing of the subgrade indicates densities or moisture
content not conforming to the requirements of the Specifications, the failing area will be
reworked. Reworking includes scarifying the area, adjusting the moisture content, and
recompacting. Equally acceptable is removal of the non-compliance fill and replacement
with new fill material.
Hydraulic conductivity (permeability) evaluations will be conducted on all materials
proposed for the soil liner system. Hydraulic conductivity evaluations will be performed
in the laboratory on the following:
 Samples of the materials for soil liner component obtained from the borrow
source and/or stockpile for materials selection; and
 If necessary, samples can be obtained from the soil liner component during
construction. For correlation, these samples should be taken in the vicinity of a
field density test location.
Criteria to be used for determination of acceptability will be identified in the Project
Specifications.
3.5.3 Construction Quality Control and Quality Assurance Testing Frequency
Construction Quality Control testing will be conducted by the Soils Engineer in
conjunction with the CQA testing by the CQA Engineer and in accordance with the
Project Specifications or as directed by the Owner or the CQA Consultant.
Documentation and reporting of test results will be in accordance with the requirements
identified in this CQA/CQC Plan.
Preconstruction testing will be conducted on material samples obtained from the borrow
source and/or stockpile. Preconstruction testing will consist of material evaluation tests
as described in Subsection 3.3 of this section of the CQA/CQC Plan and Section 02280 of
the Project Specifications. Construction Quality Control testing will be conducted on
samples taken from the material during the course of the work.

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Routine testing frequencies for material evaluations and construction quality evaluation
are presented in the project specifications. Sampling locations will be selected by the
CQA Engineer.
During construction, the frequency of testing may be increased at the discretion of the
Owner or the CQA Engineer when visual observations of construction performance
indicate a potential problem. Additional testing for suspected areas will be considered
when:
 The rollers slip during rolling operation
 The lift thickness is greater than specified
 The fill material is at an improper moisture content
 Fewer than the specified number of roller passes are made
 Dirt-clogged rollers are used to compact the material
 The rollers may not have used optimum ballast
 The fill materials differ substantially from those specified
 The degree of compaction is doubtful
3.5.4 Perforations in Soil Liner
Perforations that must be filled will include, but not be limited to, the following:
 Nuclear density test probe locations
 Permeability sampling locations
 Thickness checks
Unless otherwise noted, or as directed by the Owner, all perforations of the subbase by
probes or sample tubes will be backfilled in accordance with project specifications.
3.5.5 Deficiencies
If a defect is discovered in the earthwork product, the CQA Engineer will immediately
determine the extent and nature of the defect. If the defect is indicated by an
unsatisfactory test result, the CQA Engineer will determine the extent of the deficient
area by additional tests, observations, a review of records, or other means that the CQA
Engineer deems appropriate. If the defect is related to adverse site conditions, such as
overly wet soils or surface desiccation, the CQA Engineer will define the limits and
nature of the defect.

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3.5.5.1 Notification
After determining the extent and nature of a defect, the CQA Engineer will notify the
Owner and Contractor and schedule appropriate retests when the work deficiency is
corrected.
3.5.5.2 Repairs and Retesting
The Contractor will correct the deficiency to the satisfaction of the CQA Engineer. If a
project Specification criterion cannot be met, or unusual weather conditions hinder work,
then the CQA Engineer will develop and present to the Owner suggested solutions for his
approval.
All retests recommended by the CQA Engineer must verify that the defect has been
corrected before any additional work is performed by the Contractor in the area of the
deficiency. The CQA Engineer will also verify that all installation requirements are met
and that all submittals are provided.

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SECTION 4.0
GEOMEMBRANE LINER CONSTRUCTION QUALITY ASSURANCE

4.1 Geomembrane Manufacturer’s Certification and CQA Conformance
Testing
4.1.1 Geomembrane Manufacturer’s Certification
Compliance testing will be performed by the Geomembrane Manufacturer to demonstrate
that the product meets the manufacturers’ quality control and conformance test minimum
standards for geomembrane specifications and exceeds the project technical speci-
fications. The CQA Engineer for purposes of conformance evaluation may perform
additional testing. If the results of the Geomembrane Manufacturer’s and the CQA
Engineer’s testing differ, the testing will be repeated by the CQA Engineer’s laboratory,
and the Geomembrane Manufacturer will be allowed to monitor this testing. The results
of this latter series of tests will prevail, provided that the applicable test methods have
been followed.
4.1.1.1 Raw Material
Prior to the installation of any geomembrane material, the Geomembrane Manufacturer
will provide the CQA Engineer with the following information as a bound document with
the individual sections clearly identified:
 The origin (Resin Supplier’s name and resin production plant), identification
(brand name and number), and production date of the resin;
 A copy of the quality control certificates issued by the Resin Supplier;
 Reports on the tests conducted by the Geomembrane Manufacturer to verify the
quality of the resin used to manufacture the geomembrane rolls assigned to the
project; and
 A statement that the percentage of reclaimed polymer added to the resin is in
accordance with the project specifications.
The CQA Engineer will review these documents and report any discrepancies with the
above requirements to the Design Engineer.
4.1.1.2 Geomembrane Manufacturing
Prior to the installation, the Geomembrane Manufacturer will provide the Contractor and
the CQA Engineer with the following:

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 A properties sheet including, at a minimum, all specified properties, measured
using test methods indicated in the project technical specifications, or equivalent;
 The sample procedure and results of testing; and
 A certification that property values given in the properties sheet are minimum
average roll values and are guaranteed by the Geomembrane Manufacturer.
The CQA Engineer will review these documents and verify that:
 The reported property values certified by the Geomembrane Manufacturer meet
all of the project technical specifications;
 The measurements of properties by the Geomembrane Manufacturer are properly
documented and that the test methods used are acceptable; and
 Report any discrepancies with the above requirements to the Design Engineer.
4.1.1.3 Rolls and Sheets
Prior to shipment, the Geomembrane Manufacturer will provide the CQA Engineer with
a quality control certificate for each roll of 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 numbers and identification; and
 Sampling procedures and results of quality control tests—as a minimum, results
will be given for thickness, tensile characteristics and tear resistance, evaluated in
accordance with the methods indicated in the project specifications or equivalent
methods approved by the engineer.
The quality control certificates will be bound and included as a part of the report required
in Section 4.1.1.1.
The CQA Engineer will:
 Verify that the quality control certificates have been provided at the specified
frequency and that each certificate identified the rolls or sheets related to is;
 Review the quality control certificates and verify that the certified roll or sheet
properties meet the project technical specifications; and
 Report any discrepancies with the above requirements to the Design Engineer.

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CQA/CQC Plan
4.2 Geomembrane Installation
4.2.1 Transportation, Handling, and Storage
The CQA Engineer will verify that:
 Handling equipment used on the site is adequate, meets manufacturer’s recom-
mendations, and does not pose any risk of damage to the geomembrane; and
 The Geomembrane’s Installer’s personnel handle the geomembranes with care.
Upon delivery at the site, the CQA Engineer will conduct a surface observation of all
rolls and sheets for defects and damage. This examination will be conducted without
unrolling rolls unless defects or damages are found or suspected. The CQA Engineer will
indicate to the Design Engineer:
 Any rolls, or portions thereof, that should be rejected and removed from the site
because they have severe flaws; and
 Any rolls that have minor repairable flaws.
Refer to ASTM D4873 for detailed methods.
The CQA Engineer will document that the Contractor’s storage of the geomembrane
provides adequate protection against moisture, dirt, shock, and other sources of damage
or contamination.
4.2.2 Earthwork
4.2.2.1 Surface Preparation
The CQC Engineer and the Geomembrane Installer will certify in writing that the surface
on which the geomembrane will be installed meets line and grade, and the surface
preparation requirements of the project specifications. The certificate of acceptance will
be given by the CQC Engineer prior to commencement of geomembrane installation in
the area under consideration. The CQA Engineer will give a copy of this certificate to
the Design Manager.
To ensure a timely covering of the soil liner surface, the Design Engineer may allow
Subgrade acceptance in areas as small as one acre. After the supporting soil has been
accepted by the Geomembrane Installer, then the Design Engineer will ensure that the
supporting soil is repaired.

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4.2.2.2 Anchorage System
The CQA Engineer will verify that anchor trenches have been constructed and backfilled
according to project specifications and design drawings.
4.2.3 Geomembrane Placement
4.2.3.1 Field Panel Identification
The CQA Engineer will document that the Geomembrane Installer labels each field panel
with an “identification code” (number or letter-number consistent with the layout plan)
agreed upon by the CQC Consultant, Geomembrane Installer, and the CQA Engineer at
the CQA/CQC Preconstruction Meeting, Section 1.7.2.
The Geomembrane Installer will establish a table or chart showing correspondence
between roll numbers and field panel identification codes. This documentation shall be
submitted to the CQA Engineer weekly for review and verification. The field panel
identification code will be used for all quality control and quality assurance records.
4.2.3.2 Field Panel Placement
4.2.3.2.1 Location
The CQA Engineer will verify that field panels are installed at the location indicated in
the Geomembrane Installer’s layout plan, as approved or modified in Section 4.2.3.1.
4.2.3.2.2 Installation Schedule
The CQA Engineer will evaluate every change in the schedule proposed by the Geomem-
brane Installer and advise the Design Engineer on the acceptability of that change. The
CQA Engineer will verify that the condition of the supporting soil has not changed
detrimentally during installation.
The CQA Engineer will record the identification code, location, and date of installation
of each field panel.
4.2.3.2.3 Placement of Geomembrane
The CQA Engineer will verify that project specification related restrictions on placement
of geomembrane are fulfilled. Additionally, the CQA Engineer will verify that the
supporting soil has not been damaged by weather conditions.
The CQA Engineer will inform the Design Engineer if the above conditions are not
fulfilled.

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4.2.3.2.4 Damage
The CQA Engineer will visually observe each panel, after placement and prior to
seaming, for damage. The CQA Engineer will advise the Design Engineer which panels,
or portions of panels, should be rejected, repaired, or accepted. Damaged panels or
portions of damaged panels that have been rejected will be marked and their removal
from the work area recorded by the CQA Engineer. Repairs will be made according to
procedures described in the project specifications.
As a minimum, the CQA Engineer will document that:
 The panel is placed in such a manner that it is unlikely to be damaged; and
 Any tears, punctures, holes, thin spots, etc., are either marked by the Geomem-
brane Installer for repair or the panel is rejected.
4.2.4 Field Seaming
4.2.4.1 Seam Layout
The Geomembrane Installer will provide the CQA Engineer with a seam layout drawing,
i.e. a drawing of the facility to be lined showing all expected seams. The CQA Engineer
and Design Engineer will review the seam layout drawing and verify that it is consistent
with the accepted state of practice and this CQA Plan. In addition, no panels not
specifically shown on the seam layout drawing may be used without the Design
Engineer’s prior approval.
A seam numbering system compatible with the panel numbering system will be agreed
upon at the Resolution and/or Preconstruction Meeting, Section 1.7. An on-going written
record of the seams and repair areas shall be maintained by the Geomembrane Installer
with weekly review by the CQA Engineer.
4.2.4.2 Requirements of Personnel
The Geomembrane Installer will provide the CQA Engineer with a list of proposed
seaming personnel and their experience records. This document will be reviewed by the
Design Engineer and the CQA Engineer for compliance with project specifications.
4.2.4.3 Seaming Equipment and Products
Field seaming processes must comply with project specifications. Proposed alternate
processes will be documented and submitted to the CQA Engineer for his approval. Only
seaming apparatus, which have been specifically approved by make and model, will be
used. The CQA Engineer will submit all documentation to the Design Engineer for his
concurrence.

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4.2.4.4 Nondestructive Seam Continuity Testing
The Geomembrane Installer will nondestructively test all field seams over their full
length using test methods approved by the project specifications. The CQA Engineer
shall periodically observe the nondestructive testing to ensure conformance with this
CQA Plan and the project specifications.
For approximately 10 percent of the noncomplying tests, the CQA Engineer will:
 Observe continuity testing of the repaired areas performed by the Geomembrane
Installer;
 Confirm the record location, date, test unit number, name of tester, and compile
the record of testing provided by the Geomembrane Installer;
 Provide a walkthrough inspection of all impacted seam areas and verify that the
areas have been tested in accordance with the CQA Plan and project specifica-
tions; and
 Verify that the Geomembrane Installer has marked repair areas with the appro-
priate color-coded marking pencil.
4.2.4.5 Destructive Seam Testing
Destructive seam tests will be performed by the CQC consultant at locations and a
frequency in accordance with the project specifications. The CQA Engineer will perform
conformance tests on a minimum of 10 percent of the CQC destructive seam test samples
obtained. Additional destructive seam tests may be required at the CQA Engineer’s dis-
cretion. Selection of such locations may be prompted by suspicion of contamination, ex-
cessive grinding, off center and/or offset seams, or any other potential cause of imperfect
seaming.
4.2.4.6 Geosynthetics Construction Quality Control Laboratory Testing
Destructive test samples will be packaged and shipped by the CQC Consultant in a
manner that will not damage the test sample. The Project Manager will be responsible
for storing the archive samples. These procedures will be fully outlined at the Resolution
Meeting, Section 1.7.1. Test samples will be tested by the Geosynthetics CQC Labora-
tory.
Conformance testing will include “Seam Strength” and “Peel Adhesion” (ASTM D6392
using one-inch strips and a strain rate of two inches per minute) in accordance with
ASTM D4437 and project specifications. All geomembrane destructive test samples that
fail to meet project specifications shall be saved and sent to the CQA Engineer for
observation.

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The Geosynthetics CQC Laboratory will provide preliminary test results no more than 24
hours after they receive the samples. The CQA Engineer will review laboratory test
results as soon as they become available.
4.2.4.7 Defining Extent of Destructive Seam Test Failure
All defective seam test failures must be bounded by seam tests from which destructive
samples passing laboratory tests have been taken. The CQC Consultant will document
repair actions taken in conjunction with all destructive seam test failures.
4.2.5 Defects and Repairs
All seam and nonseam areas of the geomembrane will be examined by the CQC
Consultant for identification of defects, holes, blisters, undispersed raw materials, and
any sign of contamination by foreign matter. Each suspected location, both in-seam and
nonseam areas, will be nondestructively tested using methods in accordance with the
project specifications. Each location that fails the nondestructive testing will be marked
by the CQC Consultant and repaired by the Geomembrane Installer. Repair procedures
will be in accordance with project specifications or procedures agreed to by the Design
Engineer in the Preconstruction meeting. The CQA Engineer will observe all repair
procedures and advise the Project Manager of any problems.
4.2.6 Liner Systems Acceptance
The Geomembrane Installer and the Geosynthetic Manufacturers will retain all ownership
and responsibility for the geosynthetics in the landfill cell until acceptance by the Owner.
The geomembrane component of the liner system will be accepted by the Owner when:
 The installation is finished;
 Verification of the adequacy of all seams and repairs, including associated
testing, is complete;
 CQC consultant provides the CQA Engineer and Design Engineer with a final
copy of the nondestructive test documentation, repair information, and as-built
drawings.
 CQA Engineer furnishes the Design Engineer with certification that the geomem-
brane was installed in accordance with the Geosynthetic Manufacturer’s recom-
mendations as well as the Plans and project specifications;
 All documentation of installation is completed including the CQA Engineer’s
final report; and

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 Certification by the CQA Engineer, including Record Drawing(s), sealed by a
Professional Engineer registered in North Carolina, has been received by the
Design Engineer.
The CQA Engineer will certify that the installation has proceeded in accordance with this
CQA Plan and the project specifications for the project except as noted to the Design
Manager.
4.2.8 Materials in Contact with Geomembranes
The quality assurance procedures indicated in this Subsection are only intended to assure
that the installation of these materials does not damage the geomembrane. Although
protective geosynthetics and geotextiles have been incorporated into the liner system, all
reasonable measures to protect the geomembrane and provide additional quality
assurance procedures are necessary to ensure proper performance.
4.2.8.1 Sumps and Appurtenances
The CQA Engineer will verify that:
 Installation of the geomembrane in appurtenance areas, and connection of the
geomembrane to appurtenances have been made according to the project
specifications;
 Extreme care is taken while seaming around appurtenances since neither
nondestructive nor destructive testing may be feasible in these areas;
 The geomembrane has not been visibly damaged while making connections to
appurtenances;
 The installation of the geomembranes shall be exercised so as not to damage
sumps; and
 The CQA Engineer will inform the Design Engineer if the above conditions are
not fulfilled.

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CQA/CQC Plan
SECTION 5.0
LCR CONSTRUCTION QUALITY ASSURANCE

5.1 Introduction
This section of the CQA plan addresses the sand and gravel drains, and the soil buffer layer of the
LCR system. By reference to Sections 6.0 and 7.0 of this CQA Plan, this section also addresses
the perforated plastic pipes and geotextile filters and cushions that are included in the LCR
system. This section outlines the CQA program to be implemented with regard to materials con-
firmation, laboratory and field test requirements, overview and interfacing with the Contractor’s
CQC Program, and resolution of problems.
5.2 Granular Leachate Collection System
5.2.1 Protective Cover (Leachate Collection Layer) Material
The LCR layer shall be placed and compacted in accordance with the project specifica-
tions. The Soils Engineer will provide gradation and density testing of the granular
material at the frequency specified in the project specifications. The CQA Engineer will
observe that placement of the granular material is done in a manner to protect the
geomembrane, and review the gradation and density test data provided by the Soils
Engineer. The CQA Engineer may conduct confirmation gradation and density testing as
deemed appropriate.
5.2.2 Sump and LCR Pipe Drain Material
The drain material placed in the sumps and surrounding the LCR drainage pipe shall be
placed in accordance with the project specifications. The Soils Engineer will provide
gradation and mineralogical testing of the gravel material at the frequency specified in
the project specifications. The CQA Engineer will observe that placement of the gravel
is done in a manner to protect the geomembrane and plastic pipe and review the gradation
and density test data provided by the Soils Engineer. The CQA Engineer may conduct
confirmation gradation and additional testing as deemed appropriate.
5.3 Related Materials
5.3.1 High Density Polyethylene (HDPE) Pipe Material
The perforated HDPE pipe placed within the gravel drain material shall be placed in
accordance with project specifications. The CQA program for this material is presented
in Section 7.0 of this CQA Plan.

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5.3.2 Soil Buffer Layer Material
The soil buffer layer material shall be placed and compacted in accordance with project
specifications. The Soils Engineer will provide classification testing of the material at the
frequency specified in the project specifications. The CQA Engineer will observe that
the placement of the soil buffer is done in a manner to protect the filter geotextile and
review the classification data provided by the Soils Engineer. The CQA Engineer may
conduct confirmation classification testing as deemed appropriate.
5.4 Materials Testing
5.4.1 Test Methods
All testing used to evaluate the suitability or conformance of LCR materials will be
carried out in accordance with the project specifications.
5.4.2 Material Testing Requirements
The material CQC testing must comply with the minimum frequencies presented in the
project specifications. The frequency of CQA testing will be determined by the CQA
Engineer in light of the potential variability of the materials and the acceptance/failure
rate of the CQC testing.
5.5 LCR Construction Quality Assurance
CQA will be performed on all components of the LCR system construction. CQA evaluation will
consist of: (1) monitoring the work and observing the CQC testing, and (2) performing laboratory
and field conformance tests. Laboratory CQA conformance tests may be conducted on samples
taken at the borrow source, stockpile, and during the course of work prior to construction. Field
conformance tests will be conducted during the course of the work.
5.5.1 Monitoring
The CQA Engineer shall monitor and document the construction of all LCR components.
Monitoring the construction work for the natural materials of all the LCR system includes
the following:
 Reviewing CQC testing for gradation and other physical properties of the natural
materials and compilation of the data;
 Monitoring the minimum vertical buffer maintained between field equipment and
the geomembrane; and
 Monitoring the placement of the natural materials does not fold or damage the
geomembrane in any way.

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5.5.2 Deficiencies
If a defect is discovered in the earthwork product, the Soils Engineer will immediately
determine the extent and nature of the defect and report it to the CQA Engineer. If the
defect is indicated by an unsatisfactory test result, the Soils Engineer will determine the
extent of the deficient area by additional tests, observations, a review of records, or other
means that the CQA Engineer deems appropriate.
5.5.2.1 Notification
After determining the extent and nature of a defect, the Soils Engineer will notify the
Design Engineer and Contractor and schedule appropriate retests when the work
deficiency is corrected. The CQA Engineer shall observe all retests on defects.
5.5.2.2 Repairs and Retesting
The Contractor will correct the deficiency to the satisfaction of the CQA Engineer. If a
project specification criterion cannot be met, or unusual weather conditions hinder work,
then the Soils Engineer will develop and present to the Design Engineer suggested
solutions for his approval.
All retests recommended by the Soils Engineer must verify that the defect has been
corrected before any additional work is performed by the Contractor in the area of the
deficiency. The CQA Engineer will verify that all installation requirements are met and
that all submittals are provided.

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CQA/CQC Plan
SECTION 6.0
GEOTEXTILE MATERIAL AND INSTALLATION QUALITY ASSURANCE

6.1 Manufacturing
The Contractor will provide the CQA Engineer with a list of guaranteed “minimum average roll
value” properties (as defined by the Federal Highway Administration), for the type of geotextile
to be delivered. The Contractor will also provide the CQA Engineer with a written certification
from the Geotextile Manufacturer that the materials actually delivered have “minimum average
roll value” properties that meet or exceed all property values guaranteed for that type of
geotextile.
The CQA Engineer will examine all manufacturer certifications to ensure that the property values
listed on the certifications meet or exceed those specified for the particular type of geotextile.
Any deviations will be reported to the Design Engineer.
The inspection methods, handling techniques, and property values identified in this section for the
filter geotextile shall also apply to geotextile portion of the geocomposite drainage media which
will be heat bonded to the geonet (See Section 8.0 for more details).
6.2 Labeling
The Geotextile Manufacturer will identify all rolls of geotextile in conformance with the project
specifications. The CQA Engineer will examine rolls upon delivery and any deviation from the
above requirements will be reported to the Design Engineer.
6.3 Shipment and Storage
During shipment and storage, the geotextile will be protected as required by manufacturer’s
recommendations and the project specifications. The CQA Engineer will observe rolls upon
delivery at the site and any deviation from the above requirements will be reported to the Design
Engineer.
6.4 Handling and Placement
The Geosynthetic Installer will handle all geotextiles in such a manner as required by the project
specifications. Any noncompliance will be noted by the CQA Engineer and reported to the
Design Engineer.

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6.5 Seams and Overlaps
All geotextiles will be seamed or overlapped in accordance with project specifications or as
approved by the CQA Engineer and Design Engineer.
6.6 Repair
Any holes or tears in the geotextile will be repaired in accordance with the project specifications.
The CQA Engineer will observe any repair and note any noncompliance with the above
requirements and report them to the Design Engineer.
6.7 Placement and Materials
All soil materials located on top of a geotextile shall be placed in accordance with the project
specifications. Any noncompliance will be noted by the CQA Engineer and reported to the
Design Engineer.

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CQA/CQC Plan
SECTION 7.0
HIGH DENSITY POLYTHYLENE PIPE, MANHOLES, AND FITTINGS
CONSTRUCTION QUALITY ASSURANCE

7.1 Material Requirements
All HDPE manholes, pipe, and fittings shall be produced in accordance with the project
specifications.
7.2 Manufacturer
Prior to the installation of HDPE manholes or pipes, the Manufacturer will provide to the
Contractor and the CQA Engineer the following:
 A properties sheet including, at a minimum, all specified properties, measured using test
methods indicated in the project technical specifications;
 A list of quantities and descriptions of materials other than the base resin which comprise
the pipe;
 The sampling procedure and results of testing; and
 A certification by the HDPE Pipe Manufacturer that values given in the properties sheet
are minimum values and are guaranteed by the HDPE Pipe Manufacturer.
The CQA Engineer will review these documents and verify that:
 The property values certified by the HDPE Pipe Manufacturer meet all of the project
technical specifications; and
 The measurements of properties by the HDPE Pipe Manufacturer are properly
documented and that the test methods are acceptable.
 Report any discrepancies with the above requirements to the Design Engineer.
7.2.1 Verification and Identification
Prior to shipment, the Contractor will provide the Design Engineer and the CQA
Engineer with a quality control certification for each lot/batch of the HDPE pipe
provided. The quality control certificate will be signed by a responsible party employed
by the HDPE Pipe Manufacturer, such as the Production Manager. The quality control
certificate will include:
 Lot/batch number and identification; and
 Sampling procedures and results of quality control tests.

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The CQA Engineer will:
 Verify that the quality control certificates have been provided at the specified
frequency for all lots/batches of pipe, and that each certificate identifies the pipe
lot/batch related to it; and
 Review the quality control certificates and verify that the certified properties
meet the project technical specifications.
7.3 Nondestructive Testing
7.3.1 Nondestructive Testing of Joints
All nonperforated HDPE joints must be nondestructively tested. These pipe joints will be
tested using the pressure test as provided in the project technical specifications. Other
nondestructive test methods may be used only when:
 The Geosynthetic Installer can prove its effectiveness;
 The method is approved by the Pipe Manufacturer; and
 The method is approved by the Design Engineer.
 The Design Engineer and the CQA Engineer will verify the effectiveness and
validity of the alternative test method.
The CQA Engineer will report any nonconformance of testing methods to the Design
Engineer.

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CQA/CQC Plan
SECTION 8.0
GEOCOMPOSITE CONSTRUCTION QUALITY ASSURANCE

8.1 Material Requirements
All geocomposite shall be manufactured in accordance with the project specifications.
8.2 Manufacturing
The Geocomposite Manufacturer will provide the Contractor with a written certification, signed
by a responsible party, that the geonets actually delivered have properties that meet or exceed the
guaranteed properties.
The CQA Engineer will examine all manufacturer’s certifications to ensure that the property
values listed on the certifications meet or exceed the project specifications. Any deviations will
be reported to the Design Engineer.
8.3 Labeling
The Geonet Manufacturer will identify all rolls of geocomposite in accordance with project
specifications. The CQA Engineer will examine rolls upon delivery and any deviation from the
above requirements will be reported to the Design Engineer.
8.4 Shipment and Storage
Geocomposite cleanliness is essential to its performance; therefore, the shipping and storage of
geonet must be in accordance with the project specifications. The CQA Engineer will examine
rolls upon delivery and any deviation from the above requirements will be reported to the Design
Engineer.
The CQA Engineer will verify that geocomposites are free of dirt and dust just before installation.
The CQA Engineer will report the outcome of this verification to the Design Engineer; and, if the
geocomposites are judged dirty or dusty, they will be washed by the Geocomposite Installer prior
to installation.
Washing operations will be observed by the CQA Engineer and improper washing operations will
be reported to the Design Engineer.

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8.5 Handling and Placement
The Geocomposite Installer will handle all geocomposites in a manner in accordance with the
project specifications. The CQA Engineer will note any noncompliance and report it to the
Design Engineer.
8.6 Joining
Adjacent geocomposites will be joined according to construction drawings and project specifi-
cations. The CQA Engineer will note any noncompliance and report it to the Design Engineer.
8.7 Repair
Any holes or tears in the geocomposite will be repaired in accordance with project specifications.
The CQA Engineer will observe any repair, note any noncompliance with the above
requirements, and report them to the Design Engineer.
8.8 Placement of Soil Materials
All soil materials placed over the geocomposite should be placed in accordance with project
specifications so as to ensure:
 The geocomposite and underlying geomembrane are not damaged;
 Minimal slippage of the geocomposite on the underlying geomembrane occurs; and
 No excess tensile stresses occur.
Any noncompliance will be noted by the CQA Engineer and reported to the Design Engineer.

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CQA/CQC Plan
SECTION 9.0
CONSTRUCTION QUALITY ASSURANCE DOCUMENTATION

9.1 Documentation
The CQA Engineer will provide the Owner with the daily and weekly reports including signed
descriptive remarks, data sheets, and logs to verify that all monitoring activities have been carried
out. The CQA Engineer will also maintain at the job site a complete file of Plans, Reports, and
Specifications, a CQA/CQC Plan, checklists, test procedures, daily logs, and other pertinent
documents.
9.2 Record Keeping
Standard reporting procedures will include preparation of a daily report which, at a minimum,
will consist of: (1) field notes, including memoranda of meetings and/or discussions with the
Contractor; (2) observation logs and testing data sheets; and (3) construction problem and
solution data sheets. This information will be submitted weekly to and reviewed by the CQA
Engineer. The daily report must be completed at the end of each shift prior to leaving the site and
submitted to the CQA Engineer.
The weekly reports should summarize the major events that occurred during that week. Critical
problems that occur shall be communicated verbally immediately as well as being included in the
reports.
9.2.1 Memorandum of Discussion with Contractor
A daily report will be prepared summarizing discussions between the CQA Engineer and
Contractor. At a minimum, the daily report will include the following information:
 Date, project name, location, and other identification;
 Name of parties to discussion at the time;
 Relevant subject matter or issues;
 Activities planned and schedule; and
 Signature of the CQA Engineer.
9.2.2 Observation Logs and Testing Data Sheets
Observation logs and testing data sheets will be prepared daily by the CQA Engineer. At
a minimum, these logs and data sheets will include the following information:
 An identifying sheet number for cross referencing and document control;

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 Date, project name, location, and other identifications;
 Data on weather conditions;
 A reduced-scale site plan showing all proposed work areas and test locations;
 Descriptions and locations of on-going construction;
 Locations where tests and samples were taken;
 A summary of test results;
 Calibrations or recalibrations of test equipment and actions taken as a result of
recalibration;
 Off-site materials received, including quality verification documentation;
 Decisions made regarding acceptance of units or work and/or corrective actions
to be taken in instances of substandard quality; and
 The CQA Engineer’s signature.
9.2.3 Construction Problem and Solution Data Sheets
Sheets describing special construction situations will be cross-referenced with specific
observation logs and testing data sheets, and must include the following information
where available:
 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 CQA Engineer and signature of the Design Engineer indica-
ting concurrence.
The Design Engineer will be made aware of any significant recurring non-conformance
with the Specifications. The Design Engineer will then determine the cause of the non-
conformance and recommend appropriate changes in procedures or specification. When
this type of evaluation is made, the results will be documented; and any revisions to
procedures or Specifications will be approved by the Owner and Design Engineer.

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9.3 Photographic Reporting Data
Photographic reporting data sheets, where used, will be cross-referenced with observation logs
and testing data sheets and/or construction problem and solution data sheets. Photographs shall
be taken at regular intervals during the construction process and in all areas deemed critical.
These photographs will serve as a pictorial record of work progress, problems, and mitigation
activities. The basic file will contain color prints, and negatives will also be stored in a separate
file in chronological order. These records will be presented to the Design Engineer upon
completion of the project.
In lieu of photographic documentation, videotaping may be used to record work progress,
problems, and mitigation activities. The Design Engineer may require that a portion of the
documentation be recorded by photographic means in conjunction with video taping.
9.4 Design and/or Specification Changes
Design and/or specification changes may be required during construction. In such cases, the
CQA Engineer will notify the Design Engineer. The Design Engineer will then notify the appro-
priate agency, if necessary.
Design and/or specification changes will be made only with the written agreement of the Design
Engineer and will take the form of an addendum to the Specifications. All design changes shall
include a detail (if necessary) and state which detail it replaces in the plans.
9.5 Progress Reports
The CQA Engineer will prepare a summary progress report each week or at time intervals
established at the pre-construction meeting. As a minimum, this report will 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;
 A summary of test results, failures, and retests; and
 A signature of the CQA Engineer.
9.6 Signature and Final Report
At the completion of each major construction activity at the landfill unit, all required forms,
observation logs, field and laboratory testing data sheets including sample location plans,

Gaston County 40 October 2013
CQA/CQC Plan
construction problems, and solution data sheets will be certified by the CQA Engineer. The
Design Engineer will also provide a final report that will certify that the work has been performed
in compliance with the Plans and Specifications, and that the supporting documents provide the
necessary information.
The CQA Engineer will also provide summaries of all the data listed above with the report. The
Record Drawings will include scale drawings depicting the location of the construction and
details pertaining to the extent of construction (e.g., depths, plan dimensions, elevations, soil
component thicknesses, etc.). All surveying and base maps required for development of the
Record Drawings will be done in accordance with the project specifications and this CQA Plan.
These documents will be certified by the Contractor and delivered to the CQA Engineer and
included as part of the CQA documentation.
9.7 Storage of Records
All handwritten data sheet originals, especially those containing signatures, should be stored by
the CQA Engineer in a safe repository on site. Other reports may be stored by any standard
method that will allow for easy access.

Appendix
TECHNICAL SPECIFICATIONS

Division 2
SITE WORK

21420 GASTON COUNTY OCTOBER 2013 CQA PLAN FOR THE GASTON COUNTY SANITARY LANDFILL — HARDIN SITE
02110
SECTION 02110

SITE CLEARING (OFF-SITE BORROW)

TABLE OF CONTENTS

ARTICLE TITLE PAGE

1.1 SUMMARY 1
3.1 PREPARATION 1
3.2 SITE CLEARING 1
3.3 ACCEPTANCE 2

21420 GASTON COUNTY OCTOBER 2013 CQA PLAN FOR THE GASTON COUNTY SANITARY LANDFILL — HARDIN SITE
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SECTION 02110 1
SITE CLEARING (OFF-SITE BORROW) 2
PART 1 — GENERAL 3
1.1 SUMMARY 4
A. Section Includes: 5
1. Site clearing, tree protection, stripping topsoil, and demolition. 6
B. Related Sections include but are not necessarily limited to: 7
1. Division 0 — Bidding Requirements, Contract Forms, and Conditions of the Contract. 8
2. Division 1 — General Requirements. 9
3. Section 02200 — Earthwork. 10
4. Section 02270 — Soil Erosion and Sediment Control. 11
C. Limits of Clearing: 12
1. Limits of clearing shall be as required for project construction including development of the 13
proposed off-site borrow area, access, and associated sediment and erosion control 14
measures. 15
D. Additional Requirements: 16
1. Specific requirements dictated by Vulcan Industries or Owner of other material source for 17
development of the soil liner (clay) borrow area and/or protective cover borrow area shall be 18
deemed part of this contract and the cost of such included in the Contractor’s Base Bid price. 19
2. Contractor shall coordinate with Vulcan Industries or Owner of other material source 20
regarding limits of construction and borrow area development requirements. 21 3. Contractor shall obtain all required borrow source permits and approvals at no additional cost 22
to Owner 23 4. . 24
PART 2 — PRODUCTS — NOT APPLICABLE TO THIS SECTION. 25
PART 3 — EXECUTION 26
3.1 PREPARATION 27
A. Protect existing trees and other vegetation designated to remain against damage. 28
3.2 SITE CLEARING 29
A. Topsoil Removal: 30
1. Strip topsoil to depths encountered in those areas scheduled for construction: 31
a. Remove heavy growths of grass before stripping. 32
b. Stop topsoil stripping at a sufficient distance from trees to prevent damage to main root 33
system. 34
c. Separate from underlying subsoil or objectionable material. 35
2. Stockpile topsoil within limits of construction or as directed by Engineer: 36
a. Construct storage piles to freely drain surface water. 37
b. Seed or cover storage piles to prevent erosion. 38
3. Unsuitable topsoil materials shall be removed from the limits of construction and disposed off 39
site. 40
B. Clearing and Grubbing: 41
1. Clear all trees not marked to remain from limits of borrow area construction 42
2. : 43 a. Include shrubs, bush, downed timber, rotten wood, heavy growth of grass and weeds, 44
vines, rubbish, structures, and debris. 45
3. Grub (remove) from within limits of construction all stumps, roots, root mats, logs, and 46
debris encountered: 47

21420 GASTON COUNTY OCTOBER 2013 CQA PLAN FOR THE GASTON COUNTY SANITARY LANDFILL — HARDIN SITE
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a. All other areas: Totally grub. 1
C. Disposal of Waste Materials: 2
1. Do not burn combustible materials on site. 3
2. Remove all waste materials from limits of construction. 4
3. Do not bury organic matter within limits of construction. 5
4. Dispose of all debris on site at tree and brush area or C&D disposal area unless otherwise 6
approved by Engineer. 7
3.3 ACCEPTANCE 8
A. Upon completion of the clearing, obtain Engineer's acceptance of the extent of clearing, depth of 9
stripping and rough grade. 10
11
END OF SECTION 12

21420 GASTON COUNTY OCTOBER 2013 CQA PLAN FOR THE GASTON COUNTY SANITARY LANDFILL — HARDIN SITE
02200
SECTION 02200

EARTHWORK

TABLE OF CONTENTS

ARTICLE TITLE PAGE

1.1 SUMMARY 1
1.2 QUALITY ASSURANCE 1
1.3 SUBMITTALS 2
1.4 SOILS/GEOTECHNICAL 2
2.1 MATERIALS 3
3.1 PROTECTION 4
3.2 SITE EXCAVATION AND GRADING 4
3.3 FINISH GRADING 5
3.4 GRADING ADJACENT TO STRUCTURES 6
3.5 FIELD QUALITY CONTROL 6
3.6 COMPACTION DENSITY REQUIREMENTS 6
3.7 ACCEPTANCE OF WORK 7
3.8 SPECIAL REQUIREMENTS 7

21420 GASTON COUNTY OCTOBER 2013 CQA PLAN FOR THE GASTON COUNTY SANITARY LANDFILL — HARDIN SITE
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SECTION 02200 1
EARTHWORK 2
PART 1 — GENERAL 3
1.1 SUMMARY 4
A. Section Includes: 5
1. Earthwork. 6
B. Related Sections include but are not necessarily limited to: 7
1. Division 0 — Bidding Requirements, Contract Forms, and Conditions of the Contract. 8
2. Division 1 — General Requirements. 9
3. Section 02235 — Soil Liner System. 10
4. Section 02110 — Site Clearing. 11
5. Section 02230 — Protective Cover (Operational Cover Layer). 12
6. Section 02235 — Soil Liner System. 13
7. Section 02260 — Topsoiling and Finished Grading. 14
8. Section 02270 — Soil Erosion and Sediment Control. 15
9. Construction Quality Assurance and Construction Quality Control (CQA/CQC) Plan, Gaston County 16
Landfill — Unit II - Phase 1/Cell 1, July 2007. 17
1.2 QUALITY ASSURANCE 18
A. Referenced Standards: 19
1. American Society for Testing and Materials (ASTM): 20
a. C33, Standard Specification for Concrete Aggregates. 21
b. D698, Tests for the Moisture Density Relations of Soils and Soil Aggregate Mixtures Using a 5.5 22
LB Rammer and a 12 IN Drop. 23
c. D1557, Tests for Moisture Density Relations of Soils and Soil Aggregate Mixtures Using a 10 LB 24
Rammer and a 18 IN Drop. 25
d. D1682, Test Methods for Breaking Load and Elongation of Textile Fabrics. 26
e. D2487, Classification of Soils for Engineering Purposes. 27
f. D3786, Test Method for Hydraulic Bursting Strength of Knitted Goods and Nonwoven Fabrics: 28
Diaphragm Bursting Strength Testing Method. 29
g. D4253, Test Methods for Maximum Index Density of Soils Using a Vibratory Table. 30
h. D4254, Test Methods for Minimum Index Density of Soils and Calculation of Relative Density. 31
B. North Carolina Erosion and Sediment Control Planning and Design Manual, latest edition. 32
C. Perform all Work in accordance with requirements of local and state codes, with requirements of 33
OSHA, and in accord with federal regulations. 34
D. Definitions: 35
1. Borrow shall consist of approved material required for the construction of embankments/fills or 36
for other portions of the work excluding the soil liner and protective cover and shall be obtained 37
from on-site borrow area(s) designated on the Drawings or as otherwise approved by the Soils 38
Engineer. Refer to Sections 02230 and 02235 for soil liner and protective cover borrow source 39
requirements. 40
2. General site excavation shall consist of the removal and stockpiling of excess materials (materials 41
not incorporated into project embankments and/or fills) located within the limits of construction 42
including removal of root mat, stripping of topsoil, cutting of any drainage ditches, channels, 43
waterways, and other work incidental thereto. Full compensation for performing all regular 44
excavation and incidental work specified and shown on the drawings shall be included in the lump 45
sum price bid for Item No. 15, Balance of Project Construction, of the Base Bid Schedule. Refer to 46
Section 01025 – Measurement and Payment. 47
3. Backfill and embankment shall include placement of all approved materials required for 48
construction of proposed roadway subgrades, embankments and other fills as shown on the 49
Drawings within the unit price pay limit. All approved backfill and embankment materials shall be 50
obtained from on-site borrow excavations. Full compensation for performing all backfill, 51
embankment, and incidental work including hauling of the materials from on-site excavations as 52
specified and shown on the Drawings shall be included in the unit price bid for Item No. 4, Cell 53
2B – Backfill and Embankment, of the Base Bid Schedule. All other backfill and embankment work 54

21420 GASTON COUNTY OCTOBER 2013 CQA PLAN FOR THE GASTON COUNTY SANITARY LANDFILL — HARDIN SITE
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located outside the unit price pay limit boundary shall be included in the lump sum price bid for 1
Item No. 15, Balance of Project Constriction, of the Base Bid Schedule. 2
4. Unclassified cell excavation shall consist of the removal and stockpiling of excess soil materials 3
from within the limits of the Unit II - Phase I Cell 2B MSWLF footprint, and other work incidental 4
thereto. All excavation shall be considered unclassified. Full compensation for performing all 5
regular subgrade excavation and incidental work including the stockpiling of any excess material 6
as specified and shown on the drawings shall be included in the unit price bid for Item No. 3, Cell 7
2B – Unclassified Excavation, of the Base Bid Schedule and/or Item No. 2 of the Alternate 1 Bid 8
Schedule. Refer to Section 01025 – Measurement and Payment. No additional payment will be 9
made for rock excavation. 10
5. Unsuitable materials excavation shall consist of the removal and satisfactory disposal of all 11
unsuitable material located below finished liner subgrade elevations. Where excavation to the 12
finished grade section shown results in a subgrade or slopes of unsuitable material, the Contractor 13
shall excavate such material to below the grade shown on the plans or as directed and in areas so 14
excavated shall backfill with approved select borrow. All authorized unsuitable materials 15
excavation below the finished grades shown and placement of backfill shall be paid for at the unit 16
price bid for, Item No. 3, Cell 2B – Unclassified Excavation and Item No. 4, Cell 2B – Fill and 17
Embankment, of the Base Bid Schedule. 18
6. Cell fill and embankment shall include controlled placement of all approved materials required to 19
achieve the final Cell 2B subgrade elevations shown on the drawings including preparation of the 20
areas upon which materials are to be placed and backfill of authorized unsuitable materials 21
excavations within the Cell 2B footprint. All approved fill and embankment materials shall be 22
obtained from project excavations or excess materials stockpile area. Full compensation for 23
performing all fill, embankment and backfill and incidental work including hauling of the materials 24
from on-site excavations or stockpile as specified and shown on the drawings shall be included in 25
the unit price bid for, Item No. 4, Cell 2B – Fill and Embankment, of the Base Bid Schedule. 26
7. Construction Quality Assurance Plan (CQA Plan) refers to the Construction Quality Assurance and 27
Construction Quality Control (CQA/CQC) Plan, Gaston County Landfill — Unit II - Phase 1/Cell 1, 28 July 2007. 29
8. In the context of this Section, CQA Consultant and CQA Engineer are used interchangeably. 30
9. In the context of this Section, CQC Consultant and CQC Engineer are used interchangeably. 31
1.3 SUBMITTALS 32
A. Shop Drawings: 33
1. See Section 01340 – Shop Drawings, Product Data & Samples; Operation & Maintenance Manuals; 34
and Miscellaneous Submittals. 35
2. Product technical data including: 36
a. Acknowledgment that products submitted meet requirements of standards referenced. 37
b. Manufacturer's installation instructions. 38
B. CQC Certifications Reports, Laboratory Data, Samples, etc. 39
C. Test reports: 40
1. Soils inspection and testing results. 41
2. Materials inspection and testing results. 42
D. Samples: 43
1. Submit samples for any source of fill and backfill materials proposed for use. 44
a. CQC Consultant review and CQA Consultant approval required for all source(s) and materials. 45
E. Additional information as outlined in Section 02235 — Soil Liner System and the accompanying CQA 46
Plan. 47
1.4 SOILS/GEOTECHNICAL 48
A. The Owner will provide for the services of a CQA Consultant on site to selectively test materials and 49
monitor compliance with the requirements of these specifications. This will be in addition to 50
Construction Quality Control (CQC) provided and paid for by the Contractor and performed by the CQC 51
Consultant in accordance with these specifications and the CQA Plan. 52
B. The Contractor will afford these representatives access to the job site for the performance of their 53
duties as described in the Contract Documents. 54

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C. General Duties and Responsibilities of the Contractor’s CQC Consultant, under the direction of a 1
qualified registered engineer or geologist: 2
1. Conduct Borrow Source Characterization Study (BSCS) in accordance with these specifications, 3
Section 02235 — Soil Liner System, and the CQA Plan. 4
2. Perform stockpile and in-place testing of all soil materials used in the work in conformance with 5
these specifications and the CQA Plan. 6
3. Inspect subgrades and excavations and evaluate/determine suitability of materials encountered. 7
Determine extent of any over-excavation required to remove unsuitable materials under roadways, 8
structures, or other areas of construction. 9
4. Document placement of fill materials and perform testing to confirm compliance with these 10
specifications. 11
5. Evaluate the suitability of existing on-site materials for use in construction of embankments and 12
fills. 13
6. Measure quantity of unsuitable materials for payment on a unit price basis under contract 14
provisions for authorized over-excavation and backfill. 15
D. General Duties and Responsibilities of Owner’s CQA Consultant: 16
1. Approve materials proposed for incorporation into the Work as proposed by the CQC Consultant. 17
2. Review subgrades and excavations and approve suitability of materials encountered as proposed by 18
the CQC Consultant. Approve extent of any over-excavation required to remove unsuitable 19 materials under roadways, structures, or other areas of construction, as proposed by the 20
Consultant. 21
3. Observe placement of fill materials and testing by CQC Engineer for compliance with these 22
specifications. 23
4. Review/approve the suitability of existing on-site materials for use in construction of 24
embankments and fills. 25
5. Review construction operations and monitor for compliance with Contract Documents. 26
6. Review/approve CQC Engineer quantity of unsuitable materials for payment on a unit price basis 27
under contract provisions for authorized over-excavation and backfill. 28
E. Available Subsurface Information: Where provided, data on subsurface soil conditions are not intended 29
as representations or warranties of the continuity of such conditions between borings or indicated 30
sampling locations. It shall be expressly understood that neither the Owner nor the Engineer will be 31
responsible for any interpretation or conclusion drawn therefrom by the Contractor. Available data 32
will be made available for the convenience of the Contractor upon request. 33
F. Additional or supplementary soil borings or other exploratory operations may be made by the 34
Contractor at no additional cost to the Owner. The Contractor shall provide the Owner with a copy of 35
any data obtained/developed during such work. Such additional work shall be performed in a timely 36
manner in accordance with and not impacting or changing the project schedule set forth in the 37
Contract Documents. 38
PART 2 — PRODUCTS 39
2.1 MATERIALS 40
A. Embankment, fill, and backfill may be obtained from on-site borrow area as allowed/approved by 41
Engineer and indicated on Drawings. 42
B. Fill and Embankment: Selected material approved by CQC and CQA Consultants from on-site borrow 43
excavation, as allowed by Owner. 44
C. The Contractor shall conduct his own quantity and quality investigations and testing to determine 45
availability and suitability of (on-site) borrow materials, as allowed by the Owner. 46
D. All earth materials proposed for use in the Work shall be adequately characterized prior to the Work to 47
include index testing, volumes, etc., as determined by the CQC/CQA Consultants. 48

