7607_GreatOakLFPhase1_ResponsetoCQAComment_DIN26166_20160603

RESPONSE TO COMMENTS PROVIDED BY MING CHAO MAY 22, 2016:

Technical Specifications

1. (Section 31 0516, Aggregate) NCDOT # 57 Stone is specified to be used in the LCR
and LDS corridors, sumps of the Phase 1 leachate management system (Part 2.01 B,
Coarse aggregate Type A2 – Drainage Aggregate). To avoid the LCR and LDS piping
from clogging due to a chemical reaction between carbonated-source stone and
leachate, the following requirement should be included the specification:
i. The stone should be either carbonate-free (limestone or other calcareous
material must not be used in the LCR and LDS) or the acceptable carbonate content
(typical 5 to 15%) in the stone source must be specified.
ii. ASTM Method for testing carbonate content in the stone source should be
specified.
iii. The minimum testing frequency should be one test per stone (quarry) source.

S&ME
SPECIFICATION 31 0516 IS REVISED TO
INCLUDE THESE REQUIREMENTS FOR THE
AGGREGATE
2. (Section 31 0519.13, Non-Woven Geotextile) Please specify the Mass per Unit Weight
for each application:
i. LCR piping trench.
ii. LDS piping trench.
iii. Stone column at sump area.
iv. Geo-composite drainage layers for the landfill base liner system and final
cover system.

S&ME SPECIFICATION 31 0519.13 IS REVISED TO
INCLUDE MASS PER UNIT WEIGHT OF THE
NON-WOVEN GEOTEXTILE IF NOT SPECIFIED
ON THE DRAWINGS FOR THESE
APPLICATIONS.
3. Pursuant to NCGS 130A-295.6(h)(1), the landfill baseliner system must be test for leaks
and damage by methods approved by the Department that ensure that the entire liner is
evaluated. The ASTM D6747 - 15 “Standard Guide for Selection of Techniques for
Electrical Leak Location of Leaks in Geomembranes” should be used for selecting the
proper leak test method(s). The written liner leak test results report must be provided as
a component of the CQA report.

S&ME TO COMPLY WITH NCGS 130A-295.6(H)(1), THE
GREAT OAK LANDFILL PROPOSES TO TEST
THE SECONDARY GEOMEMBRANE LINER FOR
LEAKS AND DAMAGE BY ONE OR MORE OF
THE FOLLOWING ASTM METHODS: D7002
(WATER PUDDLE METHOD), D7703 (WATER
LANCE METHOD), AND D7953 (ARC TESTING
METHOD). THE ACTUAL METHOD(S) USED
WILL BE DETERMINED FOLLOWING
CONSULTATION WITH THE THIRD-PARTY
TESTING FIRM. RESULTS OF THE LINER
LEAK TEST WILL BE INCLUDED IN THE CQA
REPORT. SPECIFICATION 31 0519.16 IS
REVISEDTO INCLUDE THIS REQUIREMENT.

4. The leachate sample pipe/location must be added to the as-built drawing. S&ME THE FOLLOWING NOTE WILL BE ADDED TO
DRAWING 10. “MARK THE LEACHATE
SAMPLING LOCATION (I.E., VALVE OR PIPE
ATTACHED TO THE STORAGE TANK OR
LEACHATE PIPING) ON THE AS-BUILT
DRAWING.
Construction Drawings

5. The typical details of the Perimeter Corridor (on Detail 8A/11 of Construction Drawing 11
of 24) are different from the Engineering Plan Drawings EP 6 of 27 and Detail 8/D1, D1
of 27 ( LDS piping is eliminated on Detail 8A/11 of Construction Drawing 11 of 24).
Please clarify.

S&ME DETAIL 8A/11 IS CORRECT. THE PERIMETER
CORRIDOR IS NOT REQUIRED FOR CELL 1A
LDS PIPING PER THE APPROVED PERMIT
DRAWINGS.
6. The leachate force-main alignment is apparently relocated from the south of the haul
road to the north side the haul road (Construction Drawing 10 of 24 vs. Engineering Plan
Drawing EP 9 of 27). Please confirm this modification.

S&ME THE FORCE MAIN WAS RELOCATED TO THE
NORTH SIDE OF THE HAUL ROAD.
7. To allow the leachate force-main safely across the haul road, the segment of the force-
main in the road crossing area must be protected by reinforcement such as a concrete or
metal pipe. A typical detail of the road crossing must be added to the drawing.

S&ME A NOTE IS ADDED TO DETAIL 45/16 TO
ENCASE FORCEMAIN IN 12 INCH DIAMETER
CORRUGATED METAL PIPE. DETAIL 45A/16 IS
PROVIDED.
8. (Detail 45/16, on Drawing 16 of 24) A utility marking tape underlain by a geotextile layer
should be placed between structural fill and granular backfill in the force-main pipe
trench. Please revise the drawing.

S&ME DETAIL 45/16 IS REVISED TO INCLUDE
MARKING TAPE. A GEOTEXTILE IS NOT
REQUIRED FOR THIS ENGINEERING
APPLICATION.
Environmental Media Monitoring Requirements
9. The proposed groundwater monitoring wells – (MW-1 through MW-6) should be installed
prior to receiving wastes. The well completion logs must be submitted to SWS Hydro-
geologist.
WM THE GROUNDWATER MONITORING WELLS
ARE INSTALLED. THE REQUIRED
DOCUMENTATION IS BEING PREPARED AND
WILL BE SUBMITTED BY JUNE 15, 2016.
10. The proposed landfill gas monitoring wells – (MMW-1 through MMW-4) should be
installed prior to receiving wastes. The well completion logs must be submitted to SWS
Hydro-geologist.

WM THE LANDFILL GAS MONITORING WELLS ARE
INSTALLED. THE REQUIRED
DOCUMENTATION IS BEING PREPARED AND
WILL BE SUBMITTED BY JUNE 15, 2016.
11. The four-round independent ground water samples must be collected from each of the
six (6) wells to establish baseline results. The surface water samples from each of the
two (2) sample station –SW-1 & SW-2 must be also collected for testing. The laboratory
analytical results must be submitted to SWS Hydro-geologist. [Permit Condition No. 5,
Permit to Construct]

WM WE ARE CURRENTLY SOLICITING
PROPOSALS FOR GROUNDWATER AND
SURFACE WATER MONITORING SERVICES AT
THE SITE. BACKGROUND SAMPLING WILL
BEGIN AS SOON AS A QUALIFIED
CONSULTANT IS CHOSEN. FOUR
INDEPENDENT SAMPLES WILL BE
COLLECTED AND SUBMITTED FOR ANALYSIS
AND A REPORT WILL BE PREPARED FOR THE
SECTION’S HYDROGEOLOGIST.
GIVEN THAT THE SITE IS EXPECTING TO
INCORPORATE STATISTICAL ANALYSES INTO
OUR GROUNDWATER MANAGEMENT
PROGRAM, AND THE FACT THAT
GROUNDWATER VELOCITIES AT THE SITE
ARE VERY SLOW, WE BELIEVE THAT IT WILL
BE IMPORTANT TO MAXIMIZE THE
SEASONAL/TEMPORAL VARIATION IN ORDER
TO CAPTURE BACKGROUND WATER QUALITY
ACCURATELY. WE WOULD LIKE TO PROPOSE
COMPLETION OF NO FEWER THAN TWO TO
THREE OF THE BACKGROUND EVENTS PRIOR
TO WASTE DISPOSAL WHILE SAMPLING ON A
QUARTERLY BASIS.
SURFACE WATER MONITORING WILL BEGIN
NO LATER THAN THE FIRST SAMPLING EVENT
FOLLOWING WASTE DISPOSAL.

12. The existing monitoring wells, piezometers, soil borings inside the Phase 1 area must be
properly plugged and abandoned (P&A). [Permit Condition No. 6, Permit to Construct] In
a minimum, the following borings, wells, and piezometers are shown on the drawing and
subjected to P&A. The info is merely for a reference and it is the landfill owner’s &
operator’s responsibility to completely and properly P&A all wells, piezometers, soil
borings inside the Phase 1 area.

OW-1 OW-2D OW-2S OW-3 OW-4 OW-6D OW-6S OW-7 OW-9
PZ-27 PZ-28 PZ-29 PZ-30 PZ-33 PZ-34 PZ-35 PZ-36 PZ-37
PZ-38 PZ-39 PZ-40 PZ-41 PZ-45 PZ-46 PZ-48 PZ-52 PZ-64 PZ-65

The soil borings – GB-1 through GB-6, GB-15 through GB-22, and GB-25 through GB-
27.
WM WELL ABANDONMENT HAS BEEN COMPLETED
FOR ALL OBSERVATION WELLS AND
PIEZOMETERS LOCATED IN THE AREA
CURRENTLY UNDER SITE DEVELOPMENT, I.E.,
CELLS 1A/B, CELL 2, AND OTHER AREAS
SUCH AS SEDIMENT BASINS WHICH REQUIRE
GRADING AND EARTH
DISTURBANCE. ABANDONMENT RECORDS
ARE BEING PREPARED AND A SUMMARY
REPORT WILL BE SUBMITTED TO THE
SECTION’S HYDROGEOLOGIST NO LATER
THAN JUNE 15.
THE FOLLOWING OBSERVATION WELLS AND
PIEZOMETERS HAVE BEEN ABANDONED: OW-
1, OW-2S, OW-2D, OW-3, OW-8, PZ-24, PZ-27,
PZ-28, PZ-29, PZ-30, PZ-31, PZ-33, PZ-34, PZ-
44, PZ=50, PZ-52, PZ-61S, PZ-61D, PZ-62, AND
PZ-64.
THE REFERENCED SOIL BORINGS [OR
GEOTECHNICAL BORINGS (GB-1 THROUGH
GB-6, GB-15 THROUGH GB-22, AND GB-25
THROUGH GB-27)] WERE ABANDONED IN THE
FIELD BY BACK-FILLING THE BOREHOLE WITH
DRILL CUTTINGS. THESE BORINGS WERE ALL
TERMINATED ABOVE THE WATER TABLE.

13. Subgrade Confirmation. A licensed geologist must submit a written report to the
SWS Hydrogeologist the subgrade conditions in the Phase1 according to
Permit Condition No. 7 of the Permit to Construct.

WM SCS WILL PROVIDE A LICENSED GEOLOGIST
TO CONFIRM THE SUBGRADE AND WILL
CONTACT THE SWS PRIOR TO INSPECTION.

