DWQ-2025-000759

PROJECT MANUAL
for

Holt Dairy Digester
198 S 1200 W, Newcastle, Utah 84756

January 23, 2025

Prepared by:
GEM Engineering, Inc.
485 North Aviation Way.
Cedar City, Utah 84721

Contact: Robert W. Corry PE, SE
Phone: [phone]
email: [e-mail]

Project No. 24-2061

Owner:
Newcastle Biogas LLC
P.O. Box 130
Enterprise, UT 84725
Contact: Jared Holt
Phone: [phone]
email: [e-mail]

1/23/25
GEM Engineering, Inc. January 23, 2025
Holt Dairy Digester TABLE OF CONTENTS
198 S 1200 W, Newcastle, Utah 84756 00 01 10
24-2061 1 of 1
PROJECT MANUAL TABLE OF CONTENTS

Division 00 - PROCUREMENT AND CONTRACTING REQUIREMENTS
Division Name Pages
00 01 01 Project Title Page ......................................................................................................... 1
00 01 10 Table of Contents ......................................................................................................... 1
00 01 15 List of Drawing Sheets ................................................................................................. 1

Division 01 – GENERAL REQUIREMENTS
Division Name Pages
01 11 00 Summary of Work ........................................................................................................ 1
01 45 00 Quality Control ............................................................................................................. 1
01 71 13 Mobilization and Demobilization .................................................................................. 1

Division 31 – EARTHWORK
Division Name Pages
31 00 00 Earthwork ..................................................................................................................... 5
31 10 00 Site Clearing ................................................................................................................. 2
31 23 00 Excavation and Fill ........................................................................................................ 5
31 23 33 Trenching and Backfilling .............................................................................................. 2

Division 33 – UTILITIES
Division Name Pages
33 47 13 Pond Liner Specifications ............................................................................................ 14

ATTACHMENTS

GEM Engineering, Inc. January 23, 2025
Holt Dairy Digester LIST OF DRAWING SHEETS
198 S 1200 W, Newcastle, Utah 84756 00 01 15
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DRAWING SHEETS

Sheet Name
G-101 Existing Pond Layout
G-102 Digester Plan
G-201 Pond Elevations
G-501 Pond and Liner Details
G-502 Inlet and Outlet Details
G-503 Sludge Removal Details

DIVISION 01 – GENERAL REQUIREMENTS

GEM Engineering, Inc. January 23, 2025
Holt Dairy Digester SUMMARY OF WORK
198 S 1200 W, Newcastle, Utah 84756 01 11 00
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SECTION 01 11 00 – SUMMARY OF WORK

PART 1 – GENERAL
1.01. WORK INCLUDED
A. The work under this contract consists of one Bid Schedule.
B. Restrictions and other requirements that need to be followed by the CONTRACTOR during the
course of construction.
1.02. SUBMITTALS
A. Materials for the project such as HDPE liner.
1.03. CONTRACTS
A. Work shall be done under a single contract. Actual installed quantities may vary from those shown in
the Bid Schedule. Payments will be made based on actual quantities installed multiplied by the unit
prices bid. Quantities will be based upon a comparison of topographic surveys before and after
construction and quantities produced by an Owner approved licensed surveyor. Cost of surveys is to
be included in Contractor Bid
1.04. WORKING HOURS AND TIME RESTRICTIONS
A. Work hours shall generally be restricted to daylight hours on Monday through Friday. If the
CONTRACTOR desires to perform any work outside of these hours or on weekends, then approval
must be granted by the Newcastle Biogas LLC. and the Project Engineer.
1.05. REFERENCE SPECIFICATIONS AND STANDARDS
A. Reference specifications, such as these Project Specification, Standard Drawings, AWWA, ASTM,
and ANSI used in this project manual typically do not show effective dates. Unless explicitly noted
all reference specifications and standards shall be the latest published version.
B. All work done on this project shall conform to the latest version of the Project Specification and
Standard Drawings.
1.06. PROJECT COORDINATION
A. It is important for the CONTRACTOR to coordinate his work and site access requirements with
Newcastle Biogas LLC. It is also important that the CONTRACTOR keep good relations with all
affected residents neighbors to the site.

PART 2 – PRODUCTS
2.01. All HDPE liner material and installation of such materials shall conform the State of Utah Department of
Environmental Quality Standards.

PART 3 – EXECUTION
Not Used

END OF SECTION
GEM Engineering, Inc. January 23, 2025
Holt Dairy Digester QUALITY CONTROL
198 S 1200 W, Newcastle, Utah 84756 01 45 00
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SECTION 01 45 00 – QUALITY CONTROL

PART 1 – GENERAL
1.01. REQUIREMENTS INCLUDED
A. Conditions of the Contract.
B. Newcastle Biogas LLC will employ and pay for the services required to perform the specified
materials testing for the Project.
C. The ENGINEER will provide the inspector for construction of the project at Newcastle Biogas LLC’s
expense.
1.02. RELATED REQUIREMENTS
A. Section 31 00 00 Earthwork
B. Section 33 47 13 Pond and Reservoir Liners
1.03. CONTRACTOR’S RESPONSIBILITIES
A. The CONTRACTOR shall coordinate schedule with inspection firm and shall cooperate with testing
personnel and provide access to the Work

PART 2 – PRODUCTS
Not Used

PART 3 – EXECUTION
3.01. REQUIREMENTS INCLUDED
A. Construction testing will strictly follow all testing requirements in the project plans and specifications.
Newcastle Biogas LLC and the Engineer must approve any exceptions in writing.
B. The HDPE liner installation contractor shall provide a certification of the subgrade prior to placement
of the liner and a certification of the HDPE liner after installation.

END OF SECTION
GEM Engineering, Inc. January 23, 2025
Holt Dairy Digester MOBILIZATION AND DEMOBILIZATION
198 S 1200 W, Newcastle, Utah 84756 01 71 13
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SECTION 01 71 13– MOBILIZATION AND DEMOBILIZATION

PART 1 – GENERAL
1.01. GENERAL
A. Mobilization shall include the obtaining of all permits and moving of all equipment and materials as
required for the proper performance and completion of the WORK to the project site. Mobilization
shall include the following principal items.
1. Moving into the Project all of the CONTRACTOR’s equipment and materials required for
operations.
2. Obtaining all required permits, and licenses.
3. Obtaining a staging area, including all work to clear and grub the site (if needed), provide and
install fences and gates, and any other work necessary to establish an adequate staging area
for the project.
4. Call Blue Stakes and locate all existing utilities – both underground and overhead, including
culverts, irrigation pipes, and other private utilities.
B. The CONTRACTOR shall obtain a cellular telephone for use by the CONTRACTORS field personnel
for the duration of the Contract. The number of this cellular telephone shall be provided to the
OWNER for communication purposes.
C. Demobilization shall include all work necessary to remove equipment and materials from the project
site after construction has been completed and clean-up of the site and staging areas.

PART 2 – PRODUCTS
Not Used

PART 3 – EXECUTION
Not Used

END OF SECTION

DIVISION 31 – EARTHWORK

GEM Engineering, Inc. January 23, 2025
Holt Dairy Digester EARTHWORK
198 S 1200 W, Newcastle, Utah 84756 31 00 00
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SECTION 31 00 00 – EARTHWORK