21420 GASTON COUNTY OCTOBER 2013 CQA PLAN FOR THE GASTON COUNTY SANITARY LANDFILL — HARDIN SITE
02200 — 4
E. Granular Fill Under Slabs-On-Grade: Clean, crushed, nonporous rock, crushed or uncrushed gravel 1
complying with ASTM C33. Gradation for gravel shall be the following: 2
Total Percent Retained On Minimum Maximum
1-inch sieve 0 0
No. 4 sieve 5 39
No. 10 sieve 69 100
No. 200 sieve 94 100
PART 3 — EXECUTION 3
3.1 PROTECTION 4
A. Protect existing surface and subsurface features on-site and adjacent to site as follows: 5
1. Protect and maintain bench marks, monuments or other established reference points and property 6
corners. If disturbed or destroyed, replace at own expense to full satisfaction of Owner and 7
controlling agency. 8
2. Verify location of utilities. Omission or inclusion of utility items does not constitute non-existence 9
or definite location. Secure and examine existing plant and local utility records for location data. 10
a. Take necessary precautions to protect existing utilities from damage due to any construction 11
activity. 12
b. Repair damages to utility items at own expense. 13
c. In case of damage, notify Engineer at once so required protective measures may be taken. 14
3. Maintain free of damage, existing structures, and pavement, not indicated to be removed. Any 15
item known or unknown or not properly located that is inadvertently damaged shall be repaired to 16
original condition. All repairs to be made and paid for by Contractor. 17
4. Provide full access to premises and other points as designated by Owner to prevent interruption of 18
landfill and/or pretreatment facility operations. 19
5. Maintain stockpiles and excavations in such a manner to prevent inconvenience or damage to 20
structures on site. 21
6. Avoid surcharge or excavation procedures which can result in heaving, caving, or slides. 22
B. Dispose of all waste materials in the Hardin Landfill in accordance with applicable regulations. 23
3.2 SITE EXCAVATION AND GRADING 24
A. The work includes all operations in connection with excavation, borrow, construction of fills and em-25
bankments, rough grading, and disposal of excess materials in connection with the preparation of the 26
site and Unit II — Phase I, Cell 2B (Cell 2B) subgrade area for construction of the proposed facilities. 27
B. Excavation and Grading: Perform as required by the Contract Drawings. 28
1. Contract Drawings may indicate both existing grade and finished grade required for construction of 29
Project. Stake all units, structures, piping, and roads, and establish their elevations. Perform 30
other work required. Replace property corner markers to original location if disturbed or 31
destroyed. 32
2. Preparation of ground surface for embankments or fills: Before fill is started, scarify to a 33
minimum depth of 8 IN in all proposed embankment and fill areas. Where ground surface is 34
steeper than one (1) vertical to four (4) horizontal, plow surface in a manner to bench and break 35
up surface so that fill material will bind with existing surface. 36
3. Protection of finish grade: During construction, shape and drain embankment and excavations. 37
Maintain ditches and drains to provide drainage at all times. Protect graded areas against action 38
of elements prior to acceptance of work. Reestablish grade where settlement or erosion occurs. 39
C. Borrow: Provide necessary amount of approved fill compacted to density equal to that indicated in 40
this Specification. Include cost of all borrow material in base bid proposal. Fill material to be 41
approved by CQC/CQA Consultants prior to placement. 42
D. Construct embankments and fills as required by the Contract Drawings: 43
1. Construct embankments and fills at locations and to lines and grade indicated. Completed fill 44
shall correspond to shape of typical cross section or contour indicated regardless of method used 45
to show shape, size, and extent of line and grade of completed work. 46
2. Provide approved fill material which is free from roots, organic matter, trash, frozen material, and 47
stones having maximum dimension greater than 6 IN. Do not place material in layers greater than 48

21420 GASTON COUNTY OCTOBER 2013 CQA PLAN FOR THE GASTON COUNTY SANITARY LANDFILL — HARDIN SITE
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8 IN loose thickness. Place layers horizontally and compact each layer prior to placing additional 1
fill. 2
3. Compact by sheepsfoot, pneumatic rollers, vibrators, or by other equipment as required to obtain 3
specified density. Control moisture for each layer necessary to meet requirements of compaction. 4
E. Upon reaching the final Cell 2B MSWLF subgrade elevations shown, proof-roll subgrade soils and obtain 5
the CQC Consultant’s review/recommendation and CQA Consultant’s approval. If unsuitable materials 6
are encountered at the subgrade elevation, perform additional excavation as directed by the CQC 7
Consultant and approved by the CQA Consultant to remove unsuitable materials. Excavation of 8 unsuitable materials shall be pre-approved by the CQC and CQA Consultants. Contractor shall proof-9
roll entire Cell 2B subgrade area. 10
F. Proof-rolling shall be conducted with a pneumatic tired vehicle of at least 20 tons GVW, approved by 11
the CQC and CQA Consultants. An alternate approved by the CQA Consultant may be used in 12
constricted areas. 13
G. Where subgrade materials are determined to be unsuitable, such materials shall be removed to the 14
lengths, widths, and depths directed by the CQC Consultant and approved by the CQA Consultant and 15
backfilled with suitable material unless further excavation or earthwork is required. Unsuitable 16
material excavation beneath the finished subgrade shall be made on a unit price basis for over-17
excavation and backfill, only as approved by the CQA Consultant and Engineer. Unit price for over-18
excavation and backfill shall include disposal of unsuitable materials. 19
H. The subgrade of areas to receive fill shall be smooth and free of all vegetation, sticks, roots, rocks, 20
and debris. 21
I. Dewatering (as required): Provide and maintain dewatering of all surface water and/or groundwater 22
as required for excavation. Where groundwater is or is expected to be encountered during excavation, 23
install a dewatering system to prevent softening and disturbance of subgrade below foundations and 24
fill material to allow foundations, fill material, and structures/backfill to be placed in the dry, and 25
maintain a stable excavation. Soils and hydro-geologic information may be reviewed before beginning 26
excavation to determine where groundwater is likely to be encountered during excavation. Employ a 27
dewatering specialist for selecting/designing, monitoring and operating the dewatering system as 28
needed. Keep dewatering system in operation until dead load of structure exceeds possible buoyant 29
uplift force on structure or fill material. Dispose of groundwater to an area which will not interfere 30
with construction operations or damage existing construction as approved by the Owner. Install 31
groundwater monitoring points as necessary. Shut off dewatering system at such a rate so as to 32
prevent a quick upsurge of water that might weaken the subgrade. Installation, start-up monitoring 33
maintenance, and shut-off of the dewatering system shall be at no additional cost to the Owner. 34
J. Do not place fill when the subgrade to receive fill is frozen, wet, loose, or soft. 35
K. Moisture Control: 36
1. Moisture content of materials prior to and during compacting shall be uniform throughout each 37
layer of material. 38
2. Granular materials shall be thoroughly wetted during or immediately prior to compaction. 39
3. Supplementary water shall be added as required to materials by sprinkling and mixing uniformly 40
throughout layer. 41
4. Materials too wet for placing shall be temporarily spread or aerated until moisture content is 42
acceptable. If these materials cannot be processed in time to use, the Contractor shall excavate 43
and backfill with materials acceptable to the CQC Consultant and the CQA Consultant at no 44
additional cost to the Owner. 45
L. All final borrow excavation backslopes shall be maintained at a maximum slope of 2H:1V. 46
3.3 FINISH GRADING 47
A. Grade all areas disturbed by construction operations. 48
B. Grade to smooth, uniformly sloping surface to existing elevations or to finish elevations shown on 49
Drawings. 50
C. Grading shall be to a tolerance of ±1 IN unless otherwise noted elsewhere in these specifications or in 51
the accompanying CQA Plan. 52

21420 GASTON COUNTY OCTOBER 2013 CQA PLAN FOR THE GASTON COUNTY SANITARY LANDFILL — HARDIN SITE
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3.4 GRADING ADJACENT TO STRUCTURES 1
A. Evenly slope finished grade away from structures as shown on Drawings to provide drainage. 2
3.5 FIELD QUALITY CONTROL 3
A. Moisture density relations, as established by the CQA Engineer, will be required for all materials to be 4
compacted. 5
B. Extent of compaction testing will be as necessary to assure compliance with Specifications. 6
C. Give minimum of 24 HR advance notice to CQA Engineer when ready for compaction or subgrade 7
testing and inspection. 8
D. Should any compaction density test or subgrade inspection fail to meet Specification requirements, 9
perform corrective work as necessary. 10
E. Pay for all costs associated with corrective work and retesting resulting from failing compaction 11
density tests. 12
3.6 COMPACTION DENSITY REQUIREMENTS 13
A. Obtain approval from CQA Engineer with regard to suitability of soils and acceptability of subgrade 14
prior to subsequent operations. 15
B. Provide dewatering system necessary to successfully complete compaction and construction 16
requirements. 17
C. Remove frozen, loose, wet, or soft material and replace with approved material as directed by 18
Engineer. 19
D. Stabilize subgrade with well graded granular materials as directed by CQC Engineer and approved by 20
CQA Engineer. 21
E. Assure by results of testing that compaction densities comply with the following requirements: 22
Minimum Compaction
Location Compaction Density
1. Sitework:
Under Paved Areas and Piping:
Cohesive Soils 95 percent, ASTM D698 at a moisture
content of ±3 percent of optimum
Cohesionless Soils 75 percent relative density per ASTM D4253
and D4254
MSW Cell Expansion Area Subgrade:
Cohesive Soils 95 percent, ASTM D698 at a moisture
content of ±3 percent of optimum
Cohesionless Soils 75 percent relative density per ASTM
D4253 and D4254
Unpaved Areas (Outside of MSW Cell):
Cohesive Soils 90 percent, ASTM D698
Cohesionless Soils 70 percent relative density per ASTM D4253
and D4254
2. Perform testing at a minimum of 1 test per lift per 10,000 square feet unless otherwise noted in 23
CQA Plan. 24
a. Refer to CQA Plan for MSWLF subgrade, soil liner, and operational cover testing requirements. 25
3. Refer to Section 02230 — Protective Cover (Operation Cover Layer) and Section 02235 — Soil Liner 26
System for specific soil liner and protective cover compacting and testing requirements. 27

21420 GASTON COUNTY OCTOBER 2013 CQA PLAN FOR THE GASTON COUNTY SANITARY LANDFILL — HARDIN SITE
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3.7 ACCEPTANCE OF WORK 1
A. Obtain determination of excavations and pre-fill subgrade from the CQC Consultant and approval by 2
the CQA Consultant before starting any construction. Approval may consist of satisfactory proof-roll 3
observed by the CQC Consultant and CQA Consultant. 4
B. Relative density compaction acceptance (of cohesionless soils) may be based on a visual observation of 5
the non-movement of equipment by the CQC and CQA Consultants, in lieu of meeting the requirements 6
of 3.7-E above, as permitted by the CQA Consultant. 7
3.8 SPECIAL REQUIREMENTS 8
A. Erosion Control: Conduct work to minimize erosion of site. Construct stilling areas to settle and 9
detain eroded material. Remove eroded material washed off site. Clean roadways daily of any 10
spillage of dirt, rocks, or debris from equipment entering or leaving site. 11
B. Comply with all state Erosion and Sedimentation Control regulations. 12
13
END OF SECTION 14

21420 GASTON COUNTY OCTOBER 2013 CQA PLAN FOR THE GASTON COUNTY SANITARY LANDFILL — HARDIN SITE
02230
SECTION 02230

PROTECTIVE COVER (OPERATIONAL COVER LAYER)

TABLE OF CONTENTS

ARTICLE TITLE PAGE

1.1 DESCRIPTION 1
1.2 RELATED WORK SPECIFIED ELSEWHERE 1
1.3 QUALITY STANDARDS 1
1.4 SUBMITTALS 1
1.5 JOB CONDITIONS 2
1.6 TOLERANCES 2
2.1 MATERIALS 2
3.1 GENERAL 2
3.2 QUALITY CONTROL 3

21420 GASTON COUNTY OCTOBER 2013 CQA PLAN FOR THE GASTON COUNTY SANITARY LANDFILL — HARDIN SITE
02230 — 1
SECTION 02230 1
PROTECTIVE COVER (OPERATIONAL COVER LAYER) 2
PART 1 — GENERAL 3
1.1 DESCRIPTION 4
A. General: 5
1. Furnish all labor, materials, tools, equipment, and services for installation and placement of 6
the protective cover (leachate collection layer) and leachate collection stone around 7
leachate collection piping, as indicated, in accordance with provisions of Contract 8
Documents. Work shall also include all borrow area development, excavation, and hauling of 9
selected soil materials to cell area or stockpile area from approved off-site source. 10
2. Completely coordinate with work of all other trades. 11
3. Although such work is not supplementary or miscellaneous items, appurtenances, and devices 12
incidental to or necessary for a sound, secure, complete, and compatible installation. 13
4. See Division 1 for General Requirements. 14
1.2 RELATED WORK SPECIFIED ELSEWHERE 15
A. Related Sections include but are not necessarily limited to: 16
1. Division 0 — Bidding Requirements, Contract Forms, and Conditions of the Contract. 17
2. Division 1 — General Requirements 18
3. Section 02200 — Earthwork. 19
4. Section 02235 — Soil Liner System. 20
5. Section 02712 — Drainage Composite.. 21
6. Section 02775 — HDPE Geosynthetic Liner System. 22
7. Section 15067 — High Density Polyethylene (HDPE) Pipe and Fittings. 23
B. Construction Quality Assurance and Construction Quality Control (CQA/CQC) Plan, Gaston County 24
Landfill — Unit II - Phase 1/Cell 1, July 2007. 25
1.3 QUALITY STANDARDS 26
A. Referenced Standards: 27
1. American Society for Testing and Materials: 28
a. C117 or C136, Particle Size Analysis. 29
b. D-698, Test Method for Laboratory Compaction Characteristics of Soil Using Standard 30
Effort (12,400 ft-LBf/ft3). 31
c. D-2434, Permeability of Granular Soils. 32
d. D-2488, Standard Practice for Description and Identification of Soils (Visual-Manual 33
Procedure). 34
e. D-4373, Calcium Carbonate Content of Soils. 35
f. D-5084, Measurement of Hydraulic Conductivity of Saturated Porous Materials Using a 36
Flexible Wall Permeameter. 37
2. North Carolina Department of Transportation, Standard Specifications for Highway 38
Construction, latest edition. 39
3. Construction Quality Assurance Plan. 40
1.4 SUBMITTALS 41
A. See Section 01300 — Submittals. 42
B. At least four weeks prior to construction of the leachate collection layer, submit a bulk sample of 43
each material from each source to the CQC Consultant for approval and the CQA Consultant for 44
acceptance. 45
C. Submit all required laboratory test data as required by Subparts 2.1 and 3.2 for materials used in 46
the construction. 47

21420 GASTON COUNTY OCTOBER 2013 CQA PLAN FOR THE GASTON COUNTY SANITARY LANDFILL — HARDIN SITE
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D. Submit periodic surveys of the layer during construction for thickness verification. Frequency of 1
survey submittals to be established between Contractor and CQA Consultant prior to placement. 2
Follow the CQA Plan for surveying requirements. 3
1.5 JOB CONDITIONS 4
A. Take necessary precautions to protect synthetic landfill liner and drainage geocomposite from 5
damage due to any construction activity. Repair damages to liner at own expense. Assess no cost 6
to Owner, Engineer, or auxiliary party for any damages to liner system or pipe resulting from 7
placement of stone or activities of equipment operating on stone. 8
B. Protect and maintain bench marks, monuments, or other established points and reference points, 9
and if disturbed or destroyed, replace items to full satisfaction of Owner and controlling agency. 10
C. Protective cover soils may be obtained from on-site (if suitable sources are available) or from 11
approved off-site sources. The Contractor shall submit source test data from proposed borrow 12
area(s) for approval by the CQA Engineer prior to excavation and hauling of materials to the cell 13
for placement. 14
1. Use of on-site soils for the proposed 10-4 cm/sec protective cover layer shall be at 15
Contractor’s own risk in terms of the availability and quantity of suitable materials as 16
required per these specifications. The price bid for Item No. 10 under the Base Bid Schedule 17
of Section 00300 — Bid Form and Work Sheet, paragraph 11, shall be full compensation for 18
the all Work and other incidentals as defined for this item under the Contract Documents, 19
complete regardless of material source (i.e., on-site or off-site). No additional payment will 20
made for use of off-site materials in the event that the use of on-site materials proves not to 21
be technically or economically feasible. 22
2. The Owner specifically makes no implication or warranty, whether express or implied, that 23
on-site materials from the existing borrow areas are suitable for use as 10-4 cm/sec 24
protective cover material soil. 25
3. Contractor shall be responsible for the permitting and development of off-site borrows 26
area(s) (if required) for protective cover materials. Development shall include all permitting, 27
clearing, installation of required temporary sediment and erosion control measures, access 28 roads, stockpiling of overburdened and top soil materials, hauling of protective cover 29
materials, and maintenance of stockpiles, final grading, and site restoration. 30
1.6 TOLERANCES 31
A. Materials shall be placed to the lines and grades as shown on the Contract Drawings except that a 32
2 IN overbuild is allowed. Material placed beyond these limits shall be removed at Contractor’s 33
expense. 34
PART 2 — PRODUCTS 35
2.1 MATERIALS 36
A. Material: The CQC Consultant shall submit source test data to the CQA Consultant from proposed 37 borrow source(s) prior to excavation and hauling of materials to Cell area. 38
1. Free of roots, sod or other organic matter, and frozen material. The material shall be of 39 durable and of noncarbonaceous origin. 40
2. Materials must meet acceptance criteria presented in 3.2 of this Section. 41
3. Materials must be natural. 42
B. Refer to Section 01060 — Special Project Requirements regarding use of on-site soils for 43
protective cover. 44
PART 3 — EXECUTION 45
3.1 GENERAL 46
A. The protective cover material (leachate collection layer) is placed directly over the liner system; 47
thus, extreme caution shall be exercised by the Contractor to prevent damage to these materials. 48

21420 GASTON COUNTY OCTOBER 2013 CQA PLAN FOR THE GASTON COUNTY SANITARY LANDFILL — HARDIN SITE
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B. Placement of these materials within the cell shall be conducted only when the CQA Consultant or 1
his representative is present at the site and informed in advance of the intent to complete this 2
work. 3
C. The Contractor shall exercise care in maintaining a true line and grade on all piping during 4
placement and spreading of the material 5
D. Materials shall be placed over the drainage geocomposite and geomembrane only after areas have 6
been released by the Geomembrane Installer and the CQA Consultant. The materials shall be 7
placed as specified below: 8
1. All materials shall be placed and spread with low ground pressure equipment (6 psi ground 9
pressure or less) as approved by the Engineer to reduce potential damage to the 10
geomembrane. The geomembrane surface shall be off limits to construction traffic. 11
Excessive hard turning of tracked equipment on the material must be avoided. 12
2. At least 12 IN of separation between the geomembrane and equipment shall be maintained. 13
3. Material shall not be placed over standing water or ice. 14
4. Material shall not be compacted within the cell limits. 15
5. Material on slope shall be placed from the bottom to top of the slope. 16
E. The protective cover material (leachate collection layer) shall be spread in a manner that 17
minimizes development of folds in the geosynthetics (drainage geocomposite and geomembrane). 18
Any portions of the geosynthetics that develop crimp shall be repaired by the Contractor at no 19
expense to the Owner. 20
1. If during spreading, excessive wrinkles develop, the Contractor shall adjust placement and 21
spreading methods, or cease until the geomembrane cools and wrinkles decrease in size. 22
2. Wrinkles that exceed approximately 6 IN in height and cannot be eliminated by amended 23
placement and spreading methods shall be cut and repaired by the Geomembrane Installer in 24
a method approved by the CQA Consultant. 25
3. This layer should be placed/spread prior to placing the leachate collection stone around the 26
leachate collection piping. 27
F. Any damage to the underlying soil, drainage geocomposite, geomembrane liner, or geotextiles or 28
shall be repaired in accordance with the applicable section of these Specifications at Contractor’s 29
expense. 30
G. Stockpiling of materials within the limits of the cell shall be subject to advanced approval by the 31
CQA Consultant. Any hauling equipment (dump trucks, etc.) operating within the cell limits, 32
including access ramps, shall have a minimum of 3 FT of separation between the vehicle wheels 33
and the geomembrane. 34
H. Any areas where unauthorized or tracked equipment has operated over the leachate collection 35
system shall be subject to investigation for potential geomembrane damage. Such investigations 36
may include removal of overlying materials in the affected areas and visual inspection of the 37
geomembrane. These activities shall be conducted under direction by the CQA Consultant at 38
Contractor’s expense. 39
I. Test areas to evaluate potential damage due to equipment operations may be required by the 40
CQA Consultant to assess equipment to be used by the Contractor. The test area shall be outside 41
the cell limits, use scrap materials not to be used in cell construction, and model construction 42
conditions as closely as is practical. Test area parameters shall be determined by the CQA 43
Consultant and Contractor in advance of construction of the leachate collection system. 44
3.2 QUALITY CONTROL 45
A. The CQC Consultant shall perform testing of the materials. 46
B. Ensure CQA Consultant has at all times immediate access for the testing of all related work. 47
C. Assure by results of CQC testing that materials and installation comply with the following 48
requirements: 49
50

21420 GASTON COUNTY OCTOBER 2013 CQA PLAN FOR THE GASTON COUNTY SANITARY LANDFILL — HARDIN SITE
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Components Required Test Minimum Sample
Frequency/Location Acceptance Criteria
Protective Cover
(Leachate Collection
Layer Material
1. Gradation (ASTM D-422) 1 per 1,500 CY Max. Particle 1/4"
Less than 25% Fines (<#200)
2. Permeability (ASTM
D-5084 or D-2434)
1 per 3,000 CY K ≥ 1 x 10-4 cm/sec
3. Carbonate Content (ASTM
D-4373)
1 per source <15% by weight
4. Thickness 8 per acre ≥24.00"
Leachate Collection
Stone around Piping
1. Gradation (ASTM D-422) 1 per 1500 CY ASTM No. 57 Stones
2. Carbonate Content (ASTM
D-4373)
1 per source <15% by weight
D. Permeability testing shall be performed for protective cover materials listed above. 1
2
END OF SECTION 3

21420 GASTON COUNTY OCTOBER 2013 CQA PLAN FOR THE GASTON COUNTY SANITARY LANDFILL — HARDIN SITE
02235
SECTION 02235

SOIL LINER SYSTEM

TABLE OF CONTENTS

ARTICLE TITLE PAGE

1.1 SUMMARY 1
1.2 QUALITY STANDARDS 1
1.3 SUBMITTALS 1
1.4 JOB CONDITIONS 1
1.5 TOLERANCES 2
2.1 MATERIALS 2
2.2 SOIL LINER MATERIAL ACCEPTANCE 3
2.3 EQUIPMENT 5
3.1 SOIL LINER TEST STRIP 5
3.2 INSTALLATION 7
3.3 FIELD QUALITY CONTROL AND QUALITY ASSURANCE 7

21420 GASTON COUNTY OCTOBER 2013 CQA PLAN FOR THE GASTON COUNTY SANITARY LANDFILL — HARDIN SITE
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SECTION 02235 1
SOIL LINER SYSTEM 2
PART 1 — GENERAL 3
1.1 SUMMARY 4
A. Section Includes: 5
1. Contractor to furnish all labor, materials, tools, equipment, and services for soil liner 6
components as indicated, in accordance with provisions of Contract Documents. 7
2. Completely coordinate with work of all other trades. 8
3. Although such work is not specifically indicated, furnish and install all supplementary or 9
miscellaneous items, appurtenances, and devices incidental to or necessary for a sound, 10
secure, and complete installation. 11
B. Related Sections include but are not necessarily limited to: 12
1. Section 02110 — Clearing. 13
2. Section 02200 — Earthwork. 14
3. Section 02775 — HDPE Geomembrane Liner System. 15
4. Construction Quality Assurance and Construction Quality Control (CQA/CQC) Plan, Gaston 16
County Landfill — Unit II - Phase 1/Cell 1, July 2007. 17
1.2 QUALITY STANDARDS 18
A. Reference Standards: 19
1. ASTM – American Society for Testing and Materials: 20
a. D-422, Particle Size Analysis. 21
b. D-698, Standard Proctor. 22
c. D-854, Specific Gravity. 23
d. D-1140, Fines Content in Soils. 24
e. D-1556, In-Situ Density Measurement Using the Sand Cone. 25
f. D-1557, Modified Proctor. 26
g. D-2166, Unconfined Compressive Strength. 27
h. D-2216, Moisture Content Using Over-Dry Method. 28
i. D-2487, Soils Classification. 29
j. D-2573, Field Vane Shear Test. 30
k. D-2922, In-Situ Density Using Nuclear Methods. 31
l. D-3017, In-Situ Moisture Content Using Nuclear Methods. 32
m. D-4318, Atterberg limits. 33
n. D-5084, Flexible Wall Permeameter. 34
2. US EPA — United States Environmental Protection Agency: 35
a. EPA/600/R-93/182 — “Quality Assurance and Quality Control for Waste Containment 36
Facilities,” September 1993. 37
3. Construction Quality Assurance and Construction Quality Control (CQA/CQC) Plan, Gaston 38
County Landfill — Unit II - Phase 1/Cell 1, July 2007. 39
1.3 SUBMITTALS 40
A. See Section 01300 — Submittals. 41
B. Refer to the CQA Plan. 42
1.4 JOB CONDITIONS 43
A. Verify conditions of subgrade prior to commencing work. 44
B. The price quoted by the Contractor under the Base Bid Schedule of Section 00300 — Bid Form and 45
Worksheet for Item No. 7, Compacted Soil Liner shall be based upon obtaining low permeability 46
soils from off-site borrow sources that are suitable of achieving the 1.0 x 10-7 cm/sec permeability 47
requirement. 48
1. The Contractor will be responsible for coordination and costs of all work necessary to 49
establish any off-site borrow areas. 50

21420 GASTON COUNTY OCTOBER 2013 CQA PLAN FOR THE GASTON COUNTY SANITARY LANDFILL — HARDIN SITE
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2. Contractors may obtain soil at no cost for materials from the Vulcan High Shoals Quarry. 1
Refer to Section 01060 — Special Project Requirements for conditions of use from this source. 2
1.5 TOLERANCES 3
A. The soil liner system must exceed the following tolerances: 4
1. The saturated hydraulic permeability of the soil liner must be equal to or less than 1.0x10-7 5
cm/sec as determined by ASTM D-5084. 6
2. The thickness of the soil liner must be equal to or greater than 24 IN. 7
3. The work should be constructed to lines, grades, and control points indicated on the Drawings 8
and shall be controlled and documented with survey methods. Laser based survey systems 9
are preferred for grading. 10
4. Finished Grade Tolerance: +0.1 FT from required elevation. 11
B. The Contractor is responsible for certifying that the Work is constructed to the specified 12
tolerances and for providing sealed surveys supporting the certification. 13
PART 2 — PRODUCTS 14
2.1 MATERIALS 15
A. Low Permeability Soil — General: 16
1. Contractor shall provide natural, fine-grained soil or bentonite amended soil that is capable 17
of being worked to produce a soil layer of thickness shown on the Drawings that meets the 18
hydraulic conductivity requirements. 19
2. In accordance with these specifications, the Contractor is responsible for conducting a borrow 20
soil characterization study (BSCS). 21
3. Contractor shall provide the CQA Consultant and Owner access to information about the 22
borrow source of the low permeability soil and certify that it is not contaminated with 23
hazardous materials or hazardous wastes. 24
4. The soil shall be relatively homogeneous ion color and texture and shall be free from roots, 25
stones, and other deleterious materials. 26
B. Natural Fine-Grained Soil: 27
1. Classification: Natural fine-grained soil shall have a classification of CH, CL, MH, or ML as 28 determined by ASTM D-2488. 29
2. Grain sizes shall be within the following gradation: 30
Sieve Size Percent Passing by Weight
3/4 IN 100
No. 4 > 90
No. 200 > 30
3. Hydraulic Conductivity: The saturated hydraulic conductivity of the natural fine-grained soil 31
shall meet the stated tolerances, when compacted in accordance with requirements 32
established by the CQC Consultant and Contractor on the basis of the soil liner test strip as 33
specified herein. 34
4. Other Soil Liner Properties: The liquid limit shall be at least 25 as measured by ASTM D-4318. 35
The plasticity index shall be at least 10 as measured by ASTM D-4318. 36
C. Bentonite Amended Soil (where applicable): 37
1. Hydraulic conductivity of constructed bentonite amended soil shall meet the tolerances when 38
compacted in accordance with requirements established by the CQC Consultant on the basis 39
of test results from the soil liner test strip and the borrow soil characterization study. 40
2. Soil used in the bentonite amended soil shall be free from roots, organic matter, debris, 41
particles larger than 3/4 IN, and other deleterious material. All soil used in the bentonite 42
amended soil shall be taken from a borrow area approved by the CQC Consultant and 43 Engineer. 44
3. Unless approved otherwise by the CQA Consultant, the soil used in the bentonite amended 45 soil shall meet the following washed sieve gradation: 46

21420 GASTON COUNTY OCTOBER 2013 CQA PLAN FOR THE GASTON COUNTY SANITARY LANDFILL — HARDIN SITE
02235 — 3
Sieve Size Percent Passing by Weight
3/4 IN 100
No. 4 55 – 100
No. 20 45 – 75
No. 200 10 - 40
4. Bentonite: 1
a. Bentonite shall be free-flowing, powdered, high-swelling, sodium montmorillonite clay 2 (bentonite) free of additives. 3
b. Acceptable bentonite manufacturers are: 4
1) American Colloid, Co., [phone]. 5
2) Bentonite Corp., [phone]. 6
3) CETCO, [phone]. 7
4) Federal Industrial, [phone]. 8
5) WYO-BEN, [phone]. 9
c. The Contractor may propose a bentonite supplier other than those listed above if it is 10
demonstrated that its use in the amended soil satisfies the requirements of these 11
specifications. 12
2.2 SOIL LINER MATERIAL ACCEPTANCE 13
A. General: All imported, on-site, and processed materials specified in this section are subject to 14
the following requirements: 15
1. All tests necessary for the Contractor to locate and define acceptable sources of materials 16
shall be made by the CQC Consultant. Certification that the material conforms to the 17
Specification requirements along with copies of the test results from a qualified commercial 18
testing laboratory shall be submitted to the CQA Consultant for approval at least 10 days 19
before the material is required for use. All material samples shall be furnished by the 20
Contractor at the Contractor’s sole expense. 21
2. All samples required in this section shall be representative and be clearly marked to show the 22 source of the material and the intended use on the project. Sampling of the material source 23
shall be done by the CQC Consultant in accordance with ASTM D-75. 24
3. Notify the CQA Consultant at least 24 HRS prior to sampling so that they may observe the 25
sampling procedures. 26
4. Tentative acceptance of the material source shall be based on an inspection of the source by 27
the CQA Consultant and the certified test results of the Borrow Source Characterization Study 28
(BSCS) as submitted by the Contractor to the CQA Consultant. No imported materials shall be 29
delivered to the site until the proposed source and materials tests have been accepted in 30
writing by the CQA Consultant. 31
5. Final acceptance of any material will be based on results of tests made on material samples 32
taken from the completed soil liner test strip, combined with the results of the BSCS. If tests 33
conducted by the CQC Consultant or the CQA Consultant indicate that the material does not 34
meet specification requirements, material placement will be terminated until corrective 35
measures are taken. Material which does not conform to the specification requirements and 36
is placed in the work shall be removed and replaced at the Contractor’s sole expense. 37
6. Contractor shall be solely responsible for obtaining all permits required to obtain acceptable 38
sources of materials for use in the work. 39
B. Sampling and retesting required herein shall be done at the Contractor’s sole expense. 40
C. Borrow Source Characterization Study: 41
1. The Contractor will be responsible for all processing and screening of the soil liner material 42 at his own cost to meet the requirements of the specifications. The Contractor will be 43
responsible for the erosion protection of the stockpile and borrow area during his operation. 44
The Contractor shall coordinate all aspects of this operation with the CQC Consultant, CQA 45
Consultant, and Engineer. 46
2. CQC Consultant shall complete a BSCS of natural fine-grained soils or of soil that will be used 47
in bentonite amended soils. 48
3. Contractor shall conduct tests, including particle size, Atterberg limits, moisture-density, and 49
hydraulic conductivity tests, as necessary to locate an acceptable source of material. 50
4. Once a potential source of material has been located, the CQC Consultant shall develop and 51
undertake a testing program to demonstrate the acceptability of the proposed material. 52
Certified results of all tests shall be submitted to the CQA Consultant upon completion of 53

21420 GASTON COUNTY OCTOBER 2013 CQA PLAN FOR THE GASTON COUNTY SANITARY LANDFILL — HARDIN SITE
02235 — 4
tests. Tentative acceptance of the borrow source by the CQA Consultant will be based upon 1
the results of the study. The testing program shall include the following elements, at a 2
minimum: 3
a. An excavation plan for the borrow source indicating proposed surface mining limits and 4
depths of samples to be taken for testing. 5
b. Test pits for borrow source sampling shall be appropriately spaced to reflect site 6
geomorphology and sampled at depth intervals appropriate to the proposed excavation 7
methods. 8
c. A minimum of 12 samples shall be collected and tested for the parameters required as 9
described in the following paragraphs. 10
5. Test Parameters and Reporting for Natural Fine-Grained Soils: 11
a. All samples collected from the proposed borrow area for natural fine-grained soils shall 12
be tested for the following parameters. 13
Parameter Test Method
Particle Size (sieve plus hydrometer) ASTM D-422
Atterberg Limits ASTM D-4318
Standard Proctor ASTM D-698
Hydraulic Conductivity* ASTM D-5084
*Hydraulic conductivity tests shall be performed on recompacted samples of
the proposed material compacted according to criteria developed by the CQC
Consultant using data from tests conducted in accordance with ASTM D-698.
6. Test Parameter for Soil to be used in Bentonite Amended Soil: 14
a. Parameters and reporting for soils to be used in bentonite amended soil shall be the 15
same as for natural fine-grained soil. 16
b. Tests required under this paragraph are part of the BSCS. Additional tests on the 17
bentonite amended soil product are required for soil liner acceptance. See paragraph 18
2.2-E. 19
D. Borrow Soils Conformance Testing: 20
1. Following acceptance of a borrow source for natural fine-grained soils and soils for bentonite 21
amendment, the following tests shall be performed by the CQC Consultant on samples taken 22
from the excavated material using the methods and at the frequencies indicated below: 23
Test Test Method Minimum Frequency
Percent Fines ASTM D-1140 1 per 5,000 cu.yd.
Atterberg Limits ASTM D-4318 1 per 5,000 cu.yd.
Standard Proctor ASTM D-698 1 per 10,000 cu.yd.
2. The CQC Consultant shall conduct tests more often if variation in test results is occurring or if 24
material appears to depart from specifications. 25
3. The CQA Consultant may also conduct independent tests to confirm the accuracy of the CQC 26
testing. 27
4. If tests indicate material does not meet specification requirements, Contractor shall 28
terminate material placement until corrective measures are taken. 29
5. Contractor shall remove and replace material which does not meet specification 30
requirements at no additional cost to the Owner. 31
E. Bentonite Amended Soil Conformance Testing (where applicable): 32
1. Following acceptance of a source for soils to be used in bentonite amended soils, the CQC 33
Consultant shall perform a Design Mix Analysis and submit certifications for the imported 34
bentonite material as described below: 35
a. Design Mix Analysis: 36
1) Collected 2 of the coarsest samples of the soil taken from the approved borrow area 37
(based on percent retained on #200 sieve). Soil samples for testing shall be at least 38
100 pounds each. 39
2) Trail mix samples shall be prepared by mixing each soil sample with three trial 40
application rates of bentonite. Compact each trial mix sample to a dry density 41
equal to 95 percent relative compaction and at a moisture content within the range 42
of optimum to optimum plus 3 percent (ASTM D-698) for the unamended soil. 43
3) Test the hydraulic conductivity of the trial mix samples using ASTM D-5084 and 44
report all data to CQA Consultant. Graph measured hydraulic conductivity versus 45
percent bentonite. 46

21420 GASTON COUNTY OCTOBER 2013 CQA PLAN FOR THE GASTON COUNTY SANITARY LANDFILL — HARDIN SITE
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4) Contractor shall select a minimum bentonite content needed to consistently achieve 1
the required in-place hydraulic conductivity. 2
2. After mix design and initial testing, CQC Consultant shall conduct tests of the mixed 3
bentonite amended soil, after it has been discharged from the pugmill and before this is 4
placed in the work using the following methods and at the following frequencies. 5
Test Method Minimum Frequency
Standard Proctor ASTM D-698 or ASTM D-1557 1 per 10,000 CU YD
3. Bentonite: CQC Consultant shall submit certifications from the supplier of the bentonite 6
material that it meets the requirements specified under PART 2 — PRODUCTS. 7
F. Fine-Grained Material Dewatering, Mixing, and Staging: 8
1. Dewatering of soil liner borrow excavations, if required, shall be solely at the Contractor’s 9
expense. 10
2. Drying, blending, or wetting required to maintain the soil liner soil at a suitable moisture 11
content shall be solely at the Contractor’s expense. 12
2.3 EQUIPMENT 13
A. Compaction Equipment: 14
1. The compacting equipment shall be of a suitable type, adequate to obtain the permeability 15
specified, that provides a kneading action, such as a wobble-wheeled roller or a sheepsfoot 16
roller having tines as long as the maximum loose lift thickness to ensure proper lift interface 17
compaction free of voids. 18
2. The CQC Consultant shall confirm compaction equipment adequacy, and recommend changes 19
if required, based on the soil liner test strip. Such additional equipment will be provided by 20
the Contractor at no additional cost. 21
3. The compaction equipment shall be maintained and operated in a condition that will deliver 22
manufacturer’s rated compactive effort. 23
4. Hand-operated equipment shall be capable of achieving specified soil densities. 24
5. The finished surface of the final lift shall be rolled with a smooth steel drum roller or rubber-25 tired roller to eliminate tine or roller marks and provide a smooth, dense surface for 26
geomembrane placement. 27
B. Moisture Control Equipment: 28
1. Equipment for applying water shall be of a type and quality adequate for the Work, shall not 29
leak, and shall be equipped with a distributor bar or other approved device to assure uniform 30
application. 31
2. Equipment for mixing and drying out material shall consist of blades, discs, or other 32
equipment defined by the CQC Consultant as approved by the CQA Consultant. 33
3. Mixing of natural fine-grained soils may also be required to get even distribution of moisture. 34
4. Soil liner material must not be compacted within 24 HRS of the adjustment of water content 35
by the addition of water. 36
C. Bentonite Amended Soil Mixing Equipment (where applicable): 37
1. Contractor shall mix, process, and condition the bentonite amended soil in a pugmill prior to 38
placing and compacting the mixture. 39
2. The pugmill shall have the capability to break up soil clumps and mix material to form a 40
homogeneous blend. The pugmill shall have controls that allow a variable rate of discharge 41
from it to control the degree of mixing. The pugmill shall have automated controls to control 42
the rate of feed of each material to within an accuracy of 2 percent by weight. 43
3. The pugmill discharge shall be equipped with a batching bin having a drop outlet for loading 44
hauling vehicles directly from the pugmill. Pugmill shall be positioned to allow direct 45
discharge to hauling vehicles. 46
4. Contractor shall not store amended soil in a manner or for a length of time that will cause 47
any degradation of the project or amended soil. 48
PART 3 — EXECUTION 49
3.1 SOIL LINER TEST STRIP 50
A. Test Strip Installation: 51

21420 GASTON COUNTY OCTOBER 2013 CQA PLAN FOR THE GASTON COUNTY SANITARY LANDFILL — HARDIN SITE
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1. Prior to actual soil liner installation, a soil liner test strip of a dimension no less than 100 FT 1
long by 30 FT wide by 2 FT thick shall be constructed by the Contractor over a compacted 2
subgrade within the liner construction site. 3
2. The soil liner test strip shall be constructed in four 6 IN lifts. The final compacted thickness 4
of each lift shall be a maximum of 6 IN. Prior to placement of successive lifts, the surface of 5
the lift in-place shall be scarified or otherwise conditioned to eliminate lift interfaces. 6
3. The soil liner test strip shall be constructed using the same equipment and construction 7
procedures that are anticipated for use during actual liner installation. 8
4. During test strip installation, the Contractor in coordination with his CQC Consultant and the 9
CQA Consultant shall determine the field procedures that are best suited for his construction 10
equipment to achieve the requirements specified herein. 11
5. If the test strip fails to achieve the desired results, the soil material of the strip shall be 12
completely removed, and additional test strip(s) shall be constructed until the requirements 13
are met. 14
6. The CQC Consultant shall document that the subgrade of the test strip liner is properly 15
compacted to at least 95 percent of the maximum dry density, as determined using the 16
Standard Proctor test (ASTM D-698). Field density tests on the subgrade shall be performed 17
by the CQC Consultant and documented at a minimum of 3 test locations within the test strip 18
area. 19
7. At least five field density measurements shall be performed by the CQC Consultant on each 20
lift of the liner test strip. The field density tests shall be conducted using a nuclear gauge 21
(ASTM D-2922) or other method, as approved by the CQA Consultant. Corresponding tests for 22
moisture content to determine dry density shall likewise be performed by using a nuclear 23
gauge (ASTM D-3017), or other approved method. On the test pad, the density measurement 24
if performed by a nuclear gauge shall be verified by recovering at least 5 samples for oven-25
dry testing (ASTM D-2216) from the test location. 26
8. A composite sample will be taken from each lift for recompacted lab permeability (ASTM D-27
5084). 28 9. Upon completion of the soil liner test strip, the CQC Consultant, as observed by the CQA 29
Consultant, shall measure the thickness of the test strip at a minimum of 5 random locations. 30
10. A minimum of 5 random samples of the liner construction materials delivered to the site 31
during test strip installation shall be tested by the CQC Consultant for moisture content 32
(ASTM D-2216), sieve analyses (ASTM D-421 and D-422) and Atterberg limits (ASTM D-4318). 33
11. The CQC Consultant shall conduct at least one standard Proctor (ASTM D-698) and one 34
modified Proctor (ASTM D-1557) compaction test on bag samples of the test strip material to 35
determine the moisture-density relationships. 36
12. A minimum of 1 undisturbed sample shall be taken from each lift of the test strip by the CQC 37
Consultant for laboratory hydraulic conductivity testing. The samples shall be taken with a 2-38
foot radius of the in-situ density and moisture tests. The CQA Consultant will also conduct at 39
least 1 confirmatory in-situ hydraulic conductivity test. Laboratory hydraulic conductivity 40
testing shall be conducted using constant head, triaxial type permeameters (ASTM D-5084). 41
The test specimens shall be consolidated under an isotropic effective consolidation stress not 42
to exceed 10 psi. The inflow to and outflow from the specimens shall be monitored with time 43
and the coefficient of permeability calculated for each recorded flow increment. The test 44
shall continue until steady state flow is achieved and relatively constant values of coefficient 45
of permeability are measured. 46
13. The data gathered from the test strip sampling (i.e., field density, moisture, undisturbed 47
samples, and in-situ hydraulic conductivity) shall be used along with the Proctor curve for the 48
soil to develop a range of acceptable moisture and density test values which are likely to 49
result in a maximum permeability no greater than 1x10-7 cm/sec. This range of 50
moisture/density values will be established by the CQC Consultant and the CQA Consultant 51
and will be utilized as a means to establish Pass/Fail Criteria for the remainder of the area to 52
be lined by the subject material. 53
14. The test strip will be considered acceptable if the measured hydraulic conductivity of the 54
test strip as determined by ASTM D-5084 meets the requirements of the specifications. 55
15. If field and laboratory test data indicate that the installed test strip meets the requirements 56
of this specification, it may be used as part of the liner provided that it is adequately 57
protected by the Installer from drying and equipment damage after installation. The Installer 58
shall scarify the liner material along the edge of the test strip. A minimum 2-foot overlap per 59 lift is required for mixing and compaction between the test strip and the liner. 60
16. If the test strip fails to meet specifications, additional mix designs (if bentonite amended) 61
and/or test strips will be constructed until a test strip meets the requirements. No soil liner 62
may be placed until a test strip has been accepted by the CQA Consultant. 63