Technical Specifications Issued for Construction, Revised May 2016
Great Oak Landfill S&ME Project No. 7235-14-003

Revision 1 31 0516 – Page 1 of 5 Aggregate

SECTION 31 0516
AGGREGATE
PART 1 GENERAL
1.01 SUMMARY
A. Section Includes:
1. Aggregate Type A1 - ABC stone for roadways.
2. Aggregate Type A2 - No. 57 stone for drainage aggregate and erosion and sediment
control devices.
3. Aggregate Type A3 - Class A riprap for erosion and sediment control devices.
4. Aggregate Type A4 - Class B riprap for erosion and sediment control devices.
5. Aggregate Type A5 - Class 1 riprap for erosion and sediment control devices.
6. Aggregate Type A6 - Class 2 riprap for erosion and sediment control devices.
7. Aggregate Type A7 - ASTM C-33 fine aggregate for filter.
B. Related Sections:
1. Section 31 0519.13 - Geotextiles for Earthwork
2. Section 31 0519.26 - Geocomposites
3. Section 31 2323.13 - Backfill
4. Section 31 2500 - Erosion and Sediment Control Devices
5. Section 40 0533 - High-Density Polyethylene Process Pipe
1.02 UNIT PRICE - MEASUREMENT AND PAYMENT
A. Coarse and Fine Aggregate:
1. Basis of Measurement: A1, A2, A3, A4, A5, A6, and A7 by the in place cubic yard or as
otherwise indicated in other Sections of these Specifications. Installation quantities
shall not include quantities placed beyond the lines and grades shown on the Drawings.
2. Basis of Payment: By the cubic yard placed times the unit price for each aggregate type,
or as otherwise indicated in these Specifications.
a. Includes supplying aggregate materials, hauling, stockpiling, and placement.
b. Requested payment quantities will be submitted by the Contractor with final approval
by the Engineer. If a dispute exists relative to payment quantities, the Contractor at his
expense will uncover any buried or covered material for re-evaluation.
1.03 REFERENCES
A. American Association of State Highway and Transportation Officials:
1. AASHTO T11 – Standard Method of Test for Materials Finer than 75 m (No. 200)
Sieve in Mineral Aggregates by Washing.
2. AASHTO T27 – Standard Method of Test for Sieve Analysis of Fine and Coarse
Aggregates.
3. AASHTO T180 – Standard Method of Test for Moisture-Density Relations of Soils
Using a 4.54-kg (10-lb) Rammer and a 457-mm (18-in.) Drop (as modified by
NCDOT).
B. ASTM International:
1. ASTM C33 – Standard Specification for Construction Aggregates
Technical Specifications Issued for Construction, Revised May 2016
Great Oak Landfill S&ME Project No. 7235-14-003

Revision 1 31 0516 – Page 2 of 5 Aggregate

2. ASTM C136 – Standard Test Method for Sieve Analysis of Fine and Coarse Aggregate.
3. ASTM D421 – Standard Practice for Dry Preparation of Soil Samples for Particle-Size
Analysis and Determination of Soil Constants.
4. ASTM D422 – Standard Test Method for Particle Size Analysis of Soils.
5. ASTM D698 - Standard Test Methods for Laboratory Compaction Characteristics of Soil
Using Standard Effort (12 400 ft-lbf/ft3 (600 kN-m/m3)).
6. ASTM D1556 – Standard Test Method for Density and Unit Weight of Soil in Place by
the Sand-Cone Method.
7. ASTM D1557 - Test Methods for Moisture-Density Relations of Soils and Soil-
Aggregate Mixtures, Using 10 lb Rammer and 18 inch Drop.
8. ASTM D2167 - Standard Test Method for Density and Unit Weight of Soil in Place by
the Rubber Balloon Method.
9. ASTM D2922 - Standard Test Methods for Density of Soil and Soil-Aggregate in Place
by Nuclear Methods (Shallow Depth).
10. ASTM D3017 - Standard Test Method for Water Content of Soil and Rock in Place by
Nuclear Methods (Shallow Depth).
11. ASTM D 3042 – Test Method of Insoluble Residue in Carbonate Aggregates.
12. ASTM D4253 – Standard Test Methods for Maximum Index Density and Unit Weight
of Soils Using a Vibratory Table.
13. ASTM D4254 – Standard Test Method for Minimum Index Density and Unit Weight
of Soils and Calculation of Relative Density.
C. North Carolina Department of Transportation (NCDOT) Standard specifications for Roads
and Structures.
1.04 SUBMITTALS
A. Materials Source: Submit name of imported materials suppliers and description of material.
B. Manufacturer’s/Supplier’s Certificate: Certify materials meet or exceed specified
requirements.
C. For aggregate type A1, submit supplier’s Modified Proctor (AASTHTO T180 as modified by
NCDOT) curve information.
D. For aggregate type A2 used in the LCS and LDS corridors, and sumps; submit the
following item at least two weeks prior to usage of material:
1. Carbonate Content (ASTM D 3042).
E. For aggregate type A7, submit the following items at least two weeks prior to usage of
material:
1. Supplier’s grain size distribution information.
F. Requested payment quantities will be submitted by the Contractor with final approval by the
Engineer.

1.05 QUALITY ASSURANCE
A. Furnish each aggregate material type from single source throughout the Work.
B. Perform Work in accordance with North Carolina Department of Transportation Standard
Technical Specifications Issued for Construction, Revised May 2016
Great Oak Landfill S&ME Project No. 7235-14-003

Revision 1 31 0516 – Page 3 of 5 Aggregate

Specifications for Roads and Structures or as otherwise specified.
PART 2 PRODUCTS
2.01 FINE AND COARSE AGGREGATE MATERIALS
A. Coarse Aggregate Type A1 - Roadways: Conforming to ABC Stone NCDOT standards.
Coarse Aggregate Type A1 shall be used for roadways and where shown on the Drawings.
B. Coarse Aggregate Type A2 – Drainage Aggregate: Subangular, subrounded, rounded, or well
rounded particle shaped conforming to No. 57 Stone NCDOT Standards. Coarse Aggregate
Type A2 shall be used in the LCS and LDS corridors, sumps, and other drainage
applications, for construction of erosion and sediment control structures, and where shown
on the Drawings. Calcium Carbonate content shall be less than 5 percent by weight as
determined by ASTM D 3042 for Type A2 aggregated used in the LCS and LDS corridors
and sumps.
C. Coarse Aggregate Type A3: Conforming to Class A Riprap NCDOT standards. Coarse
Aggregate Type A3 shall be used for drainage feature inlet and outlet protection, for
construction of erosion and sediment control structures, and where shown on the Drawings.
D. Coarse Aggregate Type A4: Conforming to Class B Riprap NCDOT standards. Coarse
aggregate Type A4 shall be used for drainage feature outlet protection, for erosion and
sediment control structures, and where shown on the Drawings.
E. Coarse Aggregate Type A5: Conforming to Class 1 Riprap NCDOT standards. Coarse
Aggregate Type A5 shall be used for drainage feature inlet and outlet protection, for
construction of erosion and sediment control structures, and where shown on the Drawings.
F. Coarse Aggregate Type A6: Conforming to Class 2 Riprap NCDOT standards. Coarse
aggregate Type A6 shall be used for drainage feature outlet protection, for erosion and
sediment control structures, and where shown on the Drawings.
G. Fine Aggregate Type A7: Natural sand conforming to ASTM C-33 Fine Aggregate
(Concrete Sand). Fine aggregate Type A7 shall be used for construction of aggregate filters
and where shown on the Drawings.
2.02 SOURCE QUALITY CONTROL
A. Aggregate Material - Testing and Analysis: Perform in accordance with ASTM C33, ASTM
C136, ASTM D421, ASTM D422, ASTM D4253, ASTM D4254, AASHTO T11, and/or
AASHTO T27.
B. Source evaluation tests shall be performed by CONTRACTOR to confirm granular
drainage materials procured from each on or off site source. Material will be accepted or
rejected according to these results.
C. When tests indicate materials do not meet specified requirements, change material or
material source and retest.
D. Furnish materials of each type from same source throughout the Work.
Technical Specifications Issued for Construction, Revised May 2016
Great Oak Landfill S&ME Project No. 7235-14-003

Revision 1 31 0516 – Page 4 of 5 Aggregate

PART 3 EXECUTION
3.01 STOCKPILING
A. Stockpile materials on site at locations agreed upon by Engineer and Owner.
B. Stockpile in sufficient quantities to meet Project schedule and requirements.
C. Separate differing materials with dividers or stockpile apart to prevent mixing.
D. Direct surface water away from stockpile site so as to prevent erosion or deterioration of
materials.
3.02 STOCKPILE CLEANUP
A. Remove stockpile, leave area in clean and neat condition. Grade site surface to prevent free
standing surface water and restore to original site conditions.
3.03 EXAMINATION
A. Verify substrate has been inspected, gradients and elevations are correct, and is dry.
3.04 PREPARATION
A. Correct irregularities in substrate gradient and elevation by scarifying, reshaping, and re-
compacting.
B. Do not place fill on soft, muddy, or frozen surfaces.
3.05 AGGREGATE PLACEMENT
A. Spread aggregate over prepared substrate to a total compacted thickness as specified on
Drawings.
B. Place aggregate in a maximum layer and compact to specified density.
C. Level and contour surfaces to elevations and gradients indicated.
D. Place aggregate in a maximum layer and compact to specified density.
E. Level and contour surfaces to elevations and gradients indicated.
F. Add water to assist compaction. If excess water is apparent, remove aggregate and aerate to
reduce moisture content.
G. Use mechanical tamping equipment in areas inaccessible to compaction equipment.
H. Coarse aggregate Type A1, ABC stone for roadways
1. Spread aggregate over prepared substrate to a total compacted thickness as specified on
Drawings.
2. Add small quantities of fine aggregate to coarse aggregate as appropriate to assist
compaction.
I. Fine aggregate Type A7, ASTM C-33 sand for filter
Technical Specifications Issued for Construction, Revised May 2016
Great Oak Landfill S&ME Project No. 7235-14-003

Revision 1 31 0516 – Page 5 of 5 Aggregate

1. Fine aggregate (filter sand) shall be placed in one uniform layer and thoroughly wetted
prior to compaction. Adequate amounts of water shall be provided to prevent bulking
behavior of the filter sand.
2. Place fine aggregate to avoid segregation of particle sizes and to ensure a continuous
gradation of all zones of material. Care shall be taken to keep fine aggregate from
being dropped from heights of over 4 feet to help avoid segregation. No foreign
material shall be allowed to become intermixed with or contaminate the aggregate
material.
3. Perform compaction with hand compaction equipment such as a walk behind vibratory
tamper or jumping-jack type compactors. Heavy compaction equipment shall not be
used.
4. Heavy equipment shall not be permitted to cross over the filter zones.
5. Any damage to the underlying geotextiles during placement of fine aggregate shall be
repaired.
6. Protect fine aggregate from becoming contaminated with soil or other materials during
placement.
7. Repair fine aggregate with new, clean aggregate if erosion of material occurs as
recommended by the Engineer.
3.06 TOLERANCES
A. Scheduled Compacted Thickness: Within ¼ inch.
B. Variation From Design Elevation: Within ½ inch.
3.07 FIELD QUALITY CONTROL
A. Coarse aggregate Type A1, where used for road surfacing applications, shall be compacted to
a density of 98 percent of its NCDOT modified Proctor (AASHTO T180 as modified by
NCDOT) maximum dry density and in accordance with these Specifications. Field density
testing shall be performed at a minimum frequency of one test per 2,500 square feet per
compacted lift.
B. Compaction testing will be performed in accordance with ASTM D1556, ASTM D1557,
ASTM D698, AASHTO T180 (as modified by NCDOT), ASTM D2167, ASTM D2922,
and/or ASTM D3017.
C. If tests indicate Work does not meet specified requirements, remove Work, replace and
retest.

