5703_MaconCo_MSWLF_TechnicalSpecifications_DIN26314_20160616.pdf

TECHNICAL SPECIFICATIONS

PERMIT TO CONSTRUCT
MACON COUNTY MSWLF
PHASE 3 CELL 1

MACON COUNTY, NORTH CAROLINA

Mark D. Cathey, PE
Engineering • Planning • Finance
Post Office Box 2259
Asheville, North Carolina 28802

June 2016

13.00726
MACON COUNTY, NORTH CAROLINA
MACON COUNTY MSWLF
PERMIT TO CONSTRUCT
PHASE 3 CELL 1
MAY 2015 TOC-1 PROJECT # 13.00726
02200 EARTHWORK
02201 SELECT BACKFILL
02300 COMPACTED CLAY LINER
02320 GEOSYNTHETIC CLAY LINER
02400 LEACHATE COLLECTION REMOVAL SYSTEM (LCR)
02620 HDPE GEOMEMBRANE LINER
02621 GEOCOMPOSITE DRAINAGE LAYER
02630 STORMWATER CONTROL LINER
02750 LEACHATE COLLECTION SYSTEM FORCE MAIN & NON-PERFORATED
GRAVITY PIPING INSTALLATION02760LEACHATE COLLECTION SYSTEM FORCE MAIN & NON-PERFORATED
GRAVITY PIPING INSPECTION & TESTING11310LEACHATE PUMPING SYSTEM
TABLE OF CONTENTS
TECHNICAL SPECIFICATIONS
DIVISION 2 - SITE WORK AND UTILITY PIPING
SECTION 02200 EARTHWORK

PART 1: GENERAL

1.01 SCOPE OF WORK

A. General: The work included in this section consists of the grading of the project area. The work includes:

1. Site clearing and on-site disposal of all debris and unsuitable
material.
2. Removal of all topsoil, organically contaminated soil and existing
unsuitable fill. Topsoil shall be stockpiled on site in a location
supplied by the owner.

3. Proofrolling and grading of the property to the prescribed elevations.
4. Stockpiling or wasting on site of any excess cut material for providing
acceptable material as required to obtain the desired grades.

5. Construction of earthen embankments.
6. Placement of Fill Material in order to bring the site to subgrade
elevations, prior to placement of landfill components.

1.02 SITE CONDITIONS

A. Site Information: The boring logs and related information depict approximate subsurface conditions only at these specific locations and at
the particular time designated on the logs. Subsurface conditions at other
locations may differ from those reported at the boring locations. It is
expressly understood that neither the Owner nor the Engineer will be
responsible for interpretations or conclusions drawn from the boring data by the Contractor. The data are made available for the convenience of the
Contractor. Test borings and other exploratory operations may be
undertaken by the Contractor at his own expense, provided such
operations are acceptable to the Owner.

PART 2: PRODUCTS

2.01 MATERIALS

A. Unstable Material:
PROJECT # 13.00726 02200 - Page 1
1. The entire area within the limit of work shall be cleared and grubbed and shall be cleaned of all debris. Under the structures, paved, and
fill areas; stumps, roots, logs, matted roots and other debris not
suitable for foundations purposed shall be removed to a minimum
depth of eighteen (18) inches below any subgrade. The resulting
excavation shall be backfilled with suitable material and compacted as specified hereinafter for Fill Material. Cleared materials shall be
completely removed from within the limits of work and disposed of on
site by the Contractor at a location approved by the Owner.

2. Topsoil shall be carefully stripped to its full depth from all areas indicated to be graded, or to be built upon. Stripped topsoil shall be
stockpiled on site at a location supplied by the Owner and protected
for reuse later.

3. All areas to receive fill shall be stripped of root mat five (5) feet beyond toe of anticipated fills. Topsoil, all vegetation, such as roots,
brush, heavy sods, heavy growth of grass, and all decayed
vegetable matter, rubbish and other debris within the area upon
which fill is to be placed, shall be stripped or otherwise removed
before the fill placement begins. In no case will such objectionable material be allowed to remain in or under the fill area.

4. Soft or excessively yielding material shall be removed and replaced
with inert controlled fill.

B. Structural Fill Material:

1. Material to be used for structural fill shall be approved by the Project Engineer.

2. All roots, organic matter, trash, debris, and other unsuitable materials
that may find their way into otherwise acceptable structural fill
material shall be removed during the dumping and spreading operations.

3. Broken rock and boulders larger than six inches (6”) in any
dimension may not be used as structural fill without the specific
approval of the Project Engineer.
4. Frozen soil shall not be used for fill.

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5. Structural Fill material shall meet the following minimum requirements and/or be tested for the following criteria in accordance
with the Site Specific Construction Quality Assurance Plan:

Test Test Method Frequency Acceptable Values
Minimum Laboratory
Dry Weight
ASTM D-698 1/5,000 YD3 > 100 lbs. / FT3
Natural Moisture
Content
ASTM D-2216 1/5,000 YD3 Reference Only
Laboratory
Compaction
ASTM D-698 1/5,000 YD3 95% Maximum Dry
Density

PART 3: EXECUTION

3.01 PREPARATION

A. Subgrade Preparation:
1. After removal of all existing topsoil, debris, and other undesirable
material, the areas which are to receive fill, which have been cut to
the desired grade, or which are at the approximate required
subgrade elevation without additional earthwork, should be proofrolled to locate any soft or yielding area. Proofrolling shall be
done with a smooth-drum roller (minimum 20 tons) making a
minimum of two passes in each direction or other procedures and
equipment approved by the Project Engineer. In addition, the
following tests shall be performed at the frequencies indicated:
Test Test Method Frequency Acceptable Values
Field Density ASTM D-6938,
ASTM D-1556,
ASTM D-2937
1/5,000 YD3 95% Maximum Dry
Density
Field Moisture ASTM D-2216,
ASTM D-6938,
ASTM D-4643
1/5,000 YD3 +/- 2% Optimum

2. Any soft, or excessively yielding material revealed by the proofrolling shall be removed and replaced with inert controlled fill. The
Engineer shall be the sole judge of what constitutes soft or
excessively yielding material.

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3. Drainage from existing watercourses, springs or other sources should be rerouted out of the earthwork area. The Contractor shall
take special care to remove all organically contaminated sediment,
saturated soil, and other undesirable material from existing
watercourses.
B. Blasting and Damages: Where blasting is done, it shall be done by
qualified personnel and in accordance with all federal, state or local
requirements and procedures. The Contractor shall be responsible for
any damage done to adjoining properties, or to persons, by reason of the
blasting or other earthwork operations. The Contractor shall also be responsible for damage to embankments and cut areas, and sewer,
water, gas or other underground lines which may result from blasting or
earthwork operations. All such damage shall be repaired and made good
by the Contractor in a timely manner.

3.02 INSTALLATION
A. Filling and Compaction:

1. After a stable non-yielding surface has been established, the surface
of the area to be filled shall be scarified with a disc or harrow to a
depth of four inches (4”) to six inches (6”). An initial three inch (3”) layer of fill material shall then be spread over the scarified surface
and the entire area compacted as specified below.

2. No fill shall be placed on any area until that area has been inspected
and approved by the Engineer. Fill shall not be placed on a snow covered or frozen surface. Fill materials shall be spread in uniform
horizontal layers not exceeding 8” in uncompacted thickness.
Alternating layers of cohesive and granular fill soils shall not be
permitted. Spreading and compacting of fill material should be
started at the lowest portion of the site. All fill must be placed in horizontal layers. Sloping fill planes will not be permitted. Fill
material shall be distributed over the full width of the embankment,
and in no case will deep ruts be allowed to form.

3. Keyways shall be provided at the toe of each fill slope as shown on the drawings. As each layer of fill meets the natural grade of a
slope, a bench, approximately 7 to 8 feet wide, shall be cut into the
existing grade with each layer of newly placed fill. If rock is
encountered at the face of the natural grade, the original ground
shall be cut in vertical steps of 4 to 5 feet and a horizontal bench cut into the rock at the top of each vertical increment. A horizontal
plateau, approximately 15 to 20 feet wide, should be provided in the
existing slope at vertical intervals of roughly 25 feet. Subsurface
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drains shall be installed at the toe of the slope and wherever springs or excessive seepage are encountered. Drains should be led to the
outside face of the embankment and the water picked up and carried
away in such a manner as to avoid softening the embankment or its
toe, or producing erosion gullies.
4. Before compaction begins, the fill shall be brought to a water content
that will permit proper compaction. This may require aerating the
material if it is too wet, or the addition of water if it is too dry. If
additional water is required, it should be uniformly distributed and
shall be thoroughly incorporated into the material by means of discs or other suitable mixing equipment. Care shall be taken to avoid
trapping water within the fill.

5. The standard Proctor method of moisture-density relationship test,
ASTM D 698, shall be used to determine the maximum laboratory dry density and the optimum moisture content of the material which
is to be used for fill.

6. The fill material shall be compacted and tested in accordance with
the following requirements:
Test Test Method Frequency Acceptable Values
Field Density ASTM D-6938,
ASTM D-1556,
ASTM D-2937
1/5,000 YD3 95% Maximum Dry
Density
Field Moisture ASTM D-2216,
ASTM D-6938,
ASTM D-4643
1/5,000 YD3 +/- 2% Optimum

7. The above compaction requirements are to be satisfied for all soil
and weathered or soft rock fills. Weathered or soft rocks are those
that can be broken down and disintegrated under normal compaction
procedures and equipment. 8. At the close of each day's work, or where work is to be interrupted for
a period of time, the surface of the site shall be shaped to drain
freely, and sealed. If after a prolonged rainfall, the surface of the
area to be filled or cut is too wet to work properly, the unsuitable material shall be removed to expose workable soil. The wet material removed may be dried and reused. Construction traffic shall be
controlled so as to prevent rutting of graded areas and to avoid
overrolling of any section.
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9. All cut areas shall be rolled and compacted to produce a compaction
equal to that of the filled area. If soft or yielding material is
encountered in cuts, or fills as a result of trapping water, overrolling
or improper control of construction traffic, and cannot be satisfactorily
stabilized by moisture control, compaction or other means approved by the Engineer, the unstable material shall be excavated to the
depth required by the Engineer. The excavation shall then be filled
with suitable compacted material in accordance with the
requirements outlined above.

B. Grading:

1. Elevations shown on the plans are finished ground unless otherwise noted. Grading shall be maintained in such a manner as to provide
free surface drainage of the site at all times without any ponding of
water.

2. Provide ditches and swales to the cross-sections and grades shown on the drawings. Cut ditch subgrades four inches (4”) below the
grades shown and provide four inches (4”) of topsoil where the plans
call for seeding or sodding of the ditch. Keep ditches and swales
free of accumulations of debris or washed in material until final
acceptance of work by the Engineer.
3. Shape all surfaces to within not more than 0.10 feet above or below
the required subgrade elevations and free from irregular surface
changes.

C. Control and Testing:

1. The services of qualified soils testing personnel will be employed by
the Owner for the making of tests to determine the moisture-density relationships, relative densities, plastic and liquid limits and suitability
of materials for compaction and for inspection and control of the site
preparation, selection, placing and compaction of the fill. A copy of
the testing personnel’s daily field report including results of in-place
density and moisture content tests should be forwarded to the Owner and the Engineer at the end of each working day. If an independent
testing firm is hired by the Contractor for the purpose of testing soil
used in the construction of the landfill, the testing firm shall submit a
field report to the Owner and Engineer at least once per week.

PROJECT # 13.00726 02200 - Page 6
2. The Contractor shall cooperate with the testing personnel so as to permit proper inspection and control of the work without unnecessary
delays.

D. Maintenance:

1. The Contractor shall be responsible during construction and until
final acceptance for the maintenance of all embankments made
under the Contract.
2. During construction and until final acceptance; the Contractor shall
construct temporary or permanent earth berms along the outer
edges of the top surface of the embankment, construct temporary
ditches, shape the embankment surface to provide for the drainage
of surface runoff along and throughout the length of the embankments, and use any other methods necessary to maintain
the work covered by this section so that the work will not contribute
to excessive soil erosion. The Contractor shall construct brush
dikes, or install temporary or permanent slope drains or other
drainage features to assist in controlling erosion.
3. The Contractor shall replace, at no cost to the Owner, any portion of
embankment which have become displaced or damaged due to
carelessness or neglect on the part of the Contractor. Where the
work has been properly constructed, completely drained and properly maintained, and damage occurs due to natural causes, the
Contractor will be paid at the Contract unit price for the excavated
material required to make necessary repairs to such damage.

4. All embankments shall be brought to the grade and cross section shown on the plans or established by the Engineer, prior to final
inspection and acceptance by the Engineer.

END OF SECTION
PROJECT # 13.00726 02200 - Page 7
SECTION 02201 SELECT BACKFILL

02201.1 SCOPE

The work of this section consists of locating, hauling, and processing the
soil material used to construct the select backfill layers of soil as shown on
the Construction Drawings. The purpose of the select backfill layer is to cushion the geomembrane component of the leak detection layer and
protect it from damage. Borrow soils shall meet the requirements of
Section 02201.2 and placement of the select backfill shall be in strict
accordance with Section 02200 and the construction drawings.