21420 GASTON COUNTY OCTOBER 2013 CQA PLAN FOR THE GASTON COUNTY SANITARY LANDFILL — HARDIN SITE
02235 — 7
17. Upon receipt of the test data from the CQA Consultant, the Engineer shall inform the 1
Contractor if the test strip can remain in-place as part of the liner. 2
3.2 INSTALLATION 3
A. The subgrade to be lined shall be smooth and free of vegetation, sticks, roots, and debris. It shall 4
be the responsibility of the Contractor to keep the receiving surfaces in the accepted condition 5
until complete installation of the liner is accomplished. 6
B. The subgrade shall be proofrolled with a pneumatic tired vehicle of at least 20 tons GVW, making 7
passes across the area as directed by the CQC and/or CQA Consultants. The soil liner shall not be 8
placed over areas deemed unacceptable by either the CQC or CQA Consultants based on proofroll 9
observations or inadequate test results. 10
C. The soil liner shall be installed in 4 compacted lifts of approximate equal thickness. The material 11
shall be placed consistent with criteria developed from construction of satisfactory test strip. 12
D. When particles exceeding 3/4" are observed at the final lift surface, they shall be removed by the 13
Contractor prior to final rolling of the surface. 14
E. Equipment shall be used such that bonding of the 2 lifts will occur. Equipment shall have cleats 15
or other protrusions of such length necessary to completely penetrate into the loose lift. 16
Compaction shall be performed using appropriately heavy, properly ballasted, penetrating foot 17
compactor making a minimum number of passes as approved by the CQC Consultant and CQA 18
Consultant based on the soil liner test strip. 19
F. If desiccation and crusting of the lift surface occurs prior to placement of the next lift, this area 20
shall be scarified to a minimum depth of 2 IN or until sufficiently moist materials are 21
encountered, whichever is greater. After scarification, the superficial material should be 22
reworked to obtain a moisture content at least 2 percent above optimum moisture content. 23
Alternately, the drier superficial soil may be stripped and mixed with additional moist soil to 24
achieve a moisture content satisfying the project requirements. 25
G. No frozen material shall be placed. 26
H. Material shall not be placed on a previous lift which is frozen. Frozen in-place material shall be 27
removed prior to placement of additional soil material. 28
I. Material which has been subjected to a freeze/thaw cycle(s) shall be disked and recompacted 29
prior to placement of subsequent lifts. 30
J. During construction, exposed finished lifts of the soil liner material should be sprinkled with water 31
to minimize desiccation, as necessary. The Contractor is responsible to protect the soil liner from 32
rain, drying, desiccation, erosion, and freezing. All defective areas shall be repaired by the 33
Contractor to the satisfaction of the CQC Consultant at no extra compensation. 34
K. At the end of each day’s construction activities, completed lifts or sections of the compacted soil 35
liner should be sealed. Common sealing methods including rolling with a rubber tired or smooth-36
drum roller, backdragging with a bulldozer, or placement of temporary cover soil over the 37 compacted soil liner. The compacted soil liner should be sprinkled with water, as needed. 38
L. If testing shows that a lift is significantly thicker than 6 IN, the top of the lift will be shaved off so 39
that the lift is approximately 6 IN thick. 40
3.3 FIELD QUALITY CONTROL AND QUALITY ASSURANCE 41
A. Refer to the CQA Plan. 42
B. The following field and laboratory quality control tests shall be performed by the CQC Consultant 43
at no additional expense to the Owner during soil liner construction: 44

21420 GASTON COUNTY OCTOBER 2013 CQA PLAN FOR THE GASTON COUNTY SANITARY LANDFILL — HARDIN SITE
02235 — 8
Test Method Minimum Frequency Acceptable Criteria
Field Density ASTM D-2937 1/100’ x 100’ grid/lift ≥95%
or
ASTM D-3017 1/100’ x 100’ grid/lift ≥95%
and
ASTM D-2937 1/5 D-3017 tests ≥95%
Thickness Surveyor 8 locations/acre ≥24”
Atterberg Limits ASTM D-4318 1/acre/lift BSCS Criteria
Fine Content ASTM D-1140 1/acre/lift BSCS Criteria
Hydraulic Conductivity ASTM D-5084 1/acre/lift ≤1x10-7 cm/sec
Laboratory Moisture Density Relationship ASTM D-698 or D1557 1/5000 CY of placed liner material N/A
Foreign Objects Roots,
Stones, Litter and Other deleterious Material
Visual Daily None Present
C. Test methods shall also conform to criteria set forth in Paragraph 3.1 — Soil Liner Test Strip. 1
D. Test frequencies may be modified by the CQA Consultant. If there are indications of declining or 2
failing tests results, frequencies may be increased. If hydraulic conductivity test results are well 3
above acceptable, the frequency for Atterberg limit and fine content testing may be waived. 4
E. The acceptable criteria may be modified by the CQA Consultant if supported by the test strip 5
results and approved by the Engineer. 6
F. Holes in the compacted soil liner created as a result of destructive testing (e.g., thin-walled 7
Shelby tube sampling and nuclear gauge, field density determinations) shall be backfilled and 8
tamped by rod uniformly in 2 IN thick lifts. The backfill material shall be the same liner 9
construction material or hydrated bentonite powder, if approved by the CQA Consultant. On the 10
surface, the backfill material shall extend slightly beyond the holes to make sure that a good tie 11
in with the surrounding liner is achieved. Repaired areas shall be observed and documented by 12
the CQC Consultant. 13
G. Give minimum of 24 HRS advance notice to CQA Consultant when ready for soil testing and 14
inspection in completed area of the soil liner. 15
H. For areas not meeting field and laboratory testing criteria, the Contractor shall scarify the full 16
depth of the lift or replace the material as needed. The material shall be reshaped, rewetted as 17
needed, rehomogenized and recompacted to the specified density. Areas not meeting the 18
thickness requirements shall be augmented with additional materials. The added materials shall 19
be reworked with the soil layer to ensure homogeneity and proper bonding. This may be done by 20
scarification of the surface prior to addition of new material. The repaired area shall be properly 21
documented, and field and laboratory quality control testing shall be performed to ensure the 22
repaired liner section meets the requirements specified herein. 23
I. The Contractor shall pay for all costs associated with corrective work and retesting resulting from 24
failing tests. The CQA Consultant shall be informed immediately of all failing tests. 25
26 END OF SECTION 27

21420 GASTON COUNTY OCTOBER 2013
CQA PLAN FOR THE GASTON COUNTY SANITARY LANDFILL — HARDIN SITE
02260
SECTION 02260
TOPSOILING AND FINISHED GRADING
TABLE OF CONTENTS

ARTICLE TITLE PAGE

1.1 SUMMARY 1
1.2 QUALITY ASSURANCE 1
1.3 PROJECT CONDITIONS 1
2.1 MATERIALS 1
3.1 PREPARATION 1
3.2 PLACING TOPSOIL 1
3.3 ACCEPTANCE 2

21420 GASTON COUNTY OCTOBER 2013
CQA PLAN FOR THE GASTON COUNTY SANITARY LANDFILL — HARDIN SITE
02260 — 1
SECTION 02260 1
TOPSOILING AND FINISHED GRADING 2
PART 1 — GENERAL 3
1.1 SUMMARY 4
A. General 5
1. Furnish all labor, materials, tools, equipment, and services for all topsoiling and finished 6
grading, as indicated, in accord with provisions of Contract documents. 7
2. Completely coordinate with work of all other trades. 8
3. Although such work is not specifically indicated, furnish and install all supplementary or 9
miscellaneous items, appurtenances and devices incidental to or necessary for a sound, 10
secure and complete installation. 11
4. See Division 1 for General Requirements. 12
B. Related work specified elsewhere: 13
1. Section 02110 — Site Clearing. 14
2. Section 02200 — Earthwork. 15
3. Section 02270 — Soil Erosion and Sediment Control. 16
4. Section 02821 — Seeding and Mulching. 17
C. Location of Work: 18
1. All areas within limits of construction and all other areas, which are disturbed in the course 19
of the work and are not designated to receive additional construction. 20
1.2 QUALITY ASSURANCE 21
A. Finish grading tolerance: ±0.5 FT from required elevations. 22
1.3 PROJECT CONDITIONS 23
A. Verify and provide amount of topsoil required to complete work. 24
B. Obtain required amounts of topsoil from site clearing operations conducted under Section 02110 — 25
Site Clearing. 26
PART 2 — PRODUCTS 27
2.1 MATERIALS 28
A. Topsoil: 29
1. Original surface soil typical of the area, capable of supporting native plant growth. 30
PART 3 — EXECUTION 31
3.1 PREPARATION 32
A. Correct, adjust, and/or repair rough graded areas. 33
1. Cut off mounds and ridges. 34
2. Fill gullies and depressions. 35
3. Perform other necessary repairs. 36
4. Bring all subgrades to specified contours, even and properly compacted. 37
B. Loosen surface to depth of 2 IN, minimum. 38
C. Remove all stones and debris over 3 IN in any dimension. 39
3.2 PLACING TOPSOIL 40
A. Do not place topsoil when subgrade is either wet or frozen enough to cause clodding. 41
B. Spread topsoil to compacted depth of 6 IN to 8 IN for all disturbed earth areas. 42

21420 GASTON COUNTY OCTOBER 2013
CQA PLAN FOR THE GASTON COUNTY SANITARY LANDFILL — HARDIN SITE
02260 — 2
C. Make finished surface free of stones, sticks, or other material 3 IN or more in any dimension. 1
D. Make finished surface smooth and true to required grades. 2
E. Restore all disturbed areas including stockpiles and storage areas to condition of rest of finished 3
work. 4
3.3 ACCEPTANCE 5
A. Upon completion of topsoiling, obtain Engineer's acceptance of grade and surface. 6
B. Make test holes where directed, to verify proper placement and thickness of topsoil. 7
8
END OF SECTION 9

21420 GASTON COUNTY OCTOBER 2013 CQA PLAN FOR THE GASTON COUNTY SANITARY LANDFILL — HARDIN SITE
02270
SECTION 02270

SOIL EROSION AND SEDIMENT CONTROL

TABLE OF CONTENTS

ARTICLE TITLE PAGE

1.1 SUMMARY 1
1.2 QUALITY ASSURANCE 1
1.3 SUBMITTALS 1
2.1 MATERIALS 1
3.1 PREPARATION 2
3.2 DURING CONSTRUCTION PERIOD 2
3.3 NEAR COMPLETION OF CONSTRUCTION 2

21420 GASTON COUNTY OCTOBER 2013 CQA PLAN FOR THE GASTON COUNTY SANITARY LANDFILL — HARDIN SITE
02270 — 1
SECTION 02270 1
SOIL EROSION AND SEDIMENT CONTROL 2
PART 1 — GENERAL 3
1.1 SUMMARY 4
A. The work specified in this Section consists of providing, and maintaining erosion and 5
sedimentation controls for development of the proposed borrow area and as required during 6
construction. 7
B. Related Sections include but are not necessarily limited to: 8
1. Division 0 — Bidding Requirements, Contract Forms, and Conditions of the Contract. 9
2. Division 1 — General Requirements. 10
3. Section 02200 — Earthwork. 11
4. Section 02821 — Seeding and Mulching. 12
C. Erosion controls include, but are not limited to, surface stabilization which shall be accomplished 13
with vegetation and mulch, earthen diversion berms and ditches, sediment traps, and 14
minimization of disturbed areas. Contractor is responsible for preventing excessive on-site 15
erosion during construction. 16
D. Sedimentation controls include, but are not limited to silt fences, traps, temporary earthen 17
diversion berms and ditches, and appurtenances at the toe of sloped surfaces. The Contractor is 18
responsible for preventing sedimentation pollution from migrating off site. 19
E. The Contractor shall also be responsible for maintaining all existing erosion and sedimentation 20
control structures including Sediment Basins No. 1 and No. 2. Maintenance shall include but not 21
be limited to making all repairs necessary to maintain the structures in proper working conditions 22
as well as removing all accumulated sediment during the construction period. All control 23
structures shall be inspected on a weekly basis and following each rainfall event (greater than 24
0.5 IN). In performing these duties, the Contractor shall be responsible for constructing whatever 25
diversion structures are necessary to ensure that all disturbed on-site drainage/runoff (within the 26
limits of construction) is routed through a rock check dam or sediment trap. Silt fences shall be 27
installed and maintained as needed to ensure against off-site runoff until diversion structures are 28
constructed and operational. 29
F. All material stockpiles shall be protected from erosion by providing silt fences along the toe of 30 slopes, seeding the side slopes and/or by maintaining stable slopes. 31
1.2 QUALITY ASSURANCE 32
A. Referenced Standards: 33
1. North Carolina Erosion and Sediment Control Planning and Design Manual, latest edition. 34
1.3 SUBMITTALS 35
A. Shop Drawings: 36
1. Product technical data including: 37
a. Acknowledgment that products submitted meet requirements of standards referenced. 38
b. Manufacturer’s installation instructions. 39
PART 2 — PRODUCTS 40
2.1 MATERIALS 41
A. Wheat straw bales, twine tied. 42
B. Temporary Silt Fence: As detailed on the Drawings. 43
C. Stone for Stone Filter: ASTM No. 57 Stone. 44

21420 GASTON COUNTY OCTOBER 2013 CQA PLAN FOR THE GASTON COUNTY SANITARY LANDFILL — HARDIN SITE
02270 — 2
D. Grass Seed: See Section 02821 — Seeding and Mulching. 1
E. Sediment Basin: As shown on Drawings. 2
PART 3 — EXECUTION 3
3.1 PREPARATION 4
A. Prior to general stripping and excavating of borrow area: 5
1. Install perimeter ditches and swales. 6
2. Install silt fence where required. 7
3. Machine compact all berms, dikes, and embankments for basins and traps. 8 4. Install rock check dams where required. 9
B. Temporarily Seed Soil Stockpiles: 10
1. According to temporary seeding in Section 02821 — Seeding and Mulching. 11
2. Reseed as required until good stand of grass is achieved. 12
C. Surround soil stockpiles with silt fence. 13
3.2 DURING CONSTRUCTION PERIOD 14
A. Within the area of construction, maintain all existing and proposed silt fences, dikes, traps, stone 15
filters, straw bales, etc.: 16
1. Inspect regularly especially after rainstorms (greater than 0.5 IN). 17
2. Repair or replace damaged or missing items. 18
B. After rough grading, sow temporary grass cover over all exposed earth areas not draining into 19
sediment basin or trap. 20
C. Provide necessary swales and dikes to direct all water towards and into sediment basins and 21
traps. 22
D. Do not disturb existing vegetation (grass and trees). 23
E. Excavate sediment out of basins and traps when accumulation has reached 1 FT in depth. 24
1. Remove sediment from behind bales and silt fences to prevent overtopping. 25
F. Topsoil and fine grade slopes and swales, etc.: 26
1. Seed and mulch as soon as areas become ready. 27
3.3 NEAR COMPLETION OF CONSTRUCTION 28
A. Grade to finished or existing grades. 29
B. Fine grade all remaining earth areas, then seed and mulch. 30
31 END OF SECTION 32

21420 GASTON COUNTY, NORTH CAROLINA OCTOBER 2013 CQA PLAN FOR THE GASTON COUNTY SANITARY LANDFILL — HARDIN SITE ADDENDUM NO. 2
02376
SECTION 02376

GEOSYNTHETIC EROSION CONTROL MATTING

TABLE OF CONTENTS

ARTICLE TITLE PAGE

1.1 SUMMARY 1
1.2 QUALITY ASSURANCE 1
1.3 DEFINITIONS 1
1.4 SUBMITTALS 1
1.5 DELIVERY, STORAGE AND HANDLING 2
2.1 ACCEPTABLE MANUFACTURERS 2
2.2 MATERIALS 2
2.3 ACCESSORIES 2
2.4 QUALITY CONTROL 3
3.1 PREPARATION 3
3.2 INSTALLATION 3

21420 GASTON COUNTY, NORTH CAROLINA OCTOBER 2013 CQA PLAN FOR THE GASTON COUNTY SANITARY LANDFILL — HARDIN SITE ADDENDUM NO. 2
02376 — 1
SECTION 02376 1
GEOSYNTHETIC EROSION CONTROL MATTING 2
PART 1 — GENERAL 3
1.1 SUMMARY 4
A. Section Includes: 5
1. Geosynthetic erosion control material as a liner for newly constructed stormwater channels or 6
finished side slopes to be seeded and vegetated as shown on the Drawings. 7
B. Related Sections include but are not necessarily limited to: 8
1. Division 0 — Bidder Requirements, Contract Forms, and Conditions of the Contract. 9
2. Division 1 — General Requirements. 10
3. Section 02200 — Earthwork. 11
4. Section 02821 — Seeding and Mulching. 12
5. Section 02260 — Top Soiling and Finished Grading. 13
6. Section 02270 — Soil Erosion and Sediment Control. 14
1.2 QUALITY ASSURANCE 15
A. Referenced Standards 16
1. American Society for Testing and Materials (ASTM): 17
a. D-570 - Standard Test Methods for Water Absorption of Plastics. 18
b. D-5199 - Standard Test Method for Measuring Nominal Thickness of Geotextiles and 19
Geomembranes. 20
c. D-1907 - Test Method for Yarn Number by Skein Method. 21
d. D-2256 - Test Method for Breaking Strength and Elongation of Yarn by Single Strand 22
Method. 23
e. D-3786 - Standard Test Method for Hydraulic Bursting Strength of Knitted Goods and 24
Nonwoven Fabrics. 25
f. D-4354 - Practice for Sampling of Geosynthetics for Testing. 26
g. D-4355 - Test Method for Deterioration of Geotextiles from Exposure to Ultraviolet Light 27
and Water (Xenon-Arc Type Apparatus). 28
h. D-4439 - Terminology for Geotextiles. 29
i. D-4595 - Test Method for Tensile Properties of Geotextiles by the Wide-Width Strip 30
Method. 31
j. D-4632 - Test Method for Grab Breaking Load and Elongation of Geotextiles. 32
k. D-4759 - Practice for Determining the Specification Conformance of Geosynthetics. 33
l. D-4873 - Guide for Identification, Storage, and Handling of Geotextiles. 34
m. D-5035 - Standard Test Method for Breaking Force and Elongation of Textile Fabrics (Strip 35
Force). 36
n. D-5261 - Test Method for Measuring Mass Per Unit Area of Geotextiles. 37
2. Federal Test Method of America (FTMA) CCC-5-191B - Smolder Resistance of Textile Materials. 38
3. Geosynthetic Accreditation Institute (GAI) - Laboratory Accreditation Program (LAP). 39
4. International Standards Organization (ISO) 9002 - Quality System Certification. 40
5. Light Projection Analysis - Lumite Test Method for Measuring Light Projection Through Fabric. 41
B. Manufacturer Qualifications: ISO 9002 certified. 42
1.3 DEFINITIONS 43
A. Minimum Average Roll Value (MARV): Property value calculated as typical minus two standard 44
deviations. Statistically, it yields a 97.7 percent degree of confidence that any sample taken 45
during quality assurance testing will exceed value reported. 46
B. Typical Roll Value: Property value calculated from average or mean obtained from test data. 47
1.4 SUBMITTALS 48
A. Submit under provisions of Section 01340 - Shop Drawings, Product Data & Samples; Operation & 49
Maintenance Manuals; and Miscellaneous Submittals: 50

21420 GASTON COUNTY, NORTH CAROLINA OCTOBER 2013 CQA PLAN FOR THE GASTON COUNTY SANITARY LANDFILL — HARDIN SITE ADDENDUM NO. 2
02376 — 2
1. Certification: Indicate minimum average roll values and tests used to determine those 1
properties. 2
2. Manufacturing Quality Control test results. 3
3. Performance test results from an independent laboratory using erodible bed soils. 4
1.5 DELIVERY, STORAGE AND HANDLING 5
A. Wrap geosynthetic in black protective wrap if supplied in roll form and in heavy cardboard boxes 6 if in spool form. 7
B. Attach a durable label to rolls readable on inside of core and outside of roll wrapping, indicating 8
manufacturer, product name or style number, roll and lot number, and roll dimensions. 9
C. Deliver, store, and handle rolls in a manner to prevent damage. 10
D. After unloading, inspect rolls for defects and damage. 11
E. Do not leave covered rolls exposed to elements for more than 30 days unless additional heavy-12
duty waterproof cover is provided. 13
F. Store rolls off ground, protected from precipitation, ultraviolet radiation, strong chemicals, 14
sparks and flames, temperatures in excess of 71ºC (160ºF) and other environmental condition that 15
could cause damage to geosynthetic. 16
G. Prevent damage to wrappings and geosynthetic. 17
PART 2 — PRODUCTS 18
2.1 ACCEPTABLE MANUFACTURERS 19
A. North American Green, Evansville, Indiana, USA, Phone [phone]
B. Synthetic Industries, Inc., Chattanooga, Tennessee, USA, Phone [phone]. 21
C. Substitutions: Under provisions of Section 01640 - Product Substitutions. 22
2.2 MATERIALS 23
A. Type of Geosynthetic Erosion Control Material: 24
1. Dense web of green polyolefin fibers positioned between two biaxially-oriented nets, 25
mechanically bound by parallel stitching with polyolefin thread. 26
2. Matrix to possess strength and elongation properties to limit stretching and be maintained in 27
water saturated condition. 28
3. All components of matrix stabilized against ultraviolet degradation and inert to chemicals 29
normally encountered in natural soil environment. 30
4. Minimum Average Roll Values: 31
Property Test Method Units Results
Thickness ASTM D-5199/ECTC Mm (in) 8.38 (0.33)
Resiliency ASTM D-5199/ECTC Percent 75
Mass Per Unit Area ASTM D-5261 g/sq m (oz/sy) 314 (9.0)
MD Tensile Strength ASTM D-5035 kN/m (lb/ft) 1.68 (115)
Tensile Elongation ASTM D-5035 Percent 12 (max)
TD Tensile Strength ASTM D-5035 kN/m (lb/ft) 1.37 (93)
TD Tensile Elongation ASTM D-5035 percent 10 (max)
2.3 ACCESSORIES 32
A. Ground Anchoring Devices: 33
1. U-shaped wire staples, metal pins, or triangular wooden stakes. 34
2. Wire staples: Minimum 8 gauge. 35
3. Metal pins: Steel, minimum 5 mm (0.20 IN) in diameter with 40 mm (1.5 IN) steel washer. 36

21420 GASTON COUNTY, NORTH CAROLINA OCTOBER 2013 CQA PLAN FOR THE GASTON COUNTY SANITARY LANDFILL — HARDIN SITE ADDENDUM NO. 2
02376 — 3
4. Length: 200 to 450 mm (8 to 18 IN); sufficient ground penetration to resist pullout. Use longer 1
anchors for loose soils. 2
2.4 QUALITY CONTROL 3
A. Manufacturing Quality Control: Testing shall be performed at a laboratory accredited by GAI-LAP 4
for tests required for the geosynthetic, at frequency exceeding ASTM D 4354, with following 5
minimum acceptable testing frequency: 6
Property Test Frequency
sq m (sq yd)
Mass Per Unit Area 1/20,000 (1/24,000)
Tensile Strength 1/20,000 (1/24,000)
Tensile Elongation 1/20,000 (1/24,000)
Ground Cover Factor 1/20,000 (1/24,000)
B. Conformance Testing: 7
1. Upon delivery to site, Engineer will remove samples of geosynthetic and send to a laboratory 8
for testing. 9
2. Testing will be performed at a laboratory accredited by GAI-LAP in accordance with ASTM 10
D-4759, Practice A. 11
3. Test Methods: Appropriate for type of geosynthetic erosion control material selected. 12
4. Testing will be waived for ISO 9002-certified manufacturers. 13
PART 3 — EXECUTION 14
3.1 PREPARATION 15
A. Grade and compact areas to be treated with geosynthetic erosion control material and compacted 16
as indicated or as directed by Engineer. 17
B. Remove large rocks, soil clods, vegetation, and other sharp objects that could keep geosynthetic 18
erosion control material from intimate contact with subgrade. 19
C. Construct 150 x 300 mm (6 IN by 12 IN) anchor trench at upgrade end of installation to inhibit 20
undermining from stray surface water. Excavate 150 x 150 mm (6 IN by 6 IN) check slots at 7.6 to 21
9.1 meter (25 to 30 FT) intervals along length of channel. Cut longitudinal anchor slots 100 by 22
100 mm (4 IN by 4 IN) at top of each side slope. 23
3.2 INSTALLATION 24
A. Install geosynthetic erosion control material at elevation and alignment indicated in the Drawings 25
and Technical Specifications. 26
B. Beginning at downstream end in center of channel, place initial end of first roll of geosynthetic 27
erosion control material in anchor trench and secure with ground anchor devices at 300 mm 28
(12 IN) intervals. 29
C. Position adjacent rolls in anchor trench in same manner, overlapping preceding roll minimum 30 75 mm (3 IN). 31
D. Unroll center strip of geosynthetic erosion control material upstream over compacted trench. 32
Stop at next check slot or terminal anchor trench. Unroll adjacent rolls of geosynthetic erosion 33
control materials upstream in similar fashion, maintaining 75 mm (3 IN) overlap. 34
E. Fold and secure rolls of geosynthetic erosion control material snugly into transverse check slots. 35
Lay material in bottom of slot, then fold back against itself as indicated. Anchor through both 36
layers of geosynthetic erosion control material at 300 mm (12 IN) intervals. Backfill with soil and 37
compact. Continue unrolling geosynthetic erosion control material widths upstream over 38
compacted slot to next check slot or terminal anchor trench. 39

21420 GASTON COUNTY, NORTH CAROLINA OCTOBER 2013 CQA PLAN FOR THE GASTON COUNTY SANITARY LANDFILL — HARDIN SITE ADDENDUM NO. 2
02376 — 4
F. Secure geosynthetic erosion control material to channel bottom with ground anchoring devices at 1
a frequency of 3 anchors per square meter (2½ anchors per square yard). Increased anchoring 2
may be required depending upon site conditions. 3
G. Alternate installation methods must be approved by Engineer prior to execution. 4
5 END OF SECTION 6

21420 GASTON COUNTY OCTOBER 2013 CQA PLAN FOR THE GASTON COUNTY SANITARY LANDFILL — HARDIN SITE
02712
SECTION 02712
DRAINAGE GEOCOMPOSITE
TABLE OF CONTENTS
ARTICLE TITLE PAGE

1.1 SUMMARY 1
1.2 DEFINITION 1
1.3 DESCRIPTION 1
1.4 QUALITY ASSURANCE 1
1.5 MATERIALS 2
1.6 SUBMITTALS 2
1.7 CONSTRUCTION 2

21420 GASTON COUNTY OCTOBER 2013 CQA PLAN FOR THE GASTON COUNTY SANITARY LANDFILL — HARDIN SITE
02712 — 1
SECTION 02712 1
DRAINAGE GEOCOMPOSITE 2
PART 1 — GENERAL 3
1.1 SUMMARY 4
A. Section includes: 5
1. Installation of Drainage Geocomposite (DGC) System. 6
1.2 DEFINITION 7
A. Drainage Geocomposite (DGC): 8
1. The Drainage Geocomposite (DGC) consists of a geonet drainage core and heat-bonded non-9
woven geotextiles. The purpose of the DGC is to rapidly transmit flow to collection piping. 10
1.3 DESCRIPTION 11
A. General: 12
1. The Contractor shall furnish all labor, material, and equipment to complete installation of 13
DGC, including all necessary and incidental items in accordance with the Contract Drawings 14
and Specifications. 15
B. Related sections include but are not necessarily limited to: 16
1. Division 0 – Bidding Requirements, Contract Forms, and Conditions of the Contract. 17 2. Division 1 – General Requirements. 18
3. Division 02200 — Earthwork. 19
4. Division 02230 — Protective Cover (Operational Cover Layer). 20
5. Division 02775 — HDPE Geomembrane. 21
6. Division 15067 — High Density Polyethylene (HDPE) Pipe and Fittings. 22
7. Construction Quality Assurance and Construction Quality Control (CQA/CQC) Plan, Gaston 23
County Landfill — Unit II - Phase 1/Cell 1, July 2007. 24
1.4 QUALITY ASSURANCE 25
A. Referenced Standards: 26
1. ASTM International (ASTM): 27
a. D413, Standard Test Methods for Rubber Property—Adhesion to Flexible Substrate. 28
b. D1505, Standard Test Method for Density of Plastics by the Density-Gradient Technique. 29
c. D1603, Standard Test Method for Carbon Black Content in Olefin Plastics. 30
d. D4218, Standard Test Method for Determination of Carbon Black Content in Polyethylene 31
Compounds by the Muffle-Furnace Technique. 32
e. D4355, Standard Test Method for Deterioration of Geotextiles by Exposure to Light, 33
Moisture, and Heat in a Xenon Arc Type Apparatus. 34
f. D4491, Standard Test Methods for Water Permeability of Geotextiles by Permittivity. 35
g. D4632, Test Method for Breaking Load and Elongation of Geotextiles (Grab Method). 36
h. D4716, Test Method for Determining the (In-plane) Flow Rate per Unit Width and 37
Hydraulic Transmissivity of a Geosynthetic Using a Constant Head. 38
i. D4751, Standard Test Method for Determining Apparent Opening Size of a Geotextile. 39
j. D4833, Test Method for Index Puncture Resistance of Geotextiles, Geomembranes, and 40
Related Products. 41
k. D5199, Standard Test Method for Measuring the Nominal Thickness of Geosynthetics. 42
l. D5261, Measuring Mass per Unit Area of Geotextiles. 43
m. D5321, Standard Test Method for Determining the Coefficient of Soil and Geosynthetic or 44 Geosynthetic and Geosynthetic Friction by the Direct Shear Method. 45
2. Geosynthetic Research Institute (GRI): 46
a. GC-7, Determination of Adhesion and Bond Strength of Geocomposites. 47
B. Quality Control: 48
1. The Contractor shall perform interface friction testing in accordance with Section 01060 — 49
Special Project Conditions, Article 1.12. 50
C. Quality Assurance: 51
1. Quality assurance during installation of DGC will be provided by the Owner as described in 52
the accompanying Project CQA Manual. 53

21420 GASTON COUNTY OCTOBER 2013 CQA PLAN FOR THE GASTON COUNTY SANITARY LANDFILL — HARDIN SITE
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1.5 MATERIALS 1
A. General: 2
1. The materials supplied under these Specifications (see Tables 1 and 2) shall consist of new, 3
first-quality products designed and manufactured specifically for the purpose of this Work, 4
which shall have been satisfactorily demonstrated, by prior use, to be suitable and durable 5
for such purposes. 6
a. Labels on each roll of DGC shall identify the length, width, lot and roll numbers, and 7
name of manufacturer. 8
2. The geonet drainage core shall be manufactured by extruding polyethylene strands to form a 9
three-dimension structure to provide planer water flow. 10
3. A non-woven, needle-punched geotextiles, consisting of polyester or polypropylene, and 11
manufactured in a manner approved by the Engineer, shall be heat-bonded to the geonet 12
drainage core. Roll edges shall have a maximum unbonded length of 6 IN, unless otherwise 13
approved by the Engineer. Heat bonding shall be performed by the manufacturer prior to 14
shipping to the site. 15
4. The geonet drainage core shall contain UV inhibitors to prevent ultraviolet light degradation. 16
5. Drainage Geocomposite: 17 a. Non-woven geotextiles heat-bonded to both sides of the geonet drainage core. Physical 18
properties of the DGC shall be as shown in Table 1 of this Section. 19
6. Acceptable manufacturers: 20
a. Subject to compliance with the technical specifications, the following manufacturers are 21
acceptable: 22
1) SKAPS Industries. 23
2) CETCO. 24
3) Poly-Flex 25
4) Advanced Drainage Systems 26
5) Tenax 27
6) TenCate (Mirafi). 28
b. Submit requests for substitutions in accordance with Section 01640 — Project 29
Substitutions. 30
1.6 SUBMITTALS 31
A. Prior to DGC installation, the Contractor shall submit the following to the CQA Engineer: 32
1. Mill Certificate and Sample: 33
a. Prior to shipping to the site, the Contractor shall submit a mill certificate or affidavit 34
signed by a legally authorized official of the manufacturer for the DGC attesting that the 35
DGC meets the physical and manufacturing requirements stated in these Specifications. 36
The Contractor shall also submit a sample of the DGC to be used. The sample shall be 37
labeled with the product name and be accompanied by the manufacturer’s 38
specifications. 39
2. Shipping, Handling, and Storage Instructions: 40
a. The manufacturer’s plan for shipping, handling, and storage shall be submitted for 41
review. 42
3. Seaming Procedures: 43
a. Submit proposed seaming procedures including proposed method and equipment. 44
4. Quality Control Certificates: 45
a. For DGC delivered to the site, quality control certificates, signed by the manufacturer’s 46
quality assurance manager, shall be provided, which represent every roll of DGC. Each 47
certification shall have the roll identification number(s), test methods, frequency, and 48
test results. At a minimum, the test results and frequency of testing shall be as shown in 49
Table 2 of this Section. 50
5. Contractor Quality Control Test Results: 51
a. The Contractor shall provide the results of required testing. 52
6. Furnish copies of delivery tickets or other approved receipts as evidence for materials 53
received that will be incorporated into the construction. 54
1.7 CONSTRUCTION 55
A. Shipping, Handling, and Storage: 56
1. All DGC shall be shipped, handled, and stored in strict accordance with the manufacturer’s 57
recommendations. 58
B. Failing CQA Material Control Tests: 59

21420 GASTON COUNTY OCTOBER 2013 CQA PLAN FOR THE GASTON COUNTY SANITARY LANDFILL — HARDIN SITE
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1. DGC that is rejected upon testing shall be removed from the project site and replaced at the 1
Contractor’s cost. Sampling and quality assurance testing of the DGC supplied as 2
replacement for rejected material shall be performed by the CQA Engineer at the 3
Contractor’s cost. 4
C. Installation: 5
1. The DGC shall be placed only on geomembrane that has been approved by the Geomembrane 6
Installer and accepted by the CQA Engineer. The Contractor shall remove debris, including 7
sediment to the degree possible, from the geomembrane prior to placement of the DGC. 8
2. DGC shall be placed to the lines and grades shown on the Contract Drawings. At the time of 9
installation, the DGC shall be rejected, if it has defects, rips, holes, flaws, evidence of 10
deterioration, or other damage. Isolated areas of up to 1 square yard where the geotextiles 11
has become delaminated from the geonet drainage core may be allowed by the CQA Engineer 12
as long as there appears to be a good bond between the geotextiles and the geonet in 13
surrounding areas. Rolls where the geotextiles appears to be easily delaminated from the 14
geonet, such as by foot or ATV traffic, shall be rejected. 15
3. Orientation: 16
a. If the DGC transmits flow in a predominant direction (typically along the roll length), 17
then the DGC shall be installed with the predominant flow direction laid approximately 18
perpendicular to contour lines (i.e., in the direction of the slope) or as specified by the 19
Engineer. Otherwise, DGC shall be installed with the machine direction (along the roll 20
length) generally in the direction of flow or as specified by the Engineer. 21
4. The DGC shall be placed smooth and free of excessive wrinkles. 22
5. The Contractor shall provide temporary anchorage of the DGC at the top of perimeter and 23
interior berms during installation as necessary to prevent movement during construction. 24
Such anchorage may include sandbags and the like, as approved by the CQA Engineer. 25
Permanent bonding to the geomembrane shall be prohibited. 26
D. Seams: 27
1. All seams constructed on slopes of 6H:1V or steeper or within 10 FT of the toe of a slope of 28 6H:1V or steeper shall be vertical seams, except where slope lengths exceed standard roll 29
lengths and elsewhere as approved in advance by the Engineer. Where allowed by the 30
Engineer, end seams on slopes of 6H:1V or steeper shall be staggered by a minimum of 5 FT 31
between adjacent rolls. 32
2. Geonet Drainage Core: 33
a. The geonet drainage core shall be laid with a 3 IN minimum overlap seam along roll 34
edges and a 6 IN minimum overlap seam along roll ends and shall be secured using plastic 35
ties. Ties shall be placed every 5 FT along roll edges; every 12 IN along roll ends, and 36
every 6 IN in the anchor trench. 37
3. Geotextile Component(s): 38
a. Where applicable, the bottom geotextiles of the DGC shall be overlapped with the same 39
of the adjacent rolls. The top geotextiles of the DGC shall be continuously sewn or heat 40
bonded to the same of the adjacent rolls with methods approved by the Engineer. 41
1) Seams to be sewn shall be sewn using a Type 401 stitch. One of two rows of 42
stitching may be used. Each row of stitching shall consist of 4 to 7 stitches per inch. 43
The minimum distance from the geotextile edge to the stitch line nearest to that 44
edge (seam allowance) shall be 1.5 IN if a Type SSa (prayer or flat) seam is used. 45
The minimum seam allowance for all other seam types shall be 1 IN. 46
2) Seams to be heat bonded shall be bonded using hot plate, hot knife, ultrasonic, or 47
other approved devices. 48
E. Repairs: 49
1. Any DGC that is torn, crushed, punctured, or otherwise damaged shall be repaired or 50
replaced, as directed by the CQA Engineer, by the Contractor at no additional cost to the 51
Owner. 52
2. The repair shall consist of a patch of the same type of materials, placed over the damaged 53
area, and shall overlap the existing material a minimum of 12 IN from any point of the 54
damage. 55
a. The patch shall be connected to the geonet drainage core of the damaged material using 56
plastic cable ties at a 6 IN spacing and the upper geotextiles of the patch shall be spot 57
sewn or heat bonded to the upper geotextiles of the damaged material. 58
b. A geotextiles patch, sport sewn or heat bonded to the damaged material, may be used 59 where damage is to only that portion of the DGC. 60
F. Cover Placement: 61

21420 GASTON COUNTY OCTOBER 2013 CQA PLAN FOR THE GASTON COUNTY SANITARY LANDFILL — HARDIN SITE
02712 — 4
1. Placement of materials over DGC shall be performed in a manner as to ensure that DGC and 1
the underlying geosynthetics are not damaged; minimal slippage of DGC on the underlying 2
geosynthetics occurs; no excess tensile stresses occur in the DGC; and that no portion of the 3
DGC develops excessive wrinkles or crimp. Wrinkles that exceed approximately 6 IN in height 4
and cannot be eliminated by amended placement and covering methods or DGC that becomes 5
crimped shall be cut and repaired by the geosynthetics Installer in a method approved by the 6
Engineer. 7
8
9
10
Table 1 REQUIRED DGC PROPERTIES
DGC Property Test Method Units Value
GEONET:
Thickness ........................................... ASTM D5199 inches 0.25(1)
Density ............................................... ASTM D1505 g/cm3 0.94
Carbon Black Content ........................ ASTM D1603/D4218 % 2–3
GEOTEXTILE:
Mass per Unit Area (Unit Weight) ...... ASTM D5261 oz/yd2 6
Tensile Properties:
Grab Strength ............................. ASTM D4632 lbs 160
Grab Elongation ......................... ASTM D4632 % ≥50
Puncture Resistance .......................... ASTM D4833 lbs 55
Apparent Opening Size (AOS) ........... ASTM D4751 U.S. Sieve 70+
Permittivity ......................................... ASTM D4491 sec-1 1.0
Ultraviolet Resistance (500 hours) ..... ASTM D4355 % 70
GEOCOMPOSITE:
Ply Adhesion ...................................... ASTM D413/GRI GC7 lb/inch 2.0 Typ. (1.0 MIN Average)
Transmissivity .................................... ASTM D4716 m3/m/sec 9.4 x 10-4 (Load = 10,000 psf)(2)
3.0 x 10-4 (Load = 20,000 psf)(2)
Interface Shear Strength (Peak)(3) ........ ASTM D5321 psf 100 psf (Load = 200 psf) 1,000 psf (2,500 psf) 2,000 psf (5,000 psf) 4,000 psf (10,000 psf)
(1) A thicker geonet may be required depending on transmissivity requirements. (2) Conduct tests for transmissivity at each normal compressive load indicated and at a hydraulic gradient of 0.03 after a seating period of at least 100 hours. Boundary conditions are soil (sand) interface on the upper geotextile and textured HDPE geomembrane against the lower geotextiles. (3) DGC shall have adequate adhesion against adjacent materials under low normal loads to achieve the successful installation of overlying components without slippage.
11
12

21420 GASTON COUNTY OCTOBER 2013 CQA PLAN FOR THE GASTON COUNTY SANITARY LANDFILL — HARDIN SITE
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1
Table 2 REQUIRED MANUFACTURER QUALITY CONTROL TESTS
Property Test Method Minimum Test Frequency
GEONET:
Thickness ........................................... ASTM D5199 50,000 ft2
Density ............................................... ASTM D1505 50,000 ft2
Carbon Black Content ........................ ASTM D1603/D4218 50,000 ft2
GEOTEXTILE:
Mass per Unit Area ............................ ASTM D5261 200,000 ft2
Tensile Properties .............................. ASTM D4632 200,000 ft2
Puncture Resistance .......................... ASTM D4833 200,000 ft2
Apparent Opening Size (AOS) ........... ASTM D4751 600,000 ft2
Permittivity ......................................... ASTM D4491 600,000 ft2
Ultraviolet Resistance ........................ ASTM D4355 600,000 ft2
GEOCOMPOSITE:
Ply Adhesion ...................................... ASTM D413/GRI GC7 100,000 ft2
Transmissivity(1) ................................. ASTM D4716 100,000 ft2(2)
(1) Conduct transmissivity tests in accordance with the criteria given in Table 1. (2) The required manufacturer’s quality control testing for transmissivity may be reduced to one test per resin lot or one test per 500,000 ft2 (whichever provides the larger number of tests) if the minimum measured transmissivity is at least 50% greater than specified.
2
PART 2 — PRODUCTS — NOT USED. 3
PART 3 — EXCAVATION — NOT USED. 4
5 END OF SECTION 6

21420 GASTON COUNTY OCTOBER 2013 CQA PLAN FOR THE GASTON COUNTY SANITARY LANDFILL — HARDIN SITE
02775
SECTION 02775

HDPE GEOMEMBRANE LINER SYSTEM

TABLE OF CONTENTS

ARTICLE TITLE PAGE

1.1 SUMMARY 1
1.2 QUALITY STANDARDS 1
1.3 SUBMITTALS 2
1.4 PROJECT CONDITIONS 4
1.5 DEFINITIONS AND RESPONSIBILITIES 4
1.6 WARRANTIES 5
2.1 ACCEPTABLE MANUFACTURERS AND/OR GEOMEMBRANE INSTALLERS 6
2.2 MATERIALS 6
2.3 INTERFACE FRICTION TESTS 7
2.4 EQUIPMENT 7
3.1 LINER SYSTEM CONSTRUCTION 8
3.2 GEOMEMBRANE ACCEPTANCE 10

21420 GASTON COUNTY OCTOBER 2013 CQA PLAN FOR THE GASTON COUNTY SANITARY LANDFILL — HARDIN SITE
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SECTION 02775 1
HDPE GEOMEMBRANE LINER SYSTEM 2
PART 1 — GENERAL 3
1.1 SUMMARY 4
A. Section Includes: 5
1. Furnish all labor, materials, tools, and equipment, and perform all work and services 6
necessary for or incidental to the furnishing and installation, complete, of an impermeable, 7
HDPE geomembrane liner as shown on Drawings and specified in accordance with provisions 8
of the Contract Documents. 9
2. Completely coordinate work with that of all other trades. 10
3. Work items in project include, but are not necessarily limited to, the liner for the landfill 11
lateral expansion. 12
4. Although such work is not specifically shown or specified, all supplementary or miscellaneous 13
items, appurtenances, and devices incidental to or necessary for a sound, secure, complete, 14
and compatible installation shall be furnished and installed as part of this Work. 15
5. Furnish CQC Consultant to monitor work of Geomembrane Installer and to perform CQC 16
testing in accordance with provisions of the Contract Documents. 17
6. The Contractor, Geomembrane Installer, and CQC Consultant are required to attend the 18
CQA/CQC Resolution Meeting and the CQA/CQC Preconstruction Meeting, Section 01200 — 19
Project Meetings. 20
B. Related Sections include but are not necessarily limited to: 21
1. Section 02200 — Earthwork. 22
2. Section 02230 — Protective Cover (Leachate Collection Layer). 23 3. Section 02235 — Soil Liner System 24
4. Section 02712 — Drainage Geocomposite. 25
5. Section 15067 — High Density Polyethylene (HDPE) Pipe and Fittings. 26
6. Construction Quality Assurance and Construction Quality Control (CQA/CQC) Plan, Gaston 27
County Landfill — Unit II - Phase 1/Cell 1, July 2007. 28
1.2 QUALITY STANDARDS 29
A. Referenced Standards: 30
1. American Society for Testing and Materials (ASTM ): 31
a. D-638, Standard Test Method for Tensile Properties of Plastics. 32
b. D-792, Standard Test Method for Density and Specific Gravity (Relative Density) of 33
Plastics by Displacement. 34
c. D-1004, Standard Test Method for Initial Tear Resistance of Plastic Film and Sheeting. 35
d. D-1238, Standard Test Method for Flow Rates of Thermoplastics by Extrusion 36
Plastometer. 37
e. D-1603, Standard Test Method for Carbon Black in Olefin Plastics. 38
f. D-3015, Standard Practice for Microscopic Examination of Pigment Dispersion in Plastic 39
Compounds. Refer to Subpart 2.2 for property to be tested. 40
g. D-3895, Test Method for Oxidative Induction Time of Polyolefins by Thermal Analysis. 41 h. D-4218, Test Method for Determination of Carbon Black Content in Polyethylene 42
Compounds by the Muffle-Furnace Technique. 43 i. D-4833, Test Method for Index Puncture Resistance of Geotextiles, Geomembranes, and 44
Related Products. 45
j. D-5199 Test Method for Measuring Nominal Thickness of Geotextiles and Geomembranes. 46
k. D-5397, Procedure to Perform a Single Point Notched Constant Tensile Load — Appendix 47
(SP-NCTL) Test. 48
l. D-5596, Test Method for Microscopic Evaluation of the Dispersion of Carbon Black in 49
Polyolefin Geosynthetics. 50
m. D-5721, Practice for Air-Oven Aging of Polyolefin Geomembranes. 51
n. D-520, Pressured Air Channel Evaluation of Dual Seamed Geomembranes. 52
o. D-5885, Test Method for Oxidative Induction Time of Polyolefin Geosynthetics by High 53
Pressure Differential Scanning Calorimetry. 54
p. D-5994, Test Method for Measuring the Core Thickness of Textured Geomembranes. 55