END OF SECTION
Technical Specifications Issued for Construction, Revised May 2016
Great Oak Landfill S&ME Project No. 7235-14-003

Revision 1 31 0519.13 – Page 1 of 8 Geotextiles (Non-Woven) for Earthwork

SECTION 31 0519.13
GEOTEXTILES (NON-WOVEN) for EARTHWORK
PART 1 - GENERAL
1.01 SUMMARY
A. Section Includes:
1. Nonwoven geotextile for:
a. Leak detection system.
b. Leachate collection system.
c. Miscellaneous erosion control devices.
B. Related Sections:
1. Section 31 0516 - Aggregate
2. Section 31 2500 - Erosion and Sediment Control Devices
3. Section 40 0533 - High-Density Polyethylene Process Pipe
1.02 UNIT PRICE – MEASUREMENT AND PAYMENT
A. Geotextile
1. Basis of Measurement: By the square foot installed or as otherwise specified in other
Sections of these Specifications.
2. Basis of Payment: By the square foot (2-dimensional quantity) installed times the unit
price for installation or as otherwise indicated in these Specifications.
a. Includes all labor, tools, geotextile material, placement, supervision, transportation,
installation, equipment, sewing, repairs, and all incidentals necessary to complete the
work as specified on the Drawings and in these Specifications and in accordance
with the CQA Plan for the installation of geotextiles.
b. Excludes overlaps, scrap, wastage, or extension of material beyond required limits.
c. Includes additional quantities necessary to provide a complete item of Work
d. Requested payment quantities for in-place geotextile will be submitted by the
Contractor with final approval by the Engineer.
1.03 REFERENCES:
A. Construction Quality Assurance (CQA) Plan
B. American Society for Testing and Materials (ASTM) standards
1. ASTM D698 Standard Test Methods for Laboratory Compaction Characteristics of Soil
Using Standard Effort (12 400 ft-lbf/ft3 (600 kN-m/m3))
2. ASTM D3786 Standard Test Method for Hydraulic Burst Strength of Knitted Goods and
Non-woven Fabrics (Diaphragm Bursting Strength Tester Method)
3. ASTM D4354 Practice for Sampling of Geosynthetics for Testing
4. ASTM D4355 Test Method for Deterioration of Geotextiles from Exposure to Ultraviolet
Light and Water (Xenon-Arc Type Apparatus)
5. ASTM D4491 Standard Test Method for Water Permeability of Geotextiles by
Permittivity
6. ASTM D4751 Standard Test Method for Determining Apparent Opening Size of a
Geotextile
Technical Specifications Issued for Construction, Revised May 2016
Great Oak Landfill S&ME Project No. 7235-14-003

Revision 1 31 0519.13 – Page 2 of 8 Geotextiles (Non-Woven) for Earthwork

7. ASTM D4533 Test Method for Trapezoidal Tearing Strength of Geotextiles
8. ASTM D4632 Test Method for Grab Breaking Load and Elongation of Geotextiles
9. ASTM D4759 Practice for Determining the Specification Conformance of Geosynthetics
10. ASTM D4833 Test Method for Index Puncture Resistance of Geotextiles, Geomembranes
and Related Products
11. ASTM D4873 Guide for Identification, Storage and Handling of Geotextiles
12. ASTM D5261 Test Method for Measuring Mass per Unit Area of Geotextiles
13. ASTM D5321 Standard Test Method for Determining the Coefficient of Soil and
Geosynthetic or Geosynthetic and Geosynthetic Friction by the Direct Shear Method
1.04 SUBMITTALS
A. Manufacturer’s Product Information
1. As part of their bid, the Geotextile Contractor shall submit for the geotextile to be used:
a. Name of manufacturer.
b. Product name.
c. Style number.
d. Chemical composition of the filaments and yarns.
e. Product data sheets.
f. Manufacturer’s installation instructions.
2. Submit the results of factory testing to the Construction Quality Control Office (CQAO)
prior to initiating field work.
3. At a minimum, the Manufacturer will perform the tests at the frequencies given in Table
0519.13-A found in this Section on the geotextile prior to shipping the material to the
site.
4. A written certificate from the Geotextile Manufacturer stating that the materials supplied
are in compliance with this Specification:
a. The manufacturer’s certificate shall state that the finished geotextile meets MARV
requirements of the specification as evaluated under the manufacturer’s quality
control program and that these values are guaranteed by the geotextile manufacturer.
b. The information supplied shall be in the form of a factory quality control certificate
for each roll and shall include the following:
1) Lot, batch, or roll numbers and identification.
2) Length and width of each roll.
3) Date each roll was manufactured.
4) Sampling procedures.
5) Results of quality control tests that are to include those presented in Table
0519.13-A found in this Section and description of test methods used. The
results of these tests must meet the minimum required physical properties for
geotextile specified in Table 0519.13-B found in this Section.
c. A person having legal authority to bind the manufacturer shall attest to the certificate.
5. Either mislabeling or misrepresentation of materials shall be reason to reject those
geotextile products.
1.05 QUALITY ASSURANCE
A. Perform Work in accordance with these Specifications.
B. The Manufacturer shall sample and test the geotextile material, at minimum frequencies
specified in Table 0519.13-A.
Technical Specifications Issued for Construction, Revised May 2016
Great Oak Landfill S&ME Project No. 7235-14-003

Revision 1 31 0519.13 – Page 3 of 8 Geotextiles (Non-Woven) for Earthwork

C. Any geotextile sample that does not comply with this Section shall result in rejection of the
roll from which the sample was obtained. The Contractor shall replace any rejected rolls at
no additional cost to Owner.
D. If a geotextile sample fails to meet the quality control requirements of this Section, the
Contractor shall require that the Geotextile Manufacturer sample and test each roll
manufactured in the same lot or batch, or at the same time, as the failing roll. Sampling and
testing of rolls shall continue until a pattern of acceptable test results is established.
E. General manufacturing procedures shall be performed in accordance with the manufacturer’s
internal quality control guide and/or documents.
F. The Manufacturer shall be a well-established firm with more than two years’ experience in
the manufacture of geotextiles.
G. The Installer shall be trained and qualified to install geotextiles.
H. The engineer shall monitor the geotextile rolls upon delivery to the site and report any
deviations from project specifications to the contractor.
I. Conformance Testing:
1. The need for conformance testing shall be determined by the Engineer for rolls delivered
to the site.
a. For this purpose, the Engineer shall take a sample three feet (along roll length) by roll
width according to ASTM Practice D4354. The sample shall be properly marked,
wrapped and sent to an independent laboratory for conformance testing.
b. The pass or fail of the conformance test results shall be determined according to
ASTM Practice D4759.
1.06 DELIVERY, STORAGE AND HANDLING
A. Geotextile labeling, shipment, and storage shall follow ASTM D 4873.
B. Product labels shall clearly show:
1. Manufacturer or supplier name.
2. Product identification.
3. Lot or batch number.
4. Roll number.
5. Roll dimensions (length and width).
C. If any special handling is required, it shall be so marked on the geotextile itself; e.g., "This
Side Up" or "This Side Against Soil to be Retained.”
D. Each shipping document shall include a notation certifying that the material is in accordance
with the manufacturer’s certificate.
E. Each geotextile roll shall be wrapped with a material that will protect the geotextile, including
the ends of the roll, from damage due to shipment, water, ultraviolet sunlight, mud, dust,
puncture, and other damaging deleterious conditions. The protective wrapping shall be
maintained during periods of shipment and storage.
F. During storage, geotextile rolls shall be elevated off the ground and adequately covered to
protect them from the following: site construction damage, precipitation, extended ultraviolet
Technical Specifications Issued for Construction, Revised May 2016
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radiation including sunlight, chemicals that are strong acids or strong bases, flames including
welding sparks, temperatures in excess of 160°F (71°C), and any other environmental
condition that may damage the property values of the geotextile.
G. Transport and handle geotextile with equipment designed to protect it from damage.
Equipment used to unload, stack or transport geotextile shall not damage protective wrap or
geonet layers.
H. Upon delivery at the job site, the contractor shall ensure that the geotextile rolls are handled
and stored in accordance with the manufacturer’s instructions as to prevent damage.
I. The geotextile rolls shall not be stacked more than three rolls high or as otherwise
recommended by the Manufacturer.
J. Do not use materials damaged during storage or handling. If the geotextile is not packaged
and a roll is damaged during shipment, it shall be rejected.
K. If only the outermost surface of the roll is affected, it may be peeled back, cut, and wasted if
approved by the Engineer (i.e., it shall be treated as if it were the protective packaging for the
remainder of the roll).
L. The geotextile shall be relatively free of holes or any sign of contamination by foreign matter.
The Engineer may reject all or portions of units (or rolls) of the geotextile if in his opinion
significant quantities of production flaws are observed.
M. Responsibility
1. Contractor
a. The Contractor shall provide the services of a Geotextile Manufacturer, and Installer,
who shall meet the following qualifications. The Contractor shall, however, accept
and retain full responsibility for all materials and installation and shall be held
responsible for any defects in the completed system.
b. Unloading of geotextile from delivery vehicle.
c. The Contractor shall be liable for all damages to the geotextile materials incurred
during and after unloading them at the site.
2. Manufacturer of Geotextiles
a. The Geotextile Manufacturer shall be responsible for the production and delivery of
geotextile rolls.
b. The Manufacturer shall submit to the Engineer:
1) Those items listed in Part 1.4 of this Section.
2) Production capacity available and projected delivery dates for this project.
3. Geosynthetic Installer (may be same as Contractor)
a. The Installer shall be responsible for field handling, storing, deploying, seaming or
connecting, temporary restraining (against wind), anchoring, and other site aspects of
the geotextiles.
N. The Installer shall take any necessary precautions to prevent damage to other portions of the
Work during placement of the geotextile.
1.07 ENVIRONMENTAL REQUIREMENTS
A. Conduct operations not to interfere with, interrupt, damage, destroy, or endanger integrity of
surface or subsurface structures or utilities, and landscape in immediate or adjacent areas.
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Revision 1 31 0519.13 – Page 5 of 8 Geotextiles (Non-Woven) for Earthwork

1.08 FIELD MEASUREMENTS
A. Verify field measurements prior to fabrication.
PART 2 PRODUCTS
2.01 GEOTEXTILE
A. Nonwoven geotextile shall be that which is specified on the Drawings. If not specified on
the drawings, the nonwoven geotextile in the LCR piping trench, the LDS piping trench,
and stone column at the sump area shall have a mass per unit weight of 8 oz./sy.
Nonwoven geotextile for the geocomposite shall have a mass per unit weight of either 6 or
8 oz./sy. Unless otherwise noted on the Drawings, geotextile suppliers shall furnish materials
whose Minimum Average Roll Values meet or exceed the criteria specified in Table 0519.13-
B. The Manufacturer shall provide test results for these procedures, as well as a certification
that the material properties meet or exceed the specified values.
1. Minimum Average Roll Value (MARV) shall be based on Manufacturer's data and shall
be calculated as the mean value of the property of interest plus or minus two standard
deviations, as appropriate.
2. Where material properties vary among the machine and cross-machine directions, the
MARV shall apply to the direction providing the lowest value (when a minimum is
specified) or the highest value (when a maximum value is specified).
B. The geotextiles provided by the supplier shall be stock products.
C. The geotextile shall be:
1. Nonwoven, needlepunched, continuous filament polyester material; or
2. Nonwoven, needlepunched, continuous filament polypropylene material; or
3. Nonwoven, needlepunched, polypropylene staple or continuous fiber material.
D. The geotextile shall be manufactured from first quality virgin polymer.
E. The supplier shall not furnish products specifically manufactured to meet the specifications of
this project unless authorized by the Owner and Engineer.
F. In addition to the property values listed in Table 0519.13-B, the geotextiles shall:
1. Retain its structure during handling, placement, and long-term service.
2. Be capable of withstanding outdoor exposure for a minimum of 30 days with no
measurable deterioration.
TABLE 0519.13-A
GEOTEXTILE REQUIRED PHYSICAL PRE-SHIPPING TESTING
PROPERTY TEST METHOD MINIMUM FREQUENCY
Mass Per Unit Area ASTM D5261 Every 100,000 ft2
Grab Tensile Strength ASTM D4632 Every 100,000 ft2
Grab Tensile Elongation ASTM D4632 Every 100,000 ft2
Trapezoid Tear Strength ASTM D4533 Every 100,000 ft2
Puncture Strength ASTM D4833 Every 100,000 ft2
Apparent Opening Size (AOS) ASTM D4751 1 per production lot (filter geotextiles only)
Permeability ASTM D4491 1 per production lot (filter geotextiles only)
UV Resistance(3) ASTM D4355 1 per production lot
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Revision 1 31 0519.13 – Page 6 of 8 Geotextiles (Non-Woven) for Earthwork