PART 1 – GENERAL
1.01. WORK INCLUDED
A. Excavating, filling, and grading required for this Work includes, but is not limited to:
1. Excavating existing embankment for installation of sub liner
2. Structural fill to construct sub liner
3. Structural fill to construct / enlarge embankments
4. Filling and backfilling to attain indicated grades;
5. Rough and finish grading of the site.
1.02. RELATED WORK
A. Related Work specified elsewhere:
1. Unit Prices Section 01 22 00
2. Quality Control Section 01 45 00
3. Site Clearing Section 31 10 00
4. Pond and Reservoir Liners Section 33 47 12
1.03. SUBMITTALS
A. Sub Liner Material – Must meet the classification requirements of a Silty Sand (SM) material or finer
with no rocks larger than 3/8” in diameter.
B. Embankment Material – Suitable on-site structural fill material with no rocks larger than 4” in
diameter.
1.04. JOB CONDITIONS
A. Use all means necessary to control dust on and near the Work and on and near all off-site areas if
such dust is caused by the CONTRACTOR’s operations during performance of the Work or if
resulting from the condition in which the CONTRACTOR leaves the site.
B. Thoroughly moisten all surfaces as required to prevent dust from being a nuisance to the public,
neighbors, and concurrent performance of other work on the site.
C. Use all means necessary to protect all materials of this Section before, during, and after installation
and to protect objects designated to remain.
D. In the event of damage, immediately make all repairs and replacements necessary to the approval of
the Engineer and at no additional cost to the OWNER.
1.05. DEFINITIONS
A. EMBANKMENT shall refer to any raised area of compacted earth to contain fluids. The material used
for embankment shall be specified, and tests shall be performed to determine the fill material's
adequacy for the specific application.
B. FILL shall refer to any material used to fill a depression,(Embankment is a type of fill.)
C. BACKFILL shall refer to any earth that has been excavated from a trench or other excavation and
then replaced and compacted as specified after the structure has been installed.
D. SUBGRADE shall refer to the native, prepared original soil or engineered fill under any roadway, fill,
embankment, structure, etc.
E. MAXIMUM DRY DENSITY shall refer to the theoretical maximum density of the soil as determined
by ASTM D 1557.
GEM Engineering, Inc. January 23, 2025
Holt Dairy Digester EARTHWORK
198 S 1200 W, Newcastle, Utah 84756 31 00 00
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PART 2 – PRODUCTS
2.01. FILL MATERIAL - GENERAL
A. All fill material shall be subject to the approval of the Engineer.
B. For approval of imported fill material, notify the Engineer at least four (4) working days in advance of
intention to import material, designate the proposed borrow area(s), and permit the Engineer to
sample as necessary from the borrow area for the purpose of making acceptance tests to prove the
quality of the material.
2.02. ON-SITE SUB-LINER MATERIAL
A. On-site material will be allowed provided it meets the classification of a silty sand (SM) soil or finer,
has no rocks larger than 3/8” in diameter and is approved by the Engineer
2.03. ON-SITE FILL MATERIAL
A. On-site suitable material will be allowed as Structural Fill Material as long as it meets the required
specifications and is approved by the Engineer.
B. All fill placed for the construction of the embankment should be structural fill. Structural fill may
consist of approved excavated on-site or imported fill materials Structural fill should have a swell
potential less than 4 percent under a 60 psf surcharge, have a solubility of less than 3 percent, be
free of organics, salts, or inert materials larger than 4 inches nominal size, and be similar in
gradation to the on-site soils.
C. Structural fill should be placed in maximum eight-inch loose lifts and compacted on a horizontal
plane, unless otherwise approved by the Geotechnical Engineer. Soils in compacted fills should be
compacted to at least 90 percent of the maximum dry density as determined by ASTM-D1557 for fine
grained soils and 95 percent for granular soils. The moisture content should be within 2 percent of
optimum for granular soils and at least 2 percent above optimum for fine-grained soils. Any imported
fill materials should be approved prior to importing. Also, prior to placing any fill, the excavations
should be observed by a GEM Engineering representative to observe that unsuitable materials have
been removed.
2.04. LABORATORY TESTS
A. The Contractor shall furnish to the Engineer a certified laboratory test result showing that the
materials utilized for Embankment fill conform to the specifications contained in the specifications
2.05. EXCAVATION
A. All embankments shall be founded on prepared original soil or engineered fill. All unauthorized
excavation below the specified embankment shall be thoroughly compacted to a minimum of 90% of
maximum dry density. Structural Fill shall be firm and thoroughly compacted to a minimum of 95% of
maximum dry density for granular soils or 90% of maximum dry density for silty/clayey soils as
determined by ASTM D1557. All fill types and placement shall conform the requirements contained
in the specifications and project drawings.

PART 3 – EXECUTION
3.01. GENERAL
A. Prior to work of this Section, become thoroughly familiar with the site, the site conditions, and all
portions of the Work falling within this Section.
B. Do not allow or cause any of the Work performed or installed to be covered up or enclosed by Work
of this Section prior to all required inspections, tests, or approvals.
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198 S 1200 W, Newcastle, Utah 84756 31 00 00
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C. Should any of the Work be so enclosed or covered up before it has been approved, uncover all such
Work at no additional cost to Newcastle Biogas, LLC.
D. After the Work has been completely tested, inspected and approved, make all repairs and
replacements necessary to restore the Work to the condition in which it was found at the time of
uncovering, all at no additional cost to Newcastle Biogas, LLC.
3.02. FINISH ELEVATIONS AND LINES
A. For setting and establishing finish elevations and lines, the CONTRACTOR shall secure the services
of a license Land Surveyor. Carefully preserve all data and monuments set by the Land Surveyor
and if displaced or lost, immediately replace at no additional cost to Newcastle Biogas, LLC.
3.03. EXCAVATING
A. Where depressions result from or have resulted from, the removal of surface or subsurface
obstructions, open the depression to equipment working width and remove all debris and soft
material as directed by the Engineer.
B. Excavate to grades shown on the Drawings.
C. Where excavation grades are not shown on the Drawings, excavate as required to accommodate the
installation.
D. Backfill and compact over all over-excavated areas as specified for fill below and at no additional
cost to the OWNER.
3.04. EXCESS WATER CONTROL
A. Do not place, spread, or roll any fill material during unfavorable weather conditions.
B. Do not resume operations until moisture content and fill density are satisfactory to the Engineer.
C. Provide berms or channels to prevent flooding of subgrade; promptly remove all water collecting in
depressions.
D. Where soil has been softened or eroded by flooding or ponding during unfavorable weather, remove
all damaged areas and re-compact as specified for fill and compaction below.
E. Provide and maintain at all times during construction, ample means and devices with which to
promptly remove and dispose of all water from every source entering the excavations or other parts
of the Work.
F. De-water by means which will ensure dry excavations and the preservation of the final lines and
grades of bottoms of excavations.
3.05. FILL, BACKFILL AND COMPACTION
A. Spread approved fill or backfill material in layers not exceeding eight (8) inches in uncompacted
thickness unless noted otherwise.
B. Water or aerate the fill or backfill material as necessary and thoroughly mix to obtain a moisture
content which will permit proper compaction.
C. Compact each soil layer to at least the specified minimum degree; repeat compaction process until
plan grade is attained. Compaction test are required as outlined in Excavation and Fill and the
Trenching and Backfilling sections of the specifications.
D. Field density tests of the compacted fill or backfill will be performed by the OWNER’s testing agency,
to insure that the specified density is being obtained.
E. The costs of the field density tests will be paid for by the OWNER.
F. If re-tests are required of any re-compacted fill or backfill areas where the original tests failed, they
will be performed at the CONTRACTOR’s expense.
3.06. EXCESS EXCAVATION MATERIAL
A. Excess cut material will be placed on the back side of the embankment at the CONTRACTOR’s
GEM Engineering, Inc. January 23, 2025
Holt Dairy Digester EARTHWORK
198 S 1200 W, Newcastle, Utah 84756 31 00 00
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expense.
3.07. CONSTRUCTION OF EMBANKMENTS
A. Unsuitable materials that occur in the foundations for embankments shall be removed by clearing,
stripping and/or grubbing. Soils used as roadway embankment material shall be approved by a
licensed geotechnical engineer. All materials in embankments shall be placed, moistened, and
compacted as provided in the following paragraphs.
B. When the embankment exceeds the amount of excavation, sufficient additional material shall be
obtained from borrow pits provided by the Contractor. All material proposed to be imported shall be
subject to the review and approval of Newcastle Biogas, LLC. Engineer prior to starting of hauling
operations. The materials used for embankment construction shall be free from sod, grass, trash,
rocks larger than four (4) inches in diameter and all other material unsuitable for construction of
embankments. The material shall be a granular material as classified by AASHTO M-145 soil
classification system.
C. Grading of completed embankments and backfills shall bring the surfaces to a smooth, uniform
condition with final grades being within 0.1 foot of the design grade. Cut and fill slopes shall be 3
horizontal/1 vertical maximum. Construction of slopes steeper than 3 horizontal/1 vertical, or fills in
excess of 5 feet, shall be approved by the geotechnical engineer.
3.08. COMPACTION OF EARTH MATERIALS
A. The fill material shall be deposited in horizontal layers having a thickness of not more than eight (8)
inches and then compacted to the specified density as herein specified. Moisture content during
compaction operations shall be within two percent (2%) of optimum for granular soils and at two to
five percent (2–5%) above optimum for fine grained soils. The moisture content shall be uniform
throughout the layers.
B. If the moisture content is greater than specified for compaction, the compaction operations shall be
delayed until such time as the material has dried to the optimum moisture content. When the
material has been conditioned as herein specified, the backfill or embankment shall be compacted
as follows:
1. Under the embankment extending 5 feet beyond the proposed construction, the embankment
material shall be compacted to a density equal to not less than 95% as determined by ASTM
D1557.
2. Exposed natural soils within the pond area shall be scarified to a depth of six inches; moisture
conditioned, and compacted to the specified density. Where hard, cemented material or rock is
exposed, scarification is not necessary.
3. The embankment shall not be placed partially on undisturbed soil or compacted fill and partially
on cemented deposits or rock. The geotechnical and project engineer shall observe and
approve the foundation soil/rock prior to the placement of structural fill.
4. Foundation soils shall not be allowed to become saturated during or after construction.
3.09. SUBGRADE PREPARATION
A. The original soils under the embankment shall be scarified to a depth of six inches prior to
compaction operations. All road subgrade shall be compacted to the equivalent of 90% of maximum
dry density. No organic material, soft clay, spongy material or other deleterious material will be
permitted in the subgrade. Subgrades shall be shaped and graded to within a tolerance of 0.10 foot
of design grade and drainage shall be maintained at all times. Subgrades shall be stabilized and
compacted as directed by the Project Engineer. Any springs or underground water encountered in
the construction of the streets shall be properly disposed of in accordance with the instructions of the
Project Engineer.
B. When required to demonstrate the stability and compaction of the subgrade, the contractor shall
proof roll the subgrade prior to laying any base gravel. The subgrade shall be proof-rolled with at-
least one pass coverage with a pneumatic tired roller of at least ten ton Capacity. All proof rolling
GEM Engineering, Inc. January 23, 2025
Holt Dairy Digester EARTHWORK
198 S 1200 W, Newcastle, Utah 84756 31 00 00
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shall be accomplished in the presence of the engineer. Ground contact pressure for all tires shall be
85 to 90 psi.
C. When the proof rolling shows an area to be unstable, it shall be brought to satisfactory stability by
additional compaction, reworking, or removal of unsuitable material and replacement with acceptable
material.
3.10. QUALITY CONTROL
A. All earthwork shall be performed in accordance with these standards and shall be tested and
accepted as follows:
1. TESTING. Minimum testing of earthwork shall be as follows:
a. Soil Classification: One per material source. The sieve analysis shall be according to
ASTM C136, C117.
b. Soil Proctor: One determination for each significant change in soil type as
necessary to provide required compaction testing. Tests shall be
ASTM D 1557 method A or D (modified proctor).
c. Earth Fill Moisture /
Density
Determination:
One test per 200 cubic yards of fill placed in an embankment.
Tests shall be ASTM D1556 or D2922 and D3017.
d. Subgrade Moisture /
Density
Determination:
One test per 1000 square yards of surface area. Tests shall be
ASTM D1556 or D2922 and D3017.
e. Sub-Liner Material: One test per 5,000 square feet of surface area. Moisture density
determinations shall be made in accordance with project plans and
specification. Tests shall be ASTM D1556 or D2922 and D3017.
Additionally one soils classification test shall be performed in
accordance with every 500 cubic yards of sub-liner material to
assure that the material is SM or finer and contains no rocks larger
that 3/8 inch diameter.
2. ACCEPTANCE. Any earthwork determined not to be in compliance with these standards shall
be removed and replaced or reworked until compliance is obtained. Any costs for the rework or
testing the rework shall be paid for by the CONTRACTOR.