21420 GASTON COUNTY OCTOBER 2013 CQA PLAN FOR THE GASTON COUNTY SANITARY LANDFILL — HARDIN SITE
02775 — 2
2. The Geosynthetic Research Institute (GRI): 1
a. GM6, Pressurized Air Channel Test for Dual Seam Geomembranes. 2
b. GM10, Specification for the Stress Crack Resistance of Geomembrane Sheet. 3
c. GM11, Accelerated Weathering of Geomembranes Using a Fluorescent UVA-Condensation 4
Exposure Device. 5
d. GM12, Measurement of the Asperity Height of Textured Geomembranes Using a Depth 6
Gauge. 7
e. GM13, Standard Specification for Test Properties, Testing Frequency, and Recommended 8
Warranty for High density Polyethylene (HDPE) Smooth and Textured Geomembrane. 9
B. Qualifications: 10
1. Each geomembrane manufacturing or installation firm shall demonstrate 5 years continuous 11
experience, including a minimum of 10 million square feet of HDPE geomembrane 12
manufacture or installation. 13
2. Geomembrane Installer Personnel Qualifications: 14
a. Installation Superintendent shall have worked in a similar capacity on at least 5 HDPE 15
geomembrane liner jobs similar in size and complexity to the project described in the 16
Contract Documents. 17
b. The Master Welder shall have completed a minimum of 5 million square feet of HDPE 18
geomembrane seaming work using the type of seaming apparatus proposed for use on 19
this Project. 20
c. Other welders shall have seamed a minimum of 1 million square feet of HDPE 21
geomembrane. 22
3. The CQC Consultant shall meet the qualification requirements of Section 01410 — Testing and 23
Testing Laboratory Services of these Specifications. 24
C. CQA Plan Implementation: 25
1. Construction Quality Assurance for the HDPE geomembrane installation will be performed for 26
the Owner by the CQA Consultant in accordance with the CQA Plan prepared for this project. 27
The Work performed under the CQA Plan is paid for by the Owner and is not a part of this 28 Contract. The Contractor, CQC Consultant, and Geomembrane Installer, however, should 29
familiarize themselves with the CQA Plan and are responsible for providing reasonable notice 30
of and access to work elements that the CQA Consultant is required by the CQA Plan to 31
overview. 32
1.3 SUBMITTALS 33
A. Provide all submittals in a single coordinated transmittal. Partial submittals will not be accepted. 34
Submittals must be approved prior to the Geomembrane Preconstruction Meeting, Section 01200 35
— Project Meetings. 36
B. Submit for Engineer’s approval prior to placement of geomembrane liner, including: 37
1. Manufacturer’s Submittals: 38
a. Manufacturer’s Quality Control (MQC) Program: 39 1) Submit for review a complete description of the geosynthetic manufacturer’s formal 40
quality control program for manufacturing HDPE geomembrane. The MQC program 41
shall at a minimum conform to GRI GM13 standards. The manufacturer shall reject 42
resin and geomembrane that does not conform with the requirements of the 43
approved MQC program. 44
b. Manufacturer’s Field Installation Procedures Manual: 45
1) Submit complete geomembrane manufacturer’s specifications, descriptive drawings, 46
and literature for the recommended installation of the HDPE geomembrane liner 47
system, including recommended methods for handling and storage of all materials 48
prior to installation, and field installation guidelines that the manufacturer feels are 49
relevant and important to the success of this Project. The manual clearly identifies 50
any exceptions taken by the manufacturer in the specified execution of the Work. 51
Unless accepted and approved by the Engineer, the procedures herein shall be 52
considered part of the manual. 53
c. Manufacturer’s Material Data: 54
1) Submit statement of planned production date(s) for the geosynthetics to be provided 55
for this Project. Prior to shipment of geomembrane, submit quality control 56
certificates for each roll demonstrating conformance with the requirements of these 57

21420 GASTON COUNTY OCTOBER 2013 CQA PLAN FOR THE GASTON COUNTY SANITARY LANDFILL — HARDIN SITE
02775 — 3
Specifications. Submit statement of production dates for the resin and the HDPE 1
geomembrane for this Work. 2
d. Manufacturer’s written acceptance of Geomembrane Installer’s qualifications for 3
installation of the HDPE geomembrane. 4
e. Warranty: Submit a sample material warranty in accordance with Paragraph 1.6 — 5
Warranties. 6
f. Samples: Submit product samples of material proposed to be used in accordance with 7
Section 01340 — Shop Drawings, Product Data & Samples; Operation & Maintenance 8
Manuals; and Miscellaneous Submittals. 9
2. Geomembrane Installer’s Submittals: 10
a. The Geomembrane Installer shall submit written documentation that their personnel 11
satisfy the qualifications of 1.2-B. 12
b. Geomembrane Installer’s Construction Quality Control Program: 13
1) Submit for review a complete description of the Geomembrane Installer’s formal 14
construction quality control programs to include, but not be limited to, product 15
acceptance testing, installation testing, including both nondestructive and 16
destructive quality control field testing of the sheets and seams during installation 17
of the geomembrane, proposed methods of testing geosynthetic joints and 18
connections at appurtenances for continuity, documentation and changes, 19
alterations, repairs, retests, and acceptance. 20
c. Geomembrane Installer’s Installation Procedures Manual: 21
1) Submit for approval the Installer’s installation manual to include: 22
a) Ambient temperature at which the seams are made. 23
b) Control of panel lift by wind. 24
c) Acceptable condition of the subsurface beneath the geomembrane. 25
d) Quality and consistence of the welding material. 26 e) Proper preparation of the liner surfaces to be joined. 27
f) Cleanliness of the seam interface (e.g., the amount of airborne dust and debris 28
present). 29
g) Proposed details for connecting the HDPE liner to appurtenances, i.e., penetrations 30
of the containment facilities. 31
2) The document shall include a complete description of seaming by extrusion welding 32
and hot-wedge welding. The Geomembrane Installer Installation Manual will be 33
reference include requirements of the Manufacturer’s Installation Manual unless 34
exceptions are noted and approved by the Engineer. After this manual has been 35
approved by the Engineer, the Geomembrane Installer shall not deviate from the 36
procedures included in the manual. 37
d. Geomembrane panel layout with proposed size, number, position, and sequencing of 38
panels and showing the location and direction of all field joints. Joints shall be 39
perpendicular to flow direction where possible, unless approved otherwise. 40
e. Warranty: Submit a sample installation warranty in accordance with Paragraph 1.6, 41
Warranties. 42
3. CQC Consultant’s Submittals: 43
a. CQC Consultant shall submit written documentation that their personnel satisfy the 44 qualifications of Section 01410 — Testing and Testing Laboratory Services. 45
b. CQC Consultant’s CQC Geomembrane Manual: 46
1) Submit CQC Consultant’s written program for meeting the geomembrane material 47
conformance and CQC requirements of these Specifications. 48
C. Submittals for Engineer’s Approval Required for Final Acceptance of HDPE Geomembrane Liner 49
System: 50
1. Geomembrane Manufacturer’s submittals: 51
a. Warranty: Submit 5 original signed warranties in accordance with Paragraph 1.6 — 52
Warranties. 53
2. Geomembrane Installer’s Submittals: 54
a. Warranty: Submit 5 original signed warranties in accordance with Paragraph 1.6 — 55
Warranties. 56
b. Record Drawings: Submit reproducible drawings of record showing changes from the 57
approved installation drawings. The record drawings shall include the identity and 58
location of each repair, cap strip, penetration, boot, and sample taken from the installed 59
geosynthetic for testing. The record drawings shall show locations of each type of 60
material anchor trenches and the construction baseline. 61

21420 GASTON COUNTY OCTOBER 2013 CQA PLAN FOR THE GASTON COUNTY SANITARY LANDFILL — HARDIN SITE
02775 — 4
c. Welder Certification: Submit certification for each welder and performance records that 1
include linear feet of weld completed, number of samples tested, and test failure rate 2
for each welder. Submit field notes with daily equipment reports. 3
3. CQC Consultant’s Submittals: 4
a. Certification: Submit written certification that the geomembrane liner was installed in 5
accordance with this Specification and with the approved shop drawings. 6
b. CQC Records: Submit copies of all material and seam test results. Each test shall be 7
identified by date of sample, date of test, sample location, name of individual who 8
performed the test, and standard test method used. 9
c. CQC Weld Test Summary Report: The CQC Consultant shall submit a report showing 10
normal distribution of all CQC seam test results, identifying the high, low, and average of 11
the 5 coupon samples in each test. 12
4. Provide all submittals in a single coordinated transmittal. Partial submittals will not be 13
accepted. 14
1.4 PROJECT CONDITIONS 15
A. When the weather is of such a nature as to endanger the integrity and quality of the installation, 16
whether this is due to rain, high winds, cold temperatures, or other weather elements, the 17
installation of the geomembrane shall be halted at the direction of, or with the concurrence of, 18
the Owner until the weather conditions are satisfactory. 19
B. The Contractor shall ensure that adequate dust control methods are in effect to prevent the 20
unnecessary accumulation of dust and dirt on geosynthetic surfaces which hamper the efficient 21
field seaming of geosynthetic panels. 22
C. The Contractor shall maintain natural surface water drainage diversions around the work area and 23
provide for the disposal of water which may collect in the work area directly from precipitation 24
falling within the area or from inadequate diversion structures or practices. 25
D. The Contractor shall be responsible to coordinate the installation of the leachate collection 26
system which shall be in accordance with Geomembrane Installer’s Installation Manual and as 27
specified in these Specifications and shown on the Drawings. 28
E. Vehicles will not be allowed on the liner area unless at least 24 inches of cover has been placed 29
over the liner except as noted in these Specifications. 30
F. Vehicles larger than one and one-half ton pickup trucks are prohibited. Contractor shall repair 31
any damage prior to final payment. 32
1.5 DEFINITIONS AND RESPONSIBILITIES 33
A. Geomembrane Manufacturer: Manufacturer of geomembranes producing geomembrane sheets 34
from resin and additives. The manufacturer is responsible for producing geomembrane sheet 35
which complies with these Specifications. These responsibilities include but are not limited to: 36
1. Acceptance of the resin and additives from chemical formulators. Testing of the raw resin 37
and additives to ensure compliance with the manufacturer’s specifications and with this 38
Specification. 39 2. Formulation of the resin and additives into geomembrane sheeting using mixing and extrusion 40
equipment. 41
3. Testing of the geomembrane sheet to ensure compliance with manufacturer’s specification 42
and this Specification. 43
4. Shipping of the geomembrane sheet to installer designated facilities. 44
5. Certification of the raw materials and finished geomembrane sheet to comply with this 45
Specification. 46
6. Certification of installer’s training, experience, and methods for welding and inspection of 47
geomembrane installations in compliance with manufacturer’s standards. 48
B. Geomembrane Installer: Installer of geomembranes is responsible for handling, fitting, welding, 49
and testing of geomembrane sheets or blankets in the field. These responsibilities include but are 50
not limited to: 51
1. Acceptance (in writing) of the geomembrane from the manufacturer. 52

21420 GASTON COUNTY OCTOBER 2013 CQA PLAN FOR THE GASTON COUNTY SANITARY LANDFILL — HARDIN SITE
02775 — 5
2. Acceptance (in writing) of the compacted soil liner (CSL) surface which will serve as a base 1
for the geomembrane. This acceptance shall precede installation of the geomembrane, and 2
shall state that the Installer has inspected the surface, and reviewed the Specifications for 3
material and placement, and finds all conditions acceptable for placement of geomembrane 4
liners. The written acceptance shall explicitly state any and all exceptions to acceptance. 5
3. Handling, welding, testing, and repair geomembrane liners in compliance with this 6
Specification and the Geomembrane Installer’s Installation Procedures Manual. 7
4. Performance of QA/QC testing and record keeping as required by the approved Geomembrane 8
Installer’s Field Installation Procedures Manual. 9
5. Repair or replacement of defects in the geomembrane as required by the CQC Consultant or 10
the CQA Consultant. 11
C. Engineer: Responsible for approval of submittals from the Contractor. 12
D. CQC Consultant: Responsible for observing field installation of the geomembrane and 13
performance of material conformance and CQC testing to provide the Contractor with verbal and 14
written documentation of the compliance of the installation with these Specifications. The CQC 15
Consultant reports to the Contractor and is part of this Contract. 16
E. CQA Consultant: responsible for implementing CQA Plan including overviewing material 17
conformance testing, field installation of the geomembrane, and CQC activities, and to perform 18
limited CQA conformance testing to provide Owner with verbal and written documentation of the 19
compliance of the installation with these Specifications. The CQA Consultant will use the written 20
results of the CQC program in the CQA program in the preparation of the facility Certification 21
Document. The CQA Consultant reports to the Owner and is not part of this Contract. 22
F. Refer to the accompanying CQA Plan for additional definitions. 23
1.6 WARRANTIES 24
A. The manufacturer’s warranty shall be against manufacturing defects and workmanship and against 25
deterioration due to ozone, ultra-violet, and other exposure to the elements for a period of 20 26
years on a pro rata basis from the date of project substantial completion. See Section 01740 —27
Warranties and Bonds. The warranty shall be limited to replacement of material and shall not 28 cover installation of replacement geomembrane. 29
B. The geomembrane supplied shall be capable of preventing the leachate produced by the solid 30
waste (refuse) from reaching the underlying soil. The material supplied including factory and 31
field seams shall have a manufacturer’s warranty that it will remain impermeable when exposed 32
over 20 years to a raw landfill leachate having the following range of values*: 33
Leachate Quality
Component Range of Values**
pH 3.6 8.5
Hardness (Carbonate) 35 8,120
Alkalinity (Carbonate) 310 9,500
Calcium 240 2,570
Magnesium 64 410
Sodium 85 3,800
Iron (Total) 6 1,640
Chloride 96 2,350
Sulfate 40 1,220
Organic Nitrogen 2.4 550
Ammonia Nitrogen 0.2 845
Conductivity 100 1,200
BOD 7,050 32,400
COD 800 50,700
Suspended Solids 13 26,500
* Gewsein, Allen J., USEPA: EPA/530/SE-137, March 1975. ** Values are in milligrams per liter except pH (pH units) and conductivity
(Micromhos per cubic centimeter)

21420 GASTON COUNTY OCTOBER 2013 CQA PLAN FOR THE GASTON COUNTY SANITARY LANDFILL — HARDIN SITE
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C. The geomembrane Installer shall warranty that the geomembrane liner, attachments, 1
penetrations, and appurtenances remain free of defects resulting from workmanship and 2
materials for a period of 2 years from the date of final acceptance of the Work by the Owner. 3
PART 2 — PRODUCTS 4
2.1 ACCEPTABLE MANUFACTURERS AND/OR GEOMEMBRANE INSTALLERS 5
A. Subject to compliance with the Contract Documents, the following manufacturers and installers 6 are acceptable: 7
1. HDPE Geomembrane liners manufacturer’: 8
a. GSE, Inc., 19103 Gundle Road, Houston, Texas 77073. 9
b. Serrot International, Inc., 271 Highway 74 North, Suite 4, Peachtree City, Georgia 10
30269. 11
c. Poly-Flex, Inc., 2000 West Marshall Drive, Grand Prairie, Texas 75051. 12
d. Agru/America, Inc., 500 Garrison Road, Georgetown, South Carolina 29440. 13
2. HDPE Geomembrane Liner Installers: 14
a. Authorized installers of approved manufacturers. 15
b. Other installers may qualify by providing references for a minimum of 10 million square 16
feet of liner installations. 17
B. Submit requests for substitution in accordance with Section 01640 — Product Substitution 18
2.2 MATERIALS 19
A. HDPE Geomembrane Liners: 20
1. Geomembrane liners shall consist of unsupported polyethylene in thickness as shown on 21
Drawings and manufactured from virgin, first quality resin designed and formulated 22
specifically for liquid containment in hydraulic structures. Reclaimed polymer shall not be 23
added to the resin, except use of polymer recycled during the manufacturing process shall be 24
allowed provided that recycled polymer shall be clean and shall not exceed 2 percent by 25
weight. 26
2. The geomembrane liner shall be manufactured to be free of holes, blisters, undispersed raw 27
materials, or any sign of contamination by foreign matter. Any such defects shall be cause 28 for rejection of the defective geomembrane material. Minor defects may be repaired in 29
accordance with manufacturer’s recommendations if this repair is approved by the Engineer. 30
3. The geomembrane liner shall be manufactured as seamless rolls or as prefabricated panels 31
with a minimum width of 22 FT as delivered to the site. All factory seams shall be inspected 32
and tested for strength and continuity prior to delivery to the site. 33
4. No additives or fillers may be added to the resin prior to or during manufacture of the 34
geomembrane. 35
5. Prior to shipment, the geomembrane manufacturer will provide the Engineer and the CQC 36
Consultant with a quality control certificate for each roll of geomembrane provided. The 37
quality control certificate will be signed by a responsible party employed by the 38
geomembrane manufacturer and will include: 39
a. Roll numbers and identification, and 40
b. The results of quality control tests performed under the MQC program. 41
6. The CQC Consultant will verify that a control certificate has been received for each roll and 42
that the certified roll properties meet the requirements of these Specifications. 43
7. Textured HDPE sheet (both sides) shall be used on all lined areas. 44
8. The geomembrane liner material shall consist of 60 MIL NOMINAL HDPE and meet or exceed 45
GRI GM13 and the following requirements: 46
Property Test Method Test Value
Textured HDPE
a. Sheet Thickness, Mils ASTM D-5994
 Minimum Average Nominal
b. Sheet Density (g/cc) ASTM D-792 or D-1505 0.940

21420 GASTON COUNTY OCTOBER 2013 CQA PLAN FOR THE GASTON COUNTY SANITARY LANDFILL — HARDIN SITE
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Property Test Method Test Value
Textured HDPE
c. Minimum Tensile Properties ASTM D-638, Type IV, Dumb-bell at 2 imp. (each direction)
 Yield Stress 132 ppi
 Break Stress 90 ppi
 Elongation at Yield 13%
 Elongation at Break
(2-inch gage length)
150%
d. Min. Tear Resistance Initiation ASTM D-1004, Die C 45 LBS
e. Carbon Black ASTM D-1603 or ASTM D-4218 2.0% — 3.0%
f. Carbon Black Dispersion ASTM D-5596 Category:
 8 of 10 1 or 2
 10 of 10 1, 2, or 3
g. Puncture Resistance, Min. Average ASTM D-4833 90 LBS
h. Oxidative Induction Time, Min. Average ASTM D-3895 or ASTM D-5885 100 min.
400 min.
i. Asperity Height, Min. Average GRI GM12 7 mil
1
B. Extrusion rod shall be manufactured from identical resin to that used in geomembrane 2
manufacture. Manufactured extrusion rod shall be tested for carbon black content and 3
dispersion, specific gravity, and melt index at a frequency of not less than one test per batch. 4
2.3 INTERFACE FRICTION TESTS 5
A. Perform laboratory interface friction testing as specified under Section 01060 — Special Project 6
Requirements, Article 1.12. 7
2.4 EQUIPMENT 8
A. Welding Equipment: Extrusion welding equipment shall be provided with thermocouples and 9
temperature readout devices which continuously monitor the temperature of the extrudate. 10
Radiant wedge welding equipment shall be provided with thermocouples and temperature readout 11
devices which continuously monitor the temperature of the wedge. Equipment shall be 12
maintained in adequate number to avoid delaying work, and shall be supplied by a power source 13
capable of providing constant voltage under a combined-line load. Use a rub sheet, sand bags, or 14
other method approved by the CQA Consultant to separate the electric generators from the 15
geomembrane. 16
B. Field Tensiometer: the Geomembrane Installer shall provide a tensiometer for on-site shear and 17
peel testing of geomembrane seams. The tensiometer shall be in good working order, built to 18
ASTM D-638 (Type IV, 2 ipm) specifications, and accompanied by evidence of recent calibration. 19
The tensiometer shall be motor driven and be equipped with a gauge that measures the force in 20
unit pounds exerted between the jaws as displayed on a digital readout. 21
C. Vacuum Box: The Geomembrane Installer shall provide a minimum of 2 vacuum box assemblies 22
consisting of a rigid housing, a transparent viewing window, a soft closed cell neoprene gasket 23
attached to the bottom, a port hole or valve assembly, a vacuum gauge, a vacuum pump assembly 24
equipped with a pressure control, a rubber pressure/vacuum hose with fittings and connections, 25
and a soapy solution and an applicator. The equipment shall be capable of inducing and holding a 26
minimum vacuum of 5 psi. 27
D. Air Pressure Test: The Geomembrane Installer shall provide the necessary air pump and fittings 28
required to perform the GRI GM6 air pressure test on dual seams. 29
E. Roll Handling Equipment: The Geomembrane Installer shall provide handling equipment that is 30
adequate and does not pose a risk to the geomembrane rolls. The CQC Consultant shall inspect 31
the equipment and confirm its adequacy. 32

21420 GASTON COUNTY OCTOBER 2013 CQA PLAN FOR THE GASTON COUNTY SANITARY LANDFILL — HARDIN SITE
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PART 3 — EXECUTION 1
3.1 LINER SYSTEM CONSTRUCTION 2
A. Compacted Soil Liner (CSL) Components: 3
1. The CSL component shall be constructed in accordance with Section 02235 — Soil Liner 4
System and the Contractor shall protect the CSL from freezing, desiccation, and flooding with 5
water. 6
2. Prior to placement of the geomembrane, the CSL must be prepared as follows: 7
a. Lines and grade must be verified by a Licensed Land Surveyor. 8
b. The surface must be proofrolled to verify the supporting soil condition. 9
c. The surface must be inspected for rocks larger than 0.75 IN. 10
d. Steel drum rolled in preparation for the geomembrane. 11
3. CSL Acceptance: Geomembrane liner materials shall not be placed until the required CSL 12
preparation has been completed and the CSL has been accepted and certified in writing by 13
the Geomembrane Installer and approved by the CQA Engineer. 14
B. Geomembrane Liner: 15
1. The geomembrane liner shall be manufactured in accordance with the approved MQC 16
program. The manufacturer shall not deviate from the program without written approval of 17
the Engineer. 18
2. Transportation and handling of the geomembrane shall meet the following requirements: 19 a. Transportation of the geomembrane is the responsibility of the Geomembrane Installer, 20
Contractor, or other part as agreed upon. 21
b. All handling on site is the responsibility of the Geomembrane Installer. 22
c. The CQC Consultant will verify that the handling equipment used on the site is adequate 23
and will not damage the geomembrane. 24
d. Upon delivery to the site, the Geomembrane Installer and the CQC Consultant will 25
conduct a surface examination of all rolls for defects or damage. This inspection will be 26
conducted without unrolling rolls. The CQC Consultant will ensure that defective rolls 27
are rejected and removed from the site. 28
e. The Geomembrane Installer will be responsible for the storage of the geomembrane on 29
site. The Owner will provide a storage location on site. The Geomembrane Installer 30
shall ensure that the storage space is adequate to protect the geomembrane from theft, 31
vandalism, vehicular damage, etc. 32
3. Field Panel Identification: The CQC Consultant will document that the Geomembrane 33
Installer labels each field panel with an “identification code” consistent with the approved 34
panel layout plan. The location of the label and the color of marker used must be as agreed 35
to in the QA/QC Preconstruction Meeting. 36
4. Geomembrane Installation: Geomembrane liner shall be installed in accordance with the 37
approved Geomembrane Installer’s Field Installation Procedure Manual and panel layout 38
drawing. The Geomembrane Installer shall maintain a weekly updated as-built drawing 39
showing the location of all field panels. 40
a. Geomembrane shall not be placed upon standing water or other conditions which will 41
result in deterioration of the soil liner. 42
b. The Geomembrane Installer shall remove any materials placed to protect the soil liner 43
prior to placement of the geomembrane liner. 44
c. Geomembrane liner shall be handled and place din a manner which minimizes wrinkles, 45
scratches, and crimps. 46
d. Tests seams shall be made upon each start of work for each seaming crew, upon every 47
4 HR of continuous seaming, every time seaming equipment is changed, or if significant 48 changes in geomembrane temperature and weather conditions are observed. These test 49
welds shall be tested using daily record that summarizes panels deployed, seams 50
completed, seam testing, seam repair, personnel on site, and equipment on site using 51
field tensiometer and, at a minimum, exhibit the required seam strength. 52
e. Surfaces to be welded shall be clean and dry at the time of welding. Geomembrane shall 53
not be welded when ambient temperatures are below 40ºF (5ºC) or above 104ºF (40ºC) 54
unless the Geomembrane Installer can demonstrate that the seam quality is not 55
compromised. 56
f. Geomembrane liners shall be welded continuously without fishmouths or breaks in the 57
weld. Where fishmouths are unavoidable, the geomembrane sheet shall be slit to a point 58
such that the sheet lies flat and with no remaining wrinkle. The two edges of the slit 59

21420 GASTON COUNTY OCTOBER 2013 CQA PLAN FOR THE GASTON COUNTY SANITARY LANDFILL — HARDIN SITE
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shall be welded together provided that the overlap for this weld shall be a minimum of 3 1
IN, including the terminus of the slit, shall be provided with a patch as discussed below. 2
g. Defects in and damage to geomembrane sheets shall be repaired by welding a patch over 3
the defect using extrusion welding equipment. The patch material shall consist of an 4
undamaged piece of geomembrane cut to provide a minimum of 3 IN of overlap in all 5
directions from the defect. Torn or permanently twisted geomembrane shall be replaced 6
at no expense to the Owner. 7
h. Personnel walking on the geosynthetic shall not engage in activities or wear types of 8
shoes that could damaged the geosynthetic. Smoking shall not be permitted while 9
working on the geomembrane. 10
i. Vehicular traffic directly on the geosynthetic shall not be permitted. Equipment shall 11
not damage the geosynthetic materials by handling, trafficking, leakage of hydrocarbons, 12
or any other means. The unprotected geomembrane surface shall not be used as a work 13
area for preparing patches, storing tools and supplies, or other uses. 14
5. Geomembrane Testing (Nondestructive): The Geomembrane Installer shall test and 15
document all seam welds continuously using one of the following nondestructive seam test: 16
a. Vacuum testing shall conform to the following procedure: 17
1) Brush soapy solution on geomembrane. 18
2) Place vacuum box over the wetted seam area. 19
3) Ensure that a leak-tight seal is created. 20
4) Apply a pressure of approximately 5 psi. 21
5) Examine the geomembrane through the viewing window for the presence of soap 22
bubbles for not less than 15 seconds. 23
6) All areas where soap bubbles appear shall be marked and repaired as described in 24
this Section. 25
b. Air Pressure Testing (for double seam with an enclosed space) shall conform to GRI GM6 26
requirements. 27
6. Destructive Testing: The Geomembrane Installer shall field test seams destructively at a 28 minimum frequency of one test per 500 LF of weld. Destructive testing of these samples 29
shall also be performed by the CQC Consultant using the CQC Geosynthetic Laboratory. The 30
CQC Consultant shall determine the location of destructive test samples. Conformance 31
testing will be performed by the CQA Consultant in accordance with the project CQA Plan. 32
a. The destructive sample shall be 16 IN wide by 42 IN long with the seam centered 33
lengthwise. The sample shall be cut into three (3) equal parts for distribution to the 34
Geomembrane Installer, the Owner, and the CQC Consultant. 35
b. All seam tests (fusion and extrusion) shall exhibit a Film Tearing Bond type of separation 36
in which the geomembrane material tears before the weld. At least 5 coupons shall be 37
tested by each test method. Five of five coupons shall meet minimum requirements, as 38
specified below: 39
Description Test Method Value (lbs/in width)
HDPE Peel ASTM D-4437 90
HDPE Shear ASTM D-4437 120
40
7. Documentation: The following documentation must be maintained at the project site for 41
review by the Engineer or CQA Consultant: 42
a. Geomembrane Installer’s Documentation: 43
1) Daily Log: Daily record that summarizes panels deployed, seams completed, seam 44
testing, seam repair, personnel on site, and equipment on site. 45
2) Panel Log: Provides geomembrane roll number sued and subgrade acceptance for 46
each panel deployed. 47
3) Seam Testing Log: Provides a complete record of all nondestructive and destructive 48 seam tests performed as part of the Geomembrane Installer’s QC program. 49
4) Seam/Panel Repair Log: Provides a complete record of all repairs and vacuum box 50
testing of repairs made to defective seams or panels. 51
5) As-Built Drawing: Maintain an as-built drawing updated on a weekly basis. 52
b. CQC Consultant’s Documentation: 53
1) Daily Log: Daily record that summarizes panels deployed, seams completed, CQC 54
seam testing, seam repair, personnel on site, equipment on site, weather 55
conditions, etc. 56
2) CQC Testing Log: Record of all seam destructive tests and material conformance 57
tests performed by the CQC Geosynthetic Laboratory. 58

21420 GASTON COUNTY OCTOBER 2013 CQA PLAN FOR THE GASTON COUNTY SANITARY LANDFILL — HARDIN SITE
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3) Material Conformance: Maintain original conformance certificate(s) from 1
geomembrane manufacturer. 2
4) Subgrade Acceptance Log: Maintain originals of subgrade acceptance forms for each 3
panel and signed by the Geomembrane Installer. 4
3.2 GEOMEMBRANE ACCEPTANCE 5
A. The Geomembrane Installer shall retain all ownership and responsibility for the geomembrane 6
liner system until final acceptance by the Owner. Owner will accept the geosynthetic installation 7
when the installation is finished and all required submittals from the Geomembrane Installer and 8 CQC Consultant have been received and approved, and CQA verification of the adequacy of all 9
field seams and repairs, including associated testing, is complete. 10
11
END OF SECTION 12

21420 GASTON COUNTY OCTOBER 2013 CQA PLAN FOR THE GASTON COUNTY SANITARY LANDFILL — HARDIN SITE
02780
SECTION 02780

GEOSYNTHETIC RAIN COVER

TABLE OF CONTENTS

ARTICLE TITLE PAGE

1.1 DESCRIPTION 1
1.2 QUALITY ASSURANCE 1
1.3 SUBMITTALS 1
2.1 MATERIALS 1
3.1 METHODS 2

21420 GASTON COUNTY OCTOBER 2013 CQA PLAN FOR THE GASTON COUNTY SANITARY LANDFILL — HARDIN SITE
02780 — 1
SECTION 02780 1
GEOSYNTHETIC RAIN COVER 2
PART 1 — GENERAL 3
1.1 DESCRIPTION 4
A. Furnish all labor, materials, tools, and equipment, and perform all Work and services necessary 5
for or incidental to the furnishing and installation, complete, of an impermeable, geosynthetic 6
rain cover (GRC) as shown on the Drawings and specified in accordance with provisions of the 7
Contract Documents. 8
B. Related Sections include but are not necessarily limited to: 9
1. Section 02200 — Earthwork. 10
2. Section 02230 — Protective Cover (Operational Cover Layer). 11
1.2 QUALITY ASSURANCE 12
A. Refer to the following standard references or specifications as applicable to this section of 13
technical specifications: 14
1. American Society for Testing and Materials (ASTM): 15
a. ASTM D-751, Standard Test Method for Coated Fabrics. 16
b. ASTM D-4355, Test Method for Deterioration of Geotextiles from Exposure to Ultraviolet 17
Light and Water. 18
c. ASTM D-5199, Test Method for Measuring Nominal Thickness of Geotextiles and 19
Geomembranes. 20
1.3 SUBMITTALS 21
A. The Contractor must submit for approval drawing of panel sizes and panel layout in a customized 22
design for the facility to minimize any field cutting and seaming. 23
B. The Contractor must provide installation instructions, including anchoring methods per 24
manufacturer’s specifications. 25
C. The Contractor must certify that the rain cover resin is first use; top grade quality only. 26
PART 2 — PRODUCTS 27
2.1 MATERIALS 28
A. Geosynthetic Rain Cover: 29
1. The geosynthetic rain cover must meet the following specifications or approved equal, as 30
determined by the Owner or the Engineer. 31
a. Woven Coated Polyethylene 32
Properties Test Method Minimum Required Value
Thickness ASTM D-5199 12 mils
Breaking Strength ASTM D-751 Proc. A 200 lbs (scrim reinforced)
Mullen Burst ASTM D-751 420 lbs
Tongue Tear ASTM D-751 Proc. B 50 lbs (scrim reinforced)
Low Temperature Brittleness ASTM D-746 Proc. B -40ºF
UV Resistance ASTM D-4355 80% of Breaking Strength Retained after 500 hours
33
2. The rain cover must perform as specified for at least one (1) year and a warranty must be 34
supplied for at least one (1) year. 35
3. The membrane must be able to be folded for transportation and storage. The material must 36
be able to be moved by site personnel as needed. The material must be resilient to damage 37
when moved and/or relocated by site personnel. If necessary, the material may be cut for 38

21420 GASTON COUNTY OCTOBER 2013 CQA PLAN FOR THE GASTON COUNTY SANITARY LANDFILL — HARDIN SITE
02780 — 2
removal/relocation; however, in this case, must be able to be easily reseamed by site 1
personnel. 2
4. Factory seams must utilize methods that will eliminate excess overlap. 3
5. Contractor must supply (in the Bid Price) a high-strength adhesive tape or equal for 4
waterproofing and sealing in the field seams and for performing repair work to the woven 5
coated polyethylene rain cover. Contractor should work to minimize field seams. 6
6. The rain cover must be impermeable, capable of repelling water with no absorption. 7
7. The material must be anchored, when installed, through a system so as to preclude wind 8
damage, traffic damage, and weather. 9
B. Acceptable Manufacturers: 10
1. Raven Industries. 11
2. Geosynthetic Fabricators, Inc. 12
3. Or approval equal. 13
PART 3 — EXECUTION 14
3.1 METHODS 15
A. The Contractor shall deploy the GRC in a manner consistent with the manufacturer’s 16
specifications. 17
B. Raincover shall be anchored with sand bags (25 LB minimum weight) placed at the toe and crest 18
of the perimeter berms every 10 FT on center. Where the raincover is not adjacent to a berm, 19
the raincover edge shall be anchored with a sand bag every 15 FT open center and be placed in a 20
6 IN by 6 IN anchor trench to prevent storm water from getting under the raincover. 21
C. Any damage to the GRC during installation will be the Contractor’s responsibility to 22
repair/replace at no cost to the Owner. 23
24
END OF SECTION 25

21420 GASTON COUNTY OCTOBER 2013 CQA PLAN FOR THE GASTON COUNTY SANITARY LANDFILL — HARDIN SITE
02821
SECTION 02821

SEEDING AND MULCHING

TABLE OF CONTENTS

ARTICLE TITLE PAGE

1.1 DESCRIPTION 1
1.2 QUALITY ASSURANCE 1
1.3 SUBMITTALS 1
2.1 FERTILIZER 2
2.2 LIMESTONE 2
2.3 MULCH 2
2.4 SEED 2
2.5 SOIL FOR REPAIRS 3
2.6 TOPSOIL 3
2.7 EROSION CONTROL MATTING 3
3.1 GENERAL 3
3.2 PREPARATION OF GROUND SURFACE 3
3.3 PLANTING SEED 4
3.4 COMPACTING 5
3.5 MULCHING 5
3.6 WATERING 5
3.7 ESTABLISHMENT AND MAINTENANCE 5

21420 GASTON COUNTY OCTOBER 2013 CQA PLAN FOR THE GASTON COUNTY SANITARY LANDFILL — HARDIN SITE
02821 — 1
SECTION 02821 1
SEEDING AND MULCHING 2
PART 1 — GENERAL 3
1.1 DESCRIPTION 4
A. Work included is applicable to the Hardin Landfill site only: 5
1. Preparation of ground, seeding, protection, and cleanup of Work areas designated for grading 6
and seeding operations. 7
2. Disking and harrowing of ground for seeding purposed where grade is undisturbed by 8
construction unless otherwise specified. 9
3. Proper protection of seeded, disturbed, or a combination of both, areas from erosion. 10
B. Areas responsible for: 11
1. Contractor shall be responsible for temporary seeding and seeding disturbed areas outside 12
limits of construction. 13
2. All final seeding and mulching within the construction area shall be the responsibility of the 14
Contractor including final borrow excavation back slopes. 15
3. Final seeding and mulching of all areas disturbed by the Contractor and his personnel, within 16
the designated limits of construction, during construction of project under contract shall be 17
the responsibility of the Contractor. 18
C. Related Sections include but are not necessarily limited to: 19
1. Division 0 — Bidding Requirements, Contract Forms, and Conditions of the Contract. 20
2. Division 1 — General Requirements. 21 3. Section 02270 — Soil Erosion and Sediment Control. 22
1.2 QUALITY ASSURANCE 23
A. Selection of materials: 24
1. The selection of all materials required from Drawings and Specifications shall be subject to 25
the Engineer's approval. 26
2. The Engineer shall have the right to reject any and all materials which do not meet the 27
Specification requirements or are not otherwise satisfactory at any stage of operations. 28
3. If necessary, the Contractor shall remove all rejected materials immediately from the site at 29
no additional cost to the Owner. 30
4. Qualification of workmen: Provide at least one person who shall be present at all times 31
during execution of Work, who shall be thoroughly familiar with type of materials being 32
installed as well as proper tools and methods for installation, and who shall direct all Work 33
under this Section. 34
B. Execution of the Work: 35
1. The execution of all grading, seeding and other operations required under Drawings and 36
Specifications shall be subject to Engineer's approval. 37
2. The Engineer shall have the right to reject any and all methods of operations found 38
unacceptable for the Work required. 39
C. Standards: All seed and planting material shall meet or exceed the specifications for Federal, 40
State, and local laws requiring inspection for plant disease and insect control. 41
1.3 SUBMITTALS 42
A. Shop Drawings: 43
1. See Section 01340 — Shop Drawings, Product Data & Samples; Operation & Maintenance 44
Manuals; and Miscellaneous Submittals. 45
2. Product technical data including: 46
a. Acknowledgment that products submitted meet requirements of standards 47
b. Manufacturer's installation instructions. 48

21420 GASTON COUNTY OCTOBER 2013 CQA PLAN FOR THE GASTON COUNTY SANITARY LANDFILL — HARDIN SITE
02821 — 2
c. Signed copies of vendor's statement for seed mixture required, stating botanical and 1
common name, place of origin, strain, percentage of purity, percentage of germination, 2
and amount of Pure Live Seed (PLS) per bag. 3
d. Type of herbicide to be used during first growing season to contain annual weeds and 4
application rate. 5
e. Source and location of sod, plants, and plant material, as per paragraph 3.3-A. 6
3. Certification: 7
a. Certify each container of seed delivered will be labeled in accordance with Federal and 8
State Seed Laws and equals or exceeds Specification requirements. 9
4. Other documents: 10
a. Copies of invoices for fertilizer used on Project showing grade furnished, along with 11
certification of quality and warranty. If Engineer determines fertilizer requires sampling 12
and testing to verify quality, testing will be done at Contractor's expense, in accordance 13
with current methods of Association of Official Agricultural Chemists. Upon completion 14
of Project, a final check of total quantities of fertilizer used will be made against total 15
area seeded. If minimum rates of application have not been met, Contractor will be 16
required to distribute additional quantities to make up minimum application specified. 17
PART 2 — PRODUCTS 18
2.1 FERTILIZER 19
A. Grade 10-20-10 fertilizer, with less than 50 percent of the nitrogen listed as water insoluble 20
(WIN), uniform in composition, free-flowing, and suitable for application with approved 21
equipment, shall be provided. Deliver fertilizer to the site in bags or other convenient containers, 22
each fully labeled, conforming to applicable commonwealth or state fertilizer laws, and bearing 23
the name, trade name or trademark, and warranty of the producer. 24
2.2 LIMESTONE 25
A. Furnish agricultural-grade limestone ground to pass an 8-mesh sieve with 25 percent passing a 26
100-mesh sieve. In addition, calcareous limestone shall contain not less than 50 percent calcium 27
oxide, and dolomitic limestone shall contain not less than 40 percent magnesium oxide. Coarser 28
materials may be acceptable provided the specified rates of application are increased 29
proportionately, on the basis of quantities passing the 8- and 100-mesh sieves, but no additional 30
payment shall be made for increased quantity. 31
2.3 MULCH 32
A. Furnish threshed straw of cereal grain such as oats, wheat, barley, rye, rice, etc. Materials that 33
contain objectionable weed seeds or other species that might be detrimental to plant material 34
being established shall not be acceptable. 35
2.4 SEED 36
A. Furnish certified seed inspected by a member of the Association of Official Seed Certifying 37
Agencies in accordance with the U.S. Department of Agriculture's rules and regulations under the 38
Federal-Seed Act, unless written exception is granted. Furnish seed in sealed, standard containers 39 unless written exception is granted. Seed that is wet or moldy or that has been otherwise 40
damaged in transit or storage shall not be acceptable. 41
B. Permanent seed mixture: Furnish seed with the minimum percentage by weight of pure live seed 42
of each seed kind in the mixture in each lot. Refer to chart below. This mixture will be used on 43
all berms, grassed ditches, and all other permanently seeded areas. 44
45

21420 GASTON COUNTY OCTOBER 2013 CQA PLAN FOR THE GASTON COUNTY SANITARY LANDFILL — HARDIN SITE
02821 — 3
Permanent Seed Mixture
Seed Kind
Seed Rate
Dates of Application Lbs Per Ac. Lbs Per 1,000 SF
Common Bermuda (unhulled) 20 0.46 2/15 – 10/25
Sericea Lespedeza (unscarified, unhulled) 50 1.15 2/15 – 10/25
Kentucky-31 Fescue (tall) 175 4.02 2/15 – 10/25
Rye Grain 10 0.23 2/15 – 10/25
Kentucky-31 Fescue (tall) 175 4.02 8-15 – 10/25
Sericea Lespedeza (unhulled, unscarified) 50 1.15 8-15 – 10/25
Common Bermuda (unhulled) 20 0.46 8-15 – 10/25
Rye Grain 10 0.23 8-15 – 10/25
C. Temporary seed mixture: One of the species, as indicated on the attached Temporary Seed 1
Mixture table, shall be furnished for temporary seeding, based on acceptable dates of application. 2
Refer to chart below. This mixture will be placed in all areas that were temporarily disturbed 3 and will be disturbed again in the future but which require stabilization immediately. 4
5
Temporary Seed Mixture for Storage Areas and Disturbed Areas
Seed Species Seed Rate Dates of Application
Acre Per 1000 SF 1/1-5-1 5/1 – 8/15 8/15 – 12/30
Rye (Grain) 120 LBS 2.75 LBS X X
Annual Lespedeza 50 LBS 1.15 LBS X
German Millet 50 LBS 1.15 LBS X
2.5 SOIL FOR REPAIRS 6
A. For fills and topsoiling areas to be repaired, soil shall be of at least equal quality to existing soil in 7
areas adjacent to the area to be repaired. Soil used shall be free from roots, stones, and other 8
materials that hinder grading, planting, and maintenance operations and free from objectionable 9
weed seeds and toxic substances. 10
2.6 TOPSOIL 11
A. Provide topsoil as required to stabilize disturbed areas. Top soil shall contain no rocks or lumps 12
above 2 inches in greatest dimensions. See Section 02376 — Geosynthetic Erosion Control 13
Matting. 14
2.7 EROSION CONTROL MATTING 15
A. Contractor shall provide erosion control matting as required on slopes and ditch lines to obtain 16
suitable vegetative cover. See Section 02376 — Geosynthetic Erosion Control Matting. 17
PART 3 — EXECUTION 18
3.1 GENERAL 19
A. Area and requirements of Work: All disturbed ground areas within limits of construction shall be 20
graded, topsoiled, tilled, fertilized, limed, seeded, and mulched. 21
B. Equipment: Provide equipment in good condition for the proper ground preparation and for 22
hauling and placing of materials. Equipment shall be approved before Work is started. 23
3.2 PREPARATION OF GROUND SURFACE 24
A. Clearing: Prior to grading and tilling, vegetation that may interfere with operations shall be 25
moved and grubbed; remove collected material from site, or when suitable, use material for 26
mulch as approved by Engineer. Clear surface of stumps, roots, cable, wire, rocks or lumps 27
greater than 2 inches, and other materials that might hinder Work or subsequent maintenance. 28

21420 GASTON COUNTY OCTOBER 2013 CQA PLAN FOR THE GASTON COUNTY SANITARY LANDFILL — HARDIN SITE
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B. Grading: Maintain previously established grades on the areas to be treated in a true and even 1
condition; make necessary repairs to previously graded areas. Where grades have not been 2
established, grade areas as shown on Drawings, and leave all surfaces in an even and properly 3
compacted condition to prevent formation of depressions. 4
C. Tillage: After areas required to be treated have been brought to grades shown, till soil to a depth 5
of at least 3 inches by plowing, disking, harrowing, or other approved operations until condition 6
of soil is acceptable. Perform Work only during periods when, in Contractor's or Engineer's 7
opinion, beneficial results are likely to be obtained. When drought, excessive moisture, or other 8
unsatisfactory conditions prevail, Work shall be stopped when directed. Level undulations or 9
irregularities in surface before next specified operation. 10
D. Topsoiling: 11
1. Distribute topsoil uniformly and spread evenly to a settled thickness of 6 inches. Spread 12
topsoil so that planting can proceed with little additional soil preparation or tillage. 13
2. Level surface irregularities resulting from topsoiling or other operations to prevent 14
depressions. 15
3. Topsoil shall not be placed when subgrade is frozen, excessively wet, extremely dry, 16
excessively compacted, or in a condition detrimental to proposed planting or grading. 17
4. Pulverize soil compacted by construction equipment or soil on compacted cut slopes or 18
grades to a minimum depth of 2 inches by disking or plowing before applying topsoil. 19
E. Fertilizing: 20
1. Distribute fertilizer uniformly at a rate of 50 LBS per 1,000 square feet, or the amount 21
recommended by the soil test, over areas to be seeded, and incorporate it into soil to a 22
depth of at least 3 inches by disking, harrowing, or other acceptable methods. Incorporation 23
of fertilizer may be part of operation specified in Paragraph 3.2-C. 24
2. If liquid fertilizer is used, apply it in amounts sufficient to provide the same value of 25
nutrients per unit of surface area specified for dry fertilizer. If a liquid fertilizer is used in a 26
hydroseeder, apply material on a poundage basis mixed with same volume of water used with 27
dry fertilizer. 28
3. Use of approved hydraulic equipment or seed drill equipped to sow seed and distribute 29
fertilizer at the same time shall be acceptable. 30
F. Liming: Immediately following or simultaneously with incorporation of fertilizer, distribute 31
limestone uniformly at a rate of 115 LBS per 1,000 square feet, or the amount recommended by 32
the soil test, and incorporate it into soil to a depth at least 3 inches by disking, harrowing, or 33
other acceptable methods. Incorporation of limestone along With fertilizer may be part of the 34
operation specified in Paragraph 3.2-C. 35
1. Application of lime on existing plant material shall be applied at a rate of no more than 50 36
LBS per 1000 square feet per application. Applications to be at 1- to 6-month intervals until 37
recommended amount is applied. 38
2. Leveling: Level surface irregularities resulting from tillage, fertilizing, liming, or other 39
operations before seeding. 40
G. Hydroseeding: 41
1. Asphalt Binder: Emulsified asphalt per NCDOT specifications. 42
2. Water: Water free from substances harmful to grass or sod growth. Provide water from 43
source approved prior to use. 44
3.3 PLANTING SEED 45
A. General: Seed shall be sown between the dates indicated for the seed mixture selected (See 46
Paragraph 2.4-B), unless otherwise directed in writing. 47
1. Employ a satisfactory method of sowing using approved mechanical power-drawn drills or 48
seeders, mechanical hand-seeders, hydraulic seeders, or other approved methods. When 49
drills are used, provide markers or other means to ensure that successive seeded strips will 50
overlap or be separated by a space no greater than equipment row spacings. 51
2. When delays in operations extend Work beyond the most favorable planting season for 52
species designated or when conditions are such by reason of drought, high winds, excessive 53
moisture, or other factors that satisfactory results are not likely to be obtained, halt Work as 54