TABLE 0519.13-B
GEOTEXTILE REQUIRED PHYSICAL AND HYDRAULIC PROPERTIES
PROPERTIES AND
REQUIREMENTS(1,2) UNITS
SPECIFIED
VALUES
6 oz.
SPECIFIED
VALUES
8 oz.
SPECIFIED
VALUES
10 oz.
SPECIFIED
VALUES
12 oz.
TEST
METHOD
Type --- Nonwoven Nonwoven Nonwoven Nonwoven ---
Mass Per Unit Area oz/yd2 6.0 8.0 10.0 12.0 ASTM D5261
Grab Tensile Strength lb 160 200 230 300 ASTM D4632
Grab Tensile Elongation % 50 50 50 50 ASTM D4632
Trapezoid Tear Strength lb 65 80 95 115 ASTM D4533
Puncture Strength lb 85 110 120 140 ASTM D4833
Apparent Opening Size (AOS) US Sieve/
mm 70/0.212 80/0.18 100/0.15 100/0.15 ASTM D4751
Permeability cm/sec 0.25 0.3 0.3 0.3 ASTM D4491
UV Resistance(3)
%
strength
retained
70 70 70 70 ASTM D4355
Notes:
(1) All values represent minimum average roll values (i.e., any roll in a lot should meet or exceed the values in this table) except for UV
resistance, which is a minimum value.
(2) Polymer composition of 95 % polypropylene or polyester by weight
(3) Evaluation to be on 2.0 inch strip tensile specimen after 500 hours of exposure.

2.02 ACCESSORIES
A. Sewing materials: Types recommended by manufacturer for sewing seams in geotextile.
PART 3 EXECUTION
3.01 EXAMINATION
A. Prior to implementing any geotextile work, the Geosynthetic Installer shall carefully inspect
the subgrade and verify that all work is complete to the point where the installation of the
geotextile may properly commence without adverse impact.
B. If the Contractor has any concerns regarding the installed work, the Engineer and/or Owner
shall be notified in writing within 48-hours of his site inspection. Failure to inform the
Engineer and/or Owner in writing or installation of the geotextile will be construed as
Contractor's acceptance of all prior related work.
C. Any geotextile that does not comply with Table 0519.13-B of this Section shall be rejected
and replaced with new material in accordance with the Specifications, at no additional cost to
Owner.
3.02 PREPARATION
A. Prior to implementing any of the work described in this Section, the Geosynthetic Installer
shall become thoroughly familiar with all portions of the work within this Section or related
work, as necessary for successful completion of the Work.
3.03 INSTALLATION
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Great Oak Landfill S&ME Project No. 7235-14-003

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A. The Geosynthetic Installer shall handle all geotextile in such a manner as to ensure they are
not damaged in any way.
B. The Geosynthetic Installer shall take any necessary precautions to prevent damage to
underlying layers during placement of the geotextile.
C. In the presence of wind, all geotextiles shall be weighted by sandbags or approved equivalent.
Such anchors shall be installed during placement and shall remain in place until replaced
with cover material.
D. After unwrapping the geotextile from its opaque cover, the geotextile shall not be left exposed
for a period in excess of 20 days unless a longer exposure period is approved by the Engineer
based on a formal demonstration from the CONTRACTOR that the geotextile is stabilized
against U.V. degradation for the proposed period of exposure.
E. The CONTRACTOR shall take care not to entrap stones, excessive dust, or moisture in the
geotextile during placement.
F. Nonwoven geotextile shall be continuously sewn at their seams. Geotextiles shall be
overlapped a minimum of 6 inches, or as otherwise specified in the Specifications.
3.04 FIELD QUALITY CONTROL
A. The Contractor shall be aware of the activities outlined in the CQA Plan and shall account for
these CQA activities in the installation schedule.
B. The need for conformance testing shall be determined by the Engineer.
C. The finished geotextile shall have good appearance qualities. It shall be free from such
defects that would affect the specific properties of the geotextile, or its proper functioning.
D. Defects and Repairs:
1. Any holes or tears in the geotextile shall be repaired with a patch made from the same
geotextile. The patch shall be sewn in place with a minimum of 12 inches overlap in all
directions.
2. Care shall be taken to remove any soil or other material, which may have penetrated the
torn geotextile.
E. Before initial placement of protective cover, compacted soil cover, or other overlying
materials, inspect underlying system seams and repaired areas to ensure tight, continuously
seamed installation. Repair damaged system and re-inspect repaired work.
3.05 PROTECTION OF FINISHED WORK
A. The Geosynthetic Installer and Contractor shall use all means necessary to protect all prior
work and all materials and completed work of other Sections.
B. In applying fill material, no equipment can drive directly across the geotextile. The specified
fill material shall be placed and spread utilizing vehicles with a low ground pressure.
C. The geotextile shall be covered as soon as possible after installation and approval. The
geotextile shall not be exposed to precipitation prior to being installed and shall not be
exposed to direct sun light for more than 20 days after installation.
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Great Oak Landfill S&ME Project No. 7235-14-003

Revision 1 31 0519.13 – Page 8 of 8 Geotextiles (Non-Woven) for Earthwork

D. Placement of Overlying Material:
1. Placement of the overlying material shall proceed immediately following placement and
inspection of the geotextile
2. The overlying material shall be placed on the geotextile in such a manner that ensures
that:
a. The geotextile and underlying lining materials are not damaged.
b. Minimal slippage occurs between the geotextile and underlying layers.
c. Wrinkling of geosynthetics does not occur.
E. In the event of damage, the Geosynthetic Installer shall immediately make all repairs and
replacements necessary at the expense of the responsible party, to the approval of the
Engineer.
F. Protect installed geotextile according to manufacturer’s instructions. Repair or replace areas
of damaged by scuffing, punctures, traffic, rough subgrade, or other unacceptable conditions.
G. The contractor shall not use heavy equipment to traffic above the geotextile without approved
protection.

END OF SECTION
Technical Specifications Issues for Construction, Revised May 2016
Great Oak Landfill S&ME Project No. 7235-14-003