02201.2 SOIL MATERIALS
Select backfill will be the soil placed between the subgrade and the leak
detection layer to protect the geomembrane component of the leak
detection layer from puncture. This material will have the same
preconstruction and testing requirements as the subgrade, with the
exception that preconstruction and construction testing will have to be performed to show conformance with the Maximum Particle Size
requirements. The testing requirements are as follows.

Preconstruction Qualification
Test ASTM Method Frequency Acceptable
Values
Natural Moisture
Content
D2216 1/5,000 YD3 Reference Only
Laboratory Compaction D698 1/5,000 YD3 95% maximum dry density

Grain Size D422 1/5,000 YD3 3-inch diameter (lower 6 inches)
1/4-inch diameter
(top 6 inches
* Preconstruction test samples shall be taken from the borrow source and or
stockpile prior to construction.

2201.3 EXECUTION

PROJECT # 13.00726 02201 - Page 1
PROJECT # 13.00726 02201 - Page 2
The contractor is required to provide soil material for constructing the select backfill portion of the leak detection system in accordance with the
material requirements described in 2201.2. The select backfill shall be
placed in accordance with Section 02200. The following testing
requirements shall apply to the placement of the Select Backfill material:

SELECT BACKFILL CONSTRUCTION TESTING FREQUENCIES
TEST ASTM METHOD QUANTITY ACCEPTABLE
VALUES
Field Density

D6938, D1556, D2937

1/5,000 YD3

95% maximum
dry density
Field Moisture D2216, D6938,
D4643
1/5,000 YD3 +/- 4% optimum
Grain Size D422 1/5,000 YD3 3-inch diameter
(lower 6 inches)
1/4-inch diameter
(top 6 inches
2201.4 OTHER TESTING REQUIREMENTS The friction angle between the select backfill and the geomembrane shall
be a minimum of 20 degrees. The Contractor shall verify and submit to
the Project Engineer documentation of such verification prior to beginning
construction. The test method used to verify the interface friction angle
between the 60-mil geomembrane and the select backfill shall be ASTM D5321 Standard Test Method for Determining the Coefficient of Soil and
Geosynthetic or Geosynthetic and Geosynthetic Friction by Direct Shear
Method. Test parameters are to provide 3 points to range over minimum
and maximum expected normal loads. Minimum will be a construction load of 260 psf. Maximum will be at the landfill’s final filled condition or approximately 1,423 psf. The normal loadings used shall be 250, 750 and
1,500 psf.

The friction angle between the select backfill and the geotextile shall be a minimum of 18 degrees. The Contractor shall verify and submit to the Engineer documentation of such verification prior to beginning
construction. The test method used to verify the interface friction angle
between the 16-ounce geotextile and the select backfill shall be ASTM
D5321 Standard Test Method for Determining the Coefficient of Soil and
Geosynthetic or Geosynthetic and Geosynthetic Friction by Direct Shear
Method. Test parameters are to provide 3 points to range over minimum
and maximum expected normal loads. Minimum will be a construction
load of 260 psf. Maximum will be at the landfill’s final filled condition or
approximately 1,423 psf. The normal loadings used shall be 250, 750 and 1,500 psf.
END OF SECTION
SECTION 02300 COMPACTED CLAY LINER

02300.1 Scope of Work

The landfill cell shall include a 24-inch compacted clay liner or a
geosynthetic clay liner (GCL) system that includes an 18-inch compacted clay liner overlain by a GCL material. The Contractor shall furnish all
labor, material, supervision, and equipment to complete the Compacted
Clay Liner for the cell, including hauling, sieving, raking, discing,
compacting, drying, wetting, removal of rainwater and removal of all
previously placed material rendered unsuitable due to weather conditions or construction operations, final grading and sealing and all necessary
and incidental items as detailed or required to complete the compacted
liner, all in accordance with the Contract Documents, and the Site Specific
Construction Quality Assurance Plan.

02300.2 Materials
Soil that meets the following requirements of clay liner fill shall be used for
construction of the Compacted Clay Liner:
Preconstruction Qualification
Test ASTM Method Frequency Acceptable Values
Natural Moisture
Content
D2216 1/1,000 YD3 or
Change in Material
Reference
Grain Size Analysis D422 or D1140 1/5,000 YD3 or
Change in Material
< 3” in the lower
18”,
< ¼” in the upper 6”, < 5% greater than No. 4 sieve
Classification D2487 1/5,000 YD3 or Change in Material CL,CH,ML,MH, or SM
Atterberg Limits D4318 1/5,000 YD3 or Change in Material Plasticity Index (PI) > 10
Laboratory
Compaction
D698 – Standard 1/5,000 YD3 or
Change in Material
95% Maximum Dry
Density
Permeability **
24-inch compacted clay liner
D5084 1/10,000 YD3 or
Change in Material
Less than or equal
to 1 x 10-7 cm/sec
Permeability** 18-inch compacted clay liner utilized
with GCL system
D5084 1/10,000 YD3 or Change in Material Less than or equal to 1 x 10-5 cm/sec

PROJECT # 13.00726 02300 - Page 1
* Preconstruction test samples shall be taken from the borrow source and or clay stockpiled prior to construction.

** The Moisture-Density Curve shall show the region in which the required maximum
permeability is met. A minimum of three (3) permeability tests shall be performed per
curve to establish the zone of acceptable moistures and densities at which the required maximum permeability may be achieved. If the Contractor elects to run multiple curves
to enlarge the zone of acceptance, all curves must be submitted.

All clay clods will be broken down with tillers and discs to provide a homogeneous clay soil.
The Compacted Clay Liner may consist of fill material modified by the
addition of powdered bentonite in sufficient quantity to meet the
specifications. Clay liner material modified with bentonite will be subject
to the same testing criteria and frequencies as natural clay liner material,
with the addition of percentage of bentonite used. If a bentonite admix is used, the mixing procedure shall be approved by the Engineer prior to
construction. Material to be placed within the cell, either natural or
augmented, shall have a minimum effective internal friction angle of
twenty-five (25) degrees. The internal friction angle of the clay liner
material shall be verified by the Contractor. The Contractor shall submit such verification prior to beginning construction. The test method used to
verify the internal friction angle of the clay liner material shall be ASTM
D4767 Standard Test Method for Consolidated Undrained Triaxial
Compression Test on Cohesive Soils. The specimens must be
compacted to design criteria for dry density and moisture content as
determined by preconstruction testing. Test parameters require stepped confinement @ 1, 3, and 5ksf (nominally 5, 15 and 30 psi effective confining pressure).
Continuous and repeated visual inspection of the materials will be
performed by the Contractor to ensure proper soils are being used. In
addition, the Engineer will make frequent inspections of the clay liner
placement operations and materials, and will consult with the Contractor
on suitable liner fill and locations of such. All soil liner fill proposed shall be inspected by the Engineer prior to actual use.

02300.3 Construction

The following testing requirements and acceptable values shall apply to
the construction of the Compacted Clay Liner unless specified otherwise as in the case of the construction of the required Test Pads:

PROJECT # 13.00726 02300 - Page 2
Construction Testing
Test ASTM Method Frequency Acceptable Values
Field Density D6938, D1556,
D2973
1/10,000 FT2/Lift 95% Maximum Dry
Density
Field Moisture D2216, D6938,
D4643
1/10,000 FT2/Lift +0% - +5%
optimum- Cell Floor
+2% - +6%
optimum – Side
Slopes
Classification D2487 1 per acre per lift CL,CH,ML,MH, or
SM
Permeability Extracted per
D1587
Tested per D5084
1/40,000 FT2/Lift Less than or equal
to 1 x 10-7 cm/sec
Atterberg Limits D4318 1/5,000 YD3 Plasticity Index (PI)
> 10
Grain Size D422 or D1140 1/5,000 YD3 < 3” in the lower
18”,
< ¼” in the upper 6”, < 5% greater than
No. 4 sieve
Soil Layer
Thickness
For 24-inch
compacted clay
liner
Observation, Field
Measurement
Continuous
Observation,
Minimum of Five (5)
per Lift
Minimum two (2)
foot thick
Soil Layer
Thickness
For 18-inch compacted clay
liner used with GCL
Observation, Field
Measurement
Continuous
Observation,
Minimum of Five (5) per Lift
Minimum
18 inches thick

TEST PADS

Test pads, a minimum of 20 ft x 50 ft in area shall be constructed prior to beginning installation of the compacted clay liner and whenever there is a
significant change in soil material properties or the borrow source is
changed. The equipment used, liner thickness, subgrade slope, and all
other conditions shall be representative of full scale construction. For
each lift of the test pad, a minimum of three (3) test locations shall be established for testing moisture content and density. At least one (1)
shelby tube sample for lab permeability testing and one (1) composite
sample for recompacted lab permeability shall be obtained per lift/test
pad. One test pad shall be constructed which shall be representative of
the side slope clay liner and one for the cell floor. The test pads can be
PROJECT # 13.00726 02300 - Page 3
constructed independent of each other or in such a manner so that one test pad lies on the cell bottom and the other test pad lies on the side
slope. Compaction and soil moisture content shall be in accordance with
the previously approved moisture-density-permeability relationship. Field
moisture and density tests and laboratory permeability tests will be
performed by the Resident CQA Engineer for each lift placed on the test pads to verify the construction method, equipment, and material
necessary to achieve the required permeability not greater than 1.0 x 10-7
cm/sec for the 24-inch clay liner or 1.0 x 10-5 for the 18-inch clay liner
associated with a GCL system. The Contractor shall allow sufficient time
for construction and testing of the test pad prior to placement of the Compacted Clay Liner.

PROJECT # 13.00726 02300 - Page 4
.
LINER CONSTRUCTION

Prior to fill placement, the prepared subgrade shall be proofrolled with a
smooth-drum roller (minimum 20 tons) by a minimum of two passes in each direction. Proofrolling shall be conducted at the discretion of the
Engineer or his representative. Any soft, saturated or yielding areas
exhibited by pumping and/or rutting will require removal and replacement
with the appropriate soil at no additional cost to the Owner.

02300.4 Final clay liner lift thickness, after compaction, shall be a maximum of six
(6) inches. Thinner lifts are permissible to achieve design grade.
02300.5 Equipment or truck traffic shall not be permitted during the period between scarifying and compaction of a lift unless approved by the Engineer.

02300.6 After the lift to be compacted is conditioned, representative samples will
be taken by the Resident CQA Engineer and tested for moisture content
prior to any compactive efforts. If the moisture content is within the range
specified by the moisture-density-permeability relation, compaction may begin. If the moisture content is outside of this range, the clay liner fill will be wetted or dried and reworked accordingly. The soil fill should be
sprinkled or sprayed with water utilizing equipment creating a uniform
application and dozed, wind-rowed, and/or disc-plowed to uniformly
increase the moisture content of the soil if the material moisture content is too low. The soil fill shall be dozed, wind-rowed, and/or disc-plowed to help air dry the soil if the moisture content is too high.

02300.7 Each lift shall be thoroughly compacted to satisfy moisture and density
controls through field testing before a subsequent lift is placed.

02300.8 Compaction of lifts shall be as follows:

1) Compaction of lifts shall be performed with an appropriately heavy, properly ballasted compactor. A minimum of four (4) passes will be
required on each lift regardless of whether the lift meets density
specifications. A pass is defined as one trip of the compacting
equipment over the lift and back to the starting point by a single drum
roller or one trip across the lift surface from one side to the other if the compacting equipment has front and back compacting rollers. This
requirement is to allow thorough remolding of the soil by kneading
action.

2) The daily work area shall extend a distance so as to maintain moist soil conditions (facilitate bonding) and continuous operations.
PROJECT # 13.00726 02300 - Page 5
Desiccation and crusting of the lift surface shall be avoided as much as possible. Each lift shall be protected, at all times after placement,
from desiccation and crusting.

3) If desiccation and crusting of the lift surface occurs before placement
of the next lift, this area shall be scarified to a sufficient depth to mix with moist materials, or sprinkled with water and then scarified at the
direction of the Engineer.

4) The transition between the bottom and side slopes shall be
accomplished by compacting parallel (bottom to top) to the slope.
5) Dozer equipment shall not be used for primary compaction efforts.

6) The surface of the underlying lift shall be scarified a minimum of 2
inches prior to compaction of each subsequent lift (i.e., Lift 2 to Lift 3) to facilitate bonding of the lifts.

02300.9 During compaction of the soil liner material, the soil moisture content and
dry density shall be maintained within the limits specified below.

1) To assure the moisture content and dry density requirements of the
compacted soil are being satisfied, field and laboratory tests shall be made at minimal intervals as specified. Additional testing may be
requested at the discretion of the Engineer.

2) Compaction moisture content shall be between 2 and 6 percent wet of
optimum moisture content (OMC) on the side slopes.
3) The clay liner shall be compacted to a minimum of 95 percent of the
maximum dry density. Where densities are less than 95 percent of the
maximum dry density, the soil liner shall be recompacted and/or
removed and reworked to meet density objectives.
02300.10 The clay liner, in addition to the other provisions of this section, shall have a permeability not greater than 1.0 x10-7 cm/sec on thin wall tube samples
taken from the completed clay liner for use with the 24-inch compacted
clay liner or a permeability not greater than 1.0 x10-5 cm/sec on thin wall
tube samples taken from the completed clay liner for use with the 18-inch
compacted clay liner associated with the construction of a GCL system. If representative permeability tests do not achieve the required permeability,
the clay liner shall be reworked to meet permeability requirements
regardless of its previously achieved density. Representative soil samples
taken from the clay liner that fail laboratory permeability testing must be
re-sampled until passing results are achieved. Each failing sample must be replaced by one successful sample. The Owner will pay for the
PROJECT # 13.00726 02300 - Page 6
permeability testing at the frequency required by the Site Specific Construction Quality Assurance Plan. The Contractor will be responsible
for all costs associated with re-sampling and re-testing for failing samples
beyond a 5% failure rate by quantity. This includes the cost of lab and
Construction Quality Assurance personnel. The minimum charge for re-
sampling and re-testing for failing permeability tests exceeding 5% failure rate will be $500.00 per occurrence.