3.11. CLEAN-UP
A. Upon completion of the Work of this Section, immediately remove all debris and excess earth
materials from the site and dress all excavation, storage, and backfill areas.

END OF SECTION
GEM Engineering, Inc. January 23, 2025
Holt Dairy Digester SITE CLEARING
198 S 1200 W, Newcastle, Utah 84756 31 10 00
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SECTION 31 10 00 – SITE CLEARING

PART 1 – GENERAL
1.01. WORK INCLUDED
A. Clear designated site(s) of trees, shrubs, plant life, grass, and debris.
B. Remove topsoil layers containing objectionable quantities of roots, shrubs, and other organic matter.
C. Remove and dispose of soil and debris above waterline on existing liner
D. Stockpile suitable topsoil for restoration of the mining site at a later date.
E. Remove and dispose of all rock and boulders not needed in construction; dispose of all debris.
F. Remove and dispose of all garbage found in and along construction areas.
1.02. RELATED WORK
A. Related Work specified elsewhere:
1. Unit Prices Section 01 22 00
2. Quality Control Section 01 45 00
3. Earthwork Section 31 00 00
4. HDPE Pond and Liner Section 33 47 12
1.03. PROTECTION
A. Protect all existing trees, shrubs, lawns, rock outcroppings, fences, decorative walls, areas to receive
planting, and other features remaining as part of final landscaping.
B. Protect benchmarks and existing structures, roads, sidewalks, curb and gutter, culverts, and other
existing improvements against damage from vehicular or foot traffic.
C. Maintain designated temporary roadways, walkways, and detours for vehicular and pedestrian traffic.
D. Any existing improvements not designated for clearing or removal that are disturbed by the
CONTRACTOR shall be replaced to their original condition at the sole expense of the
CONTRACTOR.

PART 2 – PRODUCTS
2.01. EXISTING TREES, SHRUBS, AND OTHER VEGETATIVE GROWTH
A. Existing trees, shrubs, and other vegetative growth may not be shown on the Drawings. Inspect the
site as to the nature, location, size, and extent of vegetative growth to be removed or preserved, as
specified herein. Preserve in place trees that are specifically shown on the Drawings and designated
to the preserved.
2.02. PRESERVATION OF TREES, SHRUBS, AND OTHER VEGETATIVE GROWTH
A. Save and protect all trees, shrubs, and other vegetative growth beyond the limits of clearing and
grubbing from damage resulting from the work. No filling, excavating, trenching, or stockpiling of
materials will be permitted within the drip line of these plant materials. The drip line is defined as a
circle drawn by extending a line vertically to the ground from the outermost branches of a plant or
group of plants. To prevent soil compaction within the drip area, no equipment will be permitted
within this area.

GEM Engineering, Inc. January 23, 2025
Holt Dairy Digester SITE CLEARING
198 S 1200 W, Newcastle, Utah 84756 31 10 00
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PART 3 – EXECUTION
3.01. PREPARATION
A. Mark and maintain benchmarks, monuments, and other reference points. Re-establish all
benchmarks, monuments, and reference points if disturbed or destroyed, at the sole expense of the
CONTRACTOR.
3.02. CLEARING
A. Soil and debris on top of existing liner shall be removed to allow for site work, cutting and seaming of
new liner to existing liner. Soil and debris shall be removed without damaging existing liner.
B. Clear all trees as required for access to site excavation and performance of WORK.
C. Remove trees and shrubs; grub out stumps, roots, embedded rocks and boulders to a depth of
twelve (12) inches over the designated site as shown on the Drawings.
D. Mark all trees which are to remain and do not disturb the trees or roots.
3.03. REMOVAL OF DEBRIS
A. Cleared debris from the construction area shall be disposed of by the CONTRACTOR. The
CONTRACTOR may dispose of approved construction waste at location provided by Newcastle
Biogas, LLC. Approved construction waste includes: asphalt, concrete, soil, rocks, and vegetation.
Pipes, fittings, and other plumbing materials are not considered approved materials and cannot be
disposed of at the prescribed location provided by Newcastle Biogas, LLC.
B. Reduction of debris through burning is not permitted under any circumstances.

END OF SECTION
GEM Engineering, Inc. January 23, 2025
Holt Dairy Digester EXCAVATION AND FILL
198 S 1200 W, Newcastle, Utah 84756 31 23 00
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SECTION 31 23 00 – EXCAVATION AND FILL