Revision 1 31 0519.16 – Page 1 of 19 Geomembrane (HDPE) for Earthwork
SECTION 31 0519.16
GEOMEMBRANE (HDPE) FOR EARTHWORK
PART 1 GENERAL
1.01 SUMMARY
A. Section Includes:
1. High Density Polyethylene (HDPE) geomembrane for the primary, secondary, and
tertiary liner system. The liner system consists of a primary and secondary geomembrane
within most of the cell floor. An additional tertiary geomembrane is proposed in the
vicinity of the sumps. The liner system consists of the following components, from
bottom to top in the two proposed locations:
a. Cell Floor: soil subgrade or structural fill, secondary geomembrane, leak detection
system (LDS) geocomposite, geosynthetic clay liner (GCL), primary geomembrane,
leachate collection system (LCS) geocomposite drainage layer, and protective cover
soil.
b. Sump Area: soil subgrade or structural fill, secondary geomembrane, LDS
geocomposite, primary geomembrane, GCL, tertiary geomembrane, LCS
geocomposite drainage layer, and protective cover soil.
2. Geomembrane rain flap at protective cover berm locations.
3. Geosynthetic protection at intercell/Phase 2 berm locations during interim condition.
B. Related Sections:
1. Section 31 0519.13 - Geotextiles for Earthwork
2. Section 31 2316.13 - Trenching
3. Section 31 2323.13 - Backfill
1.02 UNIT PRICE - MEASUREMENT AND PAYMENT
A. HDPE geomembrane:
1. Basis of Measurement: By square foot of geomembrane installed, in-place, excluding
scrap and overlap.
2. Basis of Payment: By the square foot (2-dimensional quantity) of HDPE installed times
the unit price for HDPE installation.
a. Includes furnishing geomembrane, storage, installation, labor, supervision,
transportation, equipment, and incidental items as required to complete the
geomembrane installation to temporary or permanent termination limits, as specified
on Drawings and in accordance with CQA Plan.
b. Measurement will be made based on the total two-dimensional (plan view) surface
area in square feet covered by the geomembrane as shown on the Drawings. Final
quantities will be based on as-built conditions. Allowance will be made for
geomembrane in anchor and drainage trenches but no allowance will be made for
waste, overlap, repairs, or materials used for the convenience of the Contractor. Pay
limits shall be measured to the lower outside corner of exterior anchor trenches at
perimeter berm and Phase 5 berm locations and to the extent of the geosynthetic
runout and plywood protection at intercell and Phase 2 berm locations.
c. Geomembrane installed and accepted will be paid for at the respective contract unit
price in the bidding schedule. Requested payment quantities of in-place
geomembrane will be submitted by the Contractor with final approval by the
Engineer.
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Revision 1 31 0519.16 – Page 2 of 19 Geomembrane (HDPE) for Earthwork
B. Geomembrane rain flap at protective cover berm locations:
1. Basis of Measurement: By the linear foot.
2. Basis of Payment: By the linear foot times the unit price per linear foot.
a. Includes terminating liner system geosynthetics and drainage corridors (where
applicable), providing 4 feet of liner system geosynthetics runout, extrusion welding
the rain flap to the bottommost geomembrane, and trenching the rain flap into the
protective cover berm.
C. Geosynthetic Protection:
1. Basis of Measurement: By the linear foot.
2. Basis of Payment: By the linear foot times the unit price per linear foot.
a. Includes placing 4 feet of treated plywood or sacrificed geomembrane to protect the
geosynthetic CQA limits at the intercell and Phase 2 boundaries.
1.03 REFERENCES
A. Construction Quality Assurance (CQA) Plan
B. American Society for Testing and Materials (ASTM) standards:
1. ASTM D792 Standard Test Methods for Density and Specific Gravity (Relative Density)
of Plastics by Displacement.
2. ASTM D1004 Standard Test Method of Initial Tear Resistance of Plastic Film and
Sheeting.
3. ASTM D1505 Standard Test Method for Density of Plastics by the Density-Gradient
Technique.
4. ASTM D3895 Test Method for Oxidative Induction Time of Polyolefins by Differential
Scanning Calorimetry.
5. ASTM D4218 Standard Test Method for Determination of Carbon Black Content in
Polyethylene Compounds by the Muffle-Furnace Method.
6. ASTM D4354 Standard Practice for Sampling of Geosynthetics for Testing.
7. ASTM D4759-02(2007) Standard Practice for Determining the Specification
Conformance of Geosynthetics.
8. ASTM D4833 Test Method for Index Puncture Resistance of Geotextiles,
Geomembranes, and Related Products.
9. ASTM D5199 Standard Test Method for Measuring Nominal Thickness of
Geosynthetics.
10. ASTM D5321 Standard Test Method for Determining the Coefficient of Soil and
Geosynthetic or Geosynthetic and Geosynthetic Friction by the Direct Shear Method.
11. ASTM D5397, Standard Test Method for Evaluation of Stress Crack Resistance of
Polyolefin Geomembranes Using Notched Constant Tensile Load Test.
12. ASTM D5596 Test Method for Microscopic Evaluation of the Dispersion of Carbon
Black in Polyolefin Geosynthetics.
13. ASTM D5641 Standard Practice for Geomembrane Seam Evaluation by Vacuum
Chamber.
14. ASTM D5721 Standard Practice for Air-Oven Aging of Polyolefin Geomembranes.
15. ASTM D5885 Standard Test Method for Oxidative Induction Time of Polyolefin
Geosynthetics by High Pressure Differential Scanning Calorimetry.
16. ASTM D5994 Standard Test Method for Measuring the Core Thickness of Textured
Geomembranes.
17. ASTM D6392 Standard Test Method for Determining the Integrity of Nonreinforced
Geomembrane Seams Produced Using Thermo-Fusion Methods.
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Revision 1 31 0519.16 – Page 3 of 19 Geomembrane (HDPE) for Earthwork
18. ASTM D6693 Standard Test Method for Determining Tensile Properties of
Nonreinforced Polyethylene and Nonreinforced Polyethylene and Nonreinforced Flexible
Polypropylene Geomembranes.
19. ASTM D 6747-15 Standard Guide for Selection of Techniques for Electrical Leak
Location of Leaks in Geomembranes.
20. ASTM D7002-16 Standard Practice for Electrical Leak Location on Exposed
Geomembranes Using the Water Puddle Method
21. ASTM D7703-16 Standard Practice for Electrical Leak Location on Exposed
Geomembranes Using the Water Lance Method.
22. ASTM D7953-14 Standard Practice for Electrical Leak Location on Exposed
Geomembranes Using the Arc Testing Method.
23. ASTM D7466 Standard Test Method for Measuring the Asperity Height of Textured
Geomembrane.
C. Geosynthetic Research Institute (GRI) Standards:
1. GM6 Pressurized Air Channel Test for Dual Seamed Geomembranes.
2. GM10 Specification for the Stress Crack Resistance of Geomembrane Sheet.
3. GM12 Measurement of the Asperity Height of Textured Geomembrane Using a Depth
Gage.
4. GM13 Test Properties, Testing Frequency and Recommended Warranty for High
Density Polyethylene (HDPE) Smooth and Textured Geomembrane.
D. U.S. Environmental Protection Agency (EPA), Technical Guidance Document:
1. "The Fabrication of Polyethylene FML Field Seams" EPA/530/SW-89/069, (1193).
1.04 SUBMITTALS
A. The Geosynthetic Installer shall submit proposed geomembrane panel layout, including
anchor trenches and connections to any inlet/outlet structures, to the Engineer at least 14 days
prior to mobilization of crews (4 copies). Once the panel layout is approved, the
Geosynthetic Installer may not change the layout without permission of the Engineer.
B. Manufacturer’s Product Information
1. At least five (5) working days prior to shipment, the Geosynthetic Contractor shall
furnish the Engineer with pre-shipping product data sheets and test data for each
geomembrane type. At a minimum, the Manufacturer will perform the tests at the
frequencies given in Table 0519.16-A found in this Section on the HDPE sheet prior to
shipping HDPE material to the site. These tests shall conform to the standards set in
Table 0519.16-B also found in this Section. The information supplied shall be in the
form of a factory quality control certificate for each geomembrane roll and shall include
the following:
a. Roll and lot numbers and identification.
b. Length and width of each roll.
c. Date each roll was manufactured.
d. Sampling procedures.
e. Results of quality control tests that are to include those presented in Table 0519.16-A
found in this Section and description of test methods used. The results of these tests
must meet the minimum required physical properties for HDPE geomembrane
specified in Table 0519.16-B found in this Section.
C. A written certificate from the geomembrane manufacturer stating that the resin and
geomembrane materials supplied are in compliance with this Section.
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Great Oak Landfill S&ME Project No. 7235-14-003

Revision 1 31 0519.16 – Page 4 of 19 Geomembrane (HDPE) for Earthwork
D. Manufacturer’s Installation Instructions: Submit special procedures for geomembrane
installation.
E. The Geosynthetics Installer shall adopt and use the quality assurance forms prepared by the
Engineer, or other forms approved by the Engineer, during all applicable phases of
geomembrane installation, inspection and testing. The Geosynthetics Installer can request to
use his forms. The forms must be submitted to the Engineer at least two weeks prior to
geomembrane installation for review and approval.
F. A resume of the proposed Superintendent of the Geosynthetics Installer must be submitted to
the Engineer for final approval two weeks prior to geomembrane installation.
G. Construction Drawing: Show joining details and special details. The Geosynthetics Installer
shall submit a shop drawing for the prefabricated sleeve and skirt (if applicable) with the
proposed dimensions for approval by the Engineer at least two weeks prior to installation.
H. The Contractor is responsible for his own Health and Safety Plan, but must abide by any
safety procedures dictated by the Owner.
1.05 CLOSEOUT SUBMITTALS
A. Forms by the CQAO:
1. CQAO Daily Field Report
2. Field Inventory Control, Storage Inspection, and Cross-Reference Roll Numbers
3. Subgrade Certification
4. Geomembrane Trial Seam Log
5. Geomembrane Deployment Report
6. Geomembrane Seam Log
7. Geomembrane Defect Log
8. Geomembrane Repair Testing Log
9. Geomembrane Laboratory Destructive Test Results
B. The Contractor is responsible for providing an as-built drawing of the geomembrane
installation. The as-built drawing shall include panel corners, transitions in panel geometry,
repair locations, the outside bottom corner of the anchor trench, and other significant features.
C. The Geosynthetics Installer’s supervisor shall observe and check all phases of the
geomembrane installation. When the geomembrane is accepted by the Owner, the
Geosynthetics Installer shall submit a Letter of Acceptance to the Owner that the installation
conforms to the requirements of the Manufacturer.
1.06 QUALITY ASSURANCE
A. Perform Work in accordance with these Specifications and the CQA Plan.
B. Friction Angle Requirements and Testing
1. The effective interface shear strength envelope at the interfaces between the liner system
geosynthetics shall be verified by the CQA Officer by performing interface friction
testing on representative materials to be used for construction of the liner system. The
liner system interfaces include: subgrade against geomembrane, geomembrane against
geocomposite, geocomposite against GCL, GCL against geomembrane, and
geocomposite against protective cover soil.
2. Liner System Floor: the effective interface shear strength envelope shall exceed that
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Revision 1 31 0519.16 – Page 5 of 19 Geomembrane (HDPE) for Earthwork
characterized by the effective peak shear stresses of 287, 1,434, 2,867, and 5,735 psf at
confining stresses of 1,000, 5,000, 10,000, and 20,000 psf (effective friction angle of 16
degrees).
3. The interface frictional resistance shall be determined by direct shear tests in general
accordance with ASTM D5321.
4. The interface frictional resistance for interfaces including GCLs shall be determined by
direct shear tests in general accordance with ASTM D 6243.
5. The interfaces and/or soil shall be tested saturated with water.
C. The Manufacturer shall sample and test the HDPE geomembrane material, at minimum
frequencies specified in Table 0519.16-A. General manufacturing procedures shall be
performed in accordance with the Manufacturer’s internal quality control guide and/or
documents.
D. All geomembrane sheets shall be continuously spark tested during manufacturing.
1. The spark tester shall be capable of detecting defects or pinholes less than 10 mils in
diameter.
2. All necessary repairs to the geomembrane shall be made by the manufacturer at the
factory before shipment.
3. The manufacturer shall provide written certification to the Owner and/or Engineer that all
the geomembrane rolls delivered to the project were continuously spark tested and do not
contain pinhole defects.
E. Conformance Testing:
1. Conformance testing shall be performed by an independent laboratory at a frequency of
at least 1 per 100,000 square feet of geomembrane manufactured for this project.
Conformance testing shall consist of the following tests:
a. Thickness (ASTM D5199 and/or ASTM D5994).
b. Density (ASTM D1505 and/or ASTM D792).
c. Carbon black content (ASTM D1603).
d. Tensile properties including yield strength, break strength, yield elongation, and
break elongation (ASTM D6693).
e. Tear resistance (ASTM D1004)
f. Other tests as required by Engineer.
2. Sampling for conformance testing shall be performed at the manufacturing facility
whenever possible, and in accordance with the CQA Plan.
F. The Engineer shall examine the rolls upon delivery to the site and report any deviations from
these Specifications to the Contractor.
G. If a geomembrane sample fails to meet the quality control requirements of this Section, the
Contractor and/or Engineer shall require that the Liner Manufacturer sample and test each roll
manufactured in the same lot or batch, or at the same time, as the failing roll. Additional
sampling and testing shall be completed at no additional cost to the Owner. Sampling and
testing of rolls shall continue until a pattern of acceptable test results is established.
H. Any geomembrane sample that does not comply with this Section shall result in rejection of
the roll from which the sample was obtained. The Contractor shall replace any rejected rolls
at no additional cost to Owner. At the Geocomposite Manufacturer’s discretion and expense,
additional testing of individual rolls may be performed to more closely identify
noncomplying rolls and to qualify individual rolls.
1.07 QUALIFICATIONS
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Great Oak Landfill S&ME Project No. 7235-14-003

Revision 1 31 0519.16 – Page 6 of 19 Geomembrane (HDPE) for Earthwork
A. Geosynthetic Contractor Equipment and Personnel
1. Quality Control Foreman (QCF)
a. The Geosynthetics Installer shall provide an individual whose title is "Quality
Control Foreman" (QCF) who shall be experienced in all phases of quality control
testing and procedures.
b. The QCF will be dedicated to performing or directing the Geosynthetics Installer’s
quality control activities, (i.e. air pressure, vacuum box and spark non-destructive
testing and field destructive testing).
c. The QCF and the Superintendent may be the same person if approved by the
Engineer.
2. Crew/Equipment
a. During geomembrane installation the Geosynthetic Installer shall provide a minimum
crew size of 9, for which at least 6 must be qualified installers (a Superintendent
and/or QCF and a minimum of 4 skilled technicians).
b. Geosynthetic Contractor shall supply and maintain at least three extrusion welders
and three double hot wedge fusion welders, at least one of which must be available at
the working space at all times.
c. At least one extra generator shall be supplied and maintained by the Geosynthetic
Contractor to be used as a spare.
PART 2 PRODUCTS
2.01 HIGH DENSITY POLYETHYLENE (HDPE) GEOMEMBRANE
A. Materials:
1. Textured geomembrane shall be made of unreinforced high density polyethylene (HDPE)
that has a nominal thickness as noted on the Drawings designed and manufactured
specifically for the purpose of liquid containment.
2. The geomembrane used shall meet, at a minimum, the standards specified in Table
0519.16-B found this Section.
3. The chemical resistance of the geomembrane shall be in keeping with typical properties
of high quality polyethylene products currently available through commercial sources.
4. Up to 5 percent (by weight) clean, uncontaminated regrind material (that is, material that
has been previously processed by the same manufacturer, but has never seen previous
service) shall be allowed in the Geomembrane sheet if approved by the Engineer.
5. The Engineer’s approval shall not be unreasonably withheld if the manufacturer can
demonstrate compliance with this Specification.
6. Regrind material made of the same resin as the geomembrane from sheet failing the
physical properties of the geomembrane or resin as specified herein shall not be allowed
under any circumstances.
7. Edge trim and sheet failed for thickness or cosmetic reasons may be considered for
regrind.
8. HDPE geomembrane shall be supplied in rolled sheets having a minimum width of 22
feet and a minimum length of 400 feet. Variances for shorter roll lengths may be allowed
at the discretion of the Engineer.
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Revision 1 31 0519.16 – Page 7 of 19 Geomembrane (HDPE) for Earthwork

TABLE 0519.16-A
REQUIRED PRE-SHIPPING SHEET TESTING OF GEOMEMBRANE LINER – TEXTURED

Property Test Method Frequency

Thickness ASTM D5994 Each Roll

Asperity Height mils ASTM D7466 Every 2nd roll (1)

Density ASTM D1505/
ASTM D792 Every 200,000 lb.