02300.11 Soil fill shall not be placed or compacted during sustained periods with air
temperature below 32°F. Soil fill may be placed and compacted during
periods of early morning and early evening freezing temperatures with
warming trends above 45°F during the day. No fill shall be placed on
frozen subgrade. If the clay liner or structural fill freezes or ices the fill section shall be rescarified and recompacted, at the discretion of the
Engineer.

02300.12 During construction, finished lifts or sections of compacted clay liner shall
be sprinkled with water a minimum of twice per day depending on weather
conditions.

02300.13 At the end of each construction day’s activities, completed lifts or sections of compacted clay liner shall be sealed by rolling with a rubber tired or smooth drum rollers and sprinkled with water as needed.

02300.14 The compacted clay liner shall be a minimum of twenty-four (24) inches at
a permeability no greater than 1.0 x 10-7 cm/sec, or eighteen (18) inches
at a permeability no greater than 1.0 x 10-5 cm/sec when used with an
overlying GCL material. Thickness of the compacted soil liner on the side slopes shall be measured perpendicular to the slope face.
02300.15 The as-built thickness of the compacted clay liner shall be determined by
survey methods (non-destructive) as described below. An individual lift may be sampled upon completion (but prior to subsequent lift placement)
with an approved sampler or other investigative tool. Any penetration
within any portion or lift of the clay liner shall be promptly backfilled by the
Contractor with a 50/50 mix of hand tamped soil and bentonite fill.
Samples of the in place compacted soil liner shall be tested and evaluated in accordance with provisions of the Construction Quality Assurance Plan.
All test locations shall be filled with a homogeneous mixture of one part
bentonite and three parts soil.

02300.16 After completion of a segment of compacted clay liner, but before
installation of the geomembrane liner, the surface of the clay liner shall be
surveyed by the Contractor to ensure the specified thickness of Compacted Clay Liner (24 inches, or 18 inches with GCL) has been
achieved. The survey must be performed and stamped by a registered
Professional Land Surveyor in the State of North Carolina. The survey
PROJECT # 13.00726 02300 - Page 7
information shall be provided to the Engineer in a format pre-approved by the Engineer and acceptable to the North Carolina Department of
Environment and Natural Resources, Division of Waste Management,
Solid Waste Section. At a minimum, survey data shall be collected on a
50-foot grid and at least every 50-foot along all changes in grade.

02300.17 The surface of the compacted clay liner shall be smooth drum rolled and
maintained free of rocks, organics, voids and sharp edges.
No vehicles other than a smooth-drum roller will be allowed on the
Compacted Clay Liner once the Compacted Clay Liner has been
approved. This includes equipment used to deploy geomembrane
material. Any exceptions should have prior approval from the Project Engineer.

02300.18 The minimum interface friction angle between the Compacted Clay Liner
and the 60 mil textured geomembrane shall be seventeen (17) degrees.
This shall be verified by the Contractor and supporting documentation
submitted to the Engineer prior to beginning construction.
The test method used to verify the interface friction angle between the
clay liner and the 60-mil textured geomembrane shall be ASTM D5321
Standard Test Method for Determining the Coefficient of Soil and
Geosynthetic or Geosynthetic and Geosynthetic Friction by Direct Shear
Method. Soil specimens must be compacted to design criteria for dry
density and moisture content as determined by preconstruction testing. Test parameters are to provide 3 points to range over minimum and maximum expected normal loads. Minimum will be a construction load of
260 psf. Maximum will be at the landfill’s final filled condition or
approximately 1,423 psf. The normal loadings used shall be 250, 750 and
1,500 psf.

END OF SECTION
PROJECT # 13.00726 02300 - Page 8
PROJECT #13.00726 02320 – Page 1
SECTION 02320 GEOSYNTHETIC CLAY LINER (GCL)
02320.1 Scope of Work

The Contractor shall furnish all labor, materials, supervision and equipment to
complete the Geosynthetic Clay Liner (GCL) including, but not limited to, anchor trench excavation and backfill, GCL panel layout, seam preparation, patching,
and all necessary and incidental items required to complete the Work, in
accordance with the Contract Documents and these Specifications.
02320.2 Submittals
A. Contractor shall furnish the following information:

1. Conceptual description of the proposed plan for placement of the GCL panels over the area of installation.
2. GCL manufacturer's Manufacturer’s Quality Control (MQC) Plan for
documenting compliance to Sections 02320.7 and 02320.8 of these specifications.
3. GCL manufacturer’s historical data for a) 10,000-hour creep shear
testing per Section 02320.7 E and b) seam flow data at 2 psi confining pressure per Section 02320.7 F.
4. The manufacturer’s last 20 weekly values for index flux and
permeability prior to the end of the production date of the supplied GCL.
5. A copy of GCL manufacturer’s ISO quality Certificate of
Registration.
B. At the Engineer's or Owner’s request the Contractor shall furnish: 1. A representative sample of the GCLs.
2. A project reference list for the GCL(s) consisting of the principal details of at least ten projects totaling at least 10 million square feet
in size.
C. Upon shipment, the Contractor shall furnish the GCL manufacturer's
Quality Assurance/Quality Control (QA/QC) certifications to verify that the
materials supplied for the project are in accordance with the requirements of this specification.

D. As installation proceeds, the Contractor shall submit certificates of subgrade acceptance, signed by the Contractor and CQA Inspector for
each area that is covered by the GCL.
E. The friction angle between the non-woven cover geotextile on the GCL
and the geomembrane and the woven base cover and the clay liner shall
be a minimum of 20 degrees. The Contractor shall verify and submit to the Engineer proper documentation prior to beginning construction. The
test method used to verify the interface friction angle between the 60-mil
PROJECT #13.00726 02320 – Page 2
geomembrane and the non-woven cover geotextile and the interface friction angle between the woven base cover and the clay liner shall be
ASTM D 5321 Standard Test Method for Determining the Coefficient of
Soil and Geosynthetic or Geosynthetic and Geosynthetic Friction by
Direct Shear Method.
02320.3 Manufacturer’s and Installer’s Qualifications
A. GCL Manufacturer must have produced at least 300 million square feet of
GCL within the past three years, including at least 30 million square feet
with 3.5 lb/in peel strength.
B. The GCL Installer must either have installed at least 1 million square feet
of GCL, or must provide to the Engineer satisfactory evidence, through similar experience in the installation of other types of geosynthetics, that
the GCL will be installed in a competent, professional manner.
02320.4 Construction Quality Assurance (CQA)

A. All GCL sheet will be evaluated prior to and after installation.
B. The Owner and Engineer shall provide a third-party inspector for CQA of
the GCL installation. The inspector shall be an individual or company who is independent from the manufacturer, Contractor and Installer, who shall be responsible for monitoring and documenting activities, related to
the CQA of the GCL, throughout installation. The inspector shall have provided CQA services for the installation of the proposed or similar GCL
for at least 5 completed projects totaling not less than 1 million square
feet.
C. Testing of the GCL, as necessary to support the CQA effort, shall be
performed by a third party laboratory retained by the Owner and independent from the GCL manufacturer, Contractor and Installer. The
laboratory shall have provided GCL CQA testing of the proposed or
similar GCL for at least 5 completed projects totaling not less than 1 million square feet.

D. The GCL Installer will be required to adhere to the requirements of the Site Specific Construction Quality Assurance Plan.
02320.5 Products
A. The GCL shall consist of a layer of granular sodium bentonite clay
needlepunched between two geotextiles and shall comply with all of the
criteria listed in this Section.

B. Bentonite shall be a high-swelling sodium bentonite, with a minimum swell index of 24 mL/2g and a maximum fluid loss of 18 mL. Bentonite
PROJECT #13.00726 02320 – Page 3
shall be CG-50 granular bentonite, mined and processed by American Colloid Company, or an approved equal.

C. Bentonite shall have a granular consistency (1 percent max. passing a No. 200 sieve, to ensure uniform distribution throughout the GCL and
minimal edge loss during handling and installation.
D. The cover geotextile shall be, at a minimum, a 6.0 oz/yd2 non-woven
geotextile. The base geotextile shall be, at a minimum, a 3.2 oz/yd2 woven geotextile.
02320.6 Materials

A. Acceptable GCL products are Bentomat® ST, as manufactured by CETCO, 2870 Forbs Avenue, Hoffman Estates, Illinois 60192 USA (800-
527-9948), or an engineer-approved equal.
B. The GCL shall meet, at a minimum, the properties shown in Table 1,
Minimum Required Physical Properties of Geosynthetic Clay Liner.

C. The moisture content of the bentonite in the finished GCL shall be
between 20 and 40 percent, to ensure uniform bentonite distribution, consistent needlepunch density, and adequate electrical conductivity to
maximize leak location survey sensitivity.
D. GCL shall be needlepunch-reinforced, with a minimum peel strength of
3.5 lb/inch. To maximize large-displacement shear strength, GCL
reinforcement shall be achieved solely through needlepunching, without any supplemental heat treatment.

E. The GCL shall have 10,000-hour test data for large-scale constant-load (creep) shear testing under hydrated conditions. The displacement shall
be 0.11 in. or less at a constant shear load of 250 psf and a normal load of 500 psf.
F. The GCL shall have seam test data from an independent laboratory
showing that the seam flow with a grooved cut in the nonwoven geotextile is less than 1 x 10-8 m3/m2/s at 2 psi hydraulic pressure.
G. The minimum acceptable dimensions of full-size GCL panels shall be 150
feet in length.
H. A 6-inch overlap guideline shall be imprinted on both edges of the upper
geotextile component of the GCL as a means for providing quality assurance of the overlap dimension. Lines shall be printed in easily
visible, non-toxic ink.

Table 1
PROJECT #13.00726 02320 – Page 4
Minimum Required Physical Properties of Geosynthetic
Clay Liner

MATERIAL
PROPERTY
TEST METHOD TEST FREQUENCY
ft2(m2)
REQUIRED VALUES
Bentonite Swell Index1 ASTM D 5890 1 per 50 tonnes 24 ml/2g min.
Bentonite Fluid Loss1 ASTM D 5891 1 per 50 tonnes 18 ml max.
Bentonite Mass/Area2 ASTM D 5993 40,000 ft2 (4,000 m2) 0.75 lb/ft2 (3.6 kg/m2) min
GCL Tensile Strength3 ASTM D 6768 200,000 ft2 (20,000 m2) 30 lbs/in (53 N/cm) MARV
GCL Peel Strength3 ASTM D 6496 40,000 ft2 (4,000 m2) 3.5 lbs/in (6.1 N/cm) min
GCL Index Flux4 ASTM D 5887 Weekly 1 x 10-8 m3/m2/sec max
GCL Hydraulic
Conductivity4 ASTM D 5887 Weekly 5 x 10-9 cm/sec max
GCL Hydrated Internal
Shear Strength5
ASTM D 5321
ASTM D 6243 Periodic 500 psf (24 kPa) typ @ 200
psf
Notes 1 Bentonite property tests performed at a bentonite processing facility before shipment to CETCO’s GCL production facilities. 2 Bentonite mass/area reported at 0 percent moisture content.
3 All tensile strength testing is performed in the machine direction using ASTM D 6768. All peel strength testing is performed using ASTM D 6496. 4 Index flux and permeability testing with deaired distilled/deionized water at 80 psi cell pressure, 77 psi headwater pressure and 75 psi tailwater pressure. 5 Peak values measured at 200 psf normal stress for a specimen hydrated for 48 hours. Site-specific materials, GCL products, and test conditions must be used to verify internal and interface strength of the proposed design.
02320.7 Product Quality Documentation

The GCL manufacturer shall provide the Owner or other designated party with manufacturing QA/QC certifications for each shipment of GCL. The certifications
shall be signed by a responsible party employed by the GCL manufacturer and
shall include:
A. Certificates of analysis for the bentonite clay used in GCL production
demonstrating compliance with the swell index and fluid loss values shown in Table 1, Minimum Required Physical Properties of Geosynthetic
Clay Liner.
B. Manufacturer’s test data for the finished GCL product demonstrating
compliance with the values shown in Table 1, Minimum Required
Physical Properties of Geosynthetic Clay Liner.
PROJECT #13.00726 02320 – Page 5
C. GCL lot and roll numbers supplied for the project (with corresponding
shipping information).
02320.8 Product Labeling

A. Prior to shipment, the GCL manufacturer shall label each roll, identifying: 1. Manufacturer’s name and address
2. Brand Product Code 3. Lot Number
4. Roll Number
5. Roll Length and width 6. Roll Weight

02320.9 Packaging
A. The GCL shall be wound around a rigid core whose diameter is sufficient
to facilitate handling. The core is not necessarily intended to support the
roll for lifting but should be sufficiently strong to prevent collapse during transit.