PART 1 – GENERAL
1.01. WORK INCLUDED
A. This section covers excavating, backfilling and compacting for structures as directed by ENGINEER.
1.02. RELATED WORK
A. Related work specified elsewhere:
1. Earthwork 31 00 00
2. Trenching and Backfilling 31 23 33
1.03. REFERENCES
A. American Association of State Highway and Transportation Officials (AASHTO)
1. AASHTO T88 Particle Size Analysis of Soils
2. AASHTO T180 Moisture-Density Relations of Soils Using a 10-lb Rammer and 18-in
Drop
3. AASHTO T191 Density of Soil In-Place by Sand-Cone Method
4. AASHTO T238 Density of Soil and Soil-Aggregate in Place by Nuclear Methods
(Shallow Depth)
5. AASHTO T239 Moisture Content of Soil and Soil-Aggregate in Place by Nuclear
Methods (Shallow Depth)
B. American Society for Testing and Materials (ASTM)
1. ASTM D422 Particle-Size Analysis of Soils
2. ASTM D698 Test Method of Moisture-Density Relations of Soils and Soil-Aggregate
Mixtures Using 5.5 lb (2.5-kg) Rammer and 12-in (305-mm) Drop
3. ASTM D1556 Density of Soil in Place by the Sand-Cone method
4. ASTM D1557 Moisture-Density Relations of Soils and Soil-Aggregate Mixtures Using
10-lb (4.54-kg) Rammer and 19-in (457-mm) Drop
5. ASTM D2487 Classification of Soils for Engineering Purposes
6. ASTM D2922 Density of Soil and Soil-Aggregate in Place by Nuclear Methods
(Shallow Depth)
7. ASTM D3017 Water Content of Soil and Rock in Place by Nuclear Methods (Shallow
Depth)
1.04. SITE CONDITIONS
A. WEATHER SOFTENED SUBGRADE: CONTRACTOR shall remove and replace soft subgrade
materials resulting from adverse weather conditions.
B. PROTECTION OF GRADED AREAS: CONTRACTOR shall protect all graded areas from traffic and
erosion and shall keep these areas free of trash and debris. Work required to repair and reestablish
grades in settled, eroded, and rutted areas shall be completed to specified tolerances at
CONTRACTOR’s expense.
C. RECONDITIONING COMPACTED AREAS: All area compacted to required specifications that
become disturbed by subsequent construction operations or weather conditions shall be scarified,
moisture conditioned and re-compacted to the required density prior to further construction.
1.05. SUBMITTALS
A. If requested by the ENGINEER, the CONTRACTOR shall furnish a certified test result from an
approved laboratory showing that the free draining gravel material and granular backfill material
conforms to the Specification requirements of the Owner.
B. The following shall be submitted:
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Holt Dairy Digester EXCAVATION AND FILL
198 S 1200 W, Newcastle, Utah 84756 31 23 00
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1. Copies of Field Density Test reports shall be submitted to the ENGINEER at the beginning of
each work day for the previous day’s testing of subgrades, gravel and structural fill.
1.06. MEASUREMENT AND PAYMENT
A. Excavation and Backfill for Structures shall not be measured or paid as a separate item, but shall be
included as part of the various items to which it relates and according to Section 01 22 00 Unit
Prices – Measurements and Payment.
PART 2 – PRODUCTS
2.01. WALL BACKFILL
A. Wall backfill material shall be free from frozen lumps, rocks larger than 4 inches in the largest
dimension, roots, trash, lumber and organic material.
2.02. STRUCTURAL FILL
A. Structural fill should have a swell potential less than 4 percent under a 60 psf surcharge, have a
solubility of less than 3 percent, be free of organics, salts, or inert materials larger than 4 inches
nominal size, and be similar in gradation to the on-site soils.

PART 3 – EXECUTION
3.01. EXCAVATION
A. Excavation shall be performed to the lines and grades indicated. Excavated material not required or
not satisfactory for backfill shall be removed from the site.
B. Blasting will not be allowed except by written permit from the Iron County Fire Chief. If the permit is
granted, the CONTRACTOR shall comply with all laws, ordinances, and applicable safety code
requirements and regulations relative to the handling, storage, and use of explosives and protection
of life and property. The CONTRACTOR shall comply with the provisions outlined in the U.S. Bureau
of Mines Bulletin No. 656 “Blasting Vibrations and their Effects on Structures”, and other applicable
ordinances as specified by the Fire Chief.
C. The CONTRACTOR shall be fully responsible for all damage attributable to such blasting operations.
Excessive blasting or overshooting will not be permitted and any material outside the authorized
cross-section which may be shattered or loosened by blasting shall be removed and properly
replaced.
3.02. COMPACTION TESTING
A. Compaction Quality Control Testing shall be provided by an independent testing agency paid for by
the CONTRACTOR and approved by the OWNER and ENGINEER.
B. CONTRACTOR shall be responsible for notifying testing agency of requested testing times. A
minimum of 24 hours notification is required.
C. It shall be the responsibility of the CONTRACTOR to accomplish the specified compaction for
structural fill, backfill and other earthwork. It shall be the responsibility of the CONTRACTOR to
control his operations by performing any additional tests necessary to verify and confirm that
sufficient compaction, in accordance with the project drawings, specifications and the Geotechnical
Investigation Report, is achieved.
1. Testing Frequency
a. Structural Fill below foundations or floor slabs:
 Two (2) tests min at bottom of overexcavation/excavation for every 3000 square feet or
portion thereof of excavated area.
 Two (2) tests min per one (1) foot vertical of fill placed for every 3000 square feet or
portion thereof of excavated area.
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Holt Dairy Digester EXCAVATION AND FILL
198 S 1200 W, Newcastle, Utah 84756 31 23 00
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 If portions of the structure excavation are excavated and filled at different times the
minimum testing requirements shall be applied per excavated area and not per
structure.
b. Backfill
 One (1) test min for every 200 linear fee of fill or one (1) test per side of structure
whichever is greater.
 Tests shall be performed every two (2) feet of compacted vertical backfill thickness.
2. Testing of fill materials
a. Characteristics of structural and backfill materials shall be determined prior to their use.
b. Field density tests shall be completed in accordance with ASTM D1557.
c. Until the specified compaction for the soil below is achieved and verified the
CONTRACTOR shall not place additional fill.
d. Additional periodic compliance tests may be made by the ENGINEER. The
CONTRACTOR shall accommodate testing requests. Direct costs of additional testing
requested by the ENGINEER beyond that which is specified in the project documents will
be paid by the ENGINEER and/or OWNER.
e. Additional testing of areas that have settled from water penetration or other causes may be
required. The need for such testing will be determined by the ENGINEER and will be paid
for by the CONTRACTOR.
f. If compaction testing either by the testing agency or the ENGINEER show that the soil fails
to meet the specified compaction requirements, the CONTRACTOR shall at their own
expense remove and replace the fill at proper density or shall bring the density up to
specified level by other means acceptable to the ENGINEER. Subsequent tests required to
confirm and verify that the reconstructed backfill has been brought up to specified density
shall also be performed at the CONTRACTOR’s expense.
3.03. STRUCTURAL FILL & BACKFILL
A. Structural fill and backfill material shall not be placed against concrete structures that have not been
properly cured. Acceptable cure times and minimum acceptable concrete strength required before
backfilling against new concrete shall be determined by the ENGINEER.
B. Structural fill and backfill should be placed in maximum eight-inch loose lifts and compacted on a
horizontal plane, unless otherwise approved by the Geotechnical Engineer.
C. Structural fill placed beneath footings and the floor slab shall be compacted to at least 90 percent of
the maximum dry density as determined by ASTM D1557 for fine grained soils and 95 percent for
granular soils. The moisture content should be within 2 percent of optimum for granular soils and at
least 2 percent above optimum for fine-grained soils.
D. All other backfill material shall be placed and compacted to at least 85 percent of the maximum dry
density as determined by ASTM D1557 for fine grained soils and 90 percent for granular soils. The
moisture content should be within 2 percent of optimum for granular soils and at least 2 percent
above optimum for fine-grained soils.
E. Any imported fill materials should be approved by the ENGINEER prior to importing. Also, prior to
placing any fill, the excavations should be viewed by the Geotechnical Engineer to observe that
unsuitable materials have been removed.
F. Where moisture content is not suitable and/or sufficient compaction has not been achieved, the fill
shall be reconditioned to an approved moisture content and recompacted to the minimum required
compaction prior to placing any additional fill material
G. Unless otherwise specified, the CONTRACTOR shall be responsible for arranging for the placing
and compacting of approved fill material in accordance with these Specifications and the
Geotechnical Investigation Report.
GEM Engineering, Inc. January 23, 2025
Holt Dairy Digester EXCAVATION AND FILL
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H. If the Testing Agency should determine that the CONTRACTOR is failing to meet the minimum
requirements, the CONTRACTOR is responsible to remove, replace and recondition fill material until
satisfactory compaction is achieved, at no additional cost to the OWNER.
I. Sufficient personnel, equipment, sumps or other means should be provided to maintain the site in an
acceptable dry condition for the duration of this contract.
J. Excavations shall be braced and supported as in order to prevent the ground, adjacent to the
excavation, from sliding or settling.
3.04. REMOVAL OF WATER
A. CONTRACTOR shall provide and maintain at all times ample means and devices with which to
remove promptly and to properly dispose of all water entering the excavation.
B. CONTRACTOR shall obtain all necessary permits required for discharge of water.
C. Water shall be disposed of in a suitable manner without damage to adjacent property or without
being a menace to public health and convenience. No water shall be drained into work built or under
construction without prior consent of the ENGINEER and OWNER.
D. Dewatering shall be accomplished by well points, sumping, or any other acceptable method which
will ensure a dewatered excavation. Any dewatering method shall be subject to the approved of the
ENGINEER.
3.05. SAFETY
A. Excavations shall be sloped or otherwise supported in a safe manner in accordance with applicable
State safety requirements and the requirements of OSHA Safety and Health Standards for
Construction (29 CFR1926). The CONTRACTOR is responsible for assessing safety needs to meet
such requirements, arranging for proper equipment and/or construction methods, and maintaining
such equipment methods and construction practices so as to fully comply with all such safety
requirements.
B. The CONTRACTOR is responsible for assessing safety needs related to confined space entry, as
defined by OSHA. The CONTRACTOR shall meet all such requirements, arranging for proper
equipment and/or construction methods, and maintaining such equipment, methods and construction
practices so as to fully comply with all confined space safety requirements.
3.06. MAINTENANCE OF BACKFILL
A. All backfill shall be maintained in satisfactory condition, and all places showing signs of settlement
shall be filled and maintained during the life of the contract and for a period of one year following the
day of final acceptance of all work performed under the contract. If CONTRACTOR is notified by the
ENGINEER or OWNER that any backfill is hazardous, CONTRACTOR shall correct such hazardous
condition at once. Lack of notification by ENGINEER or OWNER does not imply that backfill is not
hazardous.
B. Any utility, road and/or parking surfacing damage by settlement that occurs within one year following
the day of final acceptance of all work, shall be repaired by CONTRACTOR to the satisfaction of the
OWNER and ENGINEER. In addition, CONTRACTOR shall be responsible for the cost of all claims
for damage filed with the Court, actions brought against the OWNER for and on account of, such
damage.
3.07. FINISH GRADING, CLEANUP
A. CONTRACTOR shall grade the trench line to a smooth grade to effect a neat and workmanlike
appearance of the trench line.
B. All tools, equipment and temporary structures shall be removed. All excess dirt and rubbish shall be
removed from the site by CONTRACTOR.
C. CONTRACTOR shall restore the site to at least as good as original condition, including but not
limited to final trench grade, native vegetation and restoration of affected public and private facilities
whether in the public right of way or on private property. Any exception to this requirement must be in
GEM Engineering, Inc. January 23, 2025
Holt Dairy Digester EXCAVATION AND FILL
198 S 1200 W, Newcastle, Utah 84756 31 23 00
24-2061 5 of 5
writing from the OWNER for the job specific conditions. See standard drawing sheet W-08 for trench
detail.
3.08. COMPACTION TESTS
A. Compaction Quality Control Testing shall be scheduled a minimum of 24 hours (or as otherwise
specified) notice must be given to the OWNER / testing agency.
B. It shall be the responsibility of the CONTRACTOR to accomplish the specified compaction for
backfill, fill and other earthwork. It shall be the responsibility of the CONTRACTOR to control his
operations by performing any additional tests necessary to verify and confirm that CONTRACTOR
has complied, and is complying at all times, with the requirements of these Specifications concerning
compaction, control, and testing.
1. Testing of Backfill Materials
a. Characteristics of backfill materials shall be determined in accordance with the
requirements of paragraph 2.01
b. The CONTRACTOR shall demonstrate the adequacy of compaction equipment and
procedures before exceeding 200 linear feet of trench backfill.
c. Until the specified degree of compaction on the previously specified amounts or earthwork
is achieved, no additional earthwork of the same kind shall be performed.
d. After satisfactory conclusion of the initial compaction demonstration and at any time during
construction, earthwork which does not comply with the specified degree of compaction
shall not exceed the previously specified quantities.
e. Periodic compliance tests may be made by the ENGINEER to verify that compaction is
meeting the requirements previously specified at no cost to the CONTRACTOR. The
ENGINEER may require retesting of backfill that has settled from water penetration in the
trench. CONTRACTOR shall remove the overburden above the level at which the
ENGINEER wishes to test and shall backfill and re-compact the excavation after the test is
complete at no additional cost.
f. If compaction fails to meet the specified requirements, the CONTRACTOR shall remove
and replace the backfill at proper density or shall bring the density up to specified level by
other means acceptable to the ENGINEER. Subsequent tests required to confirm and
verify that the reconstructed backfill has been brought up to specified density shall be paid
by the CONTRACTOR. The CONTRACTOR’s confirmation tests shall be performed in a
manner acceptable to the ENGINEER. Frequency of confirmation tests for remedial work
shall be double the amount specified for initial confirmation tests.