Tensile Properties (2) ASTM D6693, Every 20,000 lb.
 Yield Strength Type IV
 Break Strength
 Yield Elongation
 Break Elongation

Tear Resistance ASTM D1004 Every 45,000 lb.

Puncture Resistance ASTM D4833 Every 45,000 lb.

Stress Crack Resistance ASTM D5397 Per GRI-GM10
(App.)

Carbon Black Content ASTM D4218 (5) Every 20,000 lb

Carbon Black Dispersion ASTM D5596 Every 45,000 lb.

Oxidative Induction Time (OIT) (3) Every 200,000 lb.
(a) Standard OIT (min. ave.) ASTM D3895
Or
(b) High Pressure OIT (min. ave.) ASTM D5885

Oven Aging at 85ºC (4) ASTM D5721 Per each formulation
(a) Standard OIT(min. ave.) - % retained after 90 days ASTM D3895
Or
(b) High Pressure OIT (min. ave.) - % retained after 90 days ASTM D5885

(1) Alternate the measurement side for double sided textured sheet.
(2) Machine direction (MD) and cross machine direction (XMD) average values should be on the basis of 5 test specimens each direction.
Yield elongation is calculated using a gage length of 1.3 inches.
Break elongation is calculated using a gage length of 2.0 inches.
(3) The manufacturer has the option to select either one of the OIT methods listed to evaluate the antioxidant content in the geomembrane.
(4) It is also recommended to evaluate samples at 30 and 60 days to compare with the 90 day response.
(5) Other methods such as D 1603 (tube furnace) or D 6370 (TGA) are acceptable if an appropriate correlation to D 4218 (muffle furnace)
can be established.
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TABLE 0519.16-B
REQUIRED PHYSICAL PROPERTIES OF HDPE GEOMEMBRANE – TEXTURED

Property Test Method Required Value

Liner Size (Nominal) -- 60 mil
Thickness (min. ave.)
 lowest individual for 8 out of 10 values
 lowest individual for any of the 10 values
ASTM D5994 57 mil
54 mil
51 mil
Asperity Height mils (min. ave.) (1)(2) ASTM D7466 20 mil
Density (min.) ASTM D1505/
ASTM D792 0.940 g/cc
Tensile Properties (min. ave.) ASTM D6693,
Type IV
- Yield Stress 126 lb./in.
- Break Stress 90 lb./in.
- Yield Elongation 12%
- Break Elongation 100%
Tear Resistance (min. ave.) ASTM D1004 42 lb.
Puncture Resistance (min. ave.) ASTM D4833 90 lb.
Stress Crack Resistance ASTM D5397
(App.) 300 hr.
Carbon Black Content (range) ASTM D1603 (3) 2.0 – 3.0 %
Carbon Black Dispersion ASTM D5596 9 in Categories 1 or 2, and 1 in Category 3
Oxidative Induction Time (OIT)
(a) Standard OIT (min. ave.) or ASTM D3895 100 minutes
(b) High Pressure OIT (min. ave.) ASTM D5885 400 minutes
Oven Aging at 85ºC ASTM D5721
(a) Standard OIT(min. ave.) -
% retained after 90 days
Or
ASTM D3895 55%
(b) High Pressure OIT (min. ave.) –
% retained after 90 days ASTM D5885 80%
Seam Strengths (4)
1. Shear Strength:
Hot Wedge Seam
Extrusion Fillet Seam
ASTM D6392

120 lb/in (min.)
120 lb/in (min.)
2. Peel Strength:
Hot Wedge Seam
Extrusion Fillet Seam ASTM D6392

91 lb/in (min.)
78 lb/in (min.)
3. Peel Separation:
Hot Wedge Seam
Extrusion Fillet Seam
ASTM D6392

25%
25%
Non-Destructive Testing
1. Extrusion Fillet Seam (Single Weld) Continuous Vacuum Box Maintain vacuum of at least 5-psi for at least 15
seconds
2. Hot Wedge Seam (Double Weld) Air Testing
Maintain 30-psi for at least 5 minutes, with a drop
in pressure not greater than 3-psi for the last 3
minutes