B. All rolls shall be labeled and bagged in packaging that is resistant to photodegradation by ultraviolet (UV) light.
02320.10 Accessory Bentonite
A. The granular bentonite sealing clay used for overlap seaming, penetration
sealing and repairs shall be made from the same natural sodium
bentonite as used in the GCL and shall be as recommended by the GCL manufacturer. Seaming of GCLs shall be conducted in accordance with
the manufacturer’s guidelines for each particular GCL.
02320.11 Shipping and Handling

A. The manufacturer assumes responsibility for initial loading the GCL.
Shipping will be the responsibility of the party paying the freight. Unloading, on-site handling and storage of the GCL are the responsibility
of the Contractor.
B. A visual inspection of each roll should be made during unloading to
identify if any packaging has been damaged. Rolls with damaged packaging should be marked and set aside for further inspection. If the
geotextile under the torn packaging sleeve is also torn, the outermost
wrap of GCL on the roll should be unwound and discarded when the roll is installed. The roll should be marked accordingly so as to alert the
Installer that the initial wrap should be cut away and discarded. Upon
inspection, at the time of installation, additional rolls may be required to be cut away and discarded. The packaging should be repaired prior to
being placed in storage.
PROJECT #13.00726 02320 – Page 6
C. Rolls of GCL that are accidentally dropped and/or bent during unloading
and/or transportation to the installation site should be marked and moved
away from the storage site and/or installation site. These rolls will not be installed on the project.

D. The party responsible for unloading the GCL should contact the Manufacturer prior to shipment to ascertain the appropriateness of the
proposed unloading methods and equipment.

02320.12 Storage

A. Storage of the GCL rolls shall be the responsibility of the Contractor. A
dedicated storage area shall be selected at the job site that is away from high traffic areas and is level, dry and well drained.

B. Rolls should be stored in a manner that prevents sliding or rolling from the stacks and may be accomplished by the use of chock blocks. Rolls
should be stacked at a height no higher than that at which the lifting
apparatus can be safely handled (typically no higher than four).
C. All stored GCL materials and the accessory bentonite must be covered with a plastic sheet or tarpaulin until their installation.
D. The integrity and legibility of the labels shall be preserved during storage.
2320.13 GCL Placement

A. Any earthen surface upon which the GCL is installed shall be prepared
and compacted in accordance with the Project Specifications and Drawings. The surface shall be smooth, firm, and unyielding, and free of:
1. Vegetation.
2. Construction Debris.
3. Sticks. 4. Sharp rocks.
5. Void spaces.
6. Ice. 7. Abrupt elevation changes.
8. Standing water.
9. Cracks larger than one-quarter inch (6 mm) in width. 10. Any other foreign matter that could contact the GCL.

B. Full length panels (150 feet long) will be used on all cell side slopes.
C. The Installer shall certify in writing that the surface on which the GCL will
be installed is acceptable.
D. GCL rolls should be delivered to the working area of the site in their original packaging. Immediately prior to deployment, the packaging
PROJECT #13.00726 02320 – Page 7
should be carefully removed without damaging the GCL. The orientation of the GCL (i.e., which side faces up) should be in accordance with the
Engineer’s recommendations.
E. Equipment which could damage the GCL shall not be allowed to travel
directly on it. If the installation equipment causes rutting of the subgrade,
the subgrade must be restored to its originally accepted condition before placement continues.
F. Care must be taken to minimize the extent to which the GCL is dragged across the subgrade in order to avoid damage to the bottom surface of
the GCL. A temporary geosynthetic subgrade covering commonly known as a slip sheet or rub sheet may be used to reduce friction damage during
placement.
G. The GCL panels shall be placed parallel to the direction of the slope.

H. All GCL panels should lie flat on the underlying surface, with no wrinkles or fold, especially at the exposed edges of the panels.

I. Only as much GCL shall be deployed as can be covered at the end of the working day with a geomembrane. The GCL shall not be left uncovered
overnight. If the GCL is hydrated when no confining stress is present, it
may be necessary to remove and replace the hydrated material. The project Engineer, CQA inspector, and GCL supplier should be consulted
for specific guidance if premature hydration occurs.
02320.14 Anchorage

A. As directed by the Project Specifications and Drawings, the end of the GCL roll shall be placed in an anchor trench at the top of the slope or an
equivalent runout design shall be utilized. When utilizing an anchor
trench design, the front edge of the trench should be rounded so as to eliminate any sharp corners. Loose soil should be removed from the floor
of the trench. The GCL should cover the entire trench floor but does not
extend up the rear trench wall.

02320.15 Seaming

A. The GCL seams are constructed by overlapping their adjacent edges. Care should be taken to ensure that the overlap zone is not contaminated
with loose soil or other debris.
B. The minimum dimension of the longitudinal overlap should be 6 inches. If
the GCL is manufactured with a grooved cut in the nonwoven geotextile
that allows bentonite to freely extrude into the longitudinal overlap then no supplemental bentonite is required for this overlap. If the GCL does not
have a grooved cut in the nonwoven geotextile longitudinal overlap, then
bentonite-enhanced seams are required as described below.
PROJECT #13.00726 02320 – Page 8
C. End-of-roll overlapped seams should be constructed with a minimum
overlap of 24 inches. Seams at the ends of the panels should be
constructed such that they are shingled in the direction of the grade to prevent the potential for runoff flow to enter the overlap zone. End-of-roll
overlapped seams require bentonite-enhanced seams as described
below.
D. Bentonite-enhanced seams are constructed between the overlapping adjacent panels as follows. The underlying edge of the longitudinal overlap is exposed and then a continuous bead of granular sodium
bentonite is applied along a zone defined by the edge of the underlying panel and the 6-inch line. The granular bentonite shall be applied at a
minimum application rate of one quarter pound per lineal foot. A similar
bead of granular sodium bentonite is applied at the end-of-roll overlap.
E. Cyclical wetting and drying of GCL covered only with a geomembrane
can cause overlap separation. The leachate collection system layer (16 oz/yd2 non-woven geotextile, leachate collection piping and the 24 inch
leachate drainage layer) should be placed without delay to minimize the
intensity of wet-dry cycling. If there is the potential for unconfined cyclic wetting and drying over an extended period of time, the longitudinal seam
overlaps should be increased based on the Engineer’s recommendations.
F. To avoid seam separation, the GCL should not be put in excessive
tension by the weight or expansion of textured geomembrane on steep
slopes.

02320.16 Damage Repair

A. Slopes flatter than or equal to 10H:1V: If the GCL is damaged (torn, punctured, perforated, etc.) during installation, it may be possible to repair
it by cutting a patch to fit over the damaged area. The patch shall be
obtained from a new GCL roll and shall be cut to size such that a minimum overlap of 24 inches is achieved around all of the damaged
area. Granular bentonite or bentonite mastic should be applied around
the damaged area prior to placement of the patch. An adhesive will be used to affix the patch in place so that it is not displaced during
geomembrane or cover material placement.
If the damaged area is along the side of the panel or at the Installers
option, the panel may be cut off above and below the damaged area and a horizontal seam constructed in accordance with Section 02320.15.
B. Slopes steeper than 10H:1V: Patches will not be allowed on the slopes exceeding a 10H:1V slope.

02320.17 Cover Placement

PROJECT #13.00726 02320 – Page 9
A. Only as much GCL shall be deployed as can be covered at the end of the day with a properly installed (all seams completed) geomembrane.

B. The leachate collection system layer (16 oz/yd2 non-woven geotextile, leachate collection piping and the 24 inch leachate drainage layer) should
be placed on top of the geomembrane without delay to minimize the
intensity of wet-dry cycling.
C. The 24 inch leachate drainage layer shall be pushed up slopes, not down slopes, to minimize tensile forces on the GCL.
D. Although direct vehicular contact with the GCL is to be avoided, lightweight, low ground pressure vehicles (such as 4-wheel all-terrain
vehicles) may be used to facilitate the installation of any geosynthetic
material placed over the GCL. The GCL supplier or CQA engineer should be contacted with specific recommendations on the appropriate
procedures in this situation.
E. When a textured geomembrane is installed over the GCL, a temporary
geosynthetic covering known as a slip sheet or rub sheet will be used to
minimize friction during placement and to allow the textured geomembrane to be more easily moved into its final position.

02320.18 Geosynthetic Clay Liner Warranty

The installation of the Geosynthetic Clay Liner shall be warranted against
defects in workmanship for a period of 1 year from the date of substantial
project completion. END OF SECTION

SECTION 02400 LEACHATE COLLECTION REMOVAL SYSTEM (LCR)

02400.1 Scope of Work

The Contractor shall furnish all labor, materials, supervision, and equipment necessary to complete the LCR System including trench excavation, hauling, spreading, grading, rolling and all necessary and
incidental items required to complete the Work, all in accordance with the
Contract Drawings and these Contract Specifications.

02400.2 Materials
Pipe for the LCR System shall be High Density Polyethylene (HDPE) pipe.
1. HDPE piping shall have nominal diameters as noted on the
Contract Drawing.
2. HDPE piping shall have a maximum Standard Dimension Ratio (SDR) of 17 or as specified on the Contract Drawings.

3. The HDPE pipe shall be manufactured from first quality virgin
polyethylene with the following nominal properties.
Property ASTM Method Frequency Acceptable Value
Relative Density D1505 Per Shipment .95 gms/cm3
Melt Index D1238 Per Shipment 0.08 gms/10 min.
Carbon Black
Content
D3350 Per Shipment Min. 2%
Tensile Strength @
Yield
D638, Type IV Per Shipment 3200 psi
Elastic Modulus D638 Per Shipment > 150,000 psi

The HDPE pipe section to be perforated shall be as follows or approved
by the Engineer:
1) Four rows of perforations; Two rows on each side of pipe at
approximately 45° and between 75° and 90° from bottom of
pipe.
2) Each row of perforations shall have holes approximately 6
inches on center; and

PROJECT # 13.00726 02400 - Page 1

3) Each hole shall be 1/2-inch diameter.
The dual contained force main shall consist of HDPE carrier pipe inside
HDPE containment pipe. The carrier pipe shall be concentrically located
within containment pipe with spacers. The force main within the tank
containment area shall consist of schedule 10 or schedule 40, 304 SS with lap joint stub end flange connections. Back up flanges are
galvanized. Bolting is zinc plated grade 5. All necessary pipe supports to
prevent sagging or movement shall be furnished.

All proposed exposed piping shall be heat traced and insulated, and any existing piping disturbed during construction shall be restored to original
condition with insulation and heat tracing.

The chemical resistance of the HDPE pipe and all fittings shall be in
keeping with typical properties of high quality polyethylene products currently available through commercial sources. All mechanical fasteners
or fittings shall be stainless steel.

02400.3 Stone bedding surrounding the perforated HDPE piping shall be No. 5
washed stone. The Contractor shall be responsible for providing the
stone bedding material.

02400.4 Non-woven Filter Geotextile shall be as indicated below:

Non-woven Geotextile The geotextile used shall be ultraviolet stabilized 1) a non-woven,
needlepunched, continuous filament polyester material or, 2) a non-
woven, needlepunched continuous filament polypropylene material or, 3)
a non-woven, needlepunched staple fiber polypropylene material. A 16 oz. Geotextile cushion will be placed between the geomembrane and
the drainage layer. The friction angle between the geotextile and the
geomembrane shall be a minimum of 20 degrees. The Contractor shall
verify and submit to the Engineer proper documentation prior to beginning construction. The test method used to verify the interface friction angle between the 60-mil geomembrane and the geotextile shall be ASTM
D5321 Standard Test Method for Determining the Coefficient of Soil and
Geosynthetic or Geosynthetic and Geosynthetic Friction by Direct Shear
Method. Test parameters are to provide 3 points to range over minimum
and maximum expected normal loads. Minimum will be a construction
load of 260 psf. Maximum will be at the landfill’s final filled condition or approximately 1,423 psf. The normal loadings used shall be 250, 750 and
1,500 psf.

PROJECT # 13.00726 02400 - Page 2

A 6 oz. Geotextile will be used to wrap the leachate lines and the #5 stone bedding.

The non-woven material shall meet or exceed the following criteria using
Minimum Average Values:

Property ASTM
Method
Frequency Acceptable Values
6 oz.
Geotextile
16 oz.
Geotextile
Grab Tensile Strength D4632 Every 5th Roll 160 lbs. 370 lbs.
Grab Tensile
Elongation
D4632 Every 5th Roll 50 Percent 50 Percent
Puncture (pin) Strength D4833 Every 5th Roll 110 lbs. 170 lbs.
Mass per Unit Area D5261 Each Roll 6.0 oz. 16 oz.
Apparent Opening
Size (AOS)
D4751 Every 5th Roll .212 mm (70
Sieve max.)
0.150 mm (100
Sieve max.)

02400.5 HPDE Sumps, Catch Basins

All HDPE pipe and fittings (both interior carrier and exterior containment
pipe) shall be manufactured from first quality virgin polyethylene with the following nominal properties:

Property ASTM Method Frequency Acceptable Value
Relative Density D1505 Per Shipment .95 gms/cm3
Melt Index D1238 Per Shipment 0.08 gms/10 min.
Carbon Black
Content
D3350 Per Shipment Min. 2%
Tensile Strength @
Yield
D638, Type IV Per Shipment 3200 psi
Elastic Modulus D638 Per Shipment > 150,000 psi

The chemical resistance of the HDPE pipe, welding rod and all fittings shall be equal or greater than that of the 60 mil. HDPE liner specified.