END OF SECTION
GEM Engineering, Inc. January 23, 2025
Holt Dairy Digester TRENCHING AND BACKFILLING
198 S 1200 W, Newcastle, Utah 84756 31 23 23
24-2061 1 of 6
SECTION 31 23 23– TRENCHING AND BACKFILLING

PART 1 – GENERAL
1.01. WORK INCLUDED
A. This item shall consist of excavating all pipeline trenches to the lines and grades indicated directed
by the ENGINEER in the field, and the backfilling of all trenches. Excavations shall include the
removal of all materials of whatever nature encountered to the depths shown on the Drawings, or as
modified in the Field by the ENGINEER.
1.02. RELATED WORK
A. Related work specified elsewhere:
1. Earthwork 31 00 00
2. Excavation and Fill 31 23 00
1.03. REFERENCES
A. American Association of State Highway and Transportation Officials (AASHTO)
1. AASHTO T88 Particle Size Analysis of Soils
2. AASHTO T180 Moisture-Density Relations of Soils Using a 10-lb Rammer and 18-in
Drop
3. AASHTO T191 Density of Soil In-Place by Sand-Cone Method
4. AASHTO T238 Density of Soil and Soil-Aggregate in Place by Nuclear Methods
(Shallow Depth)
5. AASHTO T239 Moisture Content of Soil and Soil-Aggregate in Place by Nuclear
Methods (Shallow Depth)
B. American Society for Testing and Materials (ASTM)
1. ASTM D422 Particle-Size Analysis of Soils
2. ASTM D698 Test Method of Moisture-Density Relations of Soils and Soil-Aggregate
Mixtures Using 5.5 lb (2.5-kg) Rammer and 12-in (305-mm) Drop
3. ASTM D1556 Density of Soil in Place by the Sand-Cone method
4. ASTM D1557 Moisture-Density Relations of Soils and Soil-Aggregate Mixtures Using
10-lb (4.54-kg) Rammer and 19-in (457-mm) Drop
5. ASTM D2487 Classification of Soils for Engineering Purposes
6. ASTM D2922 Density of Soil and Soil-Aggregate in Place by Nuclear Methods
(Shallow Depth)
7. ASTM D3017 Water Content of Soil and Rock in Place by Nuclear Methods (Shallow
Depth)
1.04. SITE CONDITIONS
A. WEATHER SOFTENED SUBGRADE: CONTRACTOR shall remove and replace soft subgrade
materials resulting from adverse weather conditions.
B. PROTECTION OF GRADED AREAS: CONTRACTOR shall protect all graded areas from traffic and
erosion and shall keep these areas free of trash and debris. Work required to repair and reestablish
grades in settled, eroded, and rutted areas shall be completed to specified tolerances at
CONTRACTOR’s expense.
C. RECONDITIONING COMPACTED AREAS: All area compacted to required specifications that
become disturbed by subsequent construction operations or weather conditions shall be scarified,
moisture conditioned and re-compacted to the required density prior to further construction.
GEM Engineering, Inc. January 23, 2025
Holt Dairy Digester TRENCHING AND BACKFILLING
198 S 1200 W, Newcastle, Utah 84756 31 23 23
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PART 2 – PRODUCTS
2.01. PIPE BACKFILL
A. Pipe Zone Backfill shall consist of the bedding material schedule shown in Table 2.01(A) below. All
backfill material shall be free of frozen material, organic material, and debris.

Table 2.01 (A) –Backfill Material
Sieve
Size
Percent Passing for:
Foundation
Material
Bedding
Material
Pipe Zone
Material
Final Backfill
Material
2 inch 100 Native material
containing no
vegetation rocks
larger than 6” in
diameter, asphalt
or concrete, etc.
¾ inch 0-50 100
No. 4 0-10 100 40-70
No. 50 0-5 20-50
No. 200 0-3 0-15 5-30

B. Trench backfill above the pipe zone shall be Import Granular Backfill borrow meeting the
requirements of APWA Section 02055. No backfill material in the remainder of the trench shall have
rocks larger than 2-inches in diameter. All backfill material shall be free of frozen material, organic
material and debris.
C. Within State Roadways, backfill placed above 12” over the top of the pipe shall be controlled low
strength material (CLSM)/(flowable fill) as required by UDOT.