1. The lowest individual reading must be ≥ 17 mils.
2. Test each side of the textured geomembrane recording a measurement every linear foot of textured roll width.
3. Other methods such as D 4218 (muffle furnace) or microwave methods are acceptable if an appropriate correlation to D 1603
(tube furnace) can be established.
4. Value listed for shear and peel strengths are for 4 out of 5 test specimens; the 5th specimen can be as low as 80% of the listed values.
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PART 3 EXECUTION
The Geosynthetics Installer shall furnish all labor, materials, supervision and equipment to complete
the Geomembrane Liner for the project including, but not limited to, geomembrane layout, seaming,
patching, and all necessary and incidental items required to complete the work, in accordance with the
Drawings and these Specifications.
3.01 DELIVERY, STORAGE AND HANDLING
A. Geomembrane liner shall be shipped:
1. Rolled and labeled with roll number and manufacturer's batch number.
2. Manufacturer’s quality control documentation shall be included with each roll.
B. Transport and handle geomembrane with equipment designed to protect geomembrane from
damage. The Contractor shall be responsible for unloading and storage of geomembrane in a
manner that prevents damage to the geomembrane.
C. On-site storage shall be as needed to protect the geomembrane rolls from excessive
accumulations of soil on the geomembrane surfaces, water, heat, mechanical abrasion,
puncture and vehicular traffic.
D. The geomembrane rolls shall not be stacked more than three rolls high, or as otherwise
recommended by the Manufacturer.
3.02 DAILY PRE-INSTALLATION MEETINGS
A. At the beginning of each work day the Earthwork Contractor's Superintendent, the
Geosynthetic Contractor's Superintendent, and the CQAO will meet to discuss the upcoming
work plan for all parties to promote cooperation, communication and understanding. Care
shall be taken to provide as much notice as possible when scheduling geomembrane as-built
survey. Operations shall be planned and implemented so as not to interfere with, interrupt,
damage, destroy, or endanger integrity of surface or subsurface structures or utilities, and
landscape in immediate or adjacent areas.
3.03 PREPARATION
A. The geomembrane shall be constructed as soon as practical after completion and approval of
the soil subgrade or structural fill. Refer to Section 31 2323.13 - Backfill for subgrade
preparation details.
B. Ensure acceptance of underlying layers before installing overlying layers.
C. Prepare ballast loading that shall be used for anchoring down the geomembrane during
installation.
1. Ballast loading may consist of sand bags or Portland cement bags.
2. Bags used for containing sand or cement shall be resistant to degradation by ultraviolet
rays and by the weather in general.
D. Surface Water Control and Base Maintenance
1. The base shall be maintained well-drained and dry prior to and during geomembrane
installation.
2. The Geosynthetics Installer shall be responsible for surface water control during
geomembrane installation as needed to maintain all work areas well-drained and dry
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during construction, preclude ponding, and prevent uplift of the geomembrane after
installation.
3. The Geosynthetics Installer’s proposed dewatering method(s) shall be submitted to the
Engineer at least one week prior to implementation.
3.04 INSTALLATION
Installation of the geomembrane shall be in compliance with this Specification and with the
Manufacturer's standard guidelines and specifications for geomembrane installation, subject to
approval by the Engineer, including, but not limited to: (i) handling and site storage requirements;
(ii) unrolling and laying of geomembrane sheets; (iii) field seaming or welding techniques; (iv)
anchor trench and ballast details; (v) vent details; and (vi) connections to inlet structures and
pipes.
A. Liner Handling and Placement
1. Appropriate handling equipment shall be used when loading or moving rolled
geomembrane sheets from one place to another. Appropriate equipment includes
spreader and roll bars for deployment, and cloth chokers with a spreader bar for off-
loading.
2. Do not use materials damaged during storage or handling. If the geomembrane is not
packaged and a roll is damaged during shipment, it shall be rejected. If only the
outermost surface of the roll is affected, it shall be peeled back, cut, and wasted (i.e., it
shall be treated as if it were the protective packaging for the remainder of the roll.
3. The geomembrane shall be installed at the locations and to the lines, grades and
dimensions shown on the Drawings, or as otherwise directed by the Engineer. During
geomembrane installation, geosynthetic clay liner installation shall be coordinated such
that no GCL is exposed overnight or to adverse weather conditions.
4. Liner deployment shall not be performed when precipitation is occurring, when excessive
moisture or wet conditions exist, or when high winds or other adverse climatologic
conditions exist.
5. The geomembrane sheets shall be unrolled and deployed in a manner which minimizes
wrinkles and prevents the occurrence of folds and creases.
6. Unroll only those sections that are to be seamed together in one day.
7. Adjoining geomembrane panels shall be overlapped as recommended by the manufacturer,
but not less than 4 inches, by adequately lapping the edges of the sheets. The overlap shall
not exceed 6 inches for double-wedge fusion welds.
8. For stormwater drainage purposes, the upstream panel should be overlapped on top of the
downstream panel to form a shingle effect.
9. Panel layout and deployment shall be such that the seams run down the slopes and are
oriented perpendicular to the top of slope. The seam orientation shall be maintained for a
distance of 10 feet from the toe of slope or as shown on the Drawings. Horizontal seams
will not be allowed on the side slopes unless approved by the Engineer.
10. The side slope geomembrane will be placed in an anchor trench that is to be backfilled with
soil and compacted as shown on the Drawings and specified in Section 31 2316.13 as soon
as the remaining geosynthetics are placed over the geomembrane.
11. Unroll several panels and allow the geomembrane to "relax" before beginning field
seaming. The purpose of this is to make the edges that are to be bonded as smooth and
free of wrinkles as possible.
12. In corners and odd shaped geometric locations, the number of field seams should be
minimized.
13. After panels are initially in place, remove wrinkles as directed by the Engineer.
14. All geomembrane sheets shall have good appearance qualities. Texturing on the surface
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of the textured sheets shall be uniform and homogenously distributed. The geomembrane
shall be free of pinholes, holes, blisters, gels, undispersed ingredients, any signs of
contamination by foreign matter, or any defect that may affect serviceability. The edges
of geomembrane sheets shall be straight and free from nicks and cuts.
15. Once panels are in place and smooth, commence field seaming operations.
B. Field Seaming
1. Field seaming shall be in accordance with U.S. E.P.A. Technical Guidance document:
"The Fabrication of Polyethylene FML Field Seams" EPA/530/SW-89/069 and/or
according to this Section.
2. Field seaming shall be conducted in the dry, on a compacted smooth surface. Surfaces to
receive geomembrane installation should be relatively smooth and even, and free of
voids, protrusions, and deleterious material.
3. All geomembrane sheets must be continuously and tightly bonded using continuous
extrusion fillet welds or double wedge fusion welds and automated welding equipment
approved by the Engineer. The Engineer reserves the right to reject any proposed
seaming method it believes unacceptable. Double hot wedge fusion welding shall be the
predominant seaming method. Additional concepts and requirements of proper field
seaming include the following:
a. All geomembrane shall be seamed the same day that the geomembrane is deployed.
b. All geomembrane shall be ballasted immediately after deployment to prevent uplift
by winds.
c. 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.
d. All foreign matter (dirt, moisture, 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. No solvents shall be used to clean
the geomembrane.
e. Grinding:
1) All abrasive buffing shall be performed using No. 80 grit or finer sandpaper.
2) The grinding shall be performed so that any and all grind marks are
perpendicular to the edge of sheet.
3) No grinding greater than 1/4 inch outside the welds is permitted or the Engineer
can require patching.
f. As much as practical, field seaming shall start from the top of the slope down. This
will minimize large wrinkles from becoming trapped that require cutting and
patching.
g. Seaming of the bottom geomembrane to the sidewall geomembrane (toe seam) shall
be conducted when conditions minimize thermal expansion effects.
h. Tack welds (if used) shall use heat only; no double sided tape, glue or other method
will be permitted.
i. The geomembrane should be seamed completely to the ends of all panels to minimize
the potential of tear propagation along the seam.
j. Seaming will extend to the outside edge of panels to be placed in anchor trenches. If
required, a firm substrata should be provided by using a flat board, or similar hard
surface directly under the seam overlap to achieve proper support across the anchor
trench.
k. The completed geomembrane shall not exhibit any "trampolining" during late
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morning to early evening hours. All areas exhibiting trampolining must be repaired
as directed by the Engineer. Additional slack (i.e.: 1-3%) shall be allowed on the
side slopes to reduce the potential for trampolining.
l. All field seams must be uniform in appearance, width and properties, and shall not
exhibit warping due to overheating form welding.
m. The peel and shear strengths of the welded seams must comply with the strength
criteria stated in Table 0519.16-B of this Section.
n. Ambient Weather Conditions:
1) Ambient temperature is measured 18 inches above the geomembrane surface.
2) The Geosynthetics Installer shall supply instrumentation for measurement of
ambient temperature.
3) Welding of field seams shall not take place except during suitable ambient
weather conditions, as confirmed by field trial test welds.
4) No seaming should be attempted above 40C (104F) ambient air temperature
5) 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 that 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).
o. 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, or with a
"T" weld at suitable locations.
C. Temporary Ballast Loading
1. Adequate temporary ballast loading that will not damage the geomembrane shall be
placed by the Geosynthetics Installer over the geomembrane during installation as needed
to prevent uplift by wind and by rapid changes in barometric pressure.
2. Temporary ballast loading shall be in addition to the anchor trenches.
3. If high winds are expected, boards along the edge of unseamed panels, with weighted
sandbags on top, may be used to anchor the geomembrane on the subgrade.
4. Staples, U-shaped rods or other penetrating anchors shall not be used to secure the
geomembrane on the side slopes, on the floor or anywhere else in the construction area.
5. Any damage to the geomembrane, GCL, or soil subgrade including damage due to
construction activities or wind, rain, hail, or other weather shall be the sole responsibility
of the Geosynthetic Contractor.
6. All temporary ballast loading shall be removed by the Geosynthetics Installer prior to
demobilizing from the site unless otherwise approved by the Owner.
D. Pipe Penetrations at Inlets / Outlets (if applicable)
1. Penetrations through the HDPE geomembrane at the inlet and/or outlet structures shall be
made by welding the HDPE geomembrane to an HDPE stock plate, or a boot and skirt
system may be installed.
2. The Geosynthetics Installer shall use caution when working near or around the pipe
penetration connection to prevent damage to the HDPE pipe or HDPE anchor strip.
3.05 FIELD QUALITY CONTROL
A. The Geosynthetics Installer shall adopt and use the quality assurance forms prepared by the
Engineer, or other forms approved by the Engineer, during all applicable phases of
geomembrane installation, inspection and testing. The Geosynthetics Installer can request to
use his forms. The forms must be submitted to the Engineer at least two weeks prior to
geomembrane installation for review and approval.
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B. All aspects of the geomembrane installation will be inspected on a full-time basis by the
Engineer or his representative.
1. The Engineer will conduct his own observations and perform quality control tests in
addition to those performed by the Geosynthetics Installer.
2. Testing of the seams and repairs will be conducted by the Geosynthetics Installer under
observation by the Engineer.
3. 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 to verify that the HDPE sheet and seams meet these Specifications.
4. Quality control by the Engineer will include monitoring:
a. Liner handling and panel deployment
b. Field seaming or welding of geomembrane sheets and non-destructive testing of field
seams or welds
c. Installation of anchor trenches
d. Placement and maintenance of temporary ballast loading
e. Attachment of the geomembrane to HDPE pipes and anchor strips, if applicable
f. Construction of pipe vents, if applicable
5. The Engineer will also monitor geomembrane repair work, and evaluate the adequacy
and acceptability of all repair work.
C. Test Seams
1. The Installer shall maintain and use equipment and personnel at the site to perform
testing of test seams.
2. Frequency:
a. Test seams will be made at the beginning of each seaming period, after any
interruption in power, after any prolonged idle period during the day, when changes
in storing equipment occur, and at the request of the Engineer at any other time
during the day.
3. Each seamer/welder shall prepare a test strip using the welding apparatus assigned to
him.
4. Test seams will be made on fragment pieces of geomembrane to verify that seaming
conditions are adequate. A test seam shall be made for each texture contact type to be
seamed by that welder during the working increment (i.e. smooth/smooth for edge seams,
texture/texture for butt seams, etc.)
5. Requirements for test seams are as follows:
a. The test seam sample will be at least 6 feet long by 1 foot wide with the seam
centered lengthwise.
b. Six adjoining specimens 1-inch wide each will be cut from the test seam sample.
c. At the Engineer's option the shear tests may be eliminated for test seams.
d. 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).
e. For dual wedge, both inside and outside welds shall be tested in peel.
f. Test seams will be tested by the Geosynthetics Installer under observation of the
Engineer.
g. The Geosynthetics Installer shall supply all necessary knowledgeable personnel and
all necessary testing equipment.
h. Film Tear Bond (FTB) type failures will be the criterion for qualification of the test
seam. The specimens should not fail in the weld.
i. A passing test seam will be achieved when the criteria presented in Table 0519.16-B
are satisfied. The sample weld shall successfully pass the test requirements before
either the welder or welding apparatus are allowed to operate on production welds.
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j. If a test seam fails, the entire operation will be repeated.
k. If the additional test seam fails, the seaming apparatus or welding technician 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.
l. Test seam failure is defined as failure of any one of the specimens tested in shear or
peel.
6. The Engineer will approve all test seam procedures and results.
7. The following shall be logged in the Geomembrane Trial Seam Log by the Engineer:
date, hour, ambient temperature, number of seaming unit, name of seamer, and pass or
fail description.
D. Nondestructive Testing
1. The Geosynthetics Installer shall continuously test every field weld (i.e., 100 percent of
the length of all field seams), including field welds around patches, using non-destructive
testing techniques. These tests shall be performed in the presence of the Engineer.
2. Single Weld Seams (extrusion welds):
a. The Geosynthetics Installer shall maintain and use equipment and personnel at the
site to perform continuous vacuum box testing in general accordance with ASTM
D5641 under the observation of the Engineer on all single weld production seams
except those corner seams where vacuum box testing is impossible.
b. The system shall be capable of applying a vacuum of at least 5 psi.
c. The vacuum shall be held for a minimum of 15 seconds for each section of seam.
d. Once the soap solution is uniformly placed over the weld and suction applied to the
seam any bubble formation must be noted and the corresponding defective area
identified, marked, and subsequently repaired.
e. Where vacuum box testing is not possible, spark testing or an approved alternative by
the Engineer will be used.
3. Double-Wedge Fusion Weld Seams:
a. The Geosynthetic Contractor shall maintain and use equipment and personnel to
perform air pressure testing under the observation of the Engineer of all double-
wedge fusion weld seams with a continuous air gap between the two welds and
which are greater than 20 ft.
b. Double-wedge fusion weld seams less than 20 ft. may be vacuum box tested.
c. Pressure Loss Test:
1) 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.
2) The system shall be capable of applying a pressure of between 25 psi and 30 psi
for not less than 5 minutes.
3) Following a 2 minute pressurized stabilization period, pressure losses over a
measurement period of 5 minutes shall not exceed 3 psi for 60-mil HDPE.
4) After the 5 minute testing period, the end of the seam shall be cut open and
pressure loss monitored to verify the entire length of the seam channel is open. If
no pressure loss is realized, the location of the blocked channel must be found
and the remainder of the seam tested separately.
5) If a non-compliant drop of pressure is noted, pressure testing may be repeated in
a step fashion each time halving the length of weld being tested until the extent
of the defective weld is determined.
6) Vacuum box testing (ASTM D5641) may also be used to locate a defective area
in the top weld or in the top of the air channel.
7) The air pressure test results shall be documented on all applicable CQA forms.
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d. The length of welded section tested by air pressure shall not exceed 450 feet, without
prior approval by the Engineer.
e. Once the defect is found, it shall be clearly identified, marked, and repaired. Any
defect shall be repaired so that it meets or exceeds the minimum requirements of this
Section.
f. Double weld seams will also be visually inspected on 100% of the seam. If necessary
the outside flap can be pulled back to aid in the visual observation.
4. Electrical Leak Location Testing of Geomembrane
Pursuant to NCGS 130A-295.6(h)(1), the landfill secondary geomembrane liner will be
tested for leaks and damage by one or more of the following methods: ASTM D7002
(Water Puddle Method); ASTM D 7703 (Water Lance Method), or ASTM D 7953 (Arc
Testing Method). The actual method(s) used will be determined following consultation
with a third party testing firm. The written liner leak test results report will be provided to
the Engineer for inclusion in the CQA report.
E. Destructive Testing
1. Laboratory Destructive Testing (LDT) is defined as 18"W X 54"L (of seam) samples
placed at an average rate of one LDT location per 500 feet of seam for both extrusion and
double welded seams. Field destructive testing (FDT) is defined as 12"W X 6”L samples
cut at the end of selected seams.
a. Laboratory Destructive Testing (LDT)
1) Sampling:
(a) LDT will be performed on an average of every 500 linear feet of production
seam. The locations will be selected by the Engineer.
(b) Samples will be 18" X 54" 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 Geosynthetics Installer for possible field and/or additional laboratory
testing at the option of the Engineer or Geosynthetics Installer.
(c) The name of the sample (e.g. LDT-1), date, time, equipment, seam number,
and seaming parameters will be marked on each sample and recorded by the
Engineer in the Geomembrane Defect Log.
2) Testing:
(a) Tests shall be conducted using a calibrated tensiometer and must meet the
qualitative and quantitative criteria outlined criteria listed in Table 0519.16-B
found in this Section.
(b) The peel strength criteria shall apply to both the top and bottom welds of
double wedge fusion welds.
(c) Testing requirements are as follows:
(1) Each sample shall be large enough to test five specimens in peel and five
specimens in shear.
(2) The average values of each set of five specimens must meet the
specification, and four of the five specimen tests must meet the
specifications for the seam as specified in Table 0519.16-B to be
considered a passing seam.
(3) If the average of the five specimens is adequate, but one of the specimens
is failing, values for the failing specimen must be at least 80 percent of
the values required for the seam for the sample to pass.
(4) All samples must fail in film tear bond (FTB) and/or the geomembrane
must fail before the weld.
(d) Failing Tests:
(1) Samples which do not pass the shear and peel tests will be re-sampled
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from locations at least 10 feet on each side of the original location.
(2) These two re-test samples must pass both shear and peel testing.
(3) If these two samples do not pass, then additional samples will continue to
be obtained until two consecutive samples on each side of the original
sample pass the field seam criteria and the questionable seam area is
defined.
(4) At that point, the extent of the original defect in both directions along the
field seam will be considered isolated and the Liner Contractor may then:
i) Either cap, re-weld and re-test the seam up to and including the
closest of the two passing samples, and patch and weld the hole of
the furthest passing sample; or
ii) Cap, re-weld and re-test the entire length of sampling.
iii) If approved by the Engineer, double-wedge fusion welds may be
repaired by extrusion welding the flap of the top sheet to the bottom
sheet if the seam non-compliance is due to a non-FTB failure of the
destructive test sample.
iv) If the length of the questionable seam area is defined to be excessive
by the Engineer, a cap patch may be required over the entire seam
with nondestructive testing prior to acceptance of the seam.
b. Field Destructive Testing (FDT)
1) FDT will be performed periodically at the discretion of the CQA Officer or
Engineer.
2) FDT shall be 12"W X 6"L samples cut out at the beginning and end of selected
seams.
3) The name of the sample (e.g. FDT-1), date, time, equipment, seam number, and
seaming parameters will be marked on each sample and recorded by the Engineer
in the Geomembrane Defect Log.
4) Three 6"W X 1"L specimens will be tested in peel from each sample by the
Geosynthetics Installer using the Geosynthetics Installer’s Field Tensiometer or
qualitative peel tester at the option of the Geosynthetics Installer. No qualitative
peel strength values need to be recorded with the Field Destructive test, but each
specimen must meet all qualitative criteria listed in Table 0519.16-B found in
this Section.
5) 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.
2. Each sample area will be clearly marked both on the geomembrane itself (LDT or FDT)
using the procedures outlined in the marking Section.
3. All areas cut out for testing should be immediately patched by the Geosynthetics Installer
and the patches should be tested and approved by the Engineer. Patches shall extend a
minimum of 6 inches beyond the cut area.
4. A passing double welded seam will be achieved in peel (ASTM D6392) when:
a. Failure is by Film Tear Bond (FTB).
b. Yield strength for the seam as specified in Table 0519.16-B found in this Section;
and
c. No greater than 25 percent of the seam width peels (separates) at any point; and
d. The failed sheet exhibits elongation, prior to failure.
5. Both sides of the double welded seam must be tested and must meet all of the criteria
listed above for peel.
6. A passing double welded seam will be achieved in shear (ASTM D6392) when:
Technical Specifications Issues for Construction, Revised May 2016
Great Oak Landfill S&ME Project No. 7235-14-003