All interior pipe welds must be machine butt fusion welded and
demonstrated to be watertight and sufficiently strong to develop the full strength of the joined sections, e.g. failure should not occur in a weld. Air testing of the pipe seams must be performed in accordance with the
contract documents before acceptance by the Engineer.

PROJECT # 13.00726 02400 - Page 3

02400.6 Drainage Layer

The drainage layer shall consist of washed stone with a maximum
nominal diameter of 5/8”. The chemical properties of the stone shall not
be adversely affected by waste placement or leachate generated by the
landfill. The washed stone material shall have a high permeability that
allows lateral drainage through the drainage layer and along the surface of the base liner. The drainage layer material shall contain no more than
5% fines by weight.

The drainage layer shall be placed with a minimum compacted thickness
of 24 inches with an overfill variance of + 0.2 feet allowed for a total allowable thickness of 2.2 feet. Any areas of the completed drainage
layer that exceed this thickness will be measured and the volume of
overfill calculated by the engineer. The Contractor will be required to
compensate the owner for the overfill volume, calculated at a rate of
$24.00 per cubic yard. The surface of the drainage layer shall be surveyed by the Contractor to ensure the specified thickness. The survey
must be performed and stamped by a registered Professional Land
Surveyor in the State of North Carolina. The survey information shall be
provided to the Engineer in a format pre-approved by the Engineer and
acceptable to the North Carolina DEHNR, Division of Waste Management, Solid Waste Section. All inverts, intersections, connection points and
cleanouts for the LCS piping shall also be surveyed. At a minimum,
survey data shall be collected at a 50-foot grid and every 50 feet along
changes in grade.
Equipment used during placement of the drainage layer shall not be
allowed to operate directly on the geomembrane. Equipment will not be
allowed on any portion of the geomembrane without the protective
geotextile and a minimum of 18 inches of stone material in place. The
drainage layer shall be stable when placed on the interior slopes of the landfill. The friction angle between the Geotextile and the drainage layer
shall be a minimum of 24 degrees. This friction angle shall be verified by
the Contractor and proper documentation submitted to the Project
Engineer prior to beginning construction. The test method used to verify
the interface friction angle between the geotextile and the drainage layer material shall be ASTM D5321 Standard Test Method for Determining the
Coefficient of Soil and Geosynthetic or Geosynthetic and Geosynthetic
Friction by Direct Shear Method. Aggregate specimens must be
compacted and/or conditioned to represent field conditions. Test
parameters are to provide 3 points to range over minimum and maximum
expected normal loads. Minimum will be a construction load of 260 psf. Maximum will be at the landfill’s final filled condition or approximately 1,423 psf. The normal loadings used shall be 250, 750 and 1,500 psf.

PROJECT # 13.00726 02400 - Page 4

02400.7 Construction
The geotextile for the bottom of the cell shall be installed as follows:
The specified geotextile shall be placed over the HDPE liner. The
geotextile shall be immediately sewn by a methodology approved by the
Engineer. The geotextile shall be extended up the side slopes and placed in the anchor trench as indicated on the Contract Drawings.

The perforated high density polyethylene collector pipe shall be as shown
on the Contract Drawings.
a) The pipe section connections shall be made by:

(1) Heat fusion weld;
(2) Material extrusion weld;
(3) Threaded connection; (4) Snap-couplings (approved mechanical); and/or
(5) Combination of any two or more of the above. No
solvent or glued joints are allowed.
(6) The two main 8” leachate collection system trunk
lines shall be video-inspected after the stone drainage materials have been installed over the piping, prior to
acceptance by the County. Additionally, the leachate
gravity sewer beneath MSW Phase 3 shall be video
inspected and approved by the Engineer prior to the
clay liner placement.
02400.8 The top of the gravel sump shall be completely covered with a 6 oz. filter geotextile to avoid “clogging” during placement of the first two lifts of the
operational cover.

1) The sections of the geotextile shall be installed with a minimum
overlap of 2 inches and field sewn together;
2) The overlapped edges of the geotextile shall be temporarily secured
during periods of windy weather;

END OF SECTION
PROJECT # 13.00726 02400 - Page 5

SECTION 02620 HDPE GEOMEMBRANE LINER

02620.1 Scope of Work

The Installer shall furnish all labor, materials, supervision and equipment to complete the HDPE Geomembrane Liner including, but not limited to, anchor trench excavation and backfill, liner layout, seaming, patching, and
all necessary and incidental items required to complete the Work, in
accordance with the Contract Drawings and these Specifications.

02620.2 Materials
The geomembrane liner shall be made of high-density polyethylene
(HDPE) that has an absolute minimum thickness of 60 mils. This means
that the geomembrane shall have a thickness of 60 mils at any point
measured on the sheet. An average minimum thickness will not be
considered. If during conformance testing or on-site testing and inspection, a thickness measurement is found to be less than 60 mils, the
material will be rejected for use during construction.

The geomembrane used shall meet, at a minimum, the standards
included in Tables 1, 2 and 3 located at the end of this section.
The chemical resistance of the geomembrane liner shall be in keeping
with typical properties of high quality polyethylene products currently
available through commercial sources.
Geomembrane liner shall be shipped rolled with a protective wrap around
each roll, labeled with roll number and manufacturer’s batch number.
Manufacturer’s quality control documentation shall be included with each
roll.
The geomembrane shall be free of holes, blisters, undispersed raw
materials, or any sign of contamination by foreign matter. Any such defect
shall be repaired in accordance with the geomembrane manufacturer’s
recommendations. The Engineer may reject all or portions of units (or
rolls) of the geomembrane if in his opinion significant quantities of production or transporting flaws are observed.

The Installer shall submit proposed geomembrane panel layouts to the
Engineer at least 14 days prior to mobilization of crews (2 copies). Once
the panel layout is approved, the Installer may not change the layout without permission of the Engineer.

PROJECT # 13.00726 02620 - Page 1
02620.3 Construction

The geomembrane liner shall be installed by a specialty contractor, and that specialty contractor must have installed a minimum of 5,000,000
square feet of geomembrane liner since November, 1998.

The geomembrane liner shall be constructed as soon as practical after
completion and approval of the compacted clay liner or portion thereof. The top of the compacted clay liner will be surveyed to ensure adequate
thickness of clay material and proper grades toward the collection sump
area have been achieved. The Contractor shall be responsible for
providing survey information for all panel locations, seam locations,
destructive testing locations, repairs, and liner flap used to construct the temporary liner edge. The survey must be performed and stamped by a
registered Professional Land Surveyor in the State of North Carolina. The
survey information shall be provided to the Engineer in a format pre-
approved by the Engineer and acceptable to the North Carolina DEHNR,
Division of Waste Management, Solid Waste Section. The geomembrane is to cover the bottom of the cell and the side slopes in accordance with
the Contract Drawings.

Areas to receive liner installation shall be relatively smooth and even, free
of ruts, voids, etc., to the extent required by the Engineer. This shall be accomplished by final dressing of the compacted liner with smooth drum
rollers. No vehicles are permitted on final dressed surfaces unless
authorized by the Engineer.

An anchor trench (as illustrated on the Contract Drawings) will be required to secure the geomembrane. No loose soil will be allowed to underlie the
geomembrane in the anchor trenches. The time schedule for excavation
and backfilling of the anchor trenches is to be approved by the Engineer
so that desiccation of trench soils does not occur prior to backfilling.

02620.4 Installation of the geomembrane shall be as follows:
All geomembrane installed on side slopes will be 60 mil textured material.
The textured material shall be extended a minimum of ten (10) feet
beyond the toe of slope.

Unroll only those sections that are to be seamed together in one day. Panels should be positioned with the overlap recommended by the
manufacturer, but not less than 4 inches. The side slope geomembrane
will be placed in an anchor trench that is then backfilled with soil and
compacted as shown on the Contract Drawings.

PROJECT # 13.00726 02620 - Page 2
After panels are initially in place, remove wrinkles as directed by the Engineer. Unroll several panels and allow the liner to “relax” before
beginning field seaming. The purpose of this is to make the edges, which
are to be bonded, as smooth and free of wrinkles as possible.

Once panels are in place and smooth, commence field seaming operations.

The Installer’s Field Superintendent will complete a Daily Report at the
end of each day and submit the form daily to the Engineer.
Field seaming shall be in accordance with EPA Technical Guidance
document: “The Fabrication of Polyethylene FML Field Seams”
EPA/530/SW-89/069 or as follows. Where conflicts exist between the two
guidance specifications, the most stringent specification prevails or as
directed by the Engineer.
02620.5 All foreign matter (dirt, water, oil, etc.) shall be removed from the edges to be bonded. For extrusion welds, the bonding surfaces must be thoroughly
cleaned by mechanical abrasion or alternate methods approved by the
Engineer to remove surface cure and prepare the surfaces for bonding.
All abrasive buffing shall be performed using No. 80 grit or finer
sandpaper. The grinding shall be performed so that any and all grind marks are perpendicular to the edge of sheet. No grinding greater than
1/8 inch outside the welds is permitted or the Engineer can require
patching. No solvents shall be used to clean the geomembrane liner.

02620.6 As much as practical, field seaming shall start from the top of the slope
down. This will minimize large wrinkles from becoming trapped, which
requires cutting and patching. Tack welds (if used) shall use heat only; no double sided tape, glue, or other method will be permitted. The
geomembrane should be seamed completely to the ends of all panels to
minimize the potential of tear propagation along the seam.

The completed liner shall not exhibit any “trampolining” during any daylight hours (6:00 a.m. to 8:00 p.m.). All areas exhibiting trampolining must be
repaired as directed by the Engineer. Additional slack (i..e., 1-3 percent)
shall be allowed on the side slopes to reduce the potential for
trampolining.
Seaming of the cell bottom membrane to the sidewall membrane (toe
seam) shall be conducted when conditions minimize thermal expansion
effects. All toe seams must be a minimum of 10 feet horizontally from the
toe of the slope. Horizontal seams will not be allowed on the side slopes
unless approved by the Engineer.
PROJECT # 13.00726 02620 - Page 3
02620.7 At the end of each day or installation segment, all unseamed edges shall
be anchored by sand bags or other approved device. Sand bags securing
the geomembrane on the side slopes should be connected by a rope fastened at the top of the slope by a temporary anchor. If high winds are
expected, boards along the edge of unseamed panels, with weighted
sand bags on top, may be used to anchor the geomembrane on the
bottom of the cell. Sand bags fastened by rope should be used to secure
unseamed edges on the side slopes. Staples, U-shaped rods or other penetrating anchors shall not be used to secure the geomembrane on the
side slopes. Any damage to the liner or clay liner including damage due
to wind, rain, hail, or other weather shall be the sole responsibility of the
Contractor.

02620.8 Field seaming may be extrusion or fusion welding or a combination of
these methods. Solvent welding is not acceptable. The Engineer reserves the right to reject any proposed seaming method they believe
unacceptable. Double hot wedge fusion welding shall be the predominant
seaming method and shall be used when possible. Additional concepts
and requirements of proper field seaming include the following.

02620.9 Extrusion welding applies a molten bead of material to preheated sheets of geomembrane. The sheets are then joined by pressure.
02620.10 The fusion welding process heats the area to be joined to the melting point and then applies pressure to join the melted surfaces.

02620.11 The sheets to be joined shall be overlapped at least four (4) inches after
the necessary cleaning, aligning and cutting.

02620.12 The seams should be oriented parallel to the line of maximum slope, i.e.,
oriented up and down, not across, the slope. In corners and odd shaped
geometric locations, the number of field seams shall be minimized.
02620.13 No horizontal seams shall be within ten (10) feet from the toe of the slope. No horizontal seams will be allowed on the side slopes unless approved
by the Engineer.

02620.14 No seaming shall be attempted above 40°C (104°F) ambient air
temperature. Below 5°C (41°F) ambient air temperature, preheating of
the geomembrane will be required, unless it is demonstrated that this is not necessary (i.e., acceptable test (start-up) seams which duplicate, as closely as possible, actual field conditions can be achieved). Preheating
may be achieved by natural and/or artificial means (shelters and heating
devices). Ambient temperature is measured 18 inches above the liner
surface. The Installer shall supply instrumentation for measurement of ambient temperature.
PROJECT # 13.00726 02620 - Page 4

02620.15 A moveable protective layer of plastic or approved material may be placed
directly below each overlap of geomembrane that is to be seamed. This is to prevent any moisture build-up between the sheets to be welded. The
protective layer must be removed after welding.

02620.16 Seaming will extend to the outside edge of panels to be placed in anchor
trenches.

02620.17 If required, a firm substrata should be provided by using a flat board, a
conveyor belt, or similar hard surface directly under the seam overlap to achieve proper support.
02620.18 Grinding prior to welding shall be done perpendicular to the sheet edge.
Overgrind greater than 1/8 inch beyond the welded seam or improperly
ground areas shall be replaced at the Installer’s expense.