21420 GASTON COUNTY OCTOBER 2013 CQA PLAN FOR THE GASTON COUNTY SANITARY LANDFILL — HARDIN SITE
02821 — 5
directed and resume only when conditions are favorable or when approved alternate or 1
corrective measures and procedures have been affected. 2
3. If inspection during seeding operations or after there is show of green indicates that strips 3
wider than space between rows planted have been left unplanted, or other areas skipped, 4
sow additional seed at no additional cost to Owner. 5
4. If a sufficient stand of weeds exists before grading, which would prove detrimental to the 6
establishment of healthy plant material, a non-selective herbicide shall be used. All 7
chemicals used shall be subject to approval of the Engineer but at the responsibility of the 8
Contractor should plant material be damaged. 9
B. Broadcast seeding: Broadcast seed either by hand or with approved hydraulic seeding equipment, 10
as specified hereinbefore, in combination with fertilizer, or with other approved sowing 11
equipment at the rate shown under Paragraph 2.4-B. 12
1. Distribute seed uniformly over designated areas. 13
2. Sow half of seed with sower moving in one direction. 14
3. Seed shall be covered to an average depth of 1/4 inch by brush harrow, spike-tooth harrow, 15
chain harrow, cultipacker, hand rake, or other approved device. 16
4. Seed shall not be broadcast during windy weather. 17
3.4 COMPACTING 18
A. Equipment: Immediately after the seeding operation has been completed, the surface shall be 19
compacted by a cultipacker, roller, or other approved equipment weighing 100 to 160 LBS per 20
linear foot of roller. 21
1. When planting by machine, the roller shall be operated immediately behind the planter 22
unless otherwise directed. Under certain soil conditions, the Engineer may direct that rolling 23
be delayed for 15 to 30 minutes following planting to avoid balling the soil on the roller or 24
squeezing water out of furrows. 25
2. If the soil is of such type that a smooth or corrugated roller cannot be operated satisfactorily, 26
a pneumatic-tired roller, not wobble-wheel, shall be used. A roller having tires of sufficient 27
size shall be used, or sufficient passes of the roller shall be made, to cover the soil surface 28
completely. 29
3.5 MULCHING 30
A. Conditions: Straw mulch shall be spread uniformly in a continuous blanket, using 140 LBS per 31
1,000 square feet. 32
B. Equipment: Mulch shall be spread by hand or by a manure spreader, a blower-type mulch 33
spreader, or other suitable equipment. Mulch shall be applied no later than 24 HRS after seeding. 34
C. Method: 35
1. Mulching shall be started at the windward side of relatively flat areas, or at the upper part of 36
a steep slope, and continued uniformly until the area is covered. The mulch shall not be 37
bunched. 38
2. Immediately following spreading, the mulch shall be anchored to the soil by a V-type-wheel 39
land packer, a scalloped-disk land packer designed to force mulch into the soil surface, or 40
other suitable equipment. 41
3. The number of passes needed, not to exceed three, shall be determined by the Engineer. 42
3.6 WATERING 43
A. Water shall be delivered in a manner that will ensure that the upper 6 inches of the soil surface is 44
moistened. Distribution shall be at an even rate and in a manner to prevent erosion. 45
B. Watering equipment of a type that prevents damage to finished surface shall be used. 46
3.7 ESTABLISHMENT AND MAINTENANCE 47
A. General: Contractor shall assume responsibility for proper care of seeded areas while grass is 48
becoming established for three months after completion of treatment on the entire project, 49
unless desired cover is established in a shorter period of time and the Engineer shortens the 50
responsibility period. The maintenance period shall be a minimum of three (3) months. When any 51

21420 GASTON COUNTY OCTOBER 2013 CQA PLAN FOR THE GASTON COUNTY SANITARY LANDFILL — HARDIN SITE
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portion of the surface becomes gullied or otherwise damaged or treatment is destroyed, the 1
affected portion shall be repaired to re-establish condition and grade of soil and treatment prior 2
to injury, as directed. Repair work required, because of faulty operations or negligence on the 3
part of the Contractor, shall be performed without additional cost to the Owner. 4
B. Reseeding: The Engineer shall designate areas requiring reseeding at least 15 days before the 5
period specified for reseeding. Seed specified herein before shall be drilled at 7.5 LBS per 1000 6
square feet, in a manner that will cause minimum disturbance to existing stand of grass, and at 7
an angle of not less than 15 degrees from direction of previously seeded rows. 8
C. Mulching: Mulched areas shall be maintained until all Work or designated portions thereof have 9
been completed and accepted. Any damage shall be repaired, and mulch material that has been 10
removed by wind or other causes shall be replaced and secured. 11
D. Extension of maintenance period: Continue maintenance period at no additional cost to Owner 12
until all previously noted deficiencies have been corrected, at which time the final inspection 13
shall be made. 14
E. Inspection: At the time of completion of all planting and at the end of the maintenance period, 15
prior to the issuance of the Certificate of Final Acceptance, the Engineer will make an inspection 16
of the Work performed under this Section. Plant material not in healthy growing condition, as 17
determined by the Engineer, will be noted. All deficiencies shall be corrected before final 18
acceptance of Work. 19
20
END OF SECTION 21

21420 GASTON COUNTY OCTOBER 2013 CQA PLAN FOR THE GASTON COUNTY SANITARY LANDFILL — HARDIN SITE
02900
SECTION 02900

GEOTEXTILE FABRIC

TABLE OF CONTENTS

ARTICLE TITLE PAGE

1.1 SUMMARY 1
1.2 QUALITY STANDARDS 1
1.3 SUBMITTALS 1
2.1 ACCEPTABLE MANUFACTURERS 1
2.2 MATERIALS 1
2.3 FABRICATION 2
3.1 INSTALLATION 2

21420 GASTON COUNTY OCTOBER 2013 CQA PLAN FOR THE GASTON COUNTY SANITARY LANDFILL — HARDIN SITE
02900 — 1
SECTION 02900 1
GEOTEXTILE FABRIC 2
PART 1 — GENERAL 3
1.1 SUMMARY 4
A. Section Includes: 5
1. Geotextile fabric for all uses as shown in drawings. 6
B. Related Sections include but are not necessarily limited to: 7
1. Division 0 — Bidding Requirements, Contract Forms, and Conditions of the Contract. 8
2. Division 1 — General Requirements. 9
3. Section 02200 — Earthwork. 10
4. Construction Quality Assurance and Construction Quality Control (CQA/CQC) Plan, Gaston 11
County Landfill — Unit II - Phase 1/Cell 1, July 2007. 12
1.2 QUALITY STANDARDS 13
A. Reference Standards: 14
1. American Society for Testing and Materials (ASTM): 15
a. D1987 Test Method for Biological clogging of Geotextile or Soil/Geotextile Filters. 16
b. D3776, Test Method for Mass Per Unit Area of Woven Fabric. 17
c. D4491, Test Method for Water Permeability of Geotextiles by Permittivity. 18
d. D4595, Test Method for Tensile Properties of Geotextiles by the Wide-Width Strip 19
Method. 20
e. D4833, Test Method for Index Puncture Resistance of Geotextiles, Geomembrane, and 21
Related Products. 22
1.3 SUBMITTALS 23
A. Shop Drawings: 24
1. See Section 01300 — Submittals. 25
2. Product technical data. 26
3. Manufacturer’s delivery, storage, handling, and installation instructions. 27
PART 2 — PRODUCTS 28
2.1 ACCEPTABLE MANUFACTURERS 29
A. Subject to compliance with the Contract Documents, the following Manufacturers are acceptable: 30
1. Geotextile fabric: 31
a. Trevira. 32
b. Polyfelt. 33
c. Mirafi. 34
d. Or approved equal. 35
2.2 MATERIALS 36
A. Geotextile properties shall equal or exceed the minimum average roll values specified: 37
38

21420 GASTON COUNTY OCTOBER 2013 CQA PLAN FOR THE GASTON COUNTY SANITARY LANDFILL — HARDIN SITE
02900 — 2
REQUIRED GEOTEXTILE PROPERTIES
Geotextile Property Test Method Units Value(1)
Geotextile Construction .................. (NW = nonwoven; W = woven) ----- ----- NW(2) or W(3)
Mass per Unit Area (Unit Weight) .. ASTM D5261 oz/yd2 6 (minimum)
Ultraviolet Resistance (500 hours) . ASTM D4355 % 70
Strength Class(4) ............................. AASHTO M288 Class 2
Tensile Properties:
Grab Strength ......................... ASTM D4632 lbs 160 (NW); 250 (W)
Grab Elongation ...................... ASTM D4632 % ≥50 (NW); <50 (W)
Puncture Resistance ...................... ASTM D4833 lbs 55 (NW); 90 (W)
Trapezoidal Tear Strength ............. ASTM D4533 lbs 55 (NW); 90 (W)
Burst Strength ................................ ASTM D3786 psi 200 (NW); 400 (W)
Apparent Opening Size (AOS) ....... ASTM D4751 U.S. Sieve 70+
Permittivity ...................................... ASTM D4491 sec-1 1.0
(1) Minimum Average Roll Value (MARV). (2) Nonwoven geotextiles that have been heat calendered are not acceptable, unless approved by the Engineer in advance.
(3) Woven geotextiles shall be approved in advance by the Engineer. Woven geotextiles formed exclusively with slit film fibers are not acceptable.
(4) AASHTO M288 criteria includes the above listed requirements for Tensile Properties, Puncture Resistance, Trapezoidal Tear Strength, and Burst Strength.
2.3 FABRICATION 1
A. Provide material consisting of non-woven, needle punched geotextiles manufactured from 2
polyester or polypropylene filaments. 3
B. The geotextile materials shall be formulated or manufactured in a manner which stabilizes the 4 resin to ultraviolet light. 5
C. The geotextile materials may be manufactured from either continuous filament or staple fibers. 6
PART 3 — EXECUTION 7
3.1 INSTALLATION 8
A. Install fabric in accordance with manufacturer’s written recommendation. 9
B. Place fabric directly on the prepared surface. 10
C. Place geotextile on all sideslopes in continuous rolls or strips (one Piece) running the full length of 11
the slope (including any bench) from the anchorage at the top of the slope to the base of the 12
slope. No horizontal splices shall be allowed on sideslopes unless approved by the Engineer. 13
D. Overlap loose material from rolls or sheets of geotextile 12 IN, minimum in the longitudinal 14
direction. Thermal welding or sewing shall be performed to bond adjacent sheets of geotextile 15 (where required), with minimum overlap of 4 IN. 16
E. Exercise care when installing to prevent damage to fabric. 17
18
END OF SECTION 19

Division 11
EQUIPMENT

21420 GASTON COUNTY OCTOBER 2013 CQA PLAN FOR THE GASTON COUNTY SANITARY LANDFILL — HARDIN SITE
11006
SECTION 11006

EQUIPMENT: INSTALLATION

TABLE OF CONTENTS

ARTICLE TITLE PAGE

1.1 SUMMARY 1
1.2 QUALITY ASSURANCE 1
1.3 DEFINITIONS 1
1.4 SUBMITTALS 1
2.1 OWNER SUPPLIED EQUIPMENT 1
2.2 MANUFACTURED UNITS 1
2.3 COMPONENTS 2
2.4 ACCESSORIES 2
2.5 FABRICATION 2
2.6 SHOP OR FACTORY PAINT FINISHES 2
3.1 SCHEDULING 2
3.2 INSTALLATION 3
3.3 INSTALLATION CHECKS 3
3.4 FIELD PAINTING AND PROTECTIVE COATINGS 3
3.5 WIRING CONNECTIONS AND TERMINATION 3
3.6 FIELD QUALITY CONTROL 3

21420 GASTON COUNTY OCTOBER 2013 CQA PLAN FOR THE GASTON COUNTY SANITARY LANDFILL — HARDIN SITE
11006 — 1
SECTION 11006 1
EQUIPMENT: INSTALLATION 2
PART 1 — GENERAL 3
1.1 SUMMARY 4
A. Section Includes: 5
1. Installation of Owner Supplied Equipment and supply and installation of equipment appurtenances. 6
B. Related Sections include but are not necessarily limited to: 7
1. Division 0 - Bidding Requirements, Contract Forms, and Conditions of the Contract. 8
2. Division 1 - General Requirements. 9
3. Section 15060 - Pipe and Pipe Fittings: Basic Requirements. 10
1.2 QUALITY ASSURANCE 11
A. Miscellaneous: 12
1. A single manufacturer of a "product" to be selected and utilized uniformly throughout Project 13
even though: 14
a. More than one manufacturer is listed for a given "product" in Specifications. 15
b. No manufacturer is listed. 16
2. Equipment, electrical assemblies, related electrical wiring, instrumentation, controls, and system 17
components shall fully comply with specific NEC area and NEMA 250 and ICS-6 designations. 18
1.3 DEFINITIONS 19
A. Product: Manufactured materials and equipment. 20
B. Equipment: One or more assemblies capable of performing a complete function; mechanical, 21
electrical, instrumentation or other devices requiring an electrical, pneumatic, electronic or 22
hydraulic connection. Not limited to items listed under "Equipment" article within specifications 23
and appendix. 24
C. Installer or Applicator: Installer or applicator is the person actually installing or applying the 25
product in the field at the Project site. 26
1. Installer or applicator are synonymous. 27
1.4 SUBMITTALS 28
A. Shop Drawings: 29
1. See Section 01340 — Shop Drawings, Product Data & Samples; Operation & Maintenance 30
Manuals; and Miscellaneous Submittals. 31
2. Acknowledgment that products submitted comply with the requirements of the standards 32 referenced. 33
3. Manufacturer's delivery, storage, handling, and installation instructions. 34
4. Utility requirements including air, natural gas, electricity, and water. 35
PART 2 — PRODUCTS 36
2.1 OWNER SUPPLIED EQUIPMENT 37
A. None. 38
2.2 MANUFACTURED UNITS 39
A. Electric Motors: 40
1. Provide motors designed and applied in compliance with NEMA, IEEE, and the NEC for specific 41 duty imposed by driven equipment. 42
2. Where frequent starting applications are specified, design for frequent starting duty 43 equivalent to duty service required by driven equipment. 44
3. Design for full voltage starting. 45

21420 GASTON COUNTY OCTOBER 2013 CQA PLAN FOR THE GASTON COUNTY SANITARY LANDFILL — HARDIN SITE
11006 — 2
4. Design bearing life based upon actual operating load conditions imposed by driven equipment. 1
5. Size for altitude of Project. 2
6. Size motors so that, under maximum continuous load imposed by driven equipment, motor 3
nameplate horsepower for continuous operation is minimum of 15 percent more than driven 4
load or provide motor with 1.15 service factor in which case maximum continuous load 5
imposed shall not exceed nameplate horsepower rating of motor. 6
7. Electrical motors greater than 10 HP. 7
a. 230/460 V, 60 HZ, 3 PH supply voltage. 8
8. Motors 15 HP and above having a locked rotor inrush KVA greater than 6.3 times motor 9
horsepower are not acceptable. 10
2.3 COMPONENTS 11
A. Drive Components: 12
1. Size drive equipment capable of supporting full load including losses in power transmission. 13
2. Design drive units for 24 HR continuous service. 14
2.4 ACCESSORIES 15
A. Gages: 16
1. Provide gages in accordance with the Drawings. 17
B. Lifting Eye Bolts or Lugs: 18
1. Provide on all equipment 50 LBS or greater. 19
2. Provide on other equipment or products as specified in the narrow specifications. 20
2.5 FABRICATION 21
A. Design, fabricate, and assemble equipment in accordance with modern engineering and shop practices. 22
B. Manufacture individual parts to standard sizes and gages so that repair parts, furnished at any 23
time, can be installed in field. 24
C. Furnish like parts of duplicate units to be interchangeable. 25
D. Ensure that equipment has not been in service at any time prior to delivery, except as required by 26
tests. 27
2.6 SHOP OR FACTORY PAINT FINISHES 28
A. Electrical Equipment: 29
1. The standard factory-applied paint coating system(s) of the approved manufacturers of the 30
following equipment are acceptable: 31
a. Panel boards. 32
b. Electrical panels. 33
c. Switchboards. 34
d. Switchgear. 35
e. Safety switches. 36
f. Motor starter equipment. 37
g. Motor control centers. 38
h. Transformers. 39
i. Power circuit breakers. 40
2. As an alternate to the acceptable standard factory-applied paint coating systems, a 41
manufacturer may provide a Tnemec two-part Epoxy Paint System approved by Engineer. 42
PART 3 — EXECUTION 43
3.1 SCHEDULING 44
A. Contractor is responsible for scheduling delivery of equipment, installation, and start-up services; 45
and any testing requiring observation by Owner or Owner’s representatives. 46

21420 GASTON COUNTY OCTOBER 2013 CQA PLAN FOR THE GASTON COUNTY SANITARY LANDFILL — HARDIN SITE
11006 — 3
3.2 INSTALLATION 1
A. Install equipment as shown on Drawings and in accordance with manufacturer's directions. 2
B. Utilize templates for anchorage placement for slab-mounted equipment. 3
3.3 INSTALLATION CHECKS 4
A. The Contract services of representative(s) of equipment manufacturer to visit site of work and 5
inspect, check, adjust and approve equipment installation. 6
B. Contractor is responsible for providing personnel competent in electrical and mechanical trades 7
to assist the manufacturer’s representative. 8
C. No additional payment will be made for additional installation checks caused by improper or 9
incomplete installation. 10
D. Contractor will be responsible for any additional expenses or compensation due to the equipment 11
supplier due to improper or incomplete installation. 12
E. Owner shall witness final installation check. 13
3.4 FIELD PAINTING AND PROTECTIVE COATINGS 14
A. For required field painting and protective coatings, provide Tnemec two-part Epoxy Paint System 15
approved by Engineer. 16
3.5 WIRING CONNECTIONS AND TERMINATION 17
A. Clean wires before installing lugs and connectors. 18
B. Coat connection with oxidation eliminating compound for aluminum wire. 19
C. Terminate motor circuit conductors with copper lugs bolted to motor leads. 20
D. Tape uninsulated conductors and connectors with electrical tape, 150 percent of insulation value 21
of conductor. 22
E. Connections to carry full capacity of conductors without temperature rise. 23
F. Terminate spare conductors with electrical tape. 24
3.6 FIELD QUALITY CONTROL 25
A. Inspect wire and connections for physical damage and proper connection. 26
B. Before motor is started to check rotation, determine that motor is lubricated. 27
28
END OF SECTION 29

21420 GASTON COUNTY OCTOBER 2013 CQA PLAN FOR THE GASTON COUNTY SANITARY LANDFILL — HARDIN SITE
11060
SECTION 11060

PUMPING EQUIPMENT: BASIC REQUIREMENTS

TABLE OF CONTENTS

ARTICLE TITLE PAGE

1.1 SUMMARY 1
1.2 QUALITY ASSURANCE 1
1.3 SUBMITTALS 1
2.1 FABRICATION 1
2.2 SOURCE QUALITY CONTROL 2
3.1 INSTALLATION 2
3.2 FIELD QUALITY CONTROL 2

21420 GASTON COUNTY OCTOBER 2013 CQA PLAN FOR THE GASTON COUNTY SANITARY LANDFILL — HARDIN SITE
11060 — 1
SECTION 11060 1
PUMPING EQUIPMENT: BASIC REQUIREMENTS 2
PART 1 — GENERAL 3
1.1 SUMMARY 4
A. Section Includes: 5
1. Pumping equipment. 6
B. Related Sections include but are not necessarily limited to: 7
1. Division 0 — Bidding Requirements, Contract Forms, and Conditions of the Contract. 8
2. Division 1 — General Requirements. 9
3. Section 11006 — Equipment: Installation. 10
4. Section 11095 — Pumping Equipment: Submersible Leachate Pumps. 11
1.2 QUALITY ASSURANCE 12
A. Referenced Standards: 13
1. Hydraulic Institute (HI): 14
a. Standards for centrifugal, rotary, and reciprocating pumps. 15
B. Fully coordinate all mechanical seal systems where specified to ensure pump and seal com-16
patibility. 17
C. For variable speed pumping applications, the pump manufacturer is designated to have single 18
source responsibility for coordination of the pump and VFD drive system. 19
D. Definitions: 20
1. The abbreviations are defined as follows: 21
a. IPS: Iron Pipe Size. 22
b. NPSHR: Net Positive Suction Head Required. 23
c. TDH: Total Differential Head. 24
1.3 SUBMITTALS 25
A. Shop Drawings: 26
1. See Section 11006 — Equipment: Installation. 27
2. Product technical data including: 28
a. Performance data and curves with flow (gpm), head (FT), horsepower, efficiency, NPSH 29
requirements, submergence requirement. 30
b. Pump accessory data. 31
c. Solids passage information. 32
3. Certifications: 33
a. Certified pump performance curves as described in Article 2.4. 34
b. Statement relative to installation and start up per paragraph 3.2–A.4. 35
4. Test Reports: 36
a. Factory hydrostatic test. 37
B. Operation and Maintenance Manuals: 38
1. See Section 01340 — Shop Drawings, Product Data & Samples; Operation & Maintenance 39
Manuals; and Miscellaneous Submittals. 40
PART 2 — PRODUCTS 41
2.1 FABRICATION 42
A. Pump Support: 43
1. Design base to support weight of pump and motor. 44
2. Comply with HI vibration limitations. 45
3. Fabricate to withstand all operating loads transmitted from the pump and drive. 46

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2.2 SOURCE QUALITY CONTROL 1
A. If specifically required in the individual pump specification sections, provide factory tests: 2
1. Adjustable speed units: 3
a. Head (FT) verses flow (gpm) pump curves: 4
1) Maximum, minimum, and two equally spaced intermittent speeds. 5
2) Efficiencies along each curve. 6
3) Brake horsepower along each curve. 7
2. Constant speed units: 8
a. Head (FT) versus flow (gpm) pump curves: 9
1) Efficiencies along curve. 10
2) Brake horsepower along each curve. 11
3. Results certified by a registered professional engineer. 12
4. Pump manufacturer shall conform with HI Standards. 13
B. Statically and dynamically balance each pump per HI standards. 14
PART 3 — EXECUTION 15
3.1 INSTALLATION 16
A. See Section 11006 — Equipment Installation. 17
B. Side Slope Riser Type: 18
1. All piping connections must be made with the pipe in a rigid supported state and without 19 need to apply vertical or side pressure to obtain alignment of the piping with pump flange. 20
2. Assure no unnecessary stresses are transmitted to equipment and discharge piping flanges. 21
3. Field paint units as required with Tnemec two-part Epoxy Paint System approved by Engineer. 22
4. Provide pressure gage on discharge of all pumps (locate in discharge manifold). 23
5. Prior to lifting pump, ensure that all hooks, cables, chains, pump carriage, and hoists are of 24
adequate strength and size. Do not lift by power cable. 25
6. Power cable cannot be spliced. 26
7. Pump carriage shall be stainless steel with Teflon wheels. Wheels shall be aligned to match 27
riser dimensions. 28
3.2 FIELD QUALITY CONTROL 29
A. Provide services of equipment manufacturer's field service representative(s) to: 30
1. Inspect equipment covered by these Specifications. 31
2. Supervise pre-start adjustments and installation checks. 32
3. Conduct initial start up of equipment and perform operational checks. 33
4. Provide a written statement that manufacturer's equipment has been installed properly, 34
started up and is ready for operation by Owner's personnel. 35
5. Instruct Owner's personnel for the specified minimum number of hours at job site on 36
operation and maintenance of each of following pumping equipment: 37
a. Section 11095 — Pumping Equipment: Submersible Leachate Pumps; 2 HRS. 38
39
END OF SECTION 40

21420 GASTON COUNTY OCTOBER 2013 CQA PLAN FOR THE GASTON COUNTY SANITARY LANDFILL — HARDIN SITE
11095
SECTION 11095

PUMPING EQUIPMENT: SUBMERSIBLE LEACHATE PUMPS

TABLE OF CONTENTS

ARTICLE TITLE PAGE

1.1 SUMMARY 1
1.2 QUALITY ASSURANCE 1
1.3 SUBMITTALS 1
2.1 ACCEPTABLE MANUFACTURERS 1
2.2 MATERIALS 1
2.3 EQUIPMENT 2
2.4 ACCESSORIES 2
2.5 FABRICATION 3
2.6 SOURCE QUALITY CONTROL 4

21420 GASTON COUNTY OCTOBER 2013 CQA PLAN FOR THE GASTON COUNTY SANITARY LANDFILL — HARDIN SITE
11095 — 1
SECTION 11095 1
PUMPING EQUIPMENT: SUBMERSIBLE LEACHATE PUMPS 2
PART 1 — GENERAL 3
1.1 SUMMARY 4
A. Related sections include but are not necessarily limited to: 5
1. Section 11060 — Pumping Equipment: General Requirements. 6
1.2 QUALITY ASSURANCE 7
A. Referenced Standards: 8
1. American Iron and Steel Institute (AISI): 9
a. Steel Products Manual. 10
2. American National Standard Institute (ANSI). 11
3. American Society for Testing and Materials (ASTM): 12 a. A48, Standard Specification for Gray Iron Castings. 13
4. Factory Mutual (FM). 14
5. Hydraulic Institute Standards for Centrifugal, Rotary and Reciprocating Pumps (HI). 15
6. National Electrical Manufacturer’s Association (NEMA): 16
a. 250, Enclosures for Electrical Equipment (1000 Volts Maximum). 17
b. ICS 6, Enclosures for Industrial Controls. 18
7. National Fire Protection Agency (NFPA): 19
a. 70-1999, National Electrical Code (NEC). 20
8. Underwriters Laboratories, Inc. (UL). 21
B. It is the intention of these Specifications that the pump, control panel, level controls, and flow 22
meter be sole source (i.e., provided by one supplier) who shall assume responsibility for the 23
operation of the system. 24
1.3 SUBMITTALS 25
A. Shop Drawings: Requirements in Section 11060 — Pumping Equipment: Basic Requirements. 26
B. Operation and Maintenance Manuals: Section 01340 — Shop Drawings, Product Data & Samples; 27
Operation & Maintenance Manuals; and Miscellaneous Submittals. 28
PART 2 — PRODUCTS 29
2.1 ACCEPTABLE MANUFACTURERS 30
A. Subject to compliance with the Contract Documents, the following manufacturers are acceptable: 31
1. Submersible Leachate Pumping System: 32
a. EPG Companies. 33
b. Leachator. 34
c. GunnCo. 35
2. Control Components: 36
a. Square D. 37
b. Westinghouse/Cutler Hammer. 38
c. Siemens. 39
B. Submit requests for substitution in accordance with Section 01640 — Product Substitutions. 40
C. Named manufacturers must provide equipment of the highest quality which complies with the 41
Specification as written. All exceptions must be submitted by the equipment manufacturer for 42
Engineer’s consideration prior to bid. Any deviations or exceptions not approved prior to bid shall 43
be cause for rejection of equipment. 44
2.2 MATERIALS 45
A. Furnish unit component meeting or exceeding the following material specifications: 46
1. Pump case: 304 Stainless Steel. 47

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11095 — 2
2. Motor housing: 304 Stainless Steel. 1
3. Impeller: 304 Stainless Steel. 2
4. Shaft: Stainless Steel, ANSI Series 300 or 400. 3
5. Wear ring: Corrosion and wear resistant materials. 4
6. O-rings: Buna-N or Nitrile rubber or viton. 5
7. Bolts and nuts: Stainless Steel. 6
8. Lower ring seal: Silicon-Carbon. 7
9. Upper ring seal: Carbon-Ceramic. 8
10. Seal metal parts: Stainless Steel. 9
2.3 EQUIPMENT 10
A. Performance Requirements: 11
1. Submersible Leachate Pump (LP-1 Replacement): 12
a. Design condition: 70 gpm at 100 FT TDH. 13
b. Maximum pump speed: 3600 rpm. 14
c. Nameplate horsepower: 2 HP. 15
d. Drive type: Constant speed. 16
e. GunnCo Model P2K 75-5 or equal. 17
2.4 ACCESSORIES 18
A. See Section 11060 — Pumping Equipment: General Requirements. 19
B. Carriage: 20
1. Pump shall be mounted in a 300 series stainless steel carriage sized for use in the specified 21
HDPE riser pipe with a constant inside diameter set at a 2:1 slope. 22
2. The carriage shall provide a low center of gravity and all wheels shall remain in contact with 23
the contour of the riser pipe. 24
3. The carriage shall be designed to allow removal of pump and motor should be required. 25
4. Provide a retrieval cable of 300 series stainless steel complete with stainless steel snap hook 26
and associated hardware. 27
C. Discharge Hose and Fittings: 28
1. Discharge hose shall be rated at 300 psi and -20 DegF to 180 DegF. 29
2. All fittings shall be 300 series stainless steel, as recommended by hose manufacturer. 30
D. Control Panel: 31
1. Interface with the existing control panel, which has the following features: 32
a. The existing control panel provides level control, pump operation, and motor protection. 33
The control panel provides alternating duplex control of the primary pumps and simplex 34
operation of the secondary pump. Control panel power is 480V, 3 phase, 3 wire, 35
grounded wye. 36
b. Control panel is a NEMA 4X stainless steel enclosure with a rain guard and lockable outer 37
cover. The door shall open a minimum of 180 degrees. 38
c. The inner door is a steel dead front mounted on a continuous aircraft type hinge. The 39
dead front door contains cutouts for the mounted equipment and operator accessible 40
equipment, and provide protection of personnel from live internal wiring. 41
d. Operator accessible components mounted on the dead front door shall include the 42
following: 43
1) H-O-A switch for each pump. 44
2) STAND-BY indicating light (amber). 45
3) RUN indicating light (green). 46
4) OVERLOAD indicating light (red). 47
5) Digital read out level indicator. 48
6) Elapsed run time meter. 49
7) Main disconnect breaker switch. 50
8) Pump breaker switch. 51
9) Control circuit breaker switch. 52
10) Digital read-out flowmeter. 53
e. The panel power distribution includes necessary components and is wired with standard 54
copper conductors rated at 90 DegC. Control wiring shall be a minimum of 16 gauge and 55
installed in Panduit type wiring trays. 56
f. Breakers: 57

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1) Individual circuit breakers are provided for main power, pump, and control circuits. 1
All circuit breakers shall be heavy-duty thermal magnetic or motor circuit protectors 2
similar and equal to Square D type FAL. Circuit breakers are indicating type, 3
providing ON-OFF-TRIP positions. When the breaker is tripped automatically, the 4
handle shall assume a middle position indicating TRIP. 5
2) Thermal magnetic breakers are quick-make and quick break on manual and 6
automatic operation and have inverse time characteristics secured through the use 7
of bi-metallic tripping elements supplemented by a magnetic trip. 8
3) Breakers are designed so that an overload on one pole automatically trips and opens 9
all legs. Field installed handle ties are not acceptable. 10
g. Motor starter is open frame, across the line, NEMA rated with individual overload 11
protection in each leg. Motor starter contact and coil are replaceable from the front of 12
the starter without removing it from its position. Overload heaters are block type, 13
utilizing melting alloy spindles and shall provide visual trip indication and an alarm 14
contact for alarming signals. The overload is sized for the full load amperage draw of 15
the pump. Adjustable type overloads, definite purpose contactors, fractional size 16
starters, and horsepower rated contactors or relays are not acceptable. 17
h. A control transformer is used to provide the 120 VAC for control circuits. 18
i. Transient voltage surge suppression (TVSS) is provided on incoming power and on control 19
voltage source. Device is UL 1449 listed. 20
j. A thermostat controlled heater is provided to control the inside temperature above the 21
dew point to alleviate the buildup of condensate in the control enclosure. 22
k. A corrosion inhibitor is provided with the enclosure. 23
l. A top-mounted red visual high level alarm beacon, which shall be weatherproof and 24
shatterproof, is provided with a 40 watt light. 25
E. Level Control: 26
1. A panel mounted controller with digital readout display provides level indication of the 27
sideslope sump. The pump “ON-OFF-HIGH LEVEL” selection is through level 28
indicating/controller that allows check/adjustment of level settings and screwdriver 29
adjustment operation. The controller unit will accept a 4 to 20 ma signal from the 30
transducer and provide a level indication readout of 0 to 138 inches of liquid. 31
2. A submersible transducer is provided. The transducer is 316 stainless steel and shall be 32
mounted to the pump carriage. The unit provides a 4 to 20 ma signal output to the control 33
unit over the entire range at levels encountered in the basin. Static accuracy rating is not 34
less than 1.0 percent. A sensor mounted surge arrestor is installed. 35
3. Coordinate operation of Pump LP-1 with existing level control system including provision of 36
all required ancillary equipment required for a complete and operational system. 37
F. Cable Fittings: 38
1. Non-metallic gas tight cable exit fittings properly sized for the power and control cables shall 39 be provided. 40
G. Existing Flow Meter System: 41
1. Flow meter system is designed to register flow and record totalized flow rate for each pump. 42
2. Sensor is paddlewheel type and designed to ensure unimpeded operation. Sensor is linear 43
with a repeatability factor of ±.5 percent. 44
3. Flow meter is front panel programmable and includes LCD display. Each unit includes a bi-45
directional, 8-digit flow rate and recording totalizer. 46
2.5 FABRICATION 47
A. General: 48
1. Provide pumps capable of handling primary landfill leachate. 49
2. Design pump to allow for removal without entering the wet well and without removal of 50
bolts, nuts, or other fastenings. 51
B. Impeller: 52
1. Provide closed impeller in accordance with Hydraulic Institute Standards. 53
2. Provide wear ring as necessary to assure efficient sealing between volute and impeller. 54
C. Shaft: 55
1. Design pump shaft of sufficient size to transmit full driver output. 56
2. Use shaft which is accurately machined and constructed with sufficient materials. 57

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D. Bearings: 1
1. Support shaft on upper and lower permanently lubricated bearings with a minimum B-10 life 2
of 15,000 HRS. 3
E. Motors: 4
1. Provide motor of totally submersible design, constructed with epoxy or poly-seal 5
encapsulated windings, air-filled or dielectric oil filled, with Class F insulation and rated for 6
continuous duty operation. 7
2. Motor shall be 3 Phase, 60 cycle, 480 V. 8
F. Miscellaneous: 9
1. Provide pump fit-up as required to use existing 3 IN discharge piping and safety retrieved 10
cable. 11
2.6 SOURCE QUALITY CONTROL 12
A. Secure from the pump manufacturer the following inspections and tests on each pump before 13
shipment from factory: 14
1. Check impeller, motor rating, and electrical connections for compliance with Specification. 15
2. Test motor and cable insulation for moisture content or insulation defects. 16
3. Run pump for 30 minutes submerged. 17
PART 3 — EXECUTION — NOT USED. 18
END OF SECTION 19

Division 15
MECHANICAL

21420 GASTON COUNTY OCTOBER 2013 CQA PLAN FOR THE GASTON COUNTY SANITARY LANDFILL — HARDIN SITE
15010
SECTION 15010

MECHANICAL: BASIC REQUIREMENTS

TABLE OF CONTENTS

ARTICLE TITLE PAGE

1.1 SUMMARY 1
1.2 WORK INCLUDED 1
1.3 QUALITY ASSURANCE 1
1.4 DEFINITIONS 2
1.5 SUBMITTALS 2
1.6 PERMITS 2
2.1 MATERIALS 2
2.2 ELECTRICAL CONNECTIONS TO EQUIPMENT 2
3.1 INSTALLATION 3
3.2 CONTROLS 4
3.3 FINAL CLOSE-OUTS 4
3.4 FINAL TESTS 4

21420 GASTON COUNTY OCTOBER 2013 CQA PLAN FOR THE GASTON COUNTY SANITARY LANDFILL — HARDIN SITE
15010 — 1
SECTION 15010 1
MECHANICAL: BASIC REQUIREMENTS 2
PART 1 — GENERAL 3
1.1 SUMMARY 4
A. Section Includes: 5
1. Mechanical equipment. 6
B. Related Sections include but are not necessarily limited to: 7
1. Division 0 - Bidding Requirements, Contract Forms, and Conditions of the Contract. 8
2. Division 1 - General Requirements. 9
3. Section 11006 - Equipment: Installation. 10
1.2 WORK INCLUDED 11
A. Furnish and install mechanical equipment, accessories, supports, and devices in accordance with 12
the specifications and drawings and in compliance with the latest BOCA and applicable codes, and 13
within approval of the authority having jurisdiction. Capacities and ratings of equipment, devices, 14
etc. in general are shown on the Drawings. 15
B. Contractor shall coordinate all work with that of other trades, and shall coordinate all equipment 16
and device locations with the Owner and Engineer, and other Contractors where applicable. 17
C. Prior to start of Work, the Contractor shall coordinate with the Owner and structure to verify 18
locations, supports, and requiring openings for equipment, devices, and related connections. 19
1.3 QUALITY ASSURANCE 20
A. Comply with requirements of Section 11006 — Equipment: Installation. 21
B. Perform work in strict accordance with rules, regulations, codes, ordinances, or laws of local, 22
state, and federal governments, and of other authorities having lawful jurisdiction. Such rules, 23 regulations, codes, ordinances, or laws include but are not necessarily limited to the following: 24
1. State building and fire codes. 25
2. State plumbing and mechanical codes. 26
3. National Electric Code (NEC). 27
4. National Fire Protection Association (NFPA). 28
5. Occupational Safety and Health Act (OSHA). 29
C. Referenced Standards: 30
1. American National Standards Institute (ANSI): 31
a. B40.1, Gauges-Pressure Indicating Dial Type Elastic Element. 32
2. American Society of Mechanical Engineers (ASME). 33
3. American Society for Testing and Materials (ASTM): 34
a. A572, Standard Specification for High-Strength, Low-Alloy, Columbium-Vanadium 35
Structural Steel. 36
4. Factory Mutual Association (FM). 37
5. Instrument Society of America (ISA): 38
a. S20, Specification Forms for Process Measurement and Control Instruments, Primary 39
Elements and Control Valves. 40
6. National Electric Manufacturers Association (NEMA). 41
D. Installation shall be in strict accordance with the North Carolina Statewide Building Code and in 42
accordance with mandates of the local building officials. 43
E. The general arrangement and locations of equipment, apparatus, etc. are indicated by the 44
drawings and shall be installed in accordance therewith; with the exception of such changes as 45
may be required on account of other trades. Contractor shall coordinate work with installation of 46
other trades. Work shall be coordinated by the Contractor as to scheduling, dimensioning and 47
location of equipment. Major items are shown on the project plans. Contractor shall be 48
responsible for all incidental items required to provide a complete and functional system. 49

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F. Trade names and catalog numbers shall be interpreted as establishing a general design and 1
standard of quality and shall not be constructed as limiting competition. Unless stated otherwise, 2
the Contractor may use any article which, in his judgment, and with written comment from the 3
Engineer indicating no objection, is equal or superior to that specified. Drawings showing changes 4
or revisions required by the substitution for specified items shall be submitted with the shop 5
drawing data, and the costs of all such changes shall be borne by the Contractor. 6
G. All required wall and slab openings shall be coordinated by the Contractor. 7
1.4 DEFINITIONS 8
A. Installer or Applicator: Installer or applicator is the person actually installing or applying the 9
product in the field at the Project site. 10
1. Installer or applicator are synonymous. 11
1.5 SUBMITTALS 12
A. See Section 01340 – Shop Drawings, Product Data & Samples; Operation & Maintenance Manuals; 13
and Miscellaneous Submittals. 14
B. Operation and Maintenance Manuals: 15
1. See Section 01340 - Shop Drawings, Product Data & Samples; Operation & Maintenance 16
Manuals; and Miscellaneous Submittals. 17
1.6 PERMITS 18
A. Permits, Fees, Licenses, and Inspections: 19
1. Make arrangements for, obtain, and pay for necessary permits, licenses, and inspections. Pay 20
necessary fees in conjunction with mechanical work. 21
PART 2 — PRODUCTS 22
2.1 MATERIALS 23
A. Connections: 24
1. Use couplings of type and material specified under each piping specification. 25
2. Make connections between couplings and flanged equipment with flanges and flexible couplings. 26
3. Make connections to flanged valves and equipment using ANSI type flanges. In no case shall 27
flange pressure ratings be less than equipment served or system operating pressure. 28
B. Pipes and Anchors: 29
1. Furnish and install pipe anchors and supports as indicated, or as required to permit complete 30
installation of system. 31
2. Anchors of sufficient strength, structural shapes, and stainless steel rods with turnbuckles are 32
acceptable unless detailed otherwise. 33
3. Provide hanger rod-anchoring devices, installed in concrete, of hard metal type which do not 34
depend on soft lead for their holding power. 35
C. Equipment Anchors: 36
1. Comply to requirements of Section 11006 - Equipment: Installation. 37
2.2 ELECTRICAL CONNECTIONS TO EQUIPMENT 38
A. Starters: Each piece of mechanical equipment requiring a motor starter shall be provided with 39
such by the Contractor, sized and rated to accommodate the supplied piece of equipment. Starter 40
shall be combination starter type, and shall include HOA switch, overload heaters for the specific 41
installed motor, overcurrent device, lockout capability, start/stop/auto/off/run pilot lights, 42
unitary enclosure, and accessories as required for the specific motor and associated controls. 43
Starters shall be wall mounted except that for fractional horsepower motors, starters may be unit 44
mounted in an accessible and visual location. 45
B. Coordinate locations with Owner. 46
C. Disconnects: Each piece of mechanical equipment requiring a disconnect shall be provided with 47
such by the Mechanical Contractor, sized and rated to accommodate the supplied piece of 48

21420 GASTON COUNTY OCTOBER 2013 CQA PLAN FOR THE GASTON COUNTY SANITARY LANDFILL — HARDIN SITE
15010 — 3
equipment. All equipment utilizing motor power or electric heat shall be supplied with a local 1
disconnect. Disconnect shall be quick-make, quick-break type, and shall include lockout capability 2
and heavy duty construction. Provide fused type disconnect for each equipment piece. Locate 3
disconnect on wall in an accessible location, except that fractional horsepower motors may have 4
disconnects unit mounted if in an accessible and visual location. Coordinate all ratings and 5
electrical characteristics with actual equipment installed and voltage to which connected. 6
PART 3 — EXECUTION 7
3.1 INSTALLATION 8
A. Cutting, Fitting, Repairing, Patching, and Finishing: 9
1. Arrange and pay for cutting, fitting, repairing, patching, and finishing of work of other trades 10
where it is necessary to disturb such work to permit installation of mechanical work. Perform 11
work only with craftsmen skilled in their respective trades. 12
2. Avoid cutting, insofar as possible, by setting sleeves, frames, and related work and by 13
requesting openings in advance. Assist other trades in securing correct location and 14
placement of rough-frames, sleeves, openings, and related work for piping. 15
3. Where alterations are necessary, including outside trenching, disturbing lawns, walks, paving, 16
etc., or where new or old work join, cut, remove, patch, repair surfaces and leave in as good 17
condition as existed prior to start of work. 18
B. Installation of Equipment: 19
1. Comply to requirements of Section 11006 - Equipment: Installation. 20
2. Use galvanized structural steel installed in areas of high humidity or locations where moisture 21
may collect due to condensation. 22
3. Use structural steel members conforming to ASTM A572, GR50. Furnish with shop coat of 23
primer. Retouch primer after field welding. 24
C. Provisions for Later Installation: 25
1. When mechanical work cannot be installed as structure is being erected, provide and arrange for 26
building-in of boxes, sleeves, insets, fixtures or devices necessary to permit installation later. 27
Lay out chases, holes or other openings, which must be provided in concrete or other work. 28 2. Verify nature and arrangements of materials and construction to which this work attaches or 29
passes through. 30
D. Access to Equipment for Maintenance: 31
1. Install equipment and piping in such manner as to permit access for normal maintenance. 32
Maintain easy access to motors, drives, compressors, and arrange piping, conduit, and related 33
work to facilitate maintenance. Perform relocation of pipes and other obstacles required to 34
permit access at request of Engineer at no additional cost to Owner. 35
E. Access Doors: 36
1. Access doors shall be provided for all concealed devices, controls, dampers, damper 37
operators and any other equipment or materials requiring inspection or maintenance. Access 38
doors shall be furnished for floors, walls and surfaces, of adequate size so that concealed 39
items will be readily accessible for servicing or for removal and replacement if necessary. 40
Even with use of access doors, maintain all draftstopping and firestopping requirements, 41
regardless of need for access opening. Access doors in fire-resistant rated assemblies shall 42
comply with NfiPA 80-1995 as a minimum. 43
F. Conditions: Examine the areas and conditions under which work of this Section will be performed. 44
Correct conditions detrimental to timely and proper completion of Work. Do not proceed until 45
unsatisfactory conditions are corrected. 46
G. Locations: Install all components in the general locations indicated on the Drawings, unless 47
prevented by actual Project conditions. Exact locations of all components shall be governed by 48 the actual construction. The Contractor shall investigate all structural, electrical, and finish 49
conditions affecting the Mechanical work and shall arrange the Mechanical work accordingly, 50
providing all offsets, transitions, and other components required to properly complete the work of 51
this Section, whether or not such components are indicated on the Drawings. 52
H. Methods: Coordinate location of equipment, hangers, devices, and control elements. Locate 53
hanger and equipment clear of windows, doors, openings, lighting fixtures, and other services and 54