PART 3 – EXECUTION
3.01. EXCAVATION
A. Excavation shall be performed to the lines and grades indicated. Excavated material not required or
not satisfactory for backfill shall be removed from the site.
B. Blasting will not be allowed except by written permit from the Iron County Fire Chief. If the permit is
grated, the CONTRACTOR shall comply with all laws, ordinances, and applicable safety code
requirements and regulations relative to the handling, storage, and use of explosives and protection
of life and property. The CONTRACTOR shall comply with the provisions outlined in the U.S. Bureau
of Mines Bulletin No. 656 “Blasting Vibrations and their Effects on Structures”, and other applicable
ordinances as specified by the Fire Chief.
C. The CONTRACTOR shall be fully responsible for all damage attributable to such blasting operations.
Excessive blasting or overshooting will not be permitted and any material outside the authorized
cross-section which may be shattered or loosened by blasting shall be removed and properly
replaced.
D. Pipe shall be carefully inspected in the field by field inspectors and/or county inspectors before and
after laying. If any cause for rejection is discovered in a pipe after it has been laid, it shall be
removed and replaced by the CONTRACTOR at no additional cost to the OWNER.
E. When connections are to be made to any existing pipe, conduit or other appurtenances, the actual
elevation or position of which cannot be determined without excavation, the CONTRACTOR shall
excavate for, and expose the existing improvement before laying any pipe or conduit. The inspector
shall be given the opportunity to inspect the existing pipe or conduit before the connection is made.
GEM Engineering, Inc. January 23, 2025
Holt Dairy Digester TRENCHING AND BACKFILLING
198 S 1200 W, Newcastle, Utah 84756 31 23 23
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Any adjustments in line or grade which may be necessary to accomplish the intent of the plans will
be made.
F. Pipe shall be laid up grade with the socket or collar ends of the pipe up grade unless otherwise
authorized by the Water Department and/or ENGINEER.
3.02. COMPACTION TESTING
A. Compaction Quality Control Testing shall be provided by an independent testing agency paid for by
the CONTRACTOR and approved by the OWNER and ENGINEER.
B. CONTRACTOR shall be responsible for notifying testing agency of requested testing times. A
minimum of 24 hours notification is required.
C. It shall be the responsibility of the CONTRACTOR to accomplish the specified compaction for
structural fill, backfill and other earthwork. It shall be the responsibility of the CONTRACTOR to
control his operations by performing any additional tests necessary to verify and confirm that
sufficient compaction, in accordance with the project drawings, specifications and the Geotechnical
Investigation Report, is achieved.
1. Testing Frequency
a. Pipe Trenches
 Compaction shall be tested every 200 ft laterally and 2’ vertically starting at the pipe
zone.
b. Around man holes
 Two (2) compaction tests shall be completed for every 2 feet of vertical fill placement
starting at bottom of excavation.
2. Testing of fill materials
a. Characteristics of structural and backfill materials shall be determined prior to their use.
b. Field density tests shall be completed in accordance with ASTM D1557.
c. Until the specified compaction for the soil below is achieved and verified the
CONTRACTOR shall not place additional fill.
d. Additional periodic compliance tests may be made by the ENGINEER. The
CONTRACTOR shall accommodate testing requests. Direct costs of additional testing
requested by the ENGINEER beyond that which is specified in the project documents will
be paid by the ENGINEER and/or OWNER.
e. Additional testing of areas that have settled from water penetration or other causes may be
required. The need for such testing will be determined by the ENGINEER and will be paid
for by the CONTRACTOR.
f. If compaction testing either by the testing agency or the ENGINEER show that the soil fails
to meet the specified compaction requirements, the CONTRACTOR shall at their own
expense remove and replace the fill at proper density or shall bring the density up to
specified level by other means acceptable to the ENGINEER. Subsequent tests required to
confirm and verify that the reconstructed backfill has been brought up to specified density
shall also be performed at the CONTRACTOR’s expense.
GEM Engineering, Inc. January 23, 2025
Holt Dairy Digester TRENCHING AND BACKFILLING
198 S 1200 W, Newcastle, Utah 84756 31 23 23
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3.03. SAFETY
A. Excavations shall be sloped or otherwise supported in a safe manner in accordance with applicable
State safety requirements and the requirements of OSHA Safety and Health Standards for
Construction (29 CFR1926). The CONTRACTOR is responsible for assessing safety needs to meet
such requirements, arranging for proper equipment and/or construction methods, and maintaining
such equipment methods and construction practices so as to fully comply with all such safety
requirements.
B. The CONTRACTOR is responsible for assessing safety needs related to confined space entry, as
defined by OSHA. The CONTRACTOR shall meet all such requirements, arranging for proper
equipment and/or construction methods, and maintaining such equipment, methods and construction
practices so as to fully comply with all confined space safety requirements.
3.04. TRENCH WIDTH
A. The bottom of the trench shall have a minimum width equal to two (2) times the outside diameter of
the pipe.
B. The width of the trench shall be ample to permit the pipe to be laid and jointed properly, and the
backfill to be placed as specified. Trenches shall be of such extra width, when required, as will permit
the convenient placing of timber supports, sheeting and bracing and the handling of special units as
necessary. See drawings for additional information
3.05. TRENCH PREPARATION
A. Each trench shall be excavated so that the pipe can be laid to the alignment and grade as required.
All excavations shall be sheeted, braced, and shored as required to protect the workers and existing
utilities and improvements from sliding, sloughing or settling of the trench walls while the work is in
progress. All such sheeting, bracing and shoring shall comply with the requirements of the Utah
State Industrial Commission. All damage resulting from lack of adequate sheeting, bracing and
shoring shall be the responsibility of the CONTRACTOR, and the CONTRACTOR shall affect all
necessary repairs or reconstruction resulting from such damage. All trenches shall be drained so the
pipe laying may take place in dewatered conditions.
B. The trench bottom shall be given a final trim using a string line, laser or another method approved by
the ENGINEER for establishing grade, such that each pipe section when first laid will be continually
in contact with the ground along the extreme bottom of the pipe. Bell holes shall be provided at each
joint to permit the jointing to made properly. The trench grade shall permit the pipe spigot to be
accurately centered in the preceding-laid pipe joint, without lifting the pipe above the grade, and
without exceeding the permissible joint deflection.
C. Pipe shall be bedded a minimum of 6-inches with sand or gavel meeting the bedding requirements.
In unstable ground areas, where the native soils are unsuitable for the type of pipe being installed or
as directed by the ENGINEER, an additional 12-inches of free draining gravel shall be required
beneath the 6-inches of bedding material.
3.06. REMOVAL OF WATER
A. CONTRACTOR shall provide and maintain at all times ample means and devices with which to
remove promptly and to properly dispose of all water entering the trench excavation.
B. CONTRACTOR shall obtain all necessary permits required for discharge of water.
C. Water shall be disposed of in a suitable manner without damage to adjacent property or without
being a menace to public health and convenience. No water shall be drained into work built or under
construction without prior consent of the ENGINEER.
D. Dewatering shall be accomplished by well points, sumping, or any other acceptable method which
will ensure a dewatered trench. Any dewatering method shall be subject to the approved of the
ENGINEER.
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Holt Dairy Digester TRENCHING AND BACKFILLING
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3.07. PIPELINE TRENCH BACKFILL
A. Pipeline trenches shall be backfilled to a level 12-inches above the top of the pipe with Import Select
Fill Material as specified in this section. Such material shall be compacted to 90% minimum Modified
Proctor density (ASTM D-1557) in eight inch maximum loose lifts. See drawings for additional
information.
B. After the pipe has been installed and approved and the initial portion of backfill has been placed as
specified above, backfilling of the remainder of the trench may proceed. All backfill above the
protected pipe shall be carefully placed and compacted. Compaction shall be by mechanical tamping
in 12-inch maximum lifts. All backfill material shall be free of frozen material, organic material, and
debris. Backfill placed above 12-inches over the pipe in improved areas, and additional areas as
designated on the drawings, shall be compacted to 90% minimum Modified Proctor density (ASTM
D1557)
C. Backfill requirements for piping beneath the well pump house shall comply with the more stringent of
the requirements designated in this Section and those designated in Section 31 23 00 Excavation
and Fill.
D. Backfill should be placed in maximum eight-inch loose lifts and compacted on a horizontal plane,
unless otherwise approved by the Geotechnical Engineer.
E. Backfill in pipe zone area and in upper level of trenches located in open fields shall be placed and
compacted to at least 85 percent of the maximum dry density as determined by ASTM D1557 for fine
grained soils and 90 percent for granular soils. The moisture content should be within 2 percent of
optimum for granular soils and at least 2 percent above optimum for fine-grained soils.
F. Backfill in trenches above the pipe zone and located in roadways or roadway shoulders shall be
compacted to at least 90 percent of the maximum dry density as determined by ASTM D1557 for fine
grained soils and 95 percent for granular soils. The moisture content should be within 2 percent of
optimum for granular soils and at least 2 percent above optimum for fine-grained soils.
G. Any imported fill materials should be approved by the ENGINEER prior to importing. Also, prior to
placing any fill, the excavations should be viewed by the Geotechnical Engineer to observe that
unsuitable materials have been removed.
H. Where moisture content is not suitable and/or sufficient compaction has not been achieved, the fill
shall be reconditioned to an approved moisture content and recompacted to the minimum required
compaction prior to placing any additional fill material
I. Unless otherwise specified, the CONTRACTOR shall be responsible for arranging for the placing
and compacting of approved fill material in accordance with these Specifications and the
Geotechnical Investigation Report.
J. If the Testing Agency should determine that the CONTRACTOR is failing to meet the minimum
requirements, the CONTRACTOR is responsible to remove, replace and recondition fill material until
satisfactory compaction is achieved, at no additional cost to the OWNER.
K. Sufficient personnel, equipment, sumps or other means should be provided to maintain the site in an
acceptable dry condition for the duration of this contract.
L. Excavations shall be braced and supported as in order to prevent the ground, adjacent to the
excavation, from sliding or settling.
3.08. MAINTENANCES OF BACKFILL
A. All backfill shall be maintained in satisfactory condition, and all places showing signs of settlement
shall be filled and maintained during the life of the contract and for a period of one year following the
day of final acceptance of all work performed under the contract. When CONTRACTOR is notified by
the ENGINEER that any backfill is hazardous, CONTRACTOR shall correct such hazardous
condition at once. Any utility, road and/or parking surfacing damage by such settlement shall be
repaired by CONTRACTOR to the satisfaction of the OWNER and ENGINEER. In addition,
CONTRACTOR shall be responsible for the cost of all claims for damage filed with the Court, actions
brought against the OWNER for and on account of, such damage.
GEM Engineering, Inc. January 23, 2025
Holt Dairy Digester TRENCHING AND BACKFILLING
198 S 1200 W, Newcastle, Utah 84756 31 23 23
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3.09. FINISH GRADING, CLEANUP
A. CONTRACTOR shall grade the trench line to a smooth grade to effect a neat and workmanlike
appearance of the trench line.
B. All tools, equipment and temporary structures shall be removed. All excess dirt and rubbish shall be
removed from the site by CONTRACTOR.
C. CONTRACTOR shall restore the site to at least as good as original condition, including but not
limited to final trench grade, native vegetation and restoration of affected public and private facilities
whether in the public right of way or on private property. Any exception to this requirement must be in
writing from the OWNER for the job specific conditions. See standard drawing sheet W-08 for trench
detail.