02620.19 Seams at the Panel Corners

Seams at the panel corners of 3 or 4 sheets shall be completed with a
circular patch approximately 12 inches in diameter, extrusion welded to
the parent sheets.
02620.20 Quality Control
All geomembrane sheet, seams, and patches will be tested and evaluated
prior to acceptance. In general, testing of the sheet will be conducted by
the manufacturer. Testing of the seams will be conducted by the Installer
under observation by the Engineer. The Engineer or a designated, independent geosynthetics laboratory may perform additional testing, as
required by these detailed Specifications or as required in the judgment of
the Engineer or Authorized Representative to verify that the HDPE sheet
and seams meet the specifications. The geosynthetics installer will be
required to adhere to the requirements of the Site Specific Construction Quality Assurance Plan. Testing requirements are detailed in the
following subsections:

02620.21 Pre-shipping Sheet Tests

The Installer or supplier (manufacturer) will be required to submit his Quality Control Program to the Owner prior to initiating field work. At a minimum, the Manufacturer will perform the tests, at the frequencies given
in Table 3, on the HDPE sheet prior to shipping HDPE material to the site.

PROJECT # 13.00726 02620 - Page 5

02620.22 Test Seams (Destructive Tests)

The Installer shall maintain and use equipment and personnel at the site
to perform testing of test seams. These seams will be made on fragment pieces of geomembrane liner to verify that seaming conditions are
adequate. At a minimum, test seams shall be made upon each start of
work for each seaming crew, upon every four hours of continuous
seaming, every time seaming equipment is changed or if significant
changes in geomembrane temperature and weather conditions are observed. The technician shall complete the Test Seam Form provided
by the CQA Engineer immediately after each test. Requirements for test
seams are as follows:

02620.23 The test seam sample will be at least 1.8m (6 feet) long by 0.3m (1 foot)
wide with the seam centered lengthwise. Six adjoining specimens 25mm (1 inch) wide each will be cut from the test seam sample. At the Engineer’s option, the shear tests may be eliminated for test seams.
These specimens will be tested in the field with a tensiometer and/or
manual seam tester for both shear (3 specimens) and peel (3 specimens).
For dual wedge both inside and outside welds should be tested in the peel. Test seams will be tested by the Installer under approval of the Engineer. The specimens should not fail in the weld. The Installer shall
supply all necessary knowledgeable personnel and testing equipment.
Quantitative strength measurements from a calibrated field tensiometer,
supplied by the Installer, shall be obtained for all three (3) specimens in shear and peel for the test seams. A passing test seam will be achieved when the criteria described in Table 1 (located at the end of this section)
are satisfied. If a test seam fails, the entire operation will be repeated. If
the additional test seam fails, the seaming apparatus or seamer will not be
accepted and will not be used for seaming until the deficiencies are corrected and two consecutive successful full test seams are achieved. Test seam failure is defined as failure of any one of the specimens tested
in shear or peel.

02620.24 The Engineer will approve all test seam procedures and results. The six
(6) test specimens shall be labeled with initials of the technician, date, and
A.M. or P.M. as appropriate; bound together with electrical tape; and retained by the Engineer until the project is over. The Engineer will
transfer these specimens to the Owner following the Engineer’s
acceptance of the geomembrane materials and installation.

02620.25 Production Seams

PROJECT # 13.00726 02620 - Page 6
One hundred percent of the production seams will be tested by the Installer continuously using non-destructive techniques and at specified
intervals using destructive tests.

All areas failing nondestructive test procedures described below shall be
clearly marked both on the liner itself and on the Seam Inspection Quality Control Form.

02620.26 Non-Destructive Testing

Single Weld Seams: The Contractor shall maintain and use equipment
and personnel at the site to perform continuous vacuum box testing on all
single weld production seams except those corner seams where vacuum box testing is impossible. The system shall be capable of applying a
vacuum of at least 3 psi. The vacuum shall be held for a minimum of 15
seconds for each section of seam. All vacuum boxes to be used at this
job site shall have new gaskets installed prior to reaching the job site.
The geosynthetics installer shall also be required to have backup vacuum testing equipment at the job site. If the geosynthetics installer fails to
provide the backup equipment, and it results in delays of the project, the
geosynthetics installer will be liable for all costs associated with the delay.

Double Weld Seams: The Contractor shall maintain and use equipment and personnel to perform air pressure testing of all double weld seams.
The system shall be capable of applying a pressure of at least 30 psi for
not less than 5 minutes. All channels between the double weld seam
must first be verified that the channel is open throughout the entire test
area. The air pressure test results shall be documented. Pressure loss tests shall be conducted in accordance with the procedures outlined in
“Pressurized Air Channel Test for Dual Seamed Geomembranes,”
Geosynthetic Research Institute Test Method GM-6. As outlined by the
test method, following a 2 minute pressurized stabilization period,
pressure losses over a measurement period of 5 minutes shall not exceed 3 psi.

Double weld seams will also be visually inspected on 100 percent of the
seam. If necessary, the outside flap can be pulled back to aid in the
visual inspection.
02620.27 Destructive Testing
Laboratory destructive testing (LDT) is defined as 12” X 48” samples cut
on 500 foot centers for both extrusion and double welded seams. Field
destructive testing (FDT) is defined as 3” X 6” samples cut at the end of
each seamed area exceeding 200 feet. Both are described below:
PROJECT # 13.00726 02620 - Page 7
Laboratory destructive testing will be performed on an average of every 500 linear feet of production seam. The locations will be selected by the
CQA Engineer. Samples will be 12” X 48” in order to provide one sample
to the archive, one sample to the Engineer for laboratory testing, and one
sample to be retained by the Installer for possible field and/or additional
laboratory testing at the option of the Installer.
Before the sample is sent to the laboratory, two specimens, one from
each end of the specimen will be tested in peel in a calibrated field
tensiometer, supplied by the Installer. Both specimens must meet the
qualitative and quantitative criteria listed in Tables 1 and 2. Testing requirements are as follows: Each sample shall be large enough to test
five specimens in peel and five specimens in shear. The average values
of each set of five specimens must meet the values shown in Tables 1
and 2. If the average of the five specimens is adequate, but one of the
specimens is below the required value, values for the specimen must be at least 90% of the values required for the sample to pass. All samples
must fail in film tear bond (FTB). Samples which do not pass the shear
and peel tests will be re-sampled from locations at least 10 feet on each
side of the original location. These two re-test samples must pass both
shear and peel testing. If these two samples do not pass, then the entire seam represented by the test shall be capped. Tests shall be conducted
using a calibrated tensiometer and must meet the criteria outlined in
Tables 1 and 2 located at the end of this section. The Owner will pay for
destructive testing of the original destructive samples. The geosynthetics
installer will be responsible for all costs associated with resampling and retesting for failing destructive samples beyond a 5% failure rate by
quantity. This includes the cost of lab and CQA personnel. The minimum
charge for each destructive re-test exceeding the 5% failure rate will be
$500.00 per occurrence.
Field Destructive Testing (FDT) shall be small 2” X 6” samples cut out at
the beginning and end of each seam exceeding 200 feet in length. Three
1” X 6” specimens will be tested in peel from each sample using the
Installer’s Field Tensiometer or qualitative peel tester at the option of the
Installer. No qualitative peel strength values need to be determined with the Field Destructive test, but each specimen must meet all qualitative
criteria listed in Tables 1 and 2.

The Engineer will approve all seam field and laboratory test procedures
and results. All laboratory destructive test specimens will be marked with the seam number and letters then bound together for a particular seam
and stored in the Owner’s archives. The specimens for the FDT need not
be retained.

PROJECT # 13.00726 02620 - Page 8
Each sample area will be clearly marked both on the liner itself (LDT or FDT).

All areas cut out for testing shall be immediately patched by the Installer.

02620.28 Repair of Damaged and Sampled Areas

Damaged and sample coupon areas of geomembrane shall be repaired by the Installer by construction of an extrusion welded cap strip. No
repairs shall be made to seams by application of an extrusion bead to a
seam edge previously welded by fusion or extrusion methods. Repaired
areas will be tested for seam integrity as outlined in Section 02620.27 of
this specification. Damaged materials are the property of the Contractor and will be removed from the site at the Contractor’s expense. The
Contractor will retain all ownership and responsibility for the
geomembrane until acceptance by the Engineer. The geomembrane shall
be accepted by the Engineer after the installation and repair are complete,
and after the Engineer has received documentation for the installation.
02620.29 Potentially Damaging Activities
No support equipment of any type, which may be used by the Contractor,
shall be allowed on the geomembrane. Personnel working on the
geomembrane shall not smoke, wear damaging shoes, or engage in any
activity that could damage the geomembrane. No glass or sharp objects shall be allowed on the geomembrane.

02620.30 Anchor Trench Backfilling

The anchor trench will be backfilled and compacted by the Contractor to a
dry density not less than 95 percent of the maximum dry density determined by the Standard Proctor (ASTM D-698). Care should be taken when backfilling the trench to prevent any damage to the
geomembrane. Anchor trench soil shall be used as backfill material,
wherever acceptable by the Engineer.

02620.31 Protection of Leading Edges
Between construction of partial sections of the membrane liner, excluding
temporary phaselines, leading edges of the membrane may be exposed
or buried for extended periods of time prior to their joining to adjacent,
subsequent membrane sections. The combined action of abrasive soil
and equipment impact stresses may “etch” unprotected membrane surfaces sufficiently to affect seam strengths. Therefore, it is necessary
to protect leading edges in high activity areas with sacrificial layers of
geotextile and HDPE sheet until they are ready for final seaming. As a
PROJECT # 13.00726 02620 - Page 9
minimum, each leading edge to be seamed that must be buried or which must be exposed for periods of one month or longer shall be continuously
covered by a layer of HDPE sheet. The geotextile shall be nonwoven and
have a minimum weight of 8 oz. per square yard. The sacrificial HDPE
sheet shall have a minimum thickness equal to that of the membrane liner
to be protected. Both protective layers shall have a minimum width of 2 feet. The protective cover sheets shall be either covered with soil or
weighted with sand bags to prevent displacement by wind. The edge of
the sheet to be protected shall be approximately centered beneath the
overlying protective layers prior to burial or weighing with sandbags.
Leading edges located in areas expected to receive direct traffic from construction equipment shall be buried under a minimum thickness of one
foot of buffer soil.

2620.32 Geomembrane Warranty

The installation shall be warranted against defects in workmanship for a
period of 1 year from the date of substantial project completion.
Table 1
Required Physical Properties of Smooth Membrane Liner (HDPE) Sheet

Property Test Method Required Values (60
Mil. HDPE)
Thickness ASTM D5199 60 mil minimum
Specific Gravity (Relative Density) ASTM D1505 0.940 g/cm3 min.
% Elongation at Yield (min. avg.) ASTM D6693 Type IV 12
% Elongation at Break (min. avg.) ASTM D6693 Type IV 700
Tensile Strength at Yield Min.
Avg.)
ASTM D6693 Type IV 126 lb/in. min.
Tensile Strength at Break (min.
Avg.)
ASTM D6693 Type IV 228 lb/in. min
Carbon Black Content ASTM D-1603 or D-4218 2% min. - 3% max.
Carbon Black Dispersion ASTM D-5596 1, 2, Cat. (9 of 10
views) Cat. 3 (1 of
10 views)
Puncture Resistance ASTM D4833 108 lb. min.
Tear Resistance ASTM D 1004 42 lb. min.

PROJECT # 13.00726 02620 - Page 10
Seam Strengths

Shear Strength ASTM D4437, NSF Modified 120 lb/in
Shear Strain @ Yield ASTM D4437, NSF Modified 10% (min.)
Peel Strength (Fusion Weld) ASTM D4437, NSF Modified 91 lb/in
Peel Strength (Extrusion Weld) ASTM D4437, NSF Modified 78 lb/in

Non-Destructive Testing

Single Weld Continuous Vacuum Box; Impact Maintain vacuum of 3 psi, hold
vacuum for 15 seconds.
Double Weld Air Testing Maintain 30 psi for no less than 5
min.; pressure loss not greater
than 3 psi for last 3 minutes.
Table 2
Required Physical Properties of Textured Membrane Liner (HDPE) Sheet

Property Test Method Required Values (60
Mil. HDPE)
Thickness ASTM D-5994 60 mil minimum
Specific Gravity (Relative Density) ASTM D-1505 0.940 g/cm3 min.
% Elongation at Yield ASTM D6693 Type IV 12
% Elongation at Break ASTM D6693 Type IV 100
Tensile Strength at Yield ASTM D6693 Type IV 126 lb/in. min.
Tensile Strength at Break ASTM D6693 Type IV 90 lb/in. min
Carbon Black Content ASTM D-1603 or D-4218 2% min. - 3% max.
Carbon Black Dispersion ASTM D-5596 1, 2, Cat. (9 of 10
views) Cat. 3 (1 of
10 views)
Puncture Resistance ASTM D4833 90 lb. min.
Tear Resistance ASTM D 1004 42 lb. min.

Seam Strengths

Shear Strength ASTM D4437, NSF Modified 120 lb/in
Shear Strain @ Yield ASTM D4437, NSF Modified 10% (min.)
Peel Strength (Fusion Weld) ASTM D4437, NSF Modified 91 lb/in
Peel Strength (Extrusion Weld) ASTM D4437, NSF Modified 78 lb/in

PROJECT # 13.00726 02620 - Page 11
Non-Destructive Testing

Single Weld Continuous Vacuum Box; Impact Maintain vacuum of 3 psi, hold
vacuum for 15 seconds.
Double Weld Air Testing Maintain 30 psi for no less than 5
min.; pressure loss not greater
than 3 psi for last 3 minutes.