21420 GASTON COUNTY OCTOBER 2013 CQA PLAN FOR THE GASTON COUNTY SANITARY LANDFILL — HARDIN SITE
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utilities. Follow manufacturer’s published recommendations for installation methods not 1
otherwise specified herein. Locate mechanical equipment and associated control systems and 2
related components to allow convenient access for repair, inspection, and general preventative 3
maintenance. 4
I. Supports: Equipment and device hangers must be supported from the structural system in a manner 5
approved by the Structural Engineer. Coordinate locations and installation of hangers with structure, 6
electrical work, and other trades, to prevent interference with fixtures and equipment. 7
J. Hardware: The following support hardware will NOT be permitted for this project: use of chain, 8
wire, or perforated strap hangers; use of wood for blocking, stays and bracing; use of hangers 9
suspended form piping, equipment, or other non-structural item or system. 10
K. Equipment: Field check and lubricate equipment requiring lubrication prior to initial operation. 11
Verify rotation of all equipment pieces. Protect equipment pieces prior to installation as 12
recommended by the equipment manufacturer. 13
L. Testing: Coordinate with the Engineer and Owner and have all work inspected and tested at 14
intervals as required by the Contract Documents and the Engineer. 15
M. Protection and Cleaning: 16
1. Equipment and materials shall be carefully handled, properly stored, and adequately 17
protected to prevent damage before and during installation, in accordance with the 18
manufacturer's recommendations and as approved by the Engineer and Owner. Damaged or 19
defective items in the opinion of the Engineer or Owner shall be replaced with new. Handle 20
and install units and accessories in accordance with the manufacturer’s printed instructions. 21
2. Protect all finished parts of equipment, such as shafts and bearings where accessible, from 22
rust prior to operation by means of protective grease coating and wrapping. Close pipe 23
openings with caps or plugs during installation. Tightly cover and protect equipment against 24
dirt, water, chemical, or mechanical injury. At completion of all work thoroughly clean 25
exposed materials and equipment. 26
3. Provide temporary filters in all moving air systems for use during construction: install a 27
temporary set of filters during construction and installation; after substantial completion is 28
reached, provide a clean set of "standard" unit filters during testing and balancing 29
procedures, and provide again a clean set at project close-out. (Minimum of three complete 30
filter sets prior to acceptance by Owner.) 31
N. Painting: 32
1. If factory finish on equipment is damaged in shipment or refinish equipment to satisfaction of 33
Engineer. 34
3.2 CONTROLS 35
A. Perform operational tests as required to verify that the system as installed complies with all 36
specified requirements. 37
3.3 FINAL CLOSE-OUTS 38
A. Spare Materials: Provide as spare to the Owner the following materials: four complete sets of 39
each filter size and type installed; keys to thermostat covers. 40
B. Documentation: Provide all documentation including approved final as-built drawings to the 41
Owner and Engineer. 42
3.4 FINAL TESTS 43
A. Upon completion of the work (at the final inspection), the Contractor shall make a final test in 44
the presence of the Engineer and Owner. With all equipment operating and all controls in 45
automatic position, the systems and equipment shall be proven to operate satisfactorily with all 46
equipment controlled automatically. If not, adjustments and corrections shall be made until 47
satisfactory operation is achieved. 48
49
END OF SECTION 50

21420 GASTON COUNTY OCTOBER 2013 CQA PLAN FOR THE GASTON COUNTY SANITARY LANDFILL — HARDIN SITE
15060
SECTION 15060

PIPE AND PIPE FITTINGS: BASIC REQUIREMENTS

TABLE OF CONTENTS

ARTICLE TITLE PAGE

1.1 SUMMARY 1
1.2 QUALITY ASSURANCE 1
1.3 SYSTEM DESCRIPTION 2
1.4 SUBMITTALS 2
1.5 DELIVERY, STORAGE, AND HANDLING 3
2.1 ACCEPTABLE MANUFACTURERS 3
2.2 PIPING SPECIFICATION SCHEDULES 4
2.3 COMPONENTS AND ACCESSORIES 4
3.1 EXTERIOR BURIED PIPING INSTALLATION 4
3.2 EXPOSED EXTERIOR PIPING INSTALLATION 5
3.3 CONNECTIONS WITH EXISTING PIPING 6
3.4 PRESSURE GAGES 6
3.5 FIELD QUALITY CONTROL 6
3.6 CLEANING 8
3.7 LOCATION OF BURIED OBSTACLES 8
3.8 PIPE AND FITTING INSULATION 8
3.9 PIPING SPECIFICATION SCHEDULES 8

21420 GASTON COUNTY OCTOBER 2013 CQA PLAN FOR THE GASTON COUNTY SANITARY LANDFILL — HARDIN SITE
15060 — 1
SECTION 15060 1
PIPE AND PIPE FITTINGS: BASIC REQUIREMENTS 2
PART 1 — GENERAL 3
1.1 SUMMARY 4
A. Section Includes: 5
1. Process piping systems. 6
2. Utility piping systems. 7
3. Plumbing piping systems. 8
B. Related Sections include but are not necessarily limited to: 9
1. Division 0 – Bidding Requirements, Contract Forms, and Conditions of the Contract. 10
2. Division 1 – General Requirements. 11
3. Section 11006 – Equipment: Installation. 12
4. Section 15100 – Valves: Basic Requirements. 13
5. Section 15183 – Pipe, Duct, and Equipment Insulation. 14
1.2 QUALITY ASSURANCE 15
A. Referenced Standards: 16
1. American National Standards Institute (ANSI): 17
a. B16.3, Malleable Iron Threaded Fittings. 18
b. B16.5, Pipe Flanges and Flanged Fittings. 19
c. B16.9, Factory-Made Wrought Steel Butt-Welding Fittings. 20
d. B16.22, Wrought Copper and Bronze Solder – Joint Pressure Fittings. 21
e. B16.26, Cast Copper Alloy Fittings for Flared Copper Tubes. 22
f. B36.19, Stainless Steel Pipe. 23
g. B40.1, Gauges – Pressure Indicating Dial Type – Elastic Element. 24
h. ANSI/AWWA C110/A21.10, Ductile Iron and Gray Iron Fittings, 3 IN through 48 IN for 25
Water and Other Liquids. 26
i. ANSI/AWWA C115/A21.15, Flanged Ductile Iron Pipe with Threaded Flanges. 27
j. ANSI/AWWA C151/A21.51, Ductile-Iron Pipe, Centrifugally Cast In Metal Molds or Sand-28
Lined Molds for Water or Other Liquids. 29
k. C207, Standard for Steel Pipe Flanges for Waterworks Service – Sizes 4 IN through 144 IN. 30
2. American Society for Testing and Materials (ASTM): 31
a. A53, Standard Specification for Pipe, Steel, Black and Hot-Dipped, Zinc-Coated Welded 32
and Seamless. 33
b. A74, Cast-Iron Soil Pipe and Fittings. 34
c. A106, Standard Specification for Seamless Carbon Steel Pipe for High-Temperature 35
Service. 36
d. A126, Standard Specification for Gray Iron Castings for Valves, Flanges and Pipe Fittings. 37
e. A182, Standard Specification for Forged or Rolled Alloy Steel Pipe Flanges, Forged 38
Fittings and Valves and Parts for High Temperature Service. 39
f. A197, Standard Specification for Cupola Malleable Iron. 40
g. A234, Standard Specification for Pipe Fittings of Wrought Carbon Steel and Alloy Steel for 41 Moderate and Elevated Temperatures. 42
h. A269, Specification for Seamless and Welded Austenitic Stainless Steel Tubing for 43 General Service. 44
i. A312, Standard Specification for Seamless and Welded Austenitic Stainless Steel Pipes. 45
j. A518, Corrosion-Resistant High-Silicon Cast-Iron. 46
k. A536, Standard Specification for Ductile Iron Castings. 47
l. A774, Standard Specification for As-Welded Wrought Austenitic Stainless Steel Fittings for 48
General Corrosive Service at Low and Moderate Temperatures. 49
m. A778, Standard Specification for Welded, Unannealed Austenitic Stainless Steel Tubular 50
Products. 51
n. D1785, Specification for Rigid Poly Vinyl Chloride (PVC) Compounds and Chlorinated Poly 52
Vinyl Chloride (CPVC) Compounds. 53
o. D2466, Socket Type (PVC) Plastic Pipe Fittings, Schedule 40. 54
p. D2467, Socket Type (PVC) Plastic Pipe Fittings, Schedule 80. 55

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q. D2513, Thermoplastic Gas Pressure Pipe, Tubing, and Fittings. 1
r. D2683, Standard Specification for Socket-Type Polyethylene Fittings for Outside 2
Diameter-Controlled Polyethylene Pipe and Tubing. 3
s. D3212, Standard Specification for Joints for Drain and Sewer Plastic Pipe Using Flexible 4
Elastomeric Seals. 5
t. D3261, Standard Specification for Butt Heat Fusion Polyethylene (PE) Plastic Fittings for 6
Polyethylene (PE) Plastic Pipe and Tubing. 7
u. D4101, Standard Specification for Propylene Plastic Injection and Extrusion Materials. 8
v. F438, Standard Specification for Socket-Type Chlorinated Poly(Vinyl Chloride) (CPVC) 9
Plastic Pipe Fittings, Schedule 40. 10
w. F439, Standard Specification for Socket-Type Chlorinated Poly(Vinyl Chloride) (CPVC) 11
Plastic Pipe Fittings, Schedule 40. 12
x. F441, Standard Specification for Chlorinated Poly(Vinyl Chloride) (CPVC) Plastic Pipe, 13
Schedules 40 and 80. 14
y. F491, Poly (Vinylidene Fluoride) (PVDF) Plastic Lined Ferrous Metal Pipe and Fittings. 15
3. American Water Works Association (AWWA): 16
a. B300, Standard for Hypochlorites. 17
b. ANSI/AWWA C111/A21.11, Rubber-Gasket Joints for Ductile Iron and Gray Iron Pressure 18
Pipe and Fittings. 19
c. C200, Steel Water Pipe 6 IN and Larger. 20
d. C207, Steel Pipe Flanges for Waterworks Service – Sizes 4 IN through 144 IN. 21
e. C208, Dimensions for Fabricated Steel Water Pipe Fittings. 22
f. C301, Prestressed Concrete Pressure Pipe, Steel Cylinder Type, for Water and Other 23
Liquids. 24
g. C606, Grooved and Shouldered Joints. 25
h. C651, Standard for Disinfecting Water Mains. 26
4. Cast Iron Soil Pipe Institute (CISPI): 27
a. 301, Hubless Cast-Iron Sanitary System: With No Hub Pipe and Fittings. 28 5. National Fire Protection Association (NFPA). 29
6. Underwriters Laboratory, Inc. (UL). 30
B. Coordinate flange dimensions and drillings between piping, valves, and equipment. 31
1.3 SYSTEM DESCRIPTION 32
A. Piping Systems Organization and Definition: 33
1. Piping services are grouped into designated systems according to the chemical and physical 34
properties of the fluid conveyed, system pressure, piping size and system materials of 35
construction. 36
2. Table A below defines each service classification, its symbol, and the designated system 37
classification number of each service. 38
Table A
Piping Services
Service System
Leachate Collection (perforated pipe) 1
Leachate Collection (non-perforated pipe) 1
Leachate Recirculation 2
Side Slope Pump Station – Manifold/Metering 3
39
3. See PIPING SPECIFICATION SCHEDULES in PART 3. 40
1.4 SUBMITTALS 41
A. Shop Drawings: 42
1. See Section 01340 – Shop Drawings, Product Data & Samples; Operation and Maintenance 43
Manuals; and Miscellaneous Submittals. 44
2. Fabrication and/or layout drawings: 45
a. Exterior yard piping drawings (minimum scale 1 IN equals 10 FT) with information 46
including: 47
1) Dimensions of piping lengths. 48
2) Invert or centerline elevations of piping crossings. 49

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3) Acknowledgment of bury depth requirements. 1
4) Details of fittings, tapping locations, thrust blocks, restrained joint segments, and 2
related appurtenances. 3
5) Acknowledge designated valve or gate tag numbers, manhole numbers, instrument 4
tag numbers, pipe and line numbers. 5
6) Line slopes and vents. 6
b. Interior piping drawings (minimum scale 1/8 IN equals 1 FT) with information including: 7
1) Dimensions of piping from column lines or wall surfaces. 8
2) Invert or Centerline dimensions of piping. 9
3) Centerline elevation and size of intersecting ductwork, conduit/conduit racks, or 10
other potential interferences requiring coordination 11
4) Location and type of pipe supports and anchors. 12
5) Locations of valves and valve actuator type. 13
6) Details of fittings, tapping locations, equipment connections, flexible expansion 14
joints, connections to equipment, and related appurtenances. 15
7) Acknowledgment of valve, equipment and instrument tag numbers. 16
8) Provisions for expansion and contraction. 17
9) Line slopes and air release vents. 18
10) Rough-in data for plumbing fixtures. 19
c. Schedule of interconnections to existing piping and method of connection. 20
3. Product technical data including: 21
a. Acknowledgment that products submitted meet requirements of standards referenced. 22
b. Copies of manufacturer's written directions regarding material handling, delivery, 23
storage and installation. 24
c. Separate schedule sheet for each piping system scheduled in this Section showing 25
compliance of all system components. Attach technical product data on gaskets, pipe, 26
fittings, and other components. 27
4. Qualifications: 28 a. Qualifications of lab performing disinfection analysis on water systems. 29
5. Test reports: 30
a. Copies of pressure test results on all piping systems. 31
b. Reports defining results of dielectric testing and corrective action taken. 32
c. Disinfection test report. 33
d. Notification of time and date of piping pressure tests. 34
B. Operation and Maintenance Manuals: 35
1. See Section 01340 – Shop Drawings, Product Data & Samples; Operation & Maintenance 36
Manuals; and Miscellaneous Submittals. 37
1.5 DELIVERY, STORAGE, AND HANDLING 38
A. Protect pipe coating during handling using methods recommended by manufacturer. Use of bare 39 cables, chains, hooks, metal bars, or narrow skids in contact with coated pipe is not permitted. 40
B. Prevent damage to pipe during transit. Repair abrasions, scars, and blemishes. If repair of 41
satisfactory quality cannot be achieved, replace damaged material immediately. 42
PART 2 — PRODUCTS 43
2.1 ACCEPTABLE MANUFACTURERS 44
A. Subject to compliance with the Contract Documents, the following manufacturers are acceptable: 45
1. Dry disconnect couplings: 46
a. Kamlock. 47
b. Or approved equal. 48 2. Dielectric flange kit: 49
a. PSI. 50
b. Maloney. 51
c. Central Plastics. 52
d. Or approved equal. 53
3. Pipe saddles (for gage installation): 54
a. Dresser Style 91 (steel and ductile iron systems). 55
b. Dresser Style 194 (non-metallic systems). 56

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c. Or approved equal. 1
4. Flexible connector: 2
a. Proco Products, Inc., Series 240 and 242. 3
b. Red Valve Company. 4
c. Or approved equal. 5
B. Submit requests for substitution in accordance with Section 01640 – Product Substitutions. 6
2.2 PIPING SPECIFICATION SCHEDULES 7
A. Piping system materials, fittings, and appurtenances are subject to requirements of specific 8
piping specification schedules located at the end of PART 3 of this Section. 9
2.3 COMPONENTS AND ACCESSORIES 10
A. Insulating Components: 11
1. Dielectric flange kits: 12
a. Flat faced. 13
b. 1/8 IN thick dielectric gasket, phenolic, non-asbestos. 14
c. Suitable for 175 psi, 210°F. 15
d. 1/32 IN wall thickness bolt sleeves. 16
e. 1/8 IN thick phenolic insulating washers. 17
B. Protective Coating and Lining: 18
1. Include pipe, fittings, and appurtenances where coatings, linings, paint, tests and other items 19 are specified. 20
2. Shop prime pipe schedule to receive field painting. 21
3. Field paint pipe with approved Epoxy-Polyamide Primer and Epoxy-Polyamide or Acrylic 22
Polyurethane Aliphatic Top Coats as manufactured by Tnemec. 23
C. Valves: 24
1. See schematics and details for definition of manual valves used in each system under 4 IN in 25
size. See the Drawings for valve types 4 IN and above and for automatic valves used in each 26
system. 27
2. See Section 15100 – Valves: Basic Requirements. 28
D. Flexible Connectors: 29
1. Filled, spherical type. 30
2. Single arch. 31
PART 3 — EXECUTION 32
3.1 EXTERIOR BURIED PIPING INSTALLATION 33
A. Unless otherwise shown on the Drawings, provide a minimum of 3 FT earth cover over exterior 34
buried piping systems and appurtenances conveying water, fluids, or solutions subject to freezing. 35
B. Install expansion devices as necessary to allow expansion and contraction movement. 36
C. Laying Pipe In Trench: 37
1. Excavate and backfill trench in accordance with common utility practice (outside of fill area) 38
as directed by Engineer (within fill area). 39
2. Clean each pipe length thoroughly and inspect for compliance to Specifications. 40
3. Grade trench bottom and excavate for pipe bell and lay pipe on trench bottom. 41
4. Install gasket or joint material according to manufacturer's directions after joints have been 42
thoroughly cleaned and examined. 43
5. Except for first two joints, before making final connections of joints, install two full sections 44
of pipe with earth tamped along side of pipe or final with bedding material placed. 45
6. Lay pipe in only suitable weather with good trench conditions. Never lay pipe in water 46
except where approved by Engineer. 47
7. Seal open end of line with watertight plug if pipe laying stopped. 48 8. Remove water in trench before removal of plug. 49

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D. Lining Up Push-On Joint Piping: 1
1. Lay piping on route lines shown on Drawings. 2
2. Deflect from straight alignments or grades by vertical or horizontal curves or offsets. 3
3. Observe maximum deflection values stated in manufacturer's written literature. 4
4. Provide special bends when specified or where required alignment exceeds allowable 5
deflections stipulated. 6
5. Install shorter lengths of pipe in such length and number that angular deflection of any joint, 7
as represented by specified maximum deflection, is not exceeded. 8
E. Anchorage and Blocking: 9
1. Provide reaction blocking, anchors, joint harnesses, or other acceptable means for preventing 10
movement of piping caused by forces in or on buried piping tees, wye branches, plugs, or 11
bends. 12
2. Place concrete blocking so that it extends from fitting into solid undisturbed earth wall. 13
Concrete blocks shall not cover pipe joints. 14
3. Provide bearing area of concrete in accordance with drawing detail. 15
F. Install insulating components where dissimilar metals are joined together. 16
3.2 EXPOSED EXTERIOR PIPING INSTALLATION 17
A. Install piping in vertical and horizontal alignment as shown on Drawings. 18
B. Alignment of piping smaller than 4 IN may not be shown. However, install according to Drawing 19
intent and with clearance and allowance for: 20
1. Expansion and contraction. 21
2. Operation and access to equipment. 22
3. Space for working areas. 23
4. System drainage. 24
C. Enter and exit through structure walls, floor and slabs using penetrations and seals as approved by 25
Engineer and shown on the Drawings. 26
D. Install vertical piping runs plumb and horizontal piping runs parallel with structure walls. 27
E. Pipe Support: 28
1. Use methods of piping support as shown on Drawings. 29
2. Where pipes run parallel and at same elevation or grade, they may be grouped and supported 30
from common trapeze-type hanger, provided hanger rods are increased in size as specified 31
for total supported weight. The pipe in the group requiring the least maximum distance 32
between supports shall set the distance between trapeze hangers. 33
3. Size pipe supports with consideration to specific gravity of liquid being piped. 34
F. Locate and size sleeves and castings required for piping system. Arrange for chases, recesses, 35
inserts or anchors at proper elevation and location. 36
G. Use reducing fittings throughout piping systems. Bushings will not be allowed unless specifically 37
approved. 38
H. Install expansion devices as necessary to allow expansion/contraction movement. 39
I. Provide full face gaskets on all systems. 40
J. Anchorage and Blocking: 41
1. Block, anchor, or harness exposed piping subjected to forces in which joints are installed to 42
prevent separation of joints and transmission of stress into equipment or structural 43
components not designed to resist those stresses. 44
K. Equipment Pipe Connections: 45
1. Equipment – General: 46

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a. Exercise care in bolting flanged joints so that there is no restraint on the opposite end of 1
pipe or fitting which would prevent uniform gasket pressure at connection or would 2
cause unnecessary stresses to be transmitted to equipment flanges. 3
b. Where push-on joints are used in conjunction with flanged joints, final positioning of 4
push-on joints shall not be made until flange joints have been tightened without strain. 5
c. Tighten flange bolts at uniform rate which will result in uniform gasket compression over 6
entire area of joint. Provide tightening torque in accordance with manufacturer's 7
recommendations. 8
d. Support and match flange faces to uniform contact over their entire face area prior to 9
installation of any bolt between the piping flange and equipment connecting flange. 10
e. Permit piping connected to equipment to freely move in directions parallel to 11
longitudinal centerline when and while bolts in connection flange are tightened. 12
f. Align, level, and wedge equipment into place during fitting and alignment of connecting 13
piping. 14
g. Grout equipment into place prior to final bolting of piping but not before initial fitting 15
and alignment. 16
h. To provide maximum flexibility and ease of alignment, assemble connecting piping with 17
gaskets in place and minimum of four bolts per joint installed and tightened. Test 18
alignment by loosening flange bolts to see if there is any change in relationship of piping 19
flange with equipment connecting flange. Realign as necessary, install flange bolts and 20
make equipment connection. 21
i. Provide utility connections to equipment shown on Drawings, scheduled or specified. 22
L. Provide insulating components where dissimilar metals are joined together. 23
M. Gages: 24
1. Assure gage position is clear of equipment functions and movements and location is protected 25
from maintenance and operation of equipment. 26
2. Assure gage is readable from an accessible standing position. 27
3. Tap piping 4 IN and larger and all non-metallic pipe for gage installation. 28
4. For piping to 4 IN, utilize tee with branch reduced for gage. 29
3.3 CONNECTIONS WITH EXISTING PIPING 30
A. Where connection between new work and existing work is made, use suitable and proper fittings 31
to suit conditions encountered. 32
B. Perform connections with existing piping at time and under conditions which will least interfere 33
with service to customers affected by such operation. 34
C. Undertake connections in fashion which will disturb system as little as possible. 35
D. Provide suitable equipment and facilities to dewater, drain, and dispose of liquid removed 36
without damage to adjacent property. 37
E. Where connections to existing systems necessitate employment of past installation methods not 38
currently part of trade practice, utilize necessary special piping components. 39
F. Where connection involves potable water systems, provide disinfection methods as prescribed in 40
these Specifications. 41
G. Once tie-in to each existing system is initiated, continue work continuously until tie-in is made 42
and tested. 43
3.4 PRESSURE GAGES 44
A. Provide at locations shown on the Drawings and specified. 45
3.5 FIELD QUALITY CONTROL 46
A. Pipe Testing – General: 47
1. Test piping systems as follows: 48
a. Test exposed, non-insulated piping systems upon completion of system. 49

21420 GASTON COUNTY OCTOBER 2013 CQA PLAN FOR THE GASTON COUNTY SANITARY LANDFILL — HARDIN SITE
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b. Test exposed, insulated piping systems upon completion of system but prior to 1
application of insulation. 2
c. Test concealed interior piping systems prior to concealment and, if system is insulated, 3
prior to application of insulation. 4
d. Test buried piping after backfilling has been complete. 5
2. Utilize pressures, media, and pressure test durations as specified on Piping Specification 6
Schedules. 7
3. Isolate equipment which may be damaged by the specified pressure test conditions. 8
4. Perform pressure test using calibrated pressure gages and calibrated volumetric measuring 9
equipment to determine leakage rates. 10
a. Select each gage so that the specified test pressure falls within the upper half of the 11
gage's range. 12
b. Notify the Engineer 24 HRS prior to each test. 13
5. Completely assemble and test new piping systems prior to connection to existing pipe 14
systems. 15
6. Acknowledge satisfactory performance of tests and inspections in writing to Engineer prior to 16
final acceptance. 17
7. Bear the cost of all testing and inspecting, locating and remedying of leaks and any necessary 18
retesting and re-examination. 19
B. Pressure Testing: 20
1. Testing medium: Unless otherwise specified in the Piping Specification Schedules, utilize the 21
following test mediums. 22
a. Liquid systems: 23
Pipe Line Size (DIA) Gravity or Pumped Specified Test Pressure Testing Medium
All sizes Gravity 25 psig or less Air or Water
All sizes Pumped 75 psig or less Water
2. Allowable leakage rates: 24
a. All exposed piping systems, all pressure piping systems and all buried, insulated piping 25
systems which are hydrostatically pressure shall have zero leakage at the specified test 26
pressure throughout the duration of the test. 27
b. For low pressure (less than 25 psig) air testing, the acceptable time for loss of 1 psig of 28
air pressure shall be: 29
Pipe Size (In DIA) Time, Minutes/100 FT
4 0.3
6 0.7
8 1.2
10 1.5
12 1.8
3. Hydrostatic pressure testing methodology: 30
a. General: 31
1) All joints, including welds, are to be left exposed for examination during the test. 32
2) Provide additional temporary supports for piping systems designed for vapor or gas 33
to support the weight of the test water. 34
3) Provide temporary restraints for expansion joints for additional pressure load under 35
test. 36
4) Isolate equipment in piping system with rated pressure lower than pipe test 37
pressure. 38
5) Do not paint or insulate exposed piping until successful performance of pressure 39
test. 40
4. Air testing methodology: 41
a. General: 42
1) Assure air is ambient temperature. 43
b. Low pressure air testing: 44
1) Place plugs in line and inflate to 25 psig. 45
2) Check pneumatic plugs for proper sealing. 46
3) Introduce low pressure air into sealed line segment until air pressure reaches 4 psig 47
greater than ground water that may be over the pipe. 48
a) Use test gage conforming to ANSI B40.1 with 0 psi to 15 psi scale and accuracy of 1 49
percent of full range. 50

21420 GASTON COUNTY OCTOBER 2013 CQA PLAN FOR THE GASTON COUNTY SANITARY LANDFILL — HARDIN SITE
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4) Allow two (2) minutes for air pressure to stabilize. 1
5) After stabilization period (3.5 psig minimum pressure in pipe) discontinue air supply 2
to line segment. 3
6) Record pressure at beginning and end of test. 4
C. Dielectric Testing Methods and Criteria: 5
1. Provide electrical check between metallic non-ferrous pipe or appurtenances and ferrous 6
elements of construction to assure discontinuity has been maintained. 7
2. Wherever electrical contact is demonstrated by such test, locate the point or points of 8
continuity and correct the condition. 9
3.6 CLEANING 10
A. Cleaning: 11
1. Clean interior of piping systems thoroughly before installing. 12
2. Maintain pipe in clean condition during installation. 13
3. Before jointing piping, thoroughly clean and wipe joint contact surfaces and then properly 14
dress and make joint. 15
4. Immediately prior to pressure testing, clean and remove grease, metal cuttings, dirt, or other 16
foreign materials which may have entered the system. 17
5. At completion of work and prior to Final Acceptance, thoroughly clean work installed under 18
these Specifications. 19
3.7 LOCATION OF BURIED OBSTACLES 20
A. Furnish exact location and description of buried utilities encountered and thrust block placement. 21
B. Reference items to definitive reference point locations such as found property corners, existing 22
structure lines, and related fixed structures. 23
C. Incorporate information on "As-Recorded" Drawings. 24
3.8 PIPE AND FITTING INSULATION 25
A. Insulate exposed stainless steel storage and transfer pipe and fittings in accordance with Section 26
15183 — Pipe, Duct, and Equipment Insulation. 27
3.9 PIPING SPECIFICATION SCHEDULES 28
Service System No. Construction Size (IN) Pipe Material
Test Pressure Specified (psi)
Leachate Collection (perforated pipe) 1 Buried All HDPE (1)
Leachate Collection (Gravity non-
perforated and cleanouts)
1 Buried

All HDPE (2)
Leachate Force Main 2 Buried All HPDE 75
Pump Station – Manifold/Metering 3 Exposed All Stainless Steel 75
(1) No pressure test, visual only
(2) Low pressure, 15 psi (no pressure test requirement on cleanouts for leachate collection lines).
A. PIPING SPECIFICATION SCHEDULE – SYSTEM 1 29
1. General: 30
a. Piping service: 31
1) Leachate Collection System (perforated and non-perforated). 32
b. Test requirements: 33 1) Perforated collection and cleanout piping: 34
a) Visual. 35
2) Non-perforated gravity line to pump station: 36
a) Test Medium: Water. 37
b) Pressure: 15 psig water. 38
c) Duration: 2 HRS. 39
2. System Components: 40
a. Pipe size: 6 IN and greater. 41

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1) Buried Service: 1
a) Material: High Density Polyethylene (HDPE) Pipe, SDR 17. 2
b) Joints: Butt-welded, heat fusion, flanged at cleanout termination. 3
B. PIPING SPECIFICATION SCHEDULE – SYSTEM 2 4
1. General: 5
a. Piping service: 6 1) Leachate Recirculation. 7
b. Test requirements: 8
1) Test medium: Water. 9
2) Pressure: 75 psig. 10
3) Duration: 2 HRS. 11
2. System Components: 12
a. Pipe size: 4 IN. 13
1) Buried: 14
a) Material: High Density Polyethylene (HDPE) Pipe, SDR 17. 15
b) Joints: Butt-welded, heat fusion, flanged at termination point connections to other 16
piping materials. 17
C. PIPING SPECIFICATION SCHEDULE – SYSTEM 3 18
1. General: 19
a. Piping service: 20
1) Leachate Pumping System. 21
b. Test requirements: 22
1) Test medium: Water. 23
2) Pressure: 75 psig. 24
3) Duration: 2 HRS. 25
c. Gaskets: 26
1) Flanged Joints: EPDM. 27
2. System components: 28
a. Pipe size: 4 IN. 29
1) Exposed service (manifold assembly): 30
a) Materials: Stainless Steel 304L, Sch 10S. 31
b) References: ASTM A-312, ANSI B36.19. 32 c) Lining: None. 33
d) Coating: None. 34
e) Fittings: Butt-welded. 35
f) Fittings: ASTM A182 stainless steel flanges at all valves and equipment connections. 36
37 END OF SECTION 38

21420 GASTON COUNTY OCTOBER 2013 CQA PLAN FOR THE GASTON COUNTY SANITARY LANDFILL — HARDIN SITE
15066
SECTION 15066

PIPE: STAINLESS STEEL

TABLE OF CONTENTS

ARTICLE TITLE PAGE

1.1 SUMMARY 1
1.2 QUALITY ASSURANCE 1
1.3 SUBMITTALS 1
2.1 ACCEPTABLE MANUFACTURERS 1
2.2 MATERIALS 2
2.3 FABRICATION 2
3.1 EXAMINATION 2
3.2 PREPARATION 3
3.3 INSTALLATION 3
3.4 FIELD QUALITY CONTROL 3
3.5 CLEANING 3

21420 GASTON COUNTY OCTOBER 2013 CQA PLAN FOR THE GASTON COUNTY SANITARY LANDFILL — HARDIN SITE
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SECTION 15066 1
PIPE: STAINLESS STEEL 2
PART 1 — GENERAL 3
1.1 SUMMARY 4
A. General work included in this Section: 5
1. Stainless steel tubing, piping, fittings and appurtenances. 6
B. Although such work is not specifically shown or specified, all supplementary items, 7
appurtenances, and devices incidental to or necessary for a sound, secure, complete, and 8
compatible installation shall be furnished and installed as part of this work. 9
C. Related Sections include but are not necessarily limited to: 10
1. Division 0 – Bidding Requirements, Contract Forms, and Conditions of the Contract. 11
2. Division 1 – General Requirements. 12
3. Section 15060 – Pipe and Pipe Fittings: Basic Requirements. 13
1.2 QUALITY ASSURANCE 14
A. Referenced Standards: 15
1. American National Standards Institute (ANSI): 16
a. B16.1, Cast Iron Pipe Flanges and Flanged Fittings, Class 25, 125, 250, and 300. 17
b. B16.5, Pipe Flanges and Flanged Fittings. 18
c. B31.1, Power Piping. 19
2. American Society for Testing and Materials (ASTM): 20
a. A182, Standard Specification for Forged or Rolled Alloy Steel Pipe Flanges, Forged 21 Fittings, and Valves and Parts for High Temperature Service. 22
b. A269, Standard Specification for Seamless and Welded Austenitic Stainless Steel Tubing 23 for General Service. 24
c. A312, Seamless and Welded Austenitic Stainless Steel Pipe. 25
d. A320, Standard Specification for Alloy Steel Bolting Materials for Low Temperature 26
Service. 27
e. A351, Steel Castings, Austenitic, for High Temperature Service. 28
f. A530, Specification for General Requirements for Specialized Carbon and Alloy Steel 29
Pipe. 30
g. A774, As-Welded Wrought Austenitic Stainless Steel Fittings for General Corrosive 31
Service at Low and Moderate Temperatures. 32
h. A778, Welded Unannealed Austenitic Stainless Steel Tubular Products. 33
3. American Water Works Association (AWWA). 34
a. M11, Steel Pipe - A Guide for Design and Installation. 35
1.3 SUBMITTALS 36
A. See Section 15060 – Pipe and Pipe Fittings: Basic Requirements. 37
B. Shop Drawings: 38
1. Installation instructions for expansion bellows. 39
2. Fabrication details and welding procedure specifications for all work to be done under this 40
section. 41
PART 2 — PRODUCTS 42
2.1 ACCEPTABLE MANUFACTURERS 43
A. Compression Fittings: 44
1. Products as manufactured by Imperial, Swagelok, which meet these Specifications or 45
approved equal. 46
B. See Section 01640 – Product Substitutions for substitutions. 47

21420 GASTON COUNTY OCTOBER 2013 CQA PLAN FOR THE GASTON COUNTY SANITARY LANDFILL — HARDIN SITE
15066 — 2
2.2 MATERIALS 1
A. Pipe: 2
1. ASTM A312, 304L, SCH 10S. 3
B. Pipe Fittings: 4
1. ASTM A774. 5
2. ASTM A351. 6
C. Flanges: 7
1. Flat faced. 8
2. Welding neck or slip on type. 9
3. ASTM A182, Type 304L. 10
D. Nuts, Bolts and Washers: 11
1. ASTM A320, Type 304. 12
2. Two nuts provided for 1 IN DIA bolt applications and larger. 13
E. Expansion Joints: 14
1. Bellows: Series 300 Stainless Steel. 15
2. Liner: Series 300 Stainless Steel. 16
3. Flanges: Steel. 17
4. Control Tie-Rods: Steel. 18
F. Compression Sleeve Couplings: 19
1. Per Section 15060 – Pipe and Pipe Fittings: Basic Requirements, except 304 stainless steel 20
construction. 21
G. Insulating Flange Sets: 22
1. 1/16 IN thick plastic. 23
2. Full length bolt sleeves. 24
3. 1/8 IN thick insulating washers and flat washers for each flange bolt. 25
H. Gasket Material: 26
1. Rubber or neoprene. 27
2.3 FABRICATION 28
A. Piping and fittings product to be immersion pickled subsequent to manufacturing and fabrication 29
operations and prior to shipping. 30
1. Temperature and exact concentrations to be such only a modest etch is produced but all 31
oxidation and ferrous contamination is removed from metal surface. 32
2. All pickling solution residues are to be neutralized after pickling. 33
B. Diameter tolerance and wall thickness tolerance are to conform to ASTM A530. 34
C. Joints: 35
1. Shop welded circumferential butt-weld joints. 36
2. Van Stone joints using angle face rings with backing flanges. 37
3. ANSI B16.1, Class 150. 38
D. Expansion Joints: 39
1. Fabricate for 50 psi internal pressure and 100°F operation. 40
2. Ensure aerial travel in expansion joints of 3.1 IN minimum for 15,000 cycles or 5.2 IN for 1000 41
cycles. 42
3. Furnish each assembly with minimum four control tie rods. 43
4. Fabricate with 125 LB flanged end connections. 44
PART 3 — EXECUTION 45
3.1 EXAMINATION 46
A. Prior to installation, inspect and verify condition of piping and appurtenances. Installation 47
constitutes installer’s acceptance of condition for satisfactory installation. 48

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3.2 PREPARATION 1
A. Correct defects or conditions which may interfere with or prevent a satisfactory installation. 2
B. Ensure ends of pipe to be fitted with flanges have all protrusions ground flush. 3
3.3 INSTALLATION 4
A. Ensure all pipe cutting, threading and jointing conforms to requirements of ANSI B31.1. Lubricate 5
all pipe threads with Teflon tape. 6
B. Welding: 7
1. Provide welds sounds and free from embedded scale or slag, and tensile strength at weld not 8
less than pipe. 9
2. Perform butt welds only with an inert gas shielded process. 10
3. Adequate inert gas protection is to be provided to the top and under or backside of the weld 11
to protect from atmospheric contamination. 12
4. Filler metal is to be applied to all manually performed welds appropriate for the base 13
material being welded. 14
5. Only inert gas shielded welding processes are to be used for spool fabrication. 15
6. Provide butt welds with 100 percent penetration to the interior or back side of the weld 16
joint. 17
7. Weld reinforcement on both sides of the weld are to be smooth, uniform and no more that 18
1/16 IN height. 19
C. Joining Method – Flanges: 20
1. Leave 1/8 to 3/8 IN flange bolts projecting beyond face of nut after tightening. Coordinate 21
dimensions and drillings of flanges with flanges for valves, pumps, equipment, and other 22
systems. Tighten bolts evenly around pipe until following range of torques are achieved. 23
Bolt Size, IN Ranges of Torque, FT-LB
5/8 40 - 60
3/4 60 - 90
1 70 - 100
1-1/4 90 - 120
D. Compression Sleeve Couplings: 24
1. Install coupling to allow space of not less than 1/4 IN but no more than 1 IN. 25
2. Provide harnessed joint unless otherwise shown on Drawings or specified. Use joint harness 26
arrangements detailed in AWWA M11 or as indicated on Drawings. 27
E. Expansion Joints: 28
1. Install in accordance with manufacturer’s instructions. 29
2. Install when outside temperature is between 50ºF to 70ºF. 30
3.4 FIELD QUALITY CONTROL 31
A. Test piping systems in accordance with Section 15060 – Pipe and Pipe Fittings: Basic 32
Requirements. 33
3.5 CLEANING 34
A. Clean in accordance with Section 15060 – Pipe and Pipe Fittings: Basic Requirements. 35
36 END OF SECTION 37

21420 GASTON COUNTY OCTOBER 2013 CQA PLAN FOR THE GASTON COUNTY SANITARY LANDFILL — HARDIN SITE
15067

SECTION 15067

HIGH DENSITY POLYETHYLENE (HDPE) PIPE AND FITTINGS

TABLE OF CONTENTS

ARTICLE TITLE PAGE

1.1 DESCRIPTION 1
1.2 REFERENCES 1
1.3 SUBMITTALS 1
1.4 MANUFACTURER'S QUALITY ASSURANCE 2
1.5 PACKAGING DELIVERY AND HANDLING 2
2.1 PHYSICAL PROPERTIES 2
2.2 PIPE AND FITTINGS 3
2.3 SOURCE QUALITY CONTROL 3
3.1 FIELD QUALITY CONTROL 4
3.2 INSTALLATION 4
3.3 CLEANING 5
3.4 TESTING AND INSPECTION 5

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SECTION 15067 1
HIGH DENSITY POLYETHYLENE (HDPE) PIPE AND FITTINGS 2
PART 1 — GENERAL 3
1.1 DESCRIPTION 4
A. General: 5
1. Work items in project include, but are not necessarily limited to, the following: 6
a. HDPE Leachate Collection Piping. 7
b. HDPE Leachate Recirculation Piping. 8
c. HDPE Cleanout Risers. 9
2. Furnish all labor, materials, tools, equipment, and perform all Work and services necessary 10
for or incidental to the furnishing and installation, complete, of HDPE pipe, as shown on the 11
Drawings and specified in accordance with provisions of the Contract Documents. 12
3. Completely coordinate work with that of all other trades. 13
4. Although such work is not specifically shown or specified, all supplementary or miscellaneous 14
items, appurtenances, and devices incidental to or necessary for a sound, secure, complete, 15
and compatible installation shall be furnished and installed as part of this Work. 16
1.2 REFERENCES 17
A. Referenced Standards: 18
1. American Society for Testing and Materials (ASTM): 19
a. C1147, Standard Practice for Determining the Short-Term Tensile Weld Strength of 20
Chemical-Resistant Thermoplastics. 21
b. D1238, Standard Test Method for Melt Rates of Thermoplastics by Extrusion Plastometer. 22
c. D1248: Specification for Polyethylene Plastics Molding and Extrusion Materials. 23
d. D1505, Standard Test Method for Density of Plastics by the Density Gradient Technique. 24
e. D2321, Standard Practice for Underground Installation of Thermoplastic Pipe for Sewers 25
and Other Gravity Flow Application. 26
f. D2513: Standard Specification for Thermoplastic Gas Pressure Pipe, Tubing, and Fittings. 27
g. D2657, Standard Practice of Heat Fusion Joining of Polyethylene Pipe and Fittings. 28
h. D3261: Standard Specification for Butt Heat Fusion Polyethylene (PE) Plastic Fittings for 29
Polyethylene (PE) Plastic Pipe and Tubing. 30
i. D3350, Standard Specification for Polyethylene Plastics, Pipe, and Fittings. 31
j. D3350: Standard Specification for Polyethylene Plastics Pipe and Fittings Materials. 32 k. F1473, Standard Test Method for Notch Tensile Test to Measure the Resistance to Slow 33
Crack Growth of Polyethylene Pipes and Resins. 34
l. F894, Standard Specifications for Polyethylene (PE) Large Diameter Profile Wall Sewer 35
and Drain Pipe. 36
1.3 SUBMITTALS 37
A. See Section 01300 — Submittals. 38
B. See Section 01340 — Shop Drawings, Product Data & Samples; Operation & Maintenance Manuals; 39
and Miscellaneous Submittals. 40
C. The pipe and fittings supplier shall submit certification that the HDPE material meets the 41
specifications. 42
D. Verify on shop drawings dimensions, schedule of pipe, fittings, and miscellaneous appurtenances. 43 When special fittings are necessary, verify locations of items and include complete details. 44
E. Render copies of any manufacturer’s written instructions regarding material handling, delivery, 45
storage, and installation. 46
F. As work progresses and again when work is complete, submit “As Recorded” drawings of piping 47
systems in project including project items and pre-existing items. Identify complete location, 48
elevation, and description of piping systems. Relate piping systems to identified structures and 49
appurtenances. 50

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1.4 MANUFACTURER'S QUALITY ASSURANCE 1
A. The pipe and fittings manufacturer shall have an established quality assurance program 2
responsible for inspecting incoming and outgoing materials. At a minimum, incoming 3
polyethylene materials shall be inspected for density per ASTM D1505, melt flow rate per ASTM 4
D1238, and contamination. All incoming polyethylene materials shall be certified by the supplier. 5
Certification shall be verified by Quality Assurance. Incoming materials shall be approved by 6
Quality Assurance before processing into finished goods. 7
B. The pipe and fittings manufacturer shall have an established quality assurance program 8 responsible for assuring the long term performance of materials and products. Representative 9
samples of polyethylene materials shall be tested against the physical property requirements of 10
this specification. Each extrusion line and molding machine shall be qualified to produce pressure 11
rated products by taking representative production samples and performing sustained pressure 12
tests in accordance with ASTM D1598. 13
C. Quality assurance test for representative pipe and fitting samples shall include: 14
Test Standard Pipe Fittings
Ring ESCR ASTM F1248 Yes Not Applicable
Sustained pressure at
176ºF/725 psi hoop stress
ASTM D1598 Yes
(f0>100 h)
Yes
(f0>100 h)
Sustained pressure at
73ºF/1600 psi hoop stress
ASTM D1598 Yes
(f0>1000h)
Yes
(f0>1000h)
D. All outgoing materials shall be inspected for diameter, wall thickness, length, straightness, out-15
of-roundness, concentricity, toe-in, inside and outside surface finish, markings, and end cut. 16
Quality Control shall perform tests of density, melt flow rate, carbon content, and carbon 17
dispersion. In addition, samples of the pipe provided shall be tested for hoop tensile strength and 18
ductility by either quick burst per ASTM D1599 or ring tensile per ASTM D2290. Molded fittings 19
shall be subject to x-ray inspection for voids, and tests for knit line strength. All fabricated 20
fittings shall be inspected for fusion quality and alignment. 21
E. The pipe and fitting manufacturer shall maintain permanent QC and QA records. 22
1.5 PACKAGING DELIVERY AND HANDLING 23
A. The pipe and fitting manufacturer shall package products for shipment in a manner suitable for 24
safe transport by commercial carrier. When delivered, a receiving inspection shall be performed, 25
and any shipping damage reported to the pipe and fittings manufacturer. Pipe and fittings shall 26
be handled, installed, and tested in accordance with manufacturer's recommendations, and the 27
requirements of this specification. 28
PART 2 — PRODUCTS 29
2.1 PHYSICAL PROPERTIES 30
A. Materials used for the manufacture of polyethylene pipe and fittings shall meet the following 31
physical property requirements: 32
Property Unit Test Procedure Value
Material Designation - PPI/ASTM PE 3408
Material Classification - ASTM D1248 III C 5 P34
Cell Classification - ASTM D3350 345464C or 335444C
Density g/cm3 ASTM D1505 >0.955
Melt Index [E] g/10 min ASTM D1238 <0.15
Flexural Modulus psi ASTM D790 >110,000 and <160,000
Tensile Strength at Yield psi ASTM D638 3200 to 3500
ESCR [C] hours ASTM D1693 f0>5000
PENT hours ASTM F1473 >100
Hydrostatic Design Basis psi ASTM D2837 1600 @ 78ºF
UV Stablizer % Carbon Black ASTM D1603 2 to 3

21420 GASTON COUNTY OCTOBER 2013 CQA PLAN FOR THE GASTON COUNTY SANITARY LANDFILL — HARDIN SITE
15067 — 3
Property Unit Test Procedure Value
Elastic Modulus psi ASTM D638 110,000
Brittleness Temperature DegF ASTM D746 <-180
Vicat Softening Temperature DegF ASTM D1525 255
Thermal Expansion in/in/DegF ASTM D696 8 x 10E-5
Hardness Shore D ASTM D2240 64
Molecular Weight Category --- --- Extra High
B. There shall be no evidence of splitting, cracking or breaking when the pipe is tested. 1
C. Ring Stiffness Constant (RSC) values for the pipe can be directly related to the pipe's class 2
designation. (Nominal RSC of Class 40 pipe = 40, etc.). The minimum RSC is 90 percent of the 3
nominal. 4
D. The pipe and fittings shall be homogenous throughout and free from visible cracks, holes, foreign 5
inclusions or other injurious defects. The pipe shall be as uniform as commercially practical in 6
color, opacity, density and other physical properties. 7
E. Clean rework or recycled material generated by the manufacturer's own production may be used 8
so long as the pipe or fittings produced meet all the requirements of this specification. 9
2.2 PIPE AND FITTINGS 10
A. Dimensions: 11
1. Pipe Dimensions: The nominal inside diameter of the pipe shall be true to the specified pipe 12
size in accordance with ASTM D3350. 13
2. Fitting Dimensions: Fittings such as coupling, wyes, tees, adaptors, etc. for use in laying pipe 14
shall have standard dimensions that conform to ASTM D3350. 15
B. Where possible, pipe and fittings should be produced by the same manufacturer from identical 16
materials meeting the requirements of this specification. Special or custom fittings may be 17
exempted from this requirement. 18
C. Pipe and fittings shall be pressure rated to meet the service pressure requirements specified by 19
the Engineer. Whether molded or fabricated, fittings shall be fully pressure rated to at least the 20
same service pressure rating as the pipe to which joining is intended. 21
D. Molded fittings shall meet the requirements of ASTM D3261 and this specification. At the point of 22
fusion, the outside diameter and minimum wall thickness of fitting butt fusion outlets shall meet 23
the diameter and wall thickness specifications of the mating system pipe. Fitting markings shall 24 include a production code from which the location and date of manufacture can be determined. 25
Upon request, the manufacturer shall provide an explanation of his production code. 26
E. Marking: 27
1. Each standard and random length of pipe and fitting in compliance with this standard shall be 28
clearly marked with the following information: 29
a. ASTM Standard Designation. 30
b. Pipe Size. 31
c. Class and Profile Number. 32
d. Production Code. 33
e. Standard Dimension Ratio. 34
F. Refer to Drawings for perforation requirements. 35
2.3 SOURCE QUALITY CONTROL 36
A. The pipe and fitting manufacturer shall certify that samples of his production pipe have 37
undergone stress regression testing, evaluation, and validation in accordance with ASTM D2837 38
and PPI TR-3. Under these procedures, the minimum hydrostatic design basis shall be certified by 39
the pipe and fitting manufacturer to be 1600 psi at 73.4DegF and 800 psi at 140DegF. 40
B. Material shall be listed in the name of the pipe and fitting manufacturer by the Plastics Pipe 41
Institute (PPI) in PPI TR-4 with the following Standard Grade ratings: 42