Revision 1 31 0519.16 – Page 17 of 19 Geomembrane (HDPE) for Earthwork
a. Failure is by FTB; and
b. Yield strength for the seam as specified in Table 0519.16-B found in this Section.
7. A passing extrusion welded seam will be achieved in peel (ASTM D6392) when:
a. Failure is by FTB; and
b. Yield strength for the seam as specified in Table 0519.16-B; and
c. No greater than 25% separation occurs from the edge of the sheet at any point; and
d. The failed sheet exhibits ductility prior to failure.
8. A passing extrusion welded seam will be achieved in shear (ASTM D6392 modified)
when:
a. Failure is by FTB; and
b. Yield strength as specified in Table 0519.16-B.
F. Repair:
1. The Geosynthetics Installer shall visually inspect the entire geomembrane surface for any
defects including, but not limited to, seam imperfections, badly scuffed areas, scratches,
blisters, tears, rips, holes, pinholes, and punctures. He shall identify, mark, and repair all
noted defects, as well as defects designated by the Engineer.
2. Damaged and Sampled Area
a. All geomembrane defects (scratches, blisters, rips, punctures, tears, holes, pinholes,
creases, folds, etc.) and holes created by removal of samples or coupons for
destructive testing shall be marked and repaired.
b. Damaged and sample coupon areas of geomembrane shall be repaired by the
Geosynthetics Installer by completely covering the defect or hole with an oval-
shaped piece of the corresponding HDPE geomembrane material, and continuously
welding the patch to the geomembrane sheet using an extrusion weld construction.
1) Patches shall extend a minimum of 6 inches beyond the damaged or cut area.
2) No repairs shall be made to seams by application of an extrusion bead to a seam
edge previously welded by fusion or extrusion methods.
c. All geomembrane repairs shall be documented including date, geomembrane panel
identification number, repair location, type of defect, cause of defect and details of
repairs made.
d. Repaired areas will be tested for seam integrity as specified in this Section.
e. Damaged materials are the property of the Geosynthetics Installer and will be
removed from the site at Geosynthetics Installer’s expense unless authorized by the
Owner to dispose of on-site.
f. The Geosynthetics Installer will retain all ownership and responsibility for the
geomembrane until acceptance by the Engineer.
g. The Engineer shall accept the geomembrane after the installation and repair are
complete, and after the Engineer has received all necessary documentation for the
installation in accordance with these specifications.
3. Seams at Panel Corners
a. Seams at the panel corners of 3 sheets shall be completed with a circular patch
approximately 12 inches in diameter, extrusion welded to the parent sheet, or with a
"T" weld at suitable locations.
b. If the Geosynthetics Installer wishes to use a different method, samples must be
submitted to the Engineer and tested accordingly.
G. Marking on Liner by the Geosynthetics Installer
1. The Geosynthetics Installer will mark directly on the geomembrane as described herein
for the purpose of readily identifying panels, seams, repairs and destructive test locations.
2. Panel Identification
Technical Specifications Issues for Construction, Revised May 2016
Great Oak Landfill S&ME Project No. 7235-14-003

Revision 1 31 0519.16 – Page 18 of 19 Geomembrane (HDPE) for Earthwork
a. Each panel indicated on the pre-construction panel layout drawings will be numbered
sequentially using the format P1, P2, etc.
b. Panels in the field must be numbered in the order in which the panels are actually laid
regardless of preconstruction numbering.
c. The panels will be permanently marked in white (red for white surfaced
geomembrane) with letters approximately 12" high (and 1/3 the way down the slope
for geomembranes on slope).
d. Each panel will be marked with the Manufacturer's roll number.
3. Seam Identification
a. Each seam will be labeled as agreed upon by the Geosynthetics Installer and the
CQA Engineer.
b. Typically, a seam will be designated by the panels it joins, i.e., the seam joining
Panel 1 (P1) and Panel 2 (P2) will be designated P1/P2.
4. Quality Control Marking
a. Following the completion of each seam, patch or repair, the welding technician will
write, at the end of the seam or in the middle of the patch or repair, the following: the
initials of the technician, date welded, time welded, and welder unit number. The
markings will be done clearly with a white or red permanent marking pen or pencil.
b. Similarly, after each quality control test, the CQAO or a representative will record
the following immediately adjacent to the area tested: initials of QC Technician
performing the test, date of the test, type of test (i.e. VB, SP, AP for vacuum box,
spark test and air pressure test respectively) and the words "pass" or "fail". For the
air pressure test, the QC Technician must also define the limits or zone of the test as
well as the amount of pressure loss observed. Again, a permanent white or red
marking pen is required. If the test fails and the necessary repair is made, the
technician will cross out the previous markings and mark appropriately for the new
test results.
c. Destructive test samples will be clearly circled and marked in permanent marker with
the words "FDT" or "LDT" as defined in the specifications. The CQAO will mark
the words "pass" or "fail" as appropriate. Similarly, any other area needing repair will
be clearly marked in permanent marking to identify where the repair is required to be
made.
d. The CQAO will mark areas in need of repair using (red for white surfaced
geomembrane) marking pens.
H. 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 Geosynthetics Installer according to
the standards specified in Table 0519.16-B found this Section. All areas failing
nondestructive test procedures shall be clearly marked both on the geomembrane itself and on
all applicable CQA forms.
3.06 PROTECTION OF WORK
A. Protect installed geomembrane according to geomembrane manufacturer’s instructions.
Repair or replace areas of geomembrane damaged by scuffing, punctures, traffic, rough
subgrade, or other unacceptable conditions.
B. No support equipment, tools, or personnel that can readily cause damage to the HDPE
geomembrane shall be allowed on the geomembrane during and after installation unless
approved by the Engineer. Personnel working on the geomembrane shall not smoke, wear
damaging shoes, bring glass of any kind onto geomembrane, dispose of trash or other debris, or
engage in any activity that could damage the geomembrane.
Technical Specifications Issues for Construction, Revised May 2016
Great Oak Landfill S&ME Project No. 7235-14-003

Revision 1 31 0519.16 – Page 19 of 19 Geomembrane (HDPE) for Earthwork
C. The passage of construction equipment, other than light rubber-tired equipment approved by
the Engineer, over any exposed HDPE geomembrane surface is strictly prohibited. Light
rubber-tired equipment exerting a contact stress less than 6 psi will be allowed provided
proper care is taken when operating the vehicle to avoid pulling, displacing or damaging the
geomembrane.
D. Between construction of partial sections of the geomembrane, leading edges of the
geomembrane may be exposed or buried for extended periods of time prior to their joining to
adjacent, subsequent geomembrane sections. The combined action of abrasive soil and
equipment impact stresses may "etch" unprotected geomembrane 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
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 geomembrane 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.
E. Fuel and Oil Spill Clean-Up
1. All spills or leaks of fuels and oils from equipment and vehicles on the surface of the
geomembrane shall be thoroughly cleaned with soap and water, or, at the discretion of the
Engineer, the affected geomembrane shall be cut, removed and replaced with new
geomembrane material.
2. Subgrade materials contaminated with fuel or oil shall be excavated and replaced to the
extent designated by the Owner.
3. Contaminated material shall be properly disposed of off-site by the Contractor at no
expense to the Owner.
F. Any damage to the geomembrane shall be reported to the Engineer, and repaired by the
Geosynthetic Contractor at no expense to the Owner.

END OF SECTION

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1
1 I.F.C. REVISED TEMPORARY ACCESS ROAD LOCATION 5/5/2016 NPH SJL SYK
2 I.F.C. ADDED NOTE 13 AND CALLOUTS 45/16 & 45A/16 6/03/2016 WRH SJL SYK
2
LEACHATE FORCEMAIN BENEATH ROAD
4
5
A
1
6
4516 2