Table 3

Required Pre-Shipping Sheet Testing of
Membrane Liner (HDPE)

Property Test Method Frequency
Thickness ASTM D5994 (Textured)
ASTM D5199 (Smooth)
Each Roll
Specific Gravity (Relative
Density)
ASTM D1505 Every 5th roll
Tensile Properties ASTM D6693 Type IV Every 5th Roll
Tear Resistance ASTM D1004 Every 5th Roll
Puncture Resistance ASTM D-4833 Every 5th Roll
Carbon Black Content ASTM D1603 or D4218 Every 5th Roll
Carbon Black Dispersion ASTM D-5596 Every 5th Roll

END OF SECTION
PROJECT # 13.00726 02620 - Page 12
SECTION 02621 GEOCOMPOSITE DRAINAGE LAYER

PART 1: GENERAL

1.01 SCOPE OF WORK
Furnish all labor, equipment, materials and incidentals necessary to install and
complete installation of the geocomposite drainage layer.

1.02 WARRANTY

A. Installation shall be warranted against defects in workmanship for a period of
1-year from the date of geocomposite completion.
PART 2: PRODUCTS
2.01 GEOCOMPOSITE PROPERTIES
A. A geocomposite shall be manufactured by extruding two crossing strands to
form a bi-planar drainage net structure with a non-woven geotextile bonded to
one or both sides. B. The geocomposite specified shall have properties that meet or exceed the
values listed in the following Table:

Standard Property Drainage Sheet

Tested Property

Test Method MINIMUM AVERAGE VALUES(c)
6 oz. Fabric 8 oz. Fabric
Geocomposite
Transmissivity(a),
m2/sec
ASTM D4716 1.0x10-4 1.0x10-4
Ply Adhesion,
lb/in
ASTM D7005 1 (b) 1 (b)
Geonett Component (b)
Transmissivity(a),
m2/sec
ASTM D4716 1x10-3 1x10-3
Thickness, mil ASTM D 5199 200 200
Density, g/cm3 ASTM D 1505
or ASTM D792,
Method B
0.94 0.94
Peak Tensile ASTM D 5035 45 45
PROJECT # 13.00726 02621 - Page 1
Strength (MD),
lb/in
Carbon Black
Content, %
ASTM D 1603 2.0 – 3.0 2.0 – 3.0
Geotextile Component (b)
Mass Per Unit
Area, oz/yd2
ASTM D 5261 6 8
AOS, US Sieve ASTM D 4751 70 80
Grab Tensile
Strength
ASTM D4632 160 220
Grab Tensile
Elongation
ASTM D4632 50 50
Puncture Strength ASTM D4833 90 120
Permittivity (min. avg.) (Sec-1) ASTM D 4491 1.6 1.3
UV Stability, %
retained (500 hr.)
ASTM D 4355

70 70
(a) Gradient of 0.1, normal load of 10,000 psf, water at 70°, between stainless steel plates and a 15-minute seat time. (b) Component properties prior to lamination.
(c) These are MARV values that are based on the cumulative results of
specimens tested.
C. Resin 1. Resin shall be new first quality, compounded polyethylene resin.

PART 3: EXECUTION

3.01 FAMILIARIZATION

A. Inspection
1. Prior to implementing any of the work in the Section to be lined, the Installer shall carefully inspect the installed work of all other Sections and
verify that all work is complete to the point where the installation of the
Section may properly commence without adverse impact.

2. If the Installer has any concerns regarding the installed work of other Sections, he shall notify the Project Engineer.

B. Confirmation Testing

The friction angle between the geocomposite and the textured geomembrane shall be a minimum of 25 degrees. The Contractor shall
verify prior to beginning construction. The test method used to verify the
interface friction angle between the geocomposite and the textured
geomembrane shall be ASTM D5321 Standard Test Method for
PROJECT # 13.00726 02621 - Page 2
Determining the Coefficient of Soil and Geosynthetic or Geosynthetic and
Geosynthetic Friction by Direct Shear Method. Test parameters are to provide 3 points to range over minimum and maximum expected normal
loads. Minimum will be a construction load of 260 psf. Maximum will be
at the landfill’s final filled condition or approximately 1,423 psf. The
normal loadings used shall be 250, 750 and 1,500 psf.

3.02 MATERIAL PLACEMENT
A. The geocomposite roll should be installed in the direction of the slope and in
the intended direction of flow unless otherwise specified by the Engineer.

B. If the project contains long, steep slopes, special care should be taken so
that only full length rolls are used at the top of the slope.
C. In the presence of wind, all geocomposites shall be weighted down with
sandbags or the equivalent. Such sandbags shall be used during placement
and remain until replaced with cover material.
D. If the project includes an anchor trench at the top of the slopes, the
geocomposite shall be properly anchored to resist sliding. Anchor trench
compacting equipment shall not come into direct contact with the
geocomposite.
E. In applying fill material, no equipment can drive directly across the
geocomposite. The specified fill material shall be placed and spread utilizing
vehicles with a low ground pressure.

F. The cover soil shall be placed in the geocomposite in a manner that prevents damage to the geocomposite. Placement of the cover soil shall proceed
immediately following the placement and inspection of the geocomposite.

3.03 SEAMS AND OVERLAPS

A. Each component of the geocomposite will be secured or seamed to the like
component at overlaps.
B. Geonet Components
1. Adjacent edges of the geonet along the length of the geocomposite roll
shall be placed with the edges of each geonet butted against each other.
2. The overlaps shall be joined by tying the geonet structure with cable ties.
These ties shall be spaced every 3 feet along the roll length.
3. Adjoining geocomposite rolls (end to end) across the roll width should be
shingled down in the direction of the slope, with the geonet portion of the top
overlapping the geonet portion of the bottom geocomposite a minimum of 12
PROJECT # 13.00726 02621 - Page 3
PROJECT # 13.00726 02621 - Page 4

inches across the roll width. 4. The geonet portion should be tied every 6 inches in the anchor trench or as
specified by the Engineer.

3.04 REPAIR

A. Prior to covering the deployed geocomposite, each roll shall be inspected for damage resulting from construction.
B. Any rips, tears or damaged areas on the deployed geocomposite shall be
removed and patched. The patch shall be secured to the original geonet by
tying every 6 inches with the approved tying devices. If the area to be repaired is more than 50 percent of the width of the panel, the damaged area shall be cut out and the two portions of the geonet shall be joined in
accordance with Subsection 3.03.

END OF SECTION
SECTION 02630 STORMWATER CONTROL LINER
02630.1 The temporary cover liner for the slopes shall be comprised of a minimum
of 20 mil. Medium Density Polyethylene (MDPE) material as
manufactured by Raven Industries (Product No. 2010B) or equal and as
approved by the Engineer. The liner should be resistant to ultra violet degradation for the operational life of the landfill or until the material is
removed by the Owner (18 months minimum). The minimum material
properties values must be submitted to the Engineer prior to approval of
the material.
02630.2 The liner shall be delivered to the site in a minimum of 15 feet wide rolls.
Prefabricated factory seams are permitted using a method approved by
the Engineer. The liner will be anchored at the top in the anchor trench.
02630.3 The Installer or Fabricator shall weld all seams with the wedge welding
method or as otherwise approved. The quality control testing will include
visual inspection and hand pulling of the seam for 100 percent of the
factory and field seams.
02630.4 The Owner will periodically remove these portions of the temporary liner
where waste is being placed, from the bottom up, and discard the cut-off
portion.
02630.5 The Contractor is responsible for designing and installing an appropriate
ballast system of the temporary liner to protect the liner against damage
from up to 100 mph winds. The liner and ballast should be protected against:
1) Liner pull out from underneath the ballast;
2) Tearing of the liner or the welded seams;
3) Excessive billowing of the liner; and
4) Damage to either the ballast weights or the ropes tying them together.
Should the ballast system not adequately protect the liner against wind damage as defined above from the time the liner is placed until the liner is
completely removed by the Owner, the Contractor will replace, repair,
and/or supplement the liner and ballast system at no additional cost to the
Owner. As a minimum, the ballast system should consist of 50 pound
sand bags tied 3’ on center down or parallel to the slope and tied 10’ on center across or perpendicular to the slope. One line of ballast bags
should also be placed down each seam. The sandbags and ropes used
for the ballast system shall be “CIA Day Bag” manufactured by Dayton
Bag & Burlap of Dayton, Ohio, or approved equal. The bags shall have a
minimum 3-year warranty against degradation due to ultraviolet light exposure.
PROJECT # 13.00726 02630 - Page 1

02630.6 Stormwater control liner shall have a minimum five (5) year warranty
against degradation of material due to ultraviolet light exposure.
END OF SECTION
PROJECT # 13.00726 02630 - Page 2

LEACHATE COLLECTION SYSTEM FORCE MAIN &
SECTION 02750 NON-PERFORATED GRAVITY PIPING INSTALLATION

02750.1 DESCRIPTION OF WORK

The work covered under this section shall consist of furnishing all labor, equipment and services for the installation of the HDPE dual contained
force main & non-perforated gravity piping for the leachate collection
system as shown on the drawings and specified in Section 02400.

02750.2 HANDLING AND STORING MATERIALS

The Contractor shall unload material so as to avoid deformation or other injury thereto. Material shall not be rolled or dragged over gravel or rock
during handling. The Contractor shall store the appurtenances on sills
above storm drainage level and deliver for installation after the trench is
excavated. When any material is damaged during transporting, unloading,
handling or storing, the undamaged portions may be used or, if damaged sufficiently, the Engineer will reject the material as being unfit for
installation.

If any defective material is discovered after installation, it shall be removed
and replaced with sound material or shall be repaired by the Contractor in an approved manner and at his own expense.

02750.3 PIPE ALIGNMENT AND GRADE

The layout of underground force main pipe and gravity sewer lines shall be
as shown on the contract drawings.
The Contractor shall do all field layout work for lines and grades from that
information shown on the drawings or as furnished by the Engineer.

02750.4 PREPARATION OF PIPE FOUNDATION

The pipe foundation shall be prepared to be uniformly firm and the pipe bedding shall be in accordance with the typical trench cross-sections as shown on the drawings. Under no circumstances shall pipe be laid in water,
on rock, or when trench conditions or weather is unsuitable for such work.

The Contractor shall remove all water which may be encountered or which may accumulate in the trenches by pumping or bailing and no pipes shall be laid until the water has been removed from the trench.

PROJECT # 013.00726 02750 - Page 1
02750.5 PIPE LAYING

In all cases, pipe is to be installed in strict accordance with the manufacturer's recommendations and the contract material specifications.
The Engineer may augment any manufacturer's installation
recommendations if, in his opinion, it will best serve the interest of the
Owner.
Proper tools, implements, and facilities satisfactory to the Engineer shall be
provided and used for the safe and convenient prosecution of pipe laying.
All pipe and other materials used in the laying of pipe will be lowered into
the trench piece by piece by means of suitable equipment in such a manner
to prevent damage to the pipe, materials, to the protective coating on the pipe materials, and to provide a safe working condition to all personnel in
the trench. Each piece of pipe being lowered into the trench shall be clean,
sound and free from defects. It shall be laid on the prepared foundation, as
specified elsewhere to produce a straight line on a uniform grade, each pipe
being laid so as to form a smooth and straight inside flow line. Pipe shall be removed at any time if broken, injured or displaced in the process of laying
same, or of backfilling the trench.

During times when pipe laying is not in progress, the open ends of pipe
shall be closed and no trench water or other material shall be permitted to enter the pipe.

02750.6 BACKFILLING

All backfill shall be compacted so as not to damage the pipe and
appurtenances and shall be compacted to 95 percent of the Standard
Proctor Test for the various types of backfill materials.
Methods of backfilling shall be in strict accordance with the pipe
manufacturer's recommendations. All backfill materials shall have been
approved by the Engineer. Select backfill material shall be used when
requested by the Engineer. Select material shall be defined as a finely graded material free from stones over 1/2 inch in diameter, plastic clays,
organic material, frozen lumps and various debris and shall be approved by
the Engineer prior to its installation.

Care shall be taken during backfill and compaction operations to maintain alignment and prevent damage to the joints. The backfill shall be kept free
from stones, frozen lumps, chunks of highly plastic clay, or other objectional
material. All pipe backfill areas shall be graded and maintained in such a
condition that erosion or saturation will not damage the pipe bed or backfill.
Heavy equipment shall not be operated over any pipe until it has been
properly backfilled and has a minimum cover as required by the plans.
PROJECT # 013.00726 02750 - Page 2
Where any part of the required cover is above the proposed finish grade, the Contractor shall place, maintain, and finally remove such material at no
cost to the Owner. Pipe which becomes mis-aligned, shows excessive
settlement, or has been otherwise damaged by the Contractor's operations
shall be removed and replaced by the Contractor at no cost to the Owner.
The Contractor shall maintain all pipes installed in a condition that they will function continuously from the time the pipe is installed until the project is
accepted.

END OF SECTION
PROJECT # 013.00726 02750 - Page 3
LEACHATE COLLECTION SYSTEM FORCE MAIN &
NON-PERFORATED GRAVITY PIPING
SECTION 02760 INSPECTION & TESTING

02760.1 DESCRIPTION OF WORK
The work covered under this section shall consist of furnishing all labor,
equipment, and services for the proper inspection and testing of the
leachate collection system force main lines and non-perforated gravity
piping installed in accordance with Section 02750.
02760.2 LINE CLEANING
Prior to testing of any section(s) of the leachate collection system force
main and non-perforated gravity piping, the Contractor shall completely
clean the lines of all debris, silt, etc. The pipe shall be proved to be ready
for use by the Owner and shall be proved to be in first class condition and constructed in accordance with the drawings and specifications.