21420 GASTON COUNTY OCTOBER 2013 CQA PLAN FOR THE GASTON COUNTY SANITARY LANDFILL — HARDIN SITE
15067 — 4
73.4DegF 140DegF 1
1. Hydrostatic Design Basis (HDB): 1600 psi 800 psi 2
2. Hydrostatic Design Stress (HDS): 800 psi 400 psi 3
C. PPI material listing in the name of the resin supplier is not acceptable in meeting these 4
requirements. 5
D. Inspection Requirements: 6
1. Certification: As the basis of the acceptance of the material, the manufacturer will furnish a 7
certificate of conformance of these specifications. 8
PART 3 — EXECUTION 9
3.1 FIELD QUALITY CONTROL 10
A. Pipe may be rejected for failure to conform to Specifications or following: 11
1. Fractures or cracks passing through pipe wall, except single crack not exceeding 2 in. in 12
length at either end of pipe which could be cut off and discarded. Pipes within one shipment 13
shall be rejected if defects exist in more than 5% of shipment or delivery. 14
2. Cracks sufficient to impair strength, durability, or serviceability of pipe. 15
3. Defects indicating improper proportioning, mixing, and molding. 16
4. Damaged ends, where such damage prevents making satisfactory joint. 17
B. Acceptance of fittings, stubs or other specifically fabricated pipe sections shall be based on visual 18
inspection at job site and documentation of conformance to these Specifications. 19
3.2 INSTALLATION 20
A. Trench, backfill, and compaction in accordance with common utility practice (outside of fill area) 21
and as directed by Engineer (within fill area). 22
1. Applicable to leachate recirculation section of piping from pump station to recirculation 23
distribution lines. 24
B. Heat Fusion of Pipe: 25
1. Weld in accordance with manufacturer's recommendation for butt fusion methods. Provide 26
fusion operators certified by the pipe manufacturer. 27
2. Butt fusion equipment for joining procedures shall be capable of meeting conditions 28
recommended by pipe manufacturer including, but not limited to, temperature 29
requirements, alignment, and fusion pressures. 30
3. For cleaning pipe ends, solutions such as detergents and solvents, when required, shall be 31
used in accordance with manufacturer's recommendations. 32
4. Do not bend pipe to greater degree than minimum radius recommended by manufacturer for 33
type and grade. 34
5. Do not subject pipe to strains that will overstress or buckle piping or impose excessive stress 35
on joints. 36
6. Branch saddle fusions shall be joined in accordance with manufacturer's recommendations 37
and procedures. Branch saddle fusion equipment shall be of size to facilitate saddle fusion 38
within trench. 39 7. Before butt fusing pipe, inspect each length for presence of dirt, sand, mud, shavings, and 40
other debris or animals. Remove debris from pipe. 41
8. Cover at end of each working day open ends of fused pipe. Cap to prevent entry by animals 42
or debris. 43
9. Use compatible fusion techniques when polyethylenes of different melt indexes are fused 44
together. Refer to manufacturer's specifications for compatible fusion. 45
C. Flange Jointing: 46
1. Use on flanged pipe connection sections. 47
2. Connect slip-on carbon steel backup flanges with galvanized nuts and bolts. 48 3. Butt fuse fabricated flange adapters to pipe. 49
4. Observe following precautions in connection of flange joints. 50
a. Align flanges or flange/valve connections to provide tight seal. Require nitrile-butadiene 51
gaskets if needed to achieve seal. Gaskets are required for flange/valve connections. 52
b. Place U.S. Standard round washers as may be required on some flanges in accordance 53
with manufacturer's recommendations. Bolts shall be lubricated in accordance with 54
manufacturer’s recommendations. 55

21420 GASTON COUNTY OCTOBER 2013 CQA PLAN FOR THE GASTON COUNTY SANITARY LANDFILL — HARDIN SITE
15067 — 5
c. Tighten flange bolts in sequence and accordance with manufacturer's recommendations. 1
CAUTION: Do not over-torque bolts. 2
5. Pull bolt down by degrees to uniform torque in accordance with manufacturer's 3
recommendation. 4
6. Protect below grade bolts and flanges by covering with a 5 mil polyethylene wrap. Duct tape 5
wrap to HDPE pipe. 6
7. Electrofusion couplers, where used, installed per manufacturer's specifications. 7
D. Pipe Placement: 8
1. Grade control equipment shall be of type to accurately maintain design grades and slopes 9
during installation of pipe. 10
2. Dewatering: Remove standing water in trench before pipe installation. 11
3. Unless otherwise specifically stated, install pipe in accordance with manufacturer's 12
recommendations. 13
4. Maximum lengths of fused pipe to be handled as one section shall be placed according to 14
manufacturer's recommendations as to pipe size, pipe SDR, and topography so as not to cause 15
excessive gouging or surface abrasion; but not to exceed 400 FT. 16
5. Cap pipe sections longer than single joining (usually 40 FT) on both ends during placement 17
except during fusing operations. 18
6. Notify ENGINEER prior to installing pipe into trench and allow time for ENGINEER'S inspection. 19
a. Correct irregularities found during inspection. 20
7. Complete tie-ins within trench whenever possible to prevent overstressed connections. 21
8. Allow pipe sufficient time to adjust to trench temperature prior to testing, segment tie-ins or 22
backfilling activity. 23
9. Install reducers adjacent to laterals and tees. 24
10. To reduce branch saddle stress, install saddles at slope equal to and continuous with lateral 25
piping. 26
11. Place in trench by allowing minimum 12 IN/100 FT for thermal contraction and expansion. 27
12. Coordinate construction of pipes near access roads with OWNER to limit impediment of 28
landfill operations or operations of other Contractors. 29
E. Refer to Drawings for installation of HDPE collection piping system within MSW Cell footprint. 30
1. Coordinate installation of piping and stone column with protective cover placement. 31
3.3 CLEANING 32
A. General Cleaning: 33
1. Clean interior of piping systems thoroughly of foreign matter before installing. Maintain pipe 34
in clean condition during installation. 35
2. Before jointing pipe, thoroughly clean and wipe joint contact surfaces and then properly 36
dress and make joint. 37
3. Immediately prior to pressure testing of HDPE force main and gravity piping systems, clean 38
and removal grease, dirt, or other foreign materials which may have entered the system. 39
3.4 TESTING AND INSPECTION 40
A. Perform testing and inspection prior to cleaning and final acceptance. Acknowledge satisfactory 41
performance of tests and inspections in writing to CQA Consultant prior to final acceptance. 42
1. Test force main and gravity section of piping between MSW Cell (termination fitting inside 43
Cell) and proposed pump station. 44
B. Types of testing and inspection to be employed for the piping systems include Low Pressure Air 45
Test unless otherwise approved by the Engineer. 46
C. Test and inspect all pipes, fittings, and joints. Provide all necessary equipment and perform all 47
Work required in connection with the tests and inspections. 48
D. Bear the cost of all testing and inspecting, locating, and remedying of leaks and any necessary 49
retesting and re-examination. 50
E. Refer to Section 15060 — Pipe and Pipe Fittings: Basic Requirements low pressure test 51
requirements. 52
53
54
END OF SECTION 55

21420 GASTON COUNTY OCTOBER 2013 CQA PLAN FOR THE GASTON COUNTY SANITARY LANDFILL — HARDIN SITE
15100
SECTION 15100

VALVES: BASIC REQUIREMENTS

TABLE OF CONTENTS

ARTICLE TITLE PAGE

1.1 SUMMARY 1
1.2 QUALITY ASSURANCE 1
1.3 DEFINITIONS 1
1.4 SUBMITTALS 1
2.1 VALVE ACTUATORS 1
2.2 FABRICATION 2
3.1 INSTALLATION 2

21420 GASTON COUNTY OCTOBER 2013 CQA PLAN FOR THE GASTON COUNTY SANITARY LANDFILL — HARDIN SITE
15100 — 1
SECTION 15100 1
VALVES: BASIC REQUIREMENTS 2
PART 1 — GENERAL 3
1.1 SUMMARY 4
A. Section Includes: 5
1. Valving, actuators, and valving appurtenances. 6
B. Related Sections include but are not necessarily limited to: 7
1. Division 0 - Bidding Requirements, Contract Forms, and Conditions of the Contract. 8
2. Division 1 - General Requirements. 9
3. Section 11006 - Equipment: Installation. 10
4. Section 15060 - Pipe and Pipe Fittings: Basic Requirements. 11
1.2 QUALITY ASSURANCE 12
A. Referenced Standards: 13
1. American National Standards Institute (ANSI): 14
a. B1.20.1, Pipe Threads, General Purpose. 15
b. B16.1, Cast Iron Pipe Flanges and Flanged Fittings. 16
2. American Water Works Association (AWWA): 17
a. C111, Rubber-Gasket Joints for Ductile Iron and Gray Iron Pressure Pipe and Fittings. 18
b. C207, Steel Pipe Flanges for Waterworks Service Sizes 4 IN through 144 IN. 19
c. C500, Gate Valves for Water and Sewerage Systems. 20
d. C504, Rubber-Seated Butterfly Valves. 21
e. C509, Resilient-Seated Gate Valves 3 through 12 NPS, for Water and Sewage Systems. 22
f. C550, Protective Epoxy Interior Coatings for Valves and Hydrants. 23
g. C606, Grooved and Shouldered Joints. 24
3. Manufacturers Standardization Society of the Valve and Fittings Industry, Inc. (MSS). 25
1.3 DEFINITIONS 26
A. The following are definitions of abbreviations used in this section or one of the individual valve 27
sections. 28
1. WWP: Water working pressure. 29
1.4 SUBMITTALS 30
A. Shop Drawings: 31
1. See Section 01340 - Shop Drawings, Product Data & Samples; Operation & Maintenance 32
Manuals; and Miscellaneous Submittals. 33
2. Product technical data including: 34
a. Acknowledgment that products submitted meet requirements of standards referenced. 35
b. Manufacturer's installation instructions. 36
c. Valve pressure and temperature rating. 37
d. Valve material of construction. 38
e. Special linings. 39
f. Valve dimensions and weight. 40
g. Valve flow coefficient. 41
B. Operation and Maintenance Manuals: 42
1. See Section 01340 - Shop Drawings, Product Data & Samples; Operation & Maintenance 43
Manuals; and Miscellaneous Submittals. 44
PART 2 — PRODUCTS 45
2.1 VALVE ACTUATORS 46
A. Valve Actuators - General: 47
1. Provide actuators as shown on Drawings or specified. 48
2. Direction of opening and the word OPEN to be cast in handwheel or valve bonnet. 49
3. Size actuator to produce required torque with a maximum pull of 80 LB and withstand 50
without damage a pull of 200 LB. 51

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B. Buried Valve Actuators: 1
1. Provide screw or slide type adjustable cast iron box, 5 IN minimum DIA, and identifying cover. 2
2. Box base to enclose buried valve gearbox or bonnet. 3
3. Provide 2 IN AWWA standard valve actuator nut. 4
4. Provide stem extension to grade with guide bushing to center extension. 5
C. Manual Actuators: 6
1. Provide for all exposed valves. 7
2. Provide lever actuators for plug valves, butterfly valves and ball valves 3 IN DIA and smaller, 8
unless otherwise noted. 9
a. Lever actuators for butterfly valves to have a minimum of five (5) intermediate lock 10
positions between full open and full close. 11
3. Gear actuators required for plug valves, butterfly valves, and ball valves 4 IN DIA and larger. 12
4. Gear actuators to be totally enclosed, permanently lubricated and with sealed bearings. 13
5. Provide chain actuators for valves 6 FT or higher from finish floor. 14
a. Cadmium-plated chain looped to within 3 FT of finish floor. 15
b. Equip chain wheels with chain guide to permit rapid operation with reasonable side pull 16
and without "jambing" the wheel. 17
2.2 FABRICATION 18
A. End Connections: 19
1. Provide the type of end connections for valves as required in the Piping Schedules presented 20
in Section 15060 — Pipe and Pipe Fittings: Basic Requirements or as shown on the Drawings. 21
2. Comply with the following standards: 22
a. Threaded: ANSI B1.20.1. 23
b. Flanged: ANSI B16.1 Class 125 unless otherwise noted or AWWA C207. 24
c. Bell and spigot or mechanical (gland) type: AWWA C111. 25
d. Grooved: AWWA C606. 26
B. Refer to individual valve sections for specifications of each type of valve on Project. 27
C. Nuts, Bolts, and Washers: 28
1. Wetted or internal to be bronze or stainless steel. Exposed to be zinc or cadmium plated. 29
D. Use plastic valves where possible in PVC lines. 30
PART 3 — EXECUTION 31
3.1 INSTALLATION 32
A. Install products in accordance with manufacturer's instructions. 33
B. Painting Requirements: 34
1. Provide Tnemec two-part Epoxy Paint System approved by Engineer where field painting is 35
required. 36
C. Setting Buried Valves: 37
1. Locate valves installed in trenches where indicated on Drawings. 38
2. Set valves and valve boxes plumb. 39
3. Place valve boxes directly over valves with top of box being brought to surface of finished grade. 40
4. Install in closed position. 41
5. Place valve on firm footing in trench to prevent settling and excessive strain on connection to 42
pipe. 43
6. After installation fill in earth for distance of 4 FT on each side of box. 44
D. Support exposed valves and piping adjacent to valves independently to eliminate pipe loads being 45
transferred to valve and valve loads being transferred to the piping. 46
E. For threaded valves, provide union on one side to allow valve removal. 47
F. Install valves accessible for operation, inspection, and maintenance. 48
49 END OF SECTION 50

21420 GASTON COUNTY OCTOBER 2013 CQA PLAN FOR THE GASTON COUNTY SANITARY LANDFILL — HARDIN SITE
15102
SECTION 15102

PLUG VALVES

TABLE OF CONTENTS

ARTICLE TITLE PAGE

1.1 SUMMARY 1
1.2 QUALITY ASSURANCE 1
1.3 SUBMITTALS 1
2.1 ACCEPTABLE MANUFACTURERS 1
2.2 NON-LUBRICATED ECCENTRIC PLUG VALVES 1
2.3 ACCESSORIES 1
2.4 DESIGN REQUIREMENTS 2
2.5 FABRICATION 2
3.1 INSTALLATION 3

21420 GASTON COUNTY OCTOBER 2013 CQA PLAN FOR THE GASTON COUNTY SANITARY LANDFILL — HARDIN SITE
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SECTION 15102 1
PLUG VALVES 2
PART 1 — GENERAL 3
1.1 SUMMARY 4
A. Section Includes: 5
1. Plug valves. 6
B. Related Sections include but are not necessarily limited to: 7
1. Division 0 – Bidding Requirements, Contract Forms, and Conditions of the Contract. 8
2. Division 1 – General Requirements. 9
3. Section 15100 – Valves: Basic Requirements. 10
1.2 QUALITY ASSURANCE 11
A. Referenced Standards: 12
1. American National Standards Institute (ANSI): 13
a. A21.11, Rubber – Gasket Joints for Ductile – Iron and Gray – Iron Pressure Pipe and Fittings. 14
b. B16.1, Cast Iron Pipe Flanges and Flanged Fittings Class 25, 125, 250 and 800. 15
2. American Society for Testing and Materials (ASTM): 16
a. A126, Gray Iron Castings for Valves, Flanges and Pipe Fittings. 17
b. A536, Standard Specification for Ductile Iron Castings. 18
3. American Water Works Association (AWWA): 19
a. C606, Grooved and Shouldered Joints. 20
1.3 SUBMITTALS 21
A. Shop Drawings: See Section 15100 – Valves: Basic Requirements. 22
B. Operation and Maintenance Manuals: See Section 15100 – Valves: Basic Requirements. 23
PART 2 — PRODUCTS 24
2.1 ACCEPTABLE MANUFACTURERS 25
A. Subject to compliance with the Contract Documents, the manufacturers listed under the specific 26
valve types are acceptable. 27
B. Submit requests for substitution in accordance with Section 01640 – Product Substitutions. 28
2.2 NON-LUBRICATED ECCENTRIC PLUG VALVES 29
A. Acceptable Manufacturer: 30
1. DeZurik Series 100. 31
2. Milliken Series 600. 32 3. Victaulic Series 365. 33
4. Clow Series 5400. 34
5. Val-matic Corp. 35
6. Or approved equal. 36
B. Materials: 37
1. Body: Cast-iron ASTM A126, Class B. 38
2. Plug: Ductile iron, ASTM A536 65-45-12. 39
3. Plug facing: Grease and/or petroleum-resistant Neoprene or Buna-N compound. 40
4. Shaft bearing bushings: Permanently lubricated stainless steel or bronze. 41
5. Valve seats: Welded-in overlay of 90 percent nickel (minimum 1/8 IN thick). 42
6. Stem seal: Nitrile butadiene packing or Buna-N dual U-cups. 43
2.3 ACCESSORIES 44
A. Refer to Drawings and valve schedule for type of actuator. Furnish actuator integral with valve. 45

21420 GASTON COUNTY OCTOBER 2013 CQA PLAN FOR THE GASTON COUNTY SANITARY LANDFILL — HARDIN SITE
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B. Refer to Section 15100 — Valves: Basic Requirements for actuator requirements. 1
2.4 DESIGN REQUIREMENTS 2
A. Non-Lubricated Eccentric Plug Valves: 3
1. Port area: 4
a. Valves 4 IN through 20 IN: Equal to or exceed 80 percent of full pipe area. 5
b. Valves greater than 20 IN: 100 percent equivalent full pipe area. 6
2. Valve body: 7
a. Shall be ASTM A126, Class B cast iron. 8
b. Bodies in 4 IN and larger valves shall be furnished with a 1/8 IN welded overlay seat of 9
not less than 90 percent pure nickel. 10
c. Seat area shall be raised, with raised surface completely covered with weld to insure 11
that the plug face contacts only nickel. 12
d. Screw-in seats shall not be acceptable. 13
3. End connections: See Section 15100 - Valves: Basic Requirements. 14
4. Valve shaft seals/packing: 15
a. Valve shaft seals shall be of the multiple V-ring type and shall be externally adjustable 16
and repackable without removing the bonnet or actuator from the valve under pressure. 17
b. Valves utilizing O-ring seals or non-adjustable packing shall not be acceptable. 18
5. Designed for seating drip tight in any flow direction. 19 6. Rating: 20
a. ½ through 12 IN, 175 psi working pressure. 21
b. 14 through 36 IN, 150 psi working pressure. 22
c. Three-way valves, 125 psi working pressure. 23
7. Actuator: 24
a. Actuator gearing in enclosure suitable for running in oil with seals on shaft to prevent 25
entry of dirt or water. 26
b. Positive identification on actuator indicating valve position. 27
c. Adjustable stop to set closing torque. 28
d. Valve packing adjustment accessible without removing actuator from valve. 29
e. Manual valves shall have lever or gear actuators and tee wrenches, extension stems, 30
floorstands, etc. 31
f. All valves 4 IN and larger shall be equipped with gear actuators. 32
g. The actuator shaft and the quadrant shall be supported on permanently lubricated 33
bronze bearings. 34
h. Actuators shall clearly indicate valve position and an adjustable stop shall be provided to 35
set closing torque and to provide seat adjustment to compensate for change in pressure 36
differential or flow direction change. 37
i. All exposed nuts, bolts, and washers shall be zinc plated. 38
j. Valves and gear actuators for buried or submerged service shall have seals on all shafts 39
and gaskets on the valve and actuator covers to prevent the entry of water. All exposed 40
nuts, bolts, springs and washers shall be stainless steel. 41
k. Actuator mounting brackets for buried or submerged service shall be totally enclosed and 42
shall have gasket seals. 43
8. Plugs: 44
a. Plugs shall be of ASTM A-536, Ductile Iron. 45
b. The plug shall have a cylindrical seating surface eccentrically offset from the center of 46
the plug shaft. 47
c. The interference between the plug face and body seat, with the plug in the closed position, 48 shall be externally adjustable in the field with the valve in the line under pressure. 49
d. Plug shall be resilient faced with neoprene or hycar, suitable for use with sewage. 50
9. Valves: 51
a. Valves shall have sleeve type metal bearings and shall be of sintered, oil impregnated 52
permanently lubricated type 316 ASTM A743 Grade CF–8M in ½ IN to 36 IN sizes. 53
b. In valves larger than 36 IN, the upper and lower plug journals shall be fitted with ASTM A240 54
type 316 stainless sleeves with bearings of ASTM B30, Alloy C95400 aluminum bronze. 55
c. Non-metallic bearings shall not be acceptable. 56
2.5 FABRICATION 57
A. See Section 15100 – Valves: Basic Requirements. 58

21420 GASTON COUNTY OCTOBER 2013 CQA PLAN FOR THE GASTON COUNTY SANITARY LANDFILL — HARDIN SITE
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PART 3 — EXECUTION 1
3.1 INSTALLATION 2
A. See Section 15100 – Valves: Basic Requirements. 3
B. Install valves with valve stem horizontal, plug seat on inlet side and with plug rotating up into the 4
open position for valves in horizontal lines. 5
C. Install valve with actuator above pipe or plug centerline. 6
7
END OF SECTION 8

21420 GASTON COUNTY OCTOBER 2013 CQA PLAN FOR THE GASTON COUNTY SANITARY LANDFILL — HARDIN SITE
15183
SECTION 15183

PIPE, DUCT, AND EQUIPMENT INSULATION

TABLE OF CONTENTS

ARTICLE TITLE PAGE

1.1 SUMMARY 1
1.2 QUALITY ASSURANCE 1
1.3 SUBMITTALS 1
2.1 ACCEPTABLE MANUFACTURERS 2
2.2 PIPING INSULATION: FIBERGLASS 2
3.1 INSTALLATION 2
3.2 REPAIR 3

21420 GASTON COUNTY OCTOBER 2013 CQA PLAN FOR THE GASTON COUNTY SANITARY LANDFILL — HARDIN SITE
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SECTION 15183 1
PIPE, DUCT, AND EQUIPMENT INSULATION 2
PART 1 — GENERAL 3
1.1 SUMMARY 4
A. Section Includes: 5
1. Insulation: 6
a. Piping insulation. 7
b. Equipment insulation. 8
c. Duct insulation. 9
B. Related Sections include but are not necessarily limited to: 10
1. Division 0 – Bidding Requirements, Contract Forms, and Conditions of the Contract. 11
2. Division 1 – General Requirements. 12
3. Section 11006 – Equipment: Installation. 13
1.2 QUALITY ASSURANCE 14
A. Referenced Standards: 15
1. American Society for Testing and Materials (ASTM): 16
a. C-177, Steady-State Thermal Transmission Properties by means of Guarded Hot Plate. 17
b. C-411, Standard Test Method for Hot-Surface Performance of High-Temperature Thermal 18
Insulation. 19
c. C-423, Standard Test Method for Sound Absorption and Sound Absorption Coefficients by 20
the Reverberation Room Method. 21
d. C-518, Steady-State Thermal Transmission Properties by means of the Heat Flow Meter. 22
e. C-534, Preformed Flexible Elastomeric Cellular Thermal Insulation in Sheet and Tubular 23
Form. 24
f. C-553, Standard Specification for Mineral Fiber Blanket Thermal Insulation for 25
Commercial and Industrial Applications. 26
g. C-665, Standard Specification for Mineral-Fiber Blanket Thermal Insulation for Light 27
Frame Construction and Manufactured Housing. 28
h. C-1071, Standard Specification for Thermal and Acoustical Insulation (Glass Fiber, Duct 29
Lining Material). 30
i. D-1056, Flexible Cellular Sponge or Expanded Rubber. 31
j. E-84, Surface Burning Characteristics of Building Materials. 32
k. E-96, Water Vapor Transmission of Materials in Sheet Form. 33
l. F-25, Standard Test Method for Sizing and Counting Airborne Particulate Contamination 34
in Clean Rooms and Other Dust-Controlled Areas Designed for Electronic and Similar 35
Applications. 36
2. Armstrong Cork Company: 37
a. Bulletin 10/77 15P Mechanical Systems Insulation, Section 3. 38
3. National Fire Protection Association (NFPA): 39
a. 90A, Air Conditioning and Ventilating Systems. 40
b. 90B, Warm Air Heating and Air Conditioning Systems. 41 c. 255, Surface Burning Characteristics of Building Materials. 42
4. Underwriters Laboratories, Inc. (UL): 43 a. 723, Test for Surface Burning Characteristics of Building Materials. 44
1.3 SUBMITTALS 45
A. Shop Drawings: 46
1. See Section 01340 – Shop Drawings, Product Data & Samples; Operation & Maintenance 47
Manuals; and Miscellaneous Submittals. 48
2. Product technical data including: 49
a. Acknowledgment that products submitted meet requirements of standards referenced. 50
b. Manufacturer's installation instructions. 51

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c. Submit complete specification of insulation materials, adhesives, cement, together with 1
manufacturer's recommended methods of application and coverage for coatings and 2
adhesives. 3
3. Submit itemized schedule by building of proposed insulation systems showing density, 4
thermal conductivity, thickness, adhesive, jackets, and vapor barriers. 5
4. Certifications: 6
a. Products will meet the requirements of the Contract Documents. 7
PART 2 — PRODUCTS 8
2.1 ACCEPTABLE MANUFACTURERS 9
A. Subject to compliance with the Contract Documents, the following manufacturers are acceptable: 10
1. Fiberglass insulation: 11
a. Certainteed Corporation. 12
b. Manville Corporation. 13
c. Owens Corning. 14
2.2 PIPING INSULATION: FIBERGLASS 15
A. Pipe and Fitting Insulation: 16
1. Preformed fiberglass pipe insulation: 17
a. Density: 4 LBS/CF. 18
b. Temperature rated: 650°F. 19
c. Average thermal conductivity not to exceed 0.22 (Btu-IN) per square foot-°F-hour at 20
mean temperature of 75°F. 21
d. Fire hazard rating: 22
1) UL 723, ASTM E-84, NFPA 255. 23
2) Flame spread not exceeding 25 and smoke developed not exceeding 100. 24
2. Moisture adsorption: 25
a. ASTM C-553. 26
b. Not greater than 0.5 percent moisture by volume when exposed to moisture laden air at 27
120°F and 96 percent RH. 28
3. Fungi and bacteria resistance: 29
a. ASTM C-665. 30
b. Does not breed or promote growth. 31
c. Flame attenuated glass fibers bonded with thermosetting resin. 32
4. Piping jackets (general applications): 33
a. Aluminum: 16 mil embossed aluminum. 34
b. PVC: Preformed 0.028 IN thick PVC jackets fabricated from B.F. Goodrich PVC sheeting 35
V-66 with proven resistance to ultraviolet degradation when temperatures do not exceed 36
the limits of PVC. 37
c. Piping jacket not required on concealed piping. 38
5. Minimum insulation thickness: Conform to the following schedule or as shown on the 39 Drawings: 40
Application Pipe Size Thickness Jacket
Exposed Leachate Pump Station All 2 IN Aluminum
PART 3 — EXECUTION 41
3.1 INSTALLATION 42
A. Install products in accordance with manufacturer's instructions. 43
B. General: 44
1. Consider all exterior storage tank and containment area piping as exposed, except as 45
otherwise indicated. 46
2. Apply insulation on clean, dry surfaces after inspection. 47
3. Provide insulation continuous through wall, openings, pipe hangers, supports, and sleeves. 48
4. Provide insulation with vapor barrier for piping where surfaces may be cooler than 49
surrounding air temperatures. Provide vapor barrier (0.17 perm-IN; ASTM C355) continuous 50

21420 GASTON COUNTY OCTOBER 2013 CQA PLAN FOR THE GASTON COUNTY SANITARY LANDFILL — HARDIN SITE
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and unbroken. Hangers, supports, anchors, and related items that are secured directly to 1
cold surfaces must be adequately insulated and vapor-sealed to prevent condensation. 2
C. Piping Insulation: Fiberglass: 3
1. Apply over clean dry pipe. Butt all joints together firmly. 4
2. Seal joints, slits, miter-cuts and other exposed edges of insulation as recommended by the 5
insulation manufacturer. 6
3. Insulate fittings, valves, and flanges with insulation thickness equal to adjacent pipe. 7
4. PVC pipe jacket: 8
a. Apply jacketing with a minimum of 1 IN overlap. Weld longitudinal and circumferential 9
seams with adhesives as recommended by manufacturer. 10
b. Provide slip-joints every 30 FT and between fittings if distance exceeds 8 FT. Construct 11
slip-joints by overlapping jacket sections 6 to 10 IN. 12
c. Provide premolded PVC covers of same material and manufacturer as jacket for fittings, 13
valves, flanges, and related items in insulated piping systems. 14
5. Aluminum pipe jacket: 15
a. Field-applied aluminum jacket with vapor-sealed longitudinal and butt joints. 16
b. Provide smooth and straight joint with a minimum 2 IN overlap. 17
c. Secure joints with corrosion-resistant screws spaced 0.25 IN to 0.50 IN back from edge. 18
d. Center spacing of screws 5 IN maximum or as required to provide smooth tight-fitted 19
joints. 20
e. Place joints on least exposed side of piping to obtain neat appearance. 21
3.2 REPAIR 22
A. Whenever any factory applied insulation or job-applied insulation is removed or damaged, replace 23
with the same quality of material and workmanship. 24
25 END OF SECTION 26

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Operations Plan
Gaston County Sanitary Landfill
Unit II – Phase 2 – Hardin Site

Gaston County, NC
July 2016

Gaston County Sanitary Landfill | Operattions Plan
Contents
Contents
1 Introduction ......................................................................................................................... 1
2 Hours and Days of Operation .............................................................................................. 1
3 Standard Operating Procedures .......................................................................................... 1
3.1 Traffic Routing and Access Control .............................................................................. 1
3.2 Litter Control ................................................................................................................ 2
3.3 Odor Control ................................................................................................................ 2
3.4 Dust Control ................................................................................................................. 2
3.5 Noise Control ............................................................................................................... 2
3.6 Vector Control .............................................................................................................. 2
3.7 Inclement Weather Operations .................................................................................... 2
4 Waste Screening ................................................................................................................. 2
4.1 Waste Receiving and Inspection .................................................................................. 3
4.2 Acceptable Waste Types ............................................................................................. 3
4.3 Prohibited Wastes Types ............................................................................................. 4
4.4 Hazardous Waste Contingency Plan ............................................................................ 4
5 Yard Waste Management ................................................................................................... 5
6 C&D .................................................................................................................................... 5
6.1 Operations ................................................................................................................... 5
6.2 Recycling ..................................................................................................................... 6
7 Disposal Methods and Sequence of Operation ................................................................... 6
7.1 Placement of Initial Lift ................................................................................................. 6
7.2 Operational Procedures ............................................................................................... 6
7.3 Equipment Operations with the Landfill Cell ................................................................. 7
7.4 Stormwater Separation ................................................................................................ 8
8 Spreading and Compacting ................................................................................................. 8
9 Cover .................................................................................................................................. 8
9.1 Daily Cover .................................................................................................................. 8
9.2 Alternate Daily Cover (ADC) ........................................................................................ 8
9.2.1 Posi-Shell ............................................................................................................. 9
9.2.1.1 Properties of posi-shell ...................................................................................... 9
9.2.1.2 Cover system description .................................................................................. 9
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Gaston County Sanitary Landfill | Operattions Plan
Contents
9.2.1.3 cover system application procedures................................................................10
9.3 Intermediate Cover .....................................................................................................11
10 Disease Vector Control Plan ...........................................................................................11
11 Methane Monitoring Plan ................................................................................................11
11.1 General Information ....................................................................................................11
11.2 Sampling and Analysis Procedures .............................................................................12
11.3 Emergency Response Plan .........................................................................................12
11.3.1 For 100% LEL at boundaries less than 250 feet from Structures..........................12
11.3.2 Distance is greater than 250 feet from Structures ................................................13
11.3.3 For Stuctures with greater than 25% LEL .............................................................13
11.3.4 For Structures with less than 25% LEL ................................................................13
12 Air Criteria ......................................................................................................................13
13 Access and Safety Requirements ...................................................................................14
14 Sedimentation and Erosion Control ................................................................................14
15 Drainage Control and Water Protection Requirements ...................................................14
16 Record Keeping ..............................................................................................................15
17 Leachate Management ...................................................................................................15
17.1 General .......................................................................................................................15
17.2 Lift Station Design .......................................................................................................16
17.3 Leachate Pretreatment and Discharge ........................................................................16
17.4 Separation of Storm Water ..........................................................................................16
17.5 Leachate System Maintenance ...................................................................................16
17.6 Leachate Quality Sampling .........................................................................................17
17.7 Leachate Contingency Plan ........................................................................................17
18 Staffing and Operational Responsibility ..........................................................................17
18.1 Personnel ...................................................................................................................17
18.2 Personnel Training ......................................................................................................18
18.3 Management Structure ...............................................................................................18
19 Equipment Requirements ...............................................................................................19

ii
Gaston County Sanitary Landfill | Operattions Plan
Contents
List of Tables
Table 16-1 - Record Keeping ....................................................................................................15
Table 19-1 - Current Equipment Inventory ................................................................................20

List of Figures
Figure 18-1- Gaston County Landfill Management Authority .....................................................18