END OF SECTION

DIVISION 33 – UTILITIES

GEM Engineering, Inc. January 23, 2025

Holt Dairy Digester HDPE POND LINER
198 S 1200 W, Newcastle, Utah 84756 33 47 13
24-2061 1 of 14
SECTION 33 47 13 – HDPE POND LINER

PART 1 – GENERAL
1.01. RELATED DOCUMENTS
A. The conditions of the contract for construction and the general requirements of Division 1 of these
specifications apply to the work in this section.
1.02. WORK INCLUDED
A. This specification describes High Density Polyethylene (HDPE) Lining Membranes. The supply and
installation of these materials shall be in strict accordance with the Engineer’s specifications and
engineering drawings and be subject to the terms and conditions of the contract. The subgrade and
the HDPE material will meet the specifications contained herein and in the GRI Test Method GM13
(Attachment G).
1.03. RELATED WORK
A. Related Work specified elsewhere:
1. Unit Prices Section 01 22 00
2. Quality Control Section 01 45 00
3. Earthwork Section 31 00 00
4. Site Clearing Section 31 10 00
1.04. QUALITY CONTROL
A. Manufacturer Experience:
1. The manufacturer of the lining material specified in the previous section shall have previously
demonstrated the ability to produce this membrane by having successfully manufactured a
minimum of ten million square feet of similar liner material for hydraulic lining installations. The
liner material provided by the manufacturer must be listed by the NSF (National Sanitation
Foundation) Standard 54.
B. Factory Quality Assurance and Control
1. Quality Assurance testing shall be carried out by the geomembrane manufacturer to
demonstrate that the product meets this specification.
2. Raw Material: All compound ingredients of the HDPE materials shall be randomly sampled on
delivery to the HDPE manufacturing plant to ensure compliance with specifications. Tests to be
carried out shall include Density ASTM D1505 and Melt Index ASTM D1238, Condition E.
3. Manufactured Roll Goods: Samples of the production run shall be taken and tested according to
ASTM D638 to ensure that tensile strength at yield and break, elongation at yield and break
meet the minimum specifications. A quality control certificate shall be issued with the material.
4. All welding material shall be of a type supplied by the manufacturer.
5. All FML material shall be certified as “holiday free” by electrical potentiometric means (spark
tested) or other equivalent approved means, during manufacture.
GEM Engineering, Inc. January 23, 2025

Holt Dairy Digester HDPE POND LINER
198 S 1200 W, Newcastle, Utah 84756 33 47 13
24-2061 2 of 14
C. Liner installer
1. Approved liner installation companies
a. COMANCO Environmental Corporation
1135 Terminal Way, Suite 204A
Reno, NV 89502
Ph: 775-324-7707
b. EC Applications, Inc.
650 North Batavia Street
Orange, CA 92868
Ph: 714-921-9848
c. International Lining Technology
850 Maestro Drive, Ste. 101
Reno NV 89511
Ph: 775-284-2929
d. Additional companies by approval of Project Engineer only. Approval required prior
to submitting bid.
1.05. SUBMITTALS
A. At least fifteen (15) days prior to the first project coordination meeting, submit for review and
approval installer’s qualifications. Include firm name, address, telephone number and manufacturer’s
endorsement of installer.
B. Submit for record manufacturer’s specification and instruction manual for liner.
C. The geomembrane manufacture shall submit the following information to the Project Manager /
Owner:
1. The origin (resin supplier’s name, resin production plant), identification (brand name, number)
and production date of resin.
2. A copy of the quality control certificates issued by the resin supplier noting results of density and
melt index.
3. Reports on the tests conducted by the geomembrane manufacturer to verify the quality of the
resin used to manufacture the geomembrane rolls assigned to the considered facility (these
tests should include specific gravity [ASTM D792 Method A or ASTM 1505 and melt index
ASTM D1238 Condition 1902.16]).
4. Reports on these tests conducted by the geomembrane manufacturer to verify the quality of the
sheet.
5. A properties sheet including, at a minimum, all specified properties, measured using test
methods indicated in the specifications or equivalent.
6. After receipt of material, the geomembrane manufacturer shall provide the Project Manager /
Owner with one quality control certificate for every roll of FML provided. The quality control
certificate shall be signed by a responsible party. The quality control certificate shall include: roll
numbers, identification and results of quality control tests. As a minimum, the quality control
certificates shall include the results of the geomembrane properties tested by the method and at
the frequency shown in the table below.
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Property Test Method Frequency
Thickness ASTM D 751 Every Roll
Density ASTM D 792/1505 Every 5th Roll
Tensile Yield Strength ASTM D 638 Every Roll
Yield Elongation ASTM D 638 Every Roll
Tensile Break Strength ASTM D 638 Every Roll
Break Elongation ASTM D 638 Every Roll
Dimensional Stability ASTM 1204 Every Roll
Tear Resistance ASTM D 1004 Every Roll
Puncture Resistance FRMS 101C-2065 Every Roll
Environmental Stress Crack Resistance ASTM D 1693B Every Roll
Carbon Black Content ASTM D-1603 Every 5th Roll
Carbon Black Dispersion ASTM D-3015 Every Resin Lot

D. Submit upon request for review and approval samples of liner material.
1.06. TRANSPORTATION AND HANDLING
A. Deliver all materials in manufacturer’s original, unopened containers and rolls with labels intact and
legible
B. Deliver materials in sufficient time and quantity to allow continuity of work and compliance with
approved construction schedule.
C. Handle rolled goods in a manner to prevent damage to edges and ends.
D. Store all materials on clean raised platforms and in accordance with manufacturer’s instructions.
E. Provide continuous protection of materials against damage and deterioration
F. Remove damaged and defective materials from site.
G. Follow manufacturer’s recommendations as minimum except as specified herein.
1.07. WARRANTY
A. Provide the following minimum warranties:
1. General Contractor: Two (2) years
2. Manufacturer: Manufacturer’s ten (10) year warranty.