The Contractor shall maintain the project, insofar as his construction work is
concerned, in first class condition for such time as is necessary to satisfy
the Engineer that all installations are correct and acceptable.
02760.3 INSPECTION
When the leachate collection system force main and non-perforated gravity
piping is completed, the Engineer shall inspect the line for conformance with
the provisions of the drawings and specifications, particularly with respect to alignment and depth.
02760.4 TESTING

All newly constructed force mains and non-perforated gravity pipe sections
shall be subjected to a hydrostatic pressure-leakage test.
Each completed section of the pipeline shall be plugged at both ends and slowly filled with water. As the main is being filled with water in preparation
of the test, all air shall be expelled from the pipe. The main shall be
subjected to hydrostatic pressure of 100 pounds per square inch for a
period of two hours unless otherwise specified. Pressure shall be applied to the main by means of a hand pump for small lines or by use of a gasoline pump or fire engine for larger lines. Both the Containment pipe and the
Carrier pipe shall be tested.

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The rate of leakage shall be determined at 15 minute intervals by means of volumetric measure of the water added during the test until the rate has
stabilized at the constant value for three consecutive 15 minute periods.

Leakage is defined as the quantity of water to be supplied into the newly laid
pipe, or any valved section thereof, necessary to maintain the specified leakage test pressure after the pipe has been filled with water and the air
expelled. No piping installation will be accepted until the leakage tests have
been performed with no leakage observed.

Cracked or defective pipe, joints, fittings, or valves discovered in consequence of this test shall be removed and replaced with sound
materials, and the test shall be repeated until the test results are satisfactory.
Precautions shall be taken to remove or otherwise protect equipment in, or
attached to, pipe to prevent damage or injury thereto.
Tests of insulated and concealed piping shall be made before the piping is
covered or concealed.

The Contractor shall notify the Engineer when the work is ready for testing
with all testing done in the presence of the Engineer. All labor, equipment, water and materials, including meters and gauges, shall be furnished by the
Contractor at his own expense.

END OF SECTION
SECTION 11310 LEACHATE PUMPING SYSTEM

11310.1 Scope of Work

The leachate pumping system as outlined in this section shall consist of riser pipe, pump, motor, control panel, level sensor, power cable, electrical wiring, control wiring, and related associated discharge pipe and
fittings, complete and per the operating conditions as shown on drawings
and specifications.

11310.2 Quality Assurance
All equipment listed in this section shall be provided by a single supplier
who has complete responsibility for the system. The supplier must have a
minimum of five years experience in providing complete systems for side
slope leachate removal applications.
The supplier of the leachate removal system will provide all warranty
services which shall be one year from date of installation or eighteen
months from date of shipment.

11310.3 Submittals

The submittal package shall include a complete list of components provided, pump curves, motor data, layout drawing, control electrical
schematic, controller bill of materials, and warranty statement.

A fabrication drawing of the side slope riser and sump assembly shall be
provided to the pump manufacturer with the approved submittal package.
11310.4 Equipment - Pumps
The contractor shall furnish and install two complete leachate pumping
systems (Pumps 1 and 2) as manufactured by EPG, or approved equal.

The pumps shall be modified as required for suitable service in landfill leachate applications and shall be capable of operating in the horizontal or
slope position, capable of pumping contaminated water to within inches of
the sump bottom.

Pumps 1 and 2 shall be a EPG Series 8 SurePump Wheeled Sump Drainer, Model 8-4, or approved equal, rated 47 GPM at 63’ total dynamic
head. Motor horsepower shall be a minimum of 1.0 horsepower.
Operating voltage shall be three phase, 60 hertz, 460 volts.

PROJECT # 13.00726 11310 - Page 1

Pump design shall include the following feature:
1. Integral check valve of 304 series stainless steel.

2. All series 304 stainless steel construction shall include impellers,
bowls, guide vanes, and inlet screen
3. Each impeller shall have a E-Glide seal ring to reduce hydraulic
losses, and shall consist of 304 stainless steel.

4. All shaft bearing shall be 304 stainless steel.
5. A stainless steel flow inducer shall be provided at the pump inlet.

11310.5 Equipment - Motor Design

The motor shall be a Franklin motor, suitable for submersible operation.
All materials in contact with leachate shall be 304 series stainless steel.

The motor shall not use any oils or greases for lubrication.

A jacketed power cable suitable for leachate service and properly sized
shall be provided, with a suitable length such that splices are not needed.

11310.6 Equipment - Carriage

The pumps shall be mounted in a (patented) 304 series stainless steel
carriage for use in an 24” HDPE riser pipe set at an approximate 1:1 slope.

The carriage shall provide a low center of gravity and all wheels shall
remain in contact with the contour of the riser pipe. The wheels shall be
of non-corrosive materials with self-lubricating qualities and the unit must be able to travel over welding beads as typically found in riser pipe
fabrications. A stainless steel inlet suction screen shall be provided in
prevent debris from entering carriage and pump inlet.

The pump and motor must be easily removed from the carriage in the field should the pump or motor require service.

A 0.25” X 100’ safety/retrieval cable assembly with properly sized cable
clips, snap hook of 304 series stainless steel shall be provided. An
additional .25” cable will be attached to the 3” x 3” tee to ensure that the piping assembly can be retrieved from the side slope riser.
PROJECT # 13.00726 11310 - Page 2

11310.7 Equipment - Discharge Hose Assembly
Discharge hose shall be 2.0” hose, rated 300 PSI and -20 to +180
degrees Fahrenheit. Each section shall be provided with threaded
stainless steel couplings. The pipe shall be properly selected for the
pump performance and shall be able to handle surge conditions of the
system.
All hose fittings shall be 304 series stainless steel. Hose fitting shall be
long shank type and suitable for the application. All hose bands shall be
hi-torque 304 series stainless steel.
A riser side exit disconnect will be provided, which will allow quick
connection/disconnection of the pump discharge hose and allow the pump
to be removed without interference of the stationary fittings. The exit
arrangement shall thread through the riser pipe as to provide a gas tight
connection. The exit connection will penetrate the riser wall approximately 6” from the top of the riser pipe.

All side exit components shall be 304 series stainless steel.

A stainless steel liquid filled pressure gauge sized to the range of the pump shall be provided with fitting outside the riser pipe. The gauge is to
be shipped separately and installed in the fitting provided by the pump
manufacturer at the time of installation and start up.

A 2” PVC ball type check valve with threaded unions shall be provided and mounted within the side slope riser pipe.

A 3” polypropylene full port ball valve shall be provided to provide isolation
of the system. The system shall terminate inside the riser pipe.

11310.8 Controls - Control Panel
The control panel shall provide level control, pump operation, and motor
protection.

Control panel shall consist of NEMA 4 X 14 gauge 304 stainless steel
enclosure with a rain guard and lockable outer cover. The door shall open a minimum of 180 degrees. A window on the outer door shall allow a view
of all indicators without entering the enclosure. The inner door shall be an
aluminum dead front mounted on a continuous aircraft type hinge. The
dead front door shall contain cutouts for the mounted equipment and
operator accessible equipment and provide protection of personnel from live internal wiring.
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Operator accessible components mounted on the dead front door shall
include the following:

1. H-O-A switch
2. STAND-BY indicating light (amber). 3. RUN indicating light (green).
4. OVERLOAD indicating light (red).
5. DIGITAL READ OUT level indicator.
6. ELAPSED RUN TIME meter (mechanical non-reset type).
7. MAIN disconnect breaker. 8. PUMP MOTOR breaker.
9. CONTROL CIRCUIT breaker.
10. OVERLOAD RE-SET button.
11. FAULT indicating light (red).
12. LOW LEVEL indicating light (red).
The back plate shall consist of 12 gauge sheet steel and finished with a
primer coat and two coats of baked on enamel. All hardware mounted to
the subpanel shall be accomplished with machine thread tapped holes.
Sheet metal screws are not acceptable. All devices shall be permanently identified with phenolic engraved nameplates.

The panel power distribution shall include all necessary components and
shall be completely wired with standard copper conductors. Control wiring
shall be properly sized and installed in Panduit type wiring trays.
An individual circuit breakers shall be provided for main power, pump, and
control circuits. All circuit breakers shall be heavy duty thermal magnetic
or motor circuit protectors similar and equal to Square D type FAL. Circuit
breakers shall be indicting type, providing ON-OFF-TRIP positions. When the breaker is tripped automatically, the handle shall assume a middle
position indicating TRIP.

Thermal magnetic breakers shall be quick-make and quick-break on
manual and automatic operation and have inverse time characteristics secured through the use of bi-metallic tripping elements supplemented by
a magnetic trip.

Breakers shall be designed so that an overload on one pole automatically
trips and opens all legs. Field installed handle ties shall not be acceptable.

Motor starter shall be open frame, across the line, NEMA rated with
individual overload protection in each leg. Motor starter contact and coil
shall be replaceable from the front of the starter without removing it from
PROJECT # 13.00726 11310 - Page 4

its position. Overload heaters shall be block type, utilizing melting alloy spindles and shall provide visual trip indication and an alarm contact for
alarming signals. The overload shall be sized fro the full load amperage
draw of the pump. Adjustable type overloads, definite purpose
contractors, fractional size starters, and horsepower rated contactors or
relays shall not be acceptable.
A fused type control transformer shall be used to provide the 120 VAC for
control circuits.

Surge protection for incoming main power and control circuit, and a plug in type indicating phase monitor shall be provided.

A thermostat controlled heater shall be provided to control the inside
temperature below the dew point and alleviate the buildup of condensate
in the control enclosure.
A corrosion inhibitor shall be provided within the enclosure.

A top-mounted red visual high level alarm beacon, which shall be
weatherproof, shatterproof, shall be provided with a 40 watt light.
A low level relay shall be provided, which shall provide positive pump lock
out and indication should the liquid level drop below the transducer (in
case of a false reading due to gas pressure). This device shall provide
protection from dry run conditions.
Panel mounted intrinsically safe barriers shall be provided for all sump
probes. The control panel shall have the capability to accept an external
interlock for the purpose of stopping the leachate pumps.

11310.9 Controls - Level Control
A panel mounted controller digital readout display shall provide level
indication of the side slope sump with 4 1/2 digits. The pump “ON-OFF-
HIGH LEVEL” selection shall be through set point located on the indicator.

Pumps 1 and 2 controls shall be set to the following: Pump Off - 6” above bottom of sump; Pump On - 12” above bottom of sump; both Pumps On –
18” above bottom of sump; High Water Alarm - 36” above bottom of
sump; High Water Off - 30” above bottom of sump. Pumps shall alternate
on successful starts.
The controller unit will accept a 4 to 20 ma signal from the transducer and
provide a level indication readout of 0 to 138.6 inches of liquid.

PROJECT # 13.00726 11310 - Page 5

A submersible transducer shall be provided with a length of cable sufficient to reach the control panel without splices. Cable splices within
the riser pipe are not acceptable. The transducer shall be all 316
stainless steel and shall be mounted to the pump carriage. The unit shall
provide a 4-20 ma signal output to the control unit. Static accuracy rating
shall be no less than 1.0 percent.
A filter/dryer shall be provided to be mounted in control panel or properly
sized junction box to prevent moisture in the vent tube.

A low level sensor shall be provided with a length of cable sufficient to reach the control panel without splices. Cable splices within the riser pipe
are not acceptable. The probe shall be non-corrosive construction and
have no moving parts.

11310.10 Miscellaneous Items - Cable Fittings

Non-metallic gas tight cable exit fittings properly sized for the power and control cables shall be provided.

A stainless steel eye bolt shall be provided and installed in the riser. A
stainless steel snap hook will be provided as part of the safety cable
assembly.
11310.11 Execution - Start-Up
The manufacturer of the system shall provide field supervision assistance
to insure proper system installation and start-up of the system. The
scheduling of this service shall be coordinated with the Contractor to
insure the riser is in place and the control panel is connected to power prior to arrival of the factory field technician. Installation and start-up
typically requires one day to complete.

11310.12 Execution - Operational Test

The system shall be tested for proper operation at the time of start-up.

11310.13 Execution - Work by Contractor

Mounting control panel mounting posts and control panel to posts.
Assembly and installation of the leachate system. This includes
installation of discharge and cable exit fittings.

Provide power to the leachate pump control panel from the electrical panel located at the leachate storage lagoon.
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All electrical wiring, control wiring, conduit work and junction boxes
between the leachate pump and control panel.

Electrical heat tracing and insulation of piping as required.
Connection of discharge piping from system termination point This
should be completed at the time of system installation so the system may
be tested.

Assistance in the operational testing including providing or removing water in the sump as required to allow for tests during the visit of factory
technicians.

11310.14 Execution - Side Slope Riser Pipe

The riser pipes shall be provided by the Contractor and shall be 24”
HDPE. The riser pipe shall have a constant inside diameter with welding beads not to exceed .25”. All riser pipe fittings shall be the same inside
diameter as the riser pipe or within 1/2” without sharp steps.

An “AS BUILT” of the riser pipe and sump assembly shall be provided to
the Engineer and made available to the pump system manufacturer prior to start-up.

END OF SECTION
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