iii

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Gaston County Sanitary Landfill | Operattions Plan
Introduction
1 Introduction
The purpose of this section is to identify protocols for the overall operation and maintenance of
the Gaston County MSW Landfill. This Plan, which has been prepared in accordance with Rule
.1625, provides details of the procedures and policies, which shall be implemented throughout
the life of the Hardin Site. Detailed drawings for Unit I and Unit II of the landfill’s development,
as well as the future expansion of Unit III, are presented in the Drawing section of this Permit
Application. These Drawings illustrate the existing conditions of the expansion area (including
known limits of existing and previous disposal areas and buffer zones), the phasing (including
the progression of cell development, transition contours, and final contours), and proposed final
contours and erosion control plans (including storm water control measures, and stockpile and
borrow operations).
2 Hours and Days of Operation
The Landfill will be open for operation between the hours of 8:00 a.m. and 4:00 p.m., Monday
through Friday, and from 8:00 a.m. and 12:00 p.m. on Saturday. The Landfill will be normally
closed on Sundays except where prior permission has been given to receive waste for special
instances such as a natural disaster. Observed holidays are Good Friday, Memorial Day,
Independence Day, Labor Day, Thanksgiving, Christmas, and New Year’s Day.
Special notices will be posted at the main entrance of the facility advising users of observed
holidays. Such notices will be posted at least one week in advance of the holiday.
3 Standard Operating Procedures
3.1 Traffic Routing and Access Control
An entrance sign is posted stating the facility name, permit number, and operating hours.
Additional signs will be posted for allowable speed limit (10 miles per hour) and directional signs
indicating the location of the disposal area.
All trucks entering the landfill to dispose of solid waste will be weighed at the entrance scales.
Regular users may not be weighed upon leaving if vehicle tare weights are known.
Automobiles and low-sided pickup trucks will not be allowed to dispose waste in the Units I and
II. A citizen’s drop-off center is available for their use and convenience.
Internal access roads will be graveled and maintained in an all-weather condition for
accessibility to all operation areas and MSW disposal units. The total length of roadway from
the entrance to the scales and from the scales to the disposal area will provide sufficient
queuing distance for trucks during the peak traffic periods.
Perimeter roads and operational access roads will be built to allow for two-way truck traffic. The
operational access road on the fill will be developed with extensions from the perimeter road to
the fill area.
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Gaston County Sanitary Landfill | Operattions Plan
Waste Screening
3.2 Litter Control
In order to control litter and windblown debris, the working face will be kept as small as possible,
and the waste will be compacted as soon as possible after unloading. Cover material will be
applied daily. Portable litter fences may be utilized downwind of and in close proximity to the
working areas to catch blowing litter. The area around the work face and the property in general
will be routinely checked, and the litter removed on a regular basis.
3.3 Odor Control
Detection of odors, which emanate from MSW disposal operations, are generally limited within a
short distance of the working face. As such, compaction and covering of waste on a daily basis
will help control odors and minimize nuisance-type situations.
3.4 Dust Control
Excessive dust can be a nuisance and a hazard. During extended dry periods, on-site roads
will be sprayed with water to reduce and control dust problems. The use of water will be
controlled so that no saturation or ponding occurs.
3.5 Noise Control
Noise resulting from landfill equipment will be limited to the period of time during operating
hours. All on-site equipment will be equipped with mufflers or similar noise-dampering devices.
A buffer of trees and other vegetation will be maintained between the operating areas and other
nearby areas. These efforts help reduce noise and minimize the nuisance problem to
neighbors.
3.6 Vector Control
The most common vectors associated with landfill operations are flies, rats, and birds. Fly
larvae enter along with the waste. Rats and birds are attracted to open refuse. Vectors will be
controlled through the compaction and daily covering wastes.
3.7 Inclement Weather Operations
During periods of wet weather, it may be necessary to depart from normal operating
procedures. The goals in wet weather operation are to minimize the size of the working face to
avoid disturbing as much area as possible, minimize the haul distance off the access road to
keep vehicles from getting stuck and tracking mud, and expose as little trash as possible to the
rain to reduce leachate generation. Occasionally, there may be prolonged periods of rain that
will make even the best access road impossible. During these periods, an area reserved for wet
weather will be used.
4 Waste Screening
In order to assure that prohibited wastes are not entering the landfill facility, screening programs
have been implemented at the Gaston County Sanitary Landfill. Waste received at both the
scale house entrance and waste taken to the working face is inspected by trained personnel.
These individuals have been trained to spot indications of suspicious wastes including:
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Gaston County Sanitary Landfill | Operattions Plan
Waste Screening
Hazardous placarding or markings; liquids; powders or dusts; sludges; bright or unusual colors;
drums or commercial size containers; and “Chemical” odors. Screening programs for visual and
olfactory characteristics of prohibited wastes is an ongoing part of the landfill operation and
have been implemented in accordance with Rule .1626 Part (1)(f).
4.1 Waste Receiving and Inspection
All vehicles must stop at the scale house located at the entrance to the facility. All visitors to the
facility are required to sign in. All refuse transportation vehicles are weighed, and the content of
the load is assessed. Any waste material, which possess health hazards, start a fire, or could
negatively impact the environment, is deemed unacceptable. The scale attendant requests a
description of the waste from the driver of each vehicle to ensure that unacceptable waste is not
disposed into the landfill. The attendant then visually checks the vehicle as it crosses the scale.
Signs have been conspicuously posted informing users of the acceptable and unacceptable
types of wastes.
Attendants inspect approximately 1 percent of the daily truck traffic. Vehicles are randomly
selected for screening. The selected vehicles are required to unload their waste at a designated
tipping area. The waste is then spread and inspected. An attendant trained to identify
unacceptable wastes inspects the waste at the screening site. If unacceptable waste is found,
the load is isolated and secured. The Landfill Supervisor will then notify officials of the North
Carolina Department of Environmental Quality (NCDEQ) Division of Waste Management within
24 hours of attempted disposal of any waste the landfill is not permitted to receive in order to
determine the proper course of action. The officials to notify include Waste Management
Specialist in Mooresville at 704-663-1699, or Western Regional Office in Winston-Salem at 910-
771-4600.
The following records are kept on site to document all inspections:
• The date and time wastes were received for inspection
• Source and type of wastes
• Vehicle and driver identification
• All observations made by the inspector
• Final disposition of waste after inspection
4.2 Acceptable Waste Types
The proposed lined facility will accept only residential, commercial, or industrial waste types.
Sludges and other wastes not defined by these waste types will be accepted as suitable for
disposal if they meet the criteria required under the Division’s “Procedure and Criteria for Waste
Determination.” Wastewater treatment plant sludge will be accepted in accordance with Rule
.1626(1)(e). Waste consisting of debris generating from construction, demolition, remodeling or
repair of pavement, buildings, or other structures will be accepted for disposal in the C&D unit.
The C&D unit will not accept yard trash, land clearing debris, inert debris, or putrescible waste.
Yard waste will be accepted at the Yard Waste Facility for processing into mulch (see Section
5.0). Asbestos waste will not be accepted for disposal at any unit of the landfill. Wastes that
3
Gaston County Sanitary Landfill | Operattions Plan
Waste Screening
are received at the facility that are detected during the waste screening process to contain
asbestos (including shingles) will not be allowed for disposal.
4.3 Prohibited Wastes Types
In accordance with state regulations, the following wastes are prohibited from disposal within a
MSW landfill unit:
• Scrap Tires
• Used Oil
• White Goods
• Lead Acid Batteries
• Yard Trash
• Aluminum Cans
In addition, operating criteria prohibit other materials from disposal at the MSW landfill unit.
These criteria address the following types of waste:
• Leachate or gas condensate
• Hazardous waste as defined within 15A NCAC 13A, including hazardous waste
from conditionally exempt small quantity generators.
• Polychlorinated biphenyls (PCB) wastes as defined in 40 CFR 761.
• Bulk or non-containerized liquid wastes unless the waste is household waste
other than septic waste and waste oil; or the waste is leachate or gas condensate
derived from the MSW landfill unit, whether it is a new or existing MSW landfill unit
or lateral expansion, is designed with a composite liner and leachate collection
system.
• Containers holding liquid wastes unless the container is a small container similar
in size to that normally found in household waste, the container is designed to
hold liquids for use other than storage, or the waste is household waste.
• Wastewater treatment sludges unless they are used as a soil conditioner and
incorporated or applied to the vegetative growth layer (at a depth no greater than
six inches); or unless the disposal of sludges have passed the paint filter test and
have an acceptable TCLP test.
4.4 Hazardous Waste Contingency Plan
In the event that identifiable hazardous waste or waste of questionable origin is disposed at the
landfill, appropriate equipment, protective gear, personnel, and materials as necessary will be
employed to isolate the wastes. The NCDEQ Division of Waste Management and the County
Engineer will be notified immediately that waste other than that which the landfill has been
permitted to receive has been disposed. If the vehicle disposing of such waste is known, all
attempts will be made to prevent that vehicle form leaving the site; or if the vehicle has left the
site, immediate notice will be served on the owner of the vehicle that hazardous waste for which
he/she has responsibility has been disposed at the landfill.
The County shall assist the NCDEQ Division of Waste Management as necessary and
appropriate in the removal and disposition of the waste and in the prosecution of culpable
4
Gaston County Sanitary Landfill | Operattions Plan
Yard Waste Management
parties. If possible, any unauthorized wastes will be removed for disposal in collection bins or
back onto the transporter’s vehicle. At a minimum, if the waste cannot be returned to the
transporter’s vehicle, it will be isolated from the remaining waste and contained to the extent
possible. If needed, the waste will be covered with either on-site soils or tarping material until
such time when an appropriate method can be implemented to properly handle the waste. The
cost of the removal and disposing the waste shall be charged to the owner of the vehicle
involved. Any vehicle owner or operator who knowingly dumps unacceptable waste in the
landfill may be barred from using the landfill.
Should an incident where prohibited waste is found at the landfill occur, the event shall be
documented as follows:
• Date and time of material detection
• Hauler name (company and driver)
• Material(s) detected
• Material generator(s) if able to identify
• Actions(s) taken to manage or return material(s)
• Efforts taken if extreme toxicity or hazard was discovered
• Landfill employee in responsible charge
Records of information gathered as part of the waste screening programs will be maintained at
the landfill site during its active life and as long as required by Gaston County and the state.
5 Yard Waste Management
The County has been approved for and operates a small Type 1 Yard Waste Facility adjacent to
the landfill. Any yard waste brought to the landfill will be directed to the Yard Waste Facility.
Additional information on the Yard Waste Facility and yard waste management can be found in
the Yard Waste Operations Plan submitted by the County and approved under the 2014 Permit
Renewal.
6 C&D
6.1 Operations
C&D filling operations would be continued during this permit cycle over the closed MSWLF Area
C unit in accordance with the existing C&D Operations Plan, dated June 27, 2008; and
subsequently modified to include C&D recycling activities (until 3:1 sideslopes and final top
elevations have been achieved.
The financial assurance requirements for the proposed C&D operations are included under
Section 8.0 – Closure, Post-Closure Cost Analysis of the Construction Plan Report for the
facility.
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Disposal Methods and Sequence of Operation
6.2 Recycling
In order to reduce the amount of waste that enters the landfill, and in response to a significant
increase in the amount of shingle debris, the County has implemented a C&D Recycling
Program. Details on this NCDEQ-approved plan can be found in the C&D Recycling Plan.
7 Disposal Methods and Sequence of Operation
An area filling method will be used for the Unit I and Unit II active MSW landfills. Each disposal
cell will be constructed as a series of “lifts” in which the daily waste is compacted to a height of
approximately 10 feet and covered with 6 inches of cover material or an approved alternate
daily cover material. Edge of liner markers will be installed to aid in operational control. The
heights of each lift and fill section will be controlled through the periodic survey of surface
elevations referencing site benchmarks. In addition, an aerial survey of the site will be
conducted on a routine basis to confirm available airspace and waste placement density.
Solid waste unloading shall be restricted to the working face of the cell in such a manner that
waste may be easily incorporated into the active landfill area with available equipment.
Scavenging will be prohibited.
7.1 Placement of Initial Lift
During waste filling operations, the landfill liner systems are most vulnerable during the
placement of the first lift of solid waste. The first lift of MSW should be comprised of select
loads spread on top of the leachate collection layer. The select loads must be free of long or
large pieces of waste that may be pushed through the leachate collection layer and puncture or
damage the liner system. Landfill operations personnel will be positioned near the working face
to check for any debris or waste which would possibly penetrate the protective cover layer. The
first lift should be a minimum of four feet thick and provide sufficient area for at least one day’s
operation without leaving other areas susceptible to damage.
Another area of the liner system that is vulnerable during placement of the first lift of solid waste
is the perimeter berms. The protective cover layer against the side wall will protect the liner
system. As with the bottom liner, the first lift of MSW placed against the liner side walls should
be comprised of select loads.
In the event that the Landfill Supervisor identifies any damage to any part of the liner system,
the supervisor should immediately have it repaired. Additionally, the supervisor should
document the damage and repair as part of the operating record.
7.2 Operational Procedures
Solid waste transportation vehicles will arrive at the working face at random intervals. There
may be a number of vehicles unloading waste at the same time, while other vehicles are
waiting. In order to maintain control over the offloading of waste, only a certain number of
vehicles will be allowed on the working face at a time. The actual number will be determined by
the truck spotter. This procedure will be used in order to minimize the potential of off-loading
non-acceptable waste and to control disposal activity. Operations at the working face will be
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Gaston County Sanitary Landfill | Operattions Plan
Disposal Methods and Sequence of Operation
conducted in a manner which will encourage the efficient movement of collection vehicles to and
from the working face and to expedite the unloading of waste.
The operational approach to managing the working face will be to maintain an area large
enough that two or more vehicles may safely unload side by side. A vehicle turn-around area
large enough for vehicles to arrive and turn around safely at a reasonable speed will be
provided adjacent to the unloading area. The vehicles will back to a vacant area near the
working face to unload. Upon completion of the unloading operation, the transportation vehicles
will immediately leave the working face area. Landfill operations personnel will direct traffic as
necessary to expedite safe movement of vehicles.
Solid waste unloading at the landfill will be controlled to prevent disposal in locations other than
those specified by site management. Such control will also be used to confine the working face
to a minimum width, yet allow safe and efficient operations. The width and length of the working
face will be maintained as small as practical in order to maintain the appearance of the site,
control windblown waste, and minimize amount of cover soil required each day. Normally, only
one working face will be active on any given day with all deposited waste in other areas covered
by either daily, intermediate, or final cover, as appropriate. The active working face will be
appropriately graded and maintained to control surface water coming in contact with the waste.
Use of portable signs with directional arrows and portable traffic barricades will facilitate the
unloading of wastes to the designed disposal locations. These signs and barricades will be
placed along the access route to the working face of the landfill or other designated disposal
units, which may be established.
Incoming waste at the facility will be confined to the smallest working face feasible. Appropriate
control devices such as berms, fences, and cover material will be used as needed to prevent
windblown debris. Any windblown debris will be collected regularly.
In addition, the County has been approved to utilize a second working face for MSW operations
during the upcoming transition period between landfills. The Unit I MSW landfill will soon begin
final fill operations on the side slope and top of the fill areas. In order to maintain operational
flexibility, a second working face would be opened on the active Unit II MSW landfill and the
waste stream would be directed to the working faces according to weather, intake rates, etc.
The time required to operate both working faces would be minimized. Prior to beginning and
upon concluding the second working face, the County will notify NCDEQ.
7.3 Equipment Operations with the Landfill Cell
Both the facilities operational vehicles and solid waste transportation vehicles must be restricted
as follows within the lined landfill cell:
• Only LGP tracked equipment shall be allowed to operate directly on the leachate
collection layer.
• A minimum vertical separation of three feet shall be maintained between the geo-
membrane liner and all solid waste transportation vehicles.
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Gaston County Sanitary Landfill | Operattions Plan
Spreading and Compacting
• A minimum vertical separation of five feet shall be maintained between the
geomembrane liner and trash compactors.
The operation of vehicles within those portions of the cell not actively receiving waste should be
restricted to activities associated with sedimentation and erosion control.
7.4 Stormwater Separation
Each cell is designed as a series of hydraulically isolated subcells configured to limit the amount
of storm water entering the leachate collection system by using a rain cover and controlling
surface drainage. Waste placement will begin in the lowest subcell area with fill operations
continuing in the direction of a higher subcell. Prior to placement waste in any subcell the rain
cover, if installed, will be removed.
8 Spreading and Compacting
The procedures for placement and compaction of solid waste include unloading of trucks,
spreading of waste into two-foot lifts, and compaction on relatively flat slopes (i.e., 5H:1V) using
a landfill compactor and a minimum number of three full passes.
9 Cover
A significant volume of soil will be required to provide for the cover requirements during
landfilling operations. In order to provide for these requirements, the material excavated during
construction will be stockpiled and available for daily cover, intermediate cover, or final cover
use. Additional stockpiling of material may be necessary in the cell operations area prior to
winter when moving materials is more difficult due to inclement weather.
9.1 Daily Cover
In accordance with 15A NCAC 13B .1626 (2), the operator of MSW landfill units must cover
disposed solid waste with six inches of earthen material (or alternative daily cover (ADC)
approved by NCDEQ at the end of each operating day, or at more frequent intervals if
necessary, to control disease vectors, fires, odors, blowing litter, and scavenging. The daily
cover must:
• Be capable of covering solid waste after it is placed without change in its properties
and without regard to weather;
• Be noncombustible; and
• Not include rock fragments that are greater than six inches in diameter.
9.2 Alternate Daily Cover (ADC)
The use of an alternate daily cover has been approved by NCDEQ. The use of Posi-Shell as an
ADC is described in this section. An ADC must provide control for disease vectors, fires, odor,
blowing litter, and scavenging. It has been determined through the Solid Waste Section
required demonstration from April 13, 2010 through June 30, 2011 that the Posi-Shell provides
equal or better element control as compared to soil.
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Gaston County Sanitary Landfill | Operattions Plan
Cover
An ADC shall not be used more than five consecutive days. If ADC is used on four consecutive
days, soil cover will be used on the following day. An ADC will not be used on final external
slopes.
9.2.1 Posi-Shell
9.2.1.1 PROPERTIES OF POSI-SHELL
The properties of each component of Posi-Shell are presented in the Manufacturer’s Usage
Guide in Appendix C.
9.2.1.2 COVER SYSTEM DESCRIPTION
As described in the Manufacturer’s Usage Guide, the application rate for short-term coverage
(overnight cover for daily cover operations) is approximately 8 to 10 square feet per gallon.
Assuming the working face is less than one acre (100 feet wide and 400 feet long), the
maximum quantity of mixture used would be approximately 4,000 gallons. Posi-shell
manufacturers may change recipes and County may use newer or better products as they
become available. Currently, at a minimum, the Posi-Shell material quantities for daily use
should be the following:
• 3,200 gallons of liquid (water or leachate),
• 8 bags (15 pounds each) of Posi-Pak,
• 40 bags (50 pounds each) of PSM-200 setting agent,
• 80 bags (94 pounds each) of optional Portland cement
Posi-Pak is a specially designed plastic fiber with a proprietary finish that provides the
reinforcement matrix for the finished cover. PSM-200 setting agent is a blend of clay, polymers,
and adhesives that provides thickening, lubrication, and adhesion. Portland cement can be
used as a binder component which will help neutralize odors and enhances the durability of the
cover system.
Earthtone or green coloring agent for Posi-Shell material is a ferrous oxide compound that is
used to impart the "soil" color to the cover. Approximately 20 pounds of this agent are added to
each 1,000-gallon Posi-Shell load. This compound is typically used to color mortar and block in
the brick manufacturing business. A coloring agent may or may not be used for this
demonstration.
Waste latex paint has been demonstrated to enhance the Posi-Shell mixture by increasing its
viscosity, density, and opacity, which lead to more effective and durable cover material. Waste
latex paint replaces Portland cement in the mixture and will be added in accordance with
manufacturer’s recommendations. Waste latex paint from the County’s on-site household
hazardous waste (HHW) operations will be used. The County’s HHW operators are properly
trained to recognize latex paints from oil-based paints and, currently, separate such paints for
proper disposal. No changes in the HHW operations are anticipated.
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Gaston County Sanitary Landfill | Operattions Plan
Cover
9.2.1.3 COVER SYSTEM APPLICATION PROCEDURES
Application Procedure
Application of the Posi-shell will generally follow the manufacturer’s recommendation and will
employ the following minimum procedures:
• The Posi-shell will be applied in two different directions to avoid spray shadow or
wind dispersion;
• The Posi-shell will be applied at the end of each working day;
• The Posi-shell surface will be visually inspected on a daily basis for exposed waste
and/or inadequate coverage. Inadequate coverage is generally defined as a
thickness of less than 1/8 of an inch.
Areas of exposed waste and/or inadequate coverage will receive an additional application prior
to operations ending for that day.
Maximum Daily Area Coverage
The estimated maximum daily coverage area is based on the following assumptions:
• Annual waste disposal rate (MSW only) = 175,000 tons
• Operating days per year = 284 days
• Approximate daily waste disposal rate = 620 tons
• In-place density = 0.65 tons of C&D per cubic yard
• Daily cubic yards disposed = daily waste disposal rate / in-place density = 1,240 yd3
or 33,400 ft3
The working face will be restricted to the smallest area feasible. Assuming the working lift is
typically six feet high, the working face area is 5,580 square feet (daily cubic feet
disposed/working lift thickness), which is equal to the daily coverage area.
Daily Depth and Quantity to be Applied
Not applicable.
Average Monthly Volume of Daily Cover
Not applicable.
List of Equipment
Equipment required for the Posi-Shell consists of a standard hydroseeding unit and a towing
unit.
Material and Equipment Storage
The material components of Posi-Shell will be housed on site to minimize the risk of hydration.
The spraying equipment will be parked in a County designated area which will not impede daily
operations.
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Gaston County Sanitary Landfill | Operattions Plan
Disease Vector Control Plan
Wet Weather Operation
The application of Posi-shell during heavy rain events will be minimized. If Posi-shell is applied
during periods of heavy rain, the surface will be visually inspected following the rain event for
exposed waste or inadequate coverage.
Contingency Plans
In the event that any of the equipment fails, or if the Posi-Shell Advanced Formulation is inade-
quate, then conventional soil cover will be used from an on-site stockpile in accordance with the
current site permit. Heavy equipment associated with the daily soil cover operations will remain
available on the site. Under this Plan, normal daily cover soil operations will resume during the
periods when the Posi-Shell is not utilized.
9.3 Intermediate Cover
Intermediate cover consisting of a total thickness of twelve inches will be applied to all areas
which will not have wastes placed on them for 12 months or more, but where final termination of
disposal operation has not occurred. The areas, which have received intermediate cover, will
be graded to prevent ponding. Any erosion or other damage which has occurred to the
intermediate cover will be repaired on a routine basis.
10 Disease Vector Control Plan
The need for extensive disease vector control (control of rodents, flies, mosquitoes, or other
animals, including insects capable of transmitting disease to humans) will be minimized through
proper site operation, including on-going compaction and application of daily and final cover. If
vector problems develop that required control beyond the measures indicated above, pesticides
and/or rodenticides will be employed as necessary by licensed professionals.
11 Methane Monitoring Plan
11.1 General Information
Landfill gases are the product of solid waste decomposition under anaerobic conditions. The
quantity and types of gas generated depend on the type of waste. The largest amount of gas is
typically generated from waste containing a high percentage of readily degradable organic
matter. The rate of generation also depends on the moisture content, temperature, and particle
size of the waste and the age of the fill. High temperature and moisture content, along with
small particle size, tend to result in higher gas production. Gas production from a landfill can
last from two to 30+ years, but generally peaks after approximately five to seven years if the
moisture content is not limited. Landfill gases predominantly consist of methane and carbon
dioxide. Initially, the gas is mostly carbon dioxide with methane production beginning later;
however, the gas eventually reaches approximately 50 percent methane by volume.
A gas monitoring system will be constructed around the perimeter of the landfill expansion. This
system will be monitored quarterly with a portable combustible gas indicator to check for gas
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Gaston County Sanitary Landfill | Operattions Plan
Methane Monitoring Plan
migration along the perimeter of the landfill nearest any residential structures. All buildings and
enclosed structures on the landfill and open fill areas are continuously monitored as part of the
current routine methane monitoring program. Routine monitoring for gas migration is performed
in accordance with Rule .1626 Part (4)(b) to ensure that the following compliance levels for
methane concentration are not exceeded: 1) the concentration of methane gas generated by
the facility does not exceed 25 percent of the lower explosive limit (LEL) for methane in facility
structures (1.25% methane); and 2) the concentration of methane gas migrating from the landfill
does not exceed the LEL for methane at the facility property boundary (5% methane).
If concentrations are measured at greater than 25 percent of the LEL for methane in facility
structures then the County will immediately take all necessary steps to ensure protection of
human health and shall notify the Division of Waste Management. Within seven days of
detection, the methane gas levels detected and a description of the steps taken to protect
human health will be placed in the operating record. Within 60 days of detection, a remediation
plan describing the nature and extent of the problem and the proposed remedy for methane gas
releases will be developed and placed in the operating record. The remediation plan will then
be implemented and the Division of Waste Management notified that the remediation measures
have been implemented.
11.2 Sampling and Analysis Procedures
The County has an independent contractor perform methane sampling and analysis. The
independent contractor has developed site-specific sampling and analysis procedures for the
Gaston County Landfill.
At a minimum, the following safety precautions are adhered to by all personnel when monitoring
for methane gas:
• At least two people should be present at all times when monitoring for potentially
explosive gas concentrations.
• At a minimum, hard hat, safety glasses, work boots, and gloves should be worn.
• Smoking and open flames are prohibited at all times.
• Fire extinguishers should accompany personnel at all times when monitoring for
explosive vapors.
Emergency personnel such as fire and ambulance should be notified prior to conducting any
major monitoring or corrective action work to allow staff to be prepared in case of an
emergency. Emergency phone numbers should be posted.
11.3 Emergency Response Plan
In the event methane gas levels exceed allowable limits, the emergency response plan will be
as follows:
11.3.1 For 100% LEL at boundaries less than 250 feet from Structures
• Call Gaston Fire Department Hazardous Material Team.
• Follow emergency procedures outlined in Rule 15A NCAC 13B.1626(4).
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Gaston County Sanitary Landfill | Operattions Plan
Air Criteria
• Notify the Consulting Engineer.
11.3.2 Distance is greater than 250 feet from Structures
• Notify NCDEQ.
• Notify County Engineer.
11.3.3 For Stuctures with greater than 25% LEL
• Evacuate immediately, leaving doors open.
• Notify Gaston Fire Department Hazardous Material Team.
• Notify County Engineer.
• Follow emergency procedure outlines in 15A NCAC 13B.1626(4).
11.3.4 For Structures with less than 25% LEL
• Conduct follow-up monitoring.
• Discuss with County Engineer.
12 Air Criteria
In accordance with the State Implementation Plan developed under the Clean Air Act Section
110, open burning is prohibited at the site, unless approved by the Division of Waste
Management for the infrequent burning of land clearing debris generated on site or debris from
emergency clean-up operations. In order to control accidental fires from occurring at the site,
the following preventative measures are taken:
• The Scale Attendant and equipment operators screen incoming waste loads for
signs of hot loads, such as smoke, steam, or heat being released from the waste,
in order to prevent such loads from being off loaded in the active area of the
landfill.
• Smoking is confined to designated areas only, away from active areas of the
landfill, fuel stations, methane collection, and treatment equipment and other fire-
sensitive areas.
• Motorized equipment is not to be parked near fuel stations longer than necessary
for refueling.
• Fuel spills are contained by berming and cleaned up immediately using some type
of absorbent material.
• Landfill equipment is not parked in the active area of the site overnight.
• Dead trees, brush, or vegetation adjacent to the landfill will be removed
immediately, and grass and weeds mowed so that brush fires cannot spread to
the landfill. A mower/shredder is available to control grass and brush.
Water trucks are available on-site to control fires should they occur. In the event that additional
fire protection will be needed, the Town of Dallas will be contacted immediately to provide fire-
fighting services. The Division of Waste Management will be notified verbally within 24 hours of
any fire occurrence at the landfill, and written notification shall be submitted to the Division
within 15 days of the fire incident.
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Gaston County Sanitary Landfill | Operattions Plan
Access and Safety Requirements
13 Access and Safety Requirements
Entry to the site will be limited to landfill personnel, approved waste haulers, and properly
identified persons whose entry is authorized by the site management. The County reserves the
right to restrict access to the site. Visitors may be allowed near the active area only when
accompanied by a site representative.
An entrance sign will be posted stating the facility name, permit number, and operating hours.
Additional signage will regulate traffic flow, provide information on dumping procedures, the type
of waste the facility is permitted to receive, as well as those wastes banned from disposal at the
facility, and indicate the location of the disposal area.
Facility roads will be maintained in a good all-weather condition to ensure that all operation
areas and disposal units are accessible. Dust control measures, including wetting or temporary
seeding of soil stockpiles and wetting of on-site roads, will be implemented when necessary.
Access to all facilities will be controlled by natural barriers, fencing, or an equivalent means of
controlling vehicular access and preventing illegal disposal. All access will be limited by gates
which are securable and equipped with locks.
Scavenging will not be permitted at the landfill. If the volume of salvageable goods is sufficient,
those items will be set aside for salvage disposal by Gaston County; however, under no
circumstances will goods be allowed to be salvaged from the working face. Items stockpiled for
possible salvage will be maintained in a neat and orderly fashion.
Barrels and drums will not be disposed of unless they are empty and perforated sufficiently to
ensure that no liquid or hazardous waste is contained therein, except fiber drums containing
asbestos.
14 Sedimentation and Erosion Control
Perimeter ditches and sedimentation basins will be constructed and maintained to control runoff
and to provide a settling zone for sediments. Sedimentation basins will be designed based
upon the 24 hour/25-year storm.
Provisions for temporary and permanent seeding, as recommended by the Gaston County Soil
and Water Conservation District, will be accomplished within 30 working days or 120 calendar
days upon completion of any phase of landfill development. The vegetative ground cover
employed will be sufficient to control on-site erosion.
15 Drainage Control and Water Protection
Requirements
The landfill will be constructed with 3:1 side slopes with terraced benched and 12.5:1 top slopes
to promote drainage and prevent ponding over or in the waste.Perimeter ditches will channel
runoff to sediment basins designed to control the 24 hour/25-year storm event while achieving
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Gaston County Sanitary Landfill | Operattions Plan
Record Keeping
the maximum settling efficiency for a sediment particle with a diameter of 40 microns. Sediment
basins will also prevent the discharge of pollutants into the waters of the United States,
including wetlands, that violates any requirements of the Clean Water Act, including, but not
limited to, NPDES requirements.
The landfill has a comprehensive surface and groundwater monitoring program to provide early
detection of any leachate migration problems. In the event any constituents are detected above
allowable limits, measures will be taken to begin assessing the extent of contamination and, if
necessary, corrective actions that need to be taken to prevent the pollution of waters of the
United State, including wetlands, that violate any requirements of an area-wide or state-wide
water quality management plan that has been approved under Section 208 or 319 of the Clean
Water Act, as amended.
16 Record Keeping
Gaston County maintains detailed records of all activities relating to the landfill. These records
are either kept on-site or at the office of the County’s Public Works Department and include
types and quantities of waste received; source of waste received; revenue generated from
waste received; applications for industrial waste disposal and related analyses; well water
usage; results from surface and groundwater monitoring; correspondence from regulatory
agencies; accident reports; and reports of site and random load inspections. Table 16-1
provides a summary of the records kept, their frequency of completion, and the locations where
the records are maintained.
Table 16-1 - Record Keeping
Record Keeping
Type of Record Frequency of Completion Location Maintained
Waste quantities received Daily Landfill/Public Works Dept. Source of waste received Daily Landfill/Public Works Dept. Revenue from waste received Daily Landfill/Public Works Dept.
Industrial waste applications and analyses Before initial waste disposal and annually thereafter Public Works Department
Well water usage Daily Landfill/Public Works Dept.
Surface and groundwater monitoring data Semi-annually Public Works Department
Related correspondence Not applicable Landfill/Public Works Dept. Accident reports After each occurrence Landfill/Public Works Dept. Site inspections Daily, quarterly, annually Landfill/Public Works Dept. Results of random waste load inspections After each inspection Landfill/Public Works Dept.

17 Leachate Management
17.1 General
Collection and removal of leachate generated from waste within the landfill will be accomplished
by a system of perforated HDPE pipes installed within fabric wrapped stone columns. Leachate
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Gaston County Sanitary Landfill | Operattions Plan
Leachate Management
is currently collected at one of the three leachate pump stations and pumped to storage tanks or
recirculated to the waste mass in accordance with the approved Leachate Recirculation Plan,
dated May 22, 2000 and revised October 28, 2010. In addition, leachate may also be pumped
into the sanitary sewer line adjacent to the Unit I pump station in accordance with Industrial
Pretreatment Discharge requirements.
In order to maintain a free flow of leachate in the collection pipes, cleaning of the lines using the
manholes or cleanout riser pipes for access may be required. The maintenance and cleaning
will be performed on a periodic basis as necessary to maintain the free flow of leachate. In the
unlikely event that the collection lines are damaged, leachate will flow through the stone column
bedding material. This continuous granular pathway will allow drainage of leachate even in the
event of a total line failure. For more detailed information regarding the design and
maintenance of the system, refer to the Leachate System Management Plan.
17.2 Lift Station Design
The three existing pump stations were designed in accordance with accepted industry
standards and specifications. The lift stations include two submersible side slope pumps, each
capable of pumping the design flow rate. The system includes alarms for power outage, high
level, and no-flow conditions. A flow meter and chart recorder will be included to verify leachate
production.
The lift stations will be operated by landfill staff and is designed to work automatically with an
alternator to alternate the pumps each time a pump is activated. Landfill staff will inspect the lift
stations daily to identify any problems or maintenance required, and also to document pumped
quantities.
17.3 Leachate Pretreatment and Discharge
Given the strength of existing leachate flows from Units I and II, it is anticipated that
pretreatment requirements will be limited to mixing (mechanical or by aeration) of the storage
tanks. This is subject to change if the leachate quality should vary to the point where additional
treatment is required to meet industrial pretreatment discharge limits established by the City of
Gastonia.
17.4 Separation of Storm Water
Storm water control measures will be employed within specific subcells, which have not
received waste. These measures include “sectioning off” unused subcells or portions of
subcells by employing a rain cover system. In addition, a sump will be created at the low end of
the subcell to facilitate storm-water removal with a portable pumping arrangement.
17.5 Leachate System Maintenance
Additional design and maintenance details of the leachate system can be found in the
previously approved Leachate System Maintenance Plan.
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Gaston County Sanitary Landfill | Operattions Plan
Staffing and Operational Responsibility
17.6 Leachate Quality Sampling
Semi-annual sampling will be performed in accordance with .1626(12)(c). Samples will be
recovered as grab samples from the leachate storage tanks. The parameters to be analyzed
will include BOD5, COD, temperature, conductivity, pH, ammonia, suspended solids, and
metals analysis. Analyses will also include a volatiles scan.
Additional sampling events and parameter analysis will be conducted if required for discharge.
17.7 Leachate Contingency Plan
In the event that leachate levels within the tanks reach capacity, the excess leachate will either
1) transported via tanker trucks off-site to the wastewater treatment plant, or 2) valved off and
stored temporarily in the landfill. If necessary, engineering structures such as dikes and/or
berms will be utilized to prevent leachate from receiving waterways.
If operational conditions allow, leachate recirculation will also be performed as currently
permitted.
18 Staffing and Operational Responsibility
18.1 Personnel
Responsibility for overall facility management and operation rests with the Public Works
Director, who has been designated as the contact person for matters related to regulatory
compliance, and will be responsible for providing adequate personnel and equipment in order to
operate the facility in accordance with the approved permit documents and the North Carolina
Solid Waste Management Rules and Solid Waste Management Law.
A Landfill Supervisor, under the general direction of the Public Works Director, will monitor the
landfill on a daily basis. The Landfill Supervisor will be responsible for day-to-day operations
and coordinates activities to assure compliance with applicable requirements and regulations.
In addition to the supervisory staff, the County has other permanent staff available for
operations at the landfill. The number of employees may vary with the quantity of waste
received.
The Scale Attendant(s), stationed at the site entrance, are responsible for maintaining complete
and accurate records of vehicles and visitors entering and leaving the facility. The Scale
Attendant also visually inspects incoming vehicles to the extent that the loads are covered
properly.
A truck spotter directs incoming vehicles to the proper location to unload refuse at the working
face. The primary function of the spotter is to prevent unloading in areas that are not
designated for disposal and to visually inspect all loads as they are dumped to assure
compliance with posted operating rules. A traffic controller is located at the working face to
direct vehicles to the location where the waste is to be unloaded.
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Gaston County Sanitary Landfill | Operattions Plan
Staffing and Operational Responsibility
Equipment operators are responsible for the safe operation of site equipment. As the personnel
most closely involved with the actual landfill operation, these employees are responsible for
identifying any potentially dangerous conditions, as well as careless or improper actions on the
part of other persons while on the premises, and reporting such observations immediately to the
Site Supervisor.
Other services such as sediment basin maintenance, construction, site clean-up, etc. may be
performed by other County Workforce or out sourced to private contractors on a temporary
basis.
18.2 Personnel Training
The landfill employs a sufficient number of people who have been trained to reorganize loads
which may contain regulated hazardous waste or wastes containing PCBs. The Landfill
Supervisor has been trained and certified via an approved training course (i.e., SWANA-MOLO)
as required by GS 130A-309.25.
18.3 Management Structure
The management authority or chain of command for decisions regarding landfill operation is
depicted in Figure 18-1.
Figure 18-1- Gaston County Landfill Management Authority
County Commission

County Manager

Director of Public Works

Solid Waste Administrator

Landfill Supervisor

Equipment Scale Attendants Clerical

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Gaston County Sanitary Landfill | Operattions Plan
Equipment Requirements
19 Equipment Requirements
Equipment requirements may vary in accordance with the method or scope of landfill operations
at any given time. Additional or different types of equipment may be provided as necessary to
enhance operational efficiency. The types and sizes of equipment currently in use at the
Gaston County Sanitary Landfill, Hardin Site, are presented in Table 19-1.
A tanker truck is required to transport leachate from the holding tank to the local public-owned
treatment works (POTW). To fulfill this need, the County has contracted for hauling services.
19
Gaston County Sanitary Landfill | Operattions Plan
Equipment Requirements
Table 19-1 - Current Equipment Inventory
Current Equipment Inventory
Description Make/Model No. Comment
Landfill Compactor CAT 826C CAT 826H 1 2
Bulldozer
CAT D7G
CAT D8N
CAT D8T
1
1
1

Grader CAT 120 1
Loader John Deere 544J CAT 928 2 (Rubber Tire) 1
Earthmover CAT Cat 621 E Pan 1 2
Tractor John Deere 7400 John Deere 5225 1 1
Hauling Trailer Rogers Trailer 1
Dump Truck
International
Chevrolet
Ford
Peterbuilt Tandem
1
1
1
1

Tractor Freightliner 1
Pick-UP Chevrolet Truck (1TON) Ford Truck (2 Ton) Ford Truck (1/2 Ton)
1 1 5

20

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****************************************************************************** ****************************************************************************** ** ** ** ** ** HYDROLOGIC EVALUATION OF LANDFILL PERFORMANCE ** ** HELP MODEL VERSION 3.07 (1 NOVEMBER 1997) ** ** DEVELOPED BY ENVIRONMENTAL LABORATORY ** ** USAE WATERWAYS EXPERIMENT STATION ** ** FOR USEPA RISK REDUCTION ENGINEERING LABORATORY ** ** ** ** Recompiled for Windows (32/64-bit) (09 Aug 2012) ** ** Institute of Soil Science, University of Hamburg, Germany ** ** ** ** ** ****************************************************************************** ****************************************************************************** PRECIPITATION DATA FILE: C:\Users\ewright\Desktop\Gaston.d4 TEMPERATURE DATA FILE: C:\Users\ewright\Desktop\Gaston.d7 SOLAR RADIATION DATA FILE: C:\Users\ewright\Desktop\Gaston.d13 EVAPOTRANSPIRATION DATA: C:\Users\ewright\Desktop\Gaston.d11 SOIL AND DESIGN DATA FILE: C:\Users\ewright\Desktop\Gaston.d10 OUTPUT DATA FILE: C:\Users\ewright\Desktop\Gaston.out TIME: 14:19 DATE: 8/16/2016 ****************************************************************************** TITLE: Gaston County MSWLF - Unit II - Phase 2 ****************************************************************************** NOTE: INITIAL MOISTURE CONTENT OF THE LAYERS AND SNOW WATER WERE SPECIFIED BY THE USER. LAYER 1 -------- TYPE 1 - VERTICAL PERCOLATION LAYER MATERIAL TEXTURE NUMBER 11 THICKNESS = 6.00 INCHES POROSITY = 0.4640 VOL/VOL FIELD CAPACITY = 0.3100 VOL/VOL WILTING POINT = 0.1870 VOL/VOL INITIAL SOIL WATER CONTENT = 0.2237 VOL/VOL EFFECTIVE SAT. HYD. COND. = 0.639999998384E-04 CM/SEC
LAYER 2 -------- TYPE 1 - VERTICAL PERCOLATION LAYER MATERIAL TEXTURE NUMBER 18 THICKNESS = 120.00 INCHES POROSITY = 0.6710 VOL/VOL FIELD CAPACITY = 0.2920 VOL/VOL WILTING POINT = 0.0770 VOL/VOL INITIAL SOIL WATER CONTENT = 0.3029 VOL/VOL EFFECTIVE SAT. HYD. COND. = 0.100000004750E-02 CM/SEC LAYER 3 -------- TYPE 2 - LATERAL DRAINAGE LAYER MATERIAL TEXTURE NUMBER 0 THICKNESS = 24.00 INCHES POROSITY = 0.5000 VOL/VOL FIELD CAPACITY = 0.0450 VOL/VOL WILTING POINT = 0.0180 VOL/VOL INITIAL SOIL WATER CONTENT = 0.2000 VOL/VOL EFFECTIVE SAT. HYD. COND. = 0.999999974738E-05 CM/SEC LAYER 4 -------- TYPE 2 - LATERAL DRAINAGE LAYER MATERIAL TEXTURE NUMBER 0 THICKNESS = 0.25 INCHES POROSITY = 0.8500 VOL/VOL FIELD CAPACITY = 0.0100 VOL/VOL WILTING POINT = 0.0050 VOL/VOL INITIAL SOIL WATER CONTENT = 0.0050 VOL/VOL EFFECTIVE SAT. HYD. COND. = 2.89000010490 CM/SEC SLOPE = 2.00 PERCENT DRAINAGE LENGTH = 100.0 FEET LAYER 5 -------- TYPE 4 - FLEXIBLE MEMBRANE LINER MATERIAL TEXTURE NUMBER 35 THICKNESS = 0.06 INCHES POROSITY = 0.0000 VOL/VOL FIELD CAPACITY = 0.0000 VOL/VOL WILTING POINT = 0.0000 VOL/VOL INITIAL SOIL WATER CONTENT = 0.0000 VOL/VOL EFFECTIVE SAT. HYD. COND. = 0.199999996490E-12 CM/SEC FML PINHOLE DENSITY = 1.00 HOLES/ACRE FML INSTALLATION DEFECTS = 8.00 HOLES/ACRE FML PLACEMENT QUALITY = 3 - GOOD
LAYER 6 -------- TYPE 3 - BARRIER SOIL LINER MATERIAL TEXTURE NUMBER 0 THICKNESS = 24.00 INCHES POROSITY = 0.4750 VOL/VOL FIELD CAPACITY = 0.3780 VOL/VOL WILTING POINT = 0.2650 VOL/VOL INITIAL SOIL WATER CONTENT = 0.4750 VOL/VOL EFFECTIVE SAT. HYD. COND. = 0.100000001169E-06 CM/SEC GENERAL DESIGN AND EVAPORATIVE ZONE DATA ---------------------------------------- NOTE: SCS RUNOFF CURVE NUMBER WAS USER-SPECIFIED. SCS RUNOFF CURVE NUMBER = 94.40 FRACTION OF AREA ALLOWING RUNOFF = 0.0 PERCENT AREA PROJECTED ON HORIZONTAL PLANE = 1.000 ACRES EVAPORATIVE ZONE DEPTH = 10.0 INCHES INITIAL WATER IN EVAPORATIVE ZONE = 2.554 INCHES UPPER LIMIT OF EVAPORATIVE STORAGE = 5.468 INCHES LOWER LIMIT OF EVAPORATIVE STORAGE = 1.430 INCHES INITIAL SNOW WATER = 0.000 INCHES INITIAL WATER IN LAYER MATERIALS = 53.891 INCHES TOTAL INITIAL WATER = 53.891 INCHES TOTAL SUBSURFACE INFLOW = 0.00 INCHES/YEAR EVAPOTRANSPIRATION AND WEATHER DATA ----------------------------------- NOTE: EVAPOTRANSPIRATION DATA WAS OBTAINED FROM CHARLOTTE NORTH CAROLINA STATION LATITUDE = 35.38 DEGREES MAXIMUM LEAF AREA INDEX = 0.00 START OF GROWING SEASON (JULIAN DATE) = 83 END OF GROWING SEASON (JULIAN DATE) = 312 EVAPORATIVE ZONE DEPTH = 10.0 INCHES AVERAGE ANNUAL WIND SPEED = 7.50 MPH AVERAGE 1ST QUARTER RELATIVE HUMIDITY = 64.00 % AVERAGE 2ND QUARTER RELATIVE HUMIDITY = 67.00 % AVERAGE 3RD QUARTER RELATIVE HUMIDITY = 74.00 % AVERAGE 4TH QUARTER RELATIVE HUMIDITY = 70.00 % NOTE: PRECIPITATION DATA WAS SYNTHETICALLY GENERATED USING COEFFICIENTS FOR CHARLOTTE NORTH CAROLINA
NORMAL MEAN MONTHLY PRECIPITATION (INCHES) JAN/JUL FEB/AUG MAR/SEP APR/OCT MAY/NOV JUN/DEC ------- ------- ------- ------- ------- ------- 3.80 3.81 4.83 3.27 3.64 3.57 3.92 3.75 3.59 2.72 2.86 3.40 NOTE: TEMPERATURE DATA WAS SYNTHETICALLY GENERATED USING COEFFICIENTS FOR CHARLOTTE NORTH CAROLINA NORMAL MEAN MONTHLY TEMPERATURE (DEGREES FAHRENHEIT) JAN/JUL FEB/AUG MAR/SEP APR/OCT MAY/NOV JUN/DEC ------- ------- ------- ------- ------- ------- 40.50 42.90 50.40 60.30 68.20 75.00 78.50 77.90 72.00 60.70 50.70 42.60 NOTE: SOLAR RADIATION DATA WAS SYNTHETICALLY GENERATED USING COEFFICIENTS FOR CHARLOTTE NORTH CAROLINA AND STATION LATITUDE = 35.38 DEGREES ******************************************************************************* MONTHLY TOTALS (IN INCHES) FOR YEAR 1 ------------------------------------------------------------------------------- JAN/JUL FEB/AUG MAR/SEP APR/OCT MAY/NOV JUN/DEC ------- ------- ------- ------- ------- ------- PRECIPITATION 2.23 4.28 5.07 1.27 2.39 5.21 3.42 3.21 2.68 4.04 0.08 5.49 RUNOFF 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 EVAPOTRANSPIRATION 1.777 2.334 3.453 2.260 2.678 4.153 3.957 3.338 2.365 2.877 0.857 1.375 LATERAL DRAINAGE COLLECTED 0.0137 0.0142 0.0994 1.2361 1.1350 0.5175 FROM LAYER 4 0.3333 0.2185 0.1537 0.2217 0.1675 0.3291 PERCOLATION/LEAKAGE THROUGH 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 LAYER 6 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 ------------------------------------------------------------------------------- MONTHLY SUMMARIES FOR DAILY HEADS (INCHES) ------------------------------------------------------------------------------- AVERAGE DAILY HEAD ON 0.000 0.000 0.001 0.013 0.011 0.005 TOP OF LAYER 5 0.003 0.002 0.002 0.002 0.002 0.003 STD. DEVIATION OF DAILY 0.000 0.000 0.001 0.013 0.003 0.001 HEAD ON TOP OF LAYER 5 0.000 0.001 0.001 0.001 0.001 0.001 *******************************************************************************
******************************************************************************* MONTHLY TOTALS (IN INCHES) FOR YEAR 2 ------------------------------------------------------------------------------- JAN/JUL FEB/AUG MAR/SEP APR/OCT MAY/NOV JUN/DEC ------- ------- ------- ------- ------- ------- PRECIPITATION 4.94 2.71 5.92 4.00 7.68 5.47 4.52 0.26 1.50 6.29 1.15 1.53 RUNOFF 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 EVAPOTRANSPIRATION 1.412 2.158 3.357 4.127 5.165 3.281 4.856 1.264 0.294 3.090 1.335 1.198 LATERAL DRAINAGE COLLECTED 0.7806 3.2242 1.9291 1.6952 1.1220 1.9054 FROM LAYER 4 1.6017 1.0158 0.4944 0.3633 1.8082 1.2736 PERCOLATION/LEAKAGE THROUGH 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 LAYER 6 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 ------------------------------------------------------------------------------- MONTHLY SUMMARIES FOR DAILY HEADS (INCHES) ------------------------------------------------------------------------------- AVERAGE DAILY HEAD ON 0.008 0.035 0.019 0.017 0.011 0.019 TOP OF LAYER 5 0.016 0.010 0.005 0.004 0.018 0.013 STD. DEVIATION OF DAILY 0.013 0.015 0.008 0.012 0.003 0.019 HEAD ON TOP OF LAYER 5 0.008 0.003 0.001 0.001 0.018 0.004 ******************************************************************************* ******************************************************************************* MONTHLY TOTALS (IN INCHES) FOR YEAR 3 ------------------------------------------------------------------------------- JAN/JUL FEB/AUG MAR/SEP APR/OCT MAY/NOV JUN/DEC ------- ------- ------- ------- ------- ------- PRECIPITATION 6.64 6.35 2.69 1.27 1.34 3.70 5.94 8.00 4.06 4.62 1.31 2.14 RUNOFF 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 EVAPOTRANSPIRATION 1.786 2.297 3.296 2.230 0.633 1.544 7.036 5.353 3.630 2.897 1.945 1.277 Peak Monthly Average LATERAL DRAINAGE COLLECTED 0.5780 0.2895 4.4511 2.2503 0.7178 0.3972 FROM LAYER 4 0.2581 0.4449 1.0087 1.4597 0.6704 0.8899 PERCOLATION/LEAKAGE THROUGH 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 LAYER 6 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000
------------------------------------------------------------------------------- MONTHLY SUMMARIES FOR DAILY HEADS (INCHES) ------------------------------------------------------------------------------- AVERAGE DAILY HEAD ON 0.006 0.003 0.044 0.023 0.007 0.004 TOP OF LAYER 5 0.003 0.004 0.010 0.014 0.007 0.009 STD. DEVIATION OF DAILY 0.001 0.002 0.020 0.012 0.001 0.001 HEAD ON TOP OF LAYER 5 0.002 0.004 0.009 0.004 0.005 0.003 ******************************************************************************* ******************************************************************************* MONTHLY TOTALS (IN INCHES) FOR YEAR 4 ------------------------------------------------------------------------------- JAN/JUL FEB/AUG MAR/SEP APR/OCT MAY/NOV JUN/DEC ------- ------- ------- ------- ------- ------- PRECIPITATION 2.27 3.58 5.04 2.44 4.02 3.06 2.69 2.21 4.34 0.81 3.87 2.51 RUNOFF 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 EVAPOTRANSPIRATION 1.654 2.342 2.969 3.258 4.253 3.056 2.781 1.628 3.616 1.075 2.050 1.440 LATERAL DRAINAGE COLLECTED 0.4620 0.5009 0.6367 1.4333 0.9880 0.4884 FROM LAYER 4 0.3245 0.2380 0.2046 0.0635 0.3249 0.2068 PERCOLATION/LEAKAGE THROUGH 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 LAYER 6 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 ------------------------------------------------------------------------------- MONTHLY SUMMARIES FOR DAILY HEADS (INCHES) ------------------------------------------------------------------------------- AVERAGE DAILY HEAD ON 0.005 0.005 0.006 0.015 0.010 0.005 TOP OF LAYER 5 0.003 0.002 0.002 0.001 0.003 0.002 STD. DEVIATION OF DAILY 0.003 0.001 0.007 0.007 0.002 0.001 HEAD ON TOP OF LAYER 5 0.000 0.000 0.000 0.001 0.001 0.002 *******************************************************************************
******************************************************************************* MONTHLY TOTALS (IN INCHES) FOR YEAR 5 ------------------------------------------------------------------------------- JAN/JUL FEB/AUG MAR/SEP APR/OCT MAY/NOV JUN/DEC ------- ------- ------- ------- ------- ------- PRECIPITATION 0.67 2.00 6.84 5.47 4.01 5.55 2.82 4.54 4.01 3.25 1.92 4.68 RUNOFF 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 EVAPOTRANSPIRATION 1.633 1.828 3.166 4.204 4.101 3.408 2.834 1.666 3.740 1.287 2.471 1.403 LATERAL DRAINAGE COLLECTED 0.4288 0.7668 0.5008 0.3266 1.8992 1.8147 FROM LAYER 4 0.6126 1.4967 0.5202 1.7793 0.5961 1.0015 PERCOLATION/LEAKAGE THROUGH 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 LAYER 6 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 ------------------------------------------------------------------------------- MONTHLY SUMMARIES FOR DAILY HEADS (INCHES) ------------------------------------------------------------------------------- AVERAGE DAILY HEAD ON 0.004 0.008 0.005 0.003 0.019 0.018 TOP OF LAYER 5 0.006 0.015 0.005 0.018 0.006 0.010 STD. DEVIATION OF DAILY 0.003 0.001 0.002 0.003 0.016 0.008 HEAD ON TOP OF LAYER 5 0.005 0.004 0.004 0.006 0.003 0.006 ******************************************************************************* ******************************************************************************* AVERAGE MONTHLY VALUES IN INCHES FOR YEARS 1 THROUGH 5 ------------------------------------------------------------------------------- JAN/JUL FEB/AUG MAR/SEP APR/OCT MAY/NOV JUN/DEC ------- ------- ------- ------- ------- ------- PRECIPITATION ------------- TOTALS 3.35 3.78 5.11 2.89 3.89 4.60 3.88 3.64 3.32 3.80 1.67 3.27 STD. DEVIATIONS 2.40 1.67 1.54 1.83 2.41 1.14 1.36 2.89 1.20 2.01 1.40 1.72 RUNOFF ------ TOTALS 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 STD. DEVIATIONS 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000
EVAPOTRANSPIRATION ------------------ TOTALS 1.652 2.192 3.248 3.216 3.366 3.088 4.293 2.649 2.729 2.245 1.732 1.338 STD. DEVIATIONS 0.151 0.216 0.188 0.961 1.768 0.956 1.758 1.711 1.473 0.978 0.635 0.099 LATERAL DRAINAGE COLLECTED FROM LAYER 4 ----------------------------------------Average Monthly TOTALS 0.4526 0.9591 1.5234 1.3883 1.1724 1.0246 0.6260 0.6828 0.4763 0.7775 0.7134 0.7402 STD. DEVIATIONS 0.2813 1.2961 1.7745 0.7052 0.4395 0.7646 0.5621 0.5575 0.3404 0.7841 0.6448 0.4552 PERCOLATION/LEAKAGE THROUGH LAYER 6 ------------------------------------ TOTALS 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 STD. DEVIATIONS 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 ------------------------------------------------------------------------------- AVERAGES OF MONTHLY AVERAGED DAILY HEADS (INCHES) ------------------------------------------------------------------------------- DAILY AVERAGE HEAD ON TOP OF LAYER 5 ------------------------------------- AVERAGES 0.0045 0.0104 0.0150 0.0141 0.0115 0.0104 0.0062 0.0067 0.0048 0.0077 0.0073 0.0073 STD. DEVIATIONS 0.0028 0.0141 0.0175 0.0072 0.0043 0.0078 0.0055 0.0055 0.0035 0.0077 0.0066 0.0045 ******************************************************************************* ******************************************************************************* AVERAGE ANNUAL TOTALS & (STD. DEVIATIONS) FOR YEARS 1 THROUGH 5 ------------------------------------------------------------------------------- INCHES CU. FEET PERCENT ------------------- ------------- --------- PRECIPITATION 43.20 ( 4.821) 156816.0 100.00 RUNOFF 0.000 ( 0.0000) 0.00 0.000 EVAPOTRANSPIRATION 31.749 ( 1.3724) 115249.09 73.493 LATERAL DRAINAGE COLLECTED 10.53683 ( 5.32120) 38248.691 24.39081 FROM LAYER 4 PERCOLATION/LEAKAGE THROUGH 0.00003 ( 0.00001) 0.095 0.00006 LAYER 6 AVERAGE HEAD ON TOP 0.009 ( 0.004) OF LAYER 5 CHANGE IN WATER STORAGE 0.914 ( 2.3588) 3318.12 2.116 *******************************************************************************
****************************************************************************** PEAK DAILY VALUES FOR YEARS 1 THROUGH 5 ------------------------------------------------------------------------ (INCHES) (CU. FT.) ---------- ------------- PRECIPITATION 2.43 8820.900 RUNOFF 0.000 0.0000 DRAINAGE COLLECTED FROM LAYER 4 0.20961 760.87793 PERCOLATION/LEAKAGE THROUGH LAYER 6 0.000000 0.00153 AVERAGE HEAD ON TOP OF LAYER 5 0.064 MAXIMUM HEAD ON TOP OF LAYER 5 0.125 LOCATION OF MAXIMUM HEAD IN LAYER 4 (DISTANCE FROM DRAIN) 2.3 FEET SNOW WATER 2.24 8132.3433 MAXIMUM VEG. SOIL WATER (VOL/VOL) 0.4306 MINIMUM VEG. SOIL WATER (VOL/VOL) 0.1430 *** Maximum heads are computed using McEnroe's equations. *** Reference: Maximum Saturated Depth over Landfill Liner by Bruce M. McEnroe, University of Kansas ASCE Journal of Environmental Engineering Vol. 119, No. 2, March 1993, pp. 262-270. ****************************************************************************** ****************************************************************************** FINAL WATER STORAGE AT END OF YEAR 5 ---------------------------------------------------------------------- LAYER (INCHES) (VOL/VOL) ----- -------- --------- 1 1.9442 0.3240 2 36.5306 0.3044 3 8.5828 0.3576 4 0.0042 0.0167 5 0.0000 0.0000 6 11.4000 0.4750 SNOW WATER 0.000 ****************************************************************************** ******************************************************************************

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