PART 2 – PRODUCTS
2.01. MATERIAL
A. Physical Properties:
1. The HDPE liner material used in this project shall be a minimum of 60 mil in thickness and have
the properties as called out in Table 1(a) of GRI Test Method GM13 (Attachment G).
2. Raw material shall be first quality polyethylene resin containing no more than 2% clean recycled
polymer by weight.
3. Melt Index (ASTM D1238 Condition 190/2.16): <= 1.0 g / 10 min.
4. Dimensional stability in each direction at +/- 2% max (ASTM D 1204 – 100oC 1 hr).
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5. Environmental stress crack resistance of 1500 hrs min (ASTM D 1693 Condition B).
6. The new membrane liner shall comprise HDPE material manufactured of new, first-quality
products designed and manufactured specifically for the purpose of liquid containment in
hydraulic structures.
7. The lining material shall be manufactured a minimum of 22.5 feet seamless widths. Labels on
the roll shall identify the thickness, length and manufacturer’s roll number. There shall be no
factory seams.
8. The liner material shall be so produced as to be free of holes, blisters, undispersed raw
materials, or any sign of contamination by foreign matter. Any such defect shall be repaired
using the extrusion fusion welding technique in accordance with the manufacturer’s
recommendations.
9. The contractor shall, at the time of bidding, submit a certification from the manufacturer of the
sheeting, stating that the sheeting meets physical property requirements for the intended
application. FML rolls will not be installed, if any tested property is below the National Sanitation
Foundation (NSF 54) minimum standard.
B. Handling:
1. Delivery: Transportation of the geomembrane shall be performed by the geomembrane
manufacturer through an independent trucking firm or other party as agreed by the owner.
2. Offloading: Geomembrane, when off-loaded, shall be placed on a smooth well drained surface,
free of rocks or any other protrusions which may damage the material. No special covering is
necessary for geomembrane The following should be verified prior to off-loading the
geomembrane:
a. Handling equipment used on the site is adequate and does not pose any risk of damage to
the geomembrane.
b. Personnel informed of proper handling techniques and will do so with care.
3. Any welding rod delivered to the site prior to the geomembrane installation contractor’s arrival
should be kept covered and dry or placed in a storage facility.
4. Upon arrival at the site the geomembrane installation contractor shall conduct a surface
observation of all rolls for defects and for damage. This inspection shall be conducted without
unrolling rolls unless defects are found or suspected. The geomembrane installation contractor
shall indicate any damage to the Project Manager / Owner.
5. Storage: The Project Manager / Owner shall provide storage space in a location(s) such that on-
site transportation and handling are minimized. Storage space should be protected from theft,
vandalism, passage of vehicles, and be adjacent to the area to be lined.

PART 3 – EXECUTION
3.01. INSTALLATION
A. Area Subgrade Preparation:
The earthwork contractor shall be responsible for preparing the subgrade according to the basin’s
design and in accordance with the following specifications. If there is a discrepancy between the
project design drawings and the following specifications the more stringent requirements shall apply.
1. The earthwork shall be smooth and free of all rocks, stones, sticks roots, sharp objects, or
debris of any kind. No stones or other hard objects that will not pass through a 3/8” screen shall
be present in the top 1” of the surfaces to be covered. No vegetation, brush roots or other
foreign material shall be present on the surfaces to be lined.
2. The surface should be compacted so as to provide a firm, unyielding foundation for the
membrane with no sudden, sharp or abrupt changes or break in grade. No ruts, irregularities or
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soft areas will be present on the surfaces to be lined. The subgrade shall be thoroughly
compacted.
3. No standing water or excessive moisture shall be allowed.
4. An anchor trench shall be constructed in a square in accordance with detail DF3 / C.DF3 to
secure the FML along the berm of the containment structure to be covered. See attached
drawings at end of this specification for anchor and cover details.
5. The installation contractor shall certify in writing that the surface on which the membrane is to
be installed is acceptable before commencing work. The FML will be assembled, seamed,
tested and installed by the methods specified by a manufacturer recognized by the National
Sanitation Foundation, Standard 54.
6. The subgrade shall be constructed so as to meet the following:
a. The subgrade material will come from either on-site or from approved stockpiles.
b. The earthwork for the anaerobic digesters and the equalization basins will be constructed
so the subgrade will be free of any foreign material such as stones greater than 3/8 inch in
diameter, vegetation, brush, roots or similar material which could damage the FML.
c. The subgrade material will be classified as CH, CL, CL-ML, ML, SM, SC, SW or SP by the
USCS Classification System.
d. A moisture/density curve will be developed for the subgrade material.
e. The minimum compacted thickness of the subgrade layer shall be 8”.
f. The subgrade will be compacted and graded to meet the installation contractor’s
specifications so as to avoid any ruts, irregularities and soft areas. The subgrade will be
thoroughly compacted to provide support for the FML.
g. The subgrade will be compacted to a minimum of 95% of the dry density based on ASTM
D698. For proper compaction, moisture will be added to the soil in quantities comparable to
the OMC.
h. Installed density shall be confirmed by field test methods at a frequency of one test per
200’ x 200’ grid square.
i. A written statement by an independent professional engineer regarding the subgrade’s
structural integrity, along with supporting data will be submitted with the liner certification
packet.
B. Dike Construction:
The earthwork contractor shall be responsible for constructing dikes according to the following
specifications:
1. The dike will be constructed of relatively impermeable material.
2. Each lift shall not exceed 6 inches in depth.
3. A geotechnical inspector will conduct compaction testing for each two vertical foot intervals at a
frequency of 1 per every 400 linear feet.
4. A written statement by an independent professional engineer regarding the dike’s structural
integrity, along with supporting data will be submitted with the liner certification packet.
C. Anchor Trench:
1. The project design drawings include details showing anchor trench installation requirements.
Deviations from this design must be approved by the design engineer prior to use.
2. Compaction of the anchor trench backfilling will be done promptly after installation of the FML.
3. Compaction of the trench backfill shall include moisture added to the top 6 inches, with
compaction done by a vibratory roller or tamper to firm unyielding surface.
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4. Final grading will be implemented to produce a smooth uniform finish that slopes away from the
digester and basins.
5. A client approved quality control technician shall inspect the anchor trench upon completion.
Any portion of the anchor trench inadequately constructed will be re-dug and repaired in
accordance with the specifications above.
D. Geomembrane Placement:
1. The installation of the HDPE must be done by the manufacturer, or a manufacturer’s authorized
distributor, using the manufacturer’s extrusion or hot wedge welding equipment and installation
methods. All supervisors overseeing the liner installation must have five million square feet of
supervisory liner experience. All field technicians must have one million square feet of seaming
experience.
2. Field Panel identification: A field panel is the unit area of polyethylene which is to be seamed in
the field, i.e., a field panel may be a complete roll or partial roll cut in the field. Smaller units
used in the lining systems such as repairs, tabs, extensions, etc. need not be documented in
the same manner as a field panel.
a. The installer will be responsible for marking each panel with the identification number and
the appropriate manufacturer’s roll number. It is suggested that the panel number be
marked on each end of the panel, after each panel is placed, for ease of reference.
3. Field Panel Placement:
a. Placement Plan: Panel placement should take into account: site drainage (including sump
or low point considerations), prevailing wind direction, subgrade construction, access to the
site and the production schedule of the project. Adequate slack will be maintained in the
liner material during assembly and after installation to minimize stress due to variations in
ambient temperature and incident radiation.
b. Installation Sequence: Field deployed panels should be seamed as soon as possible after
deployment to minimize the risk of wind or water damage.
c. Weather Conditions: Geomembrane panel deployment shall not proceed when ambient air
temperature or adverse weather conditions exist which will jeopardize the integrity of the
liner installation. Typically, installation shall not proceed when the ambient temperature is
below 20oF or above 110oF. Special low temperature welding techniques may be required
in conditions of ambient temperatures between 20oF and 40oF.
d. Geomembrane panel deployment shall not proceed if subgrade conditions have
deteriorated due to moisture, or in the presence of high winds which might cause damage
to the liner material. Deployed panels should be adequately ballasted at all times to limit
the risk of wind damage.
e. Method of Deployment: The FML installation contractor shall proceed with deployment
provided the following conditions are met. If the conditions below are not met the FML
installation contractor shall cease deployment and resolve the problems with the Project
Manager / Owner.
 Any equipment used does not damage the subgrade.
 The subgrade conditions have not deteriorated.
 The subgrade is free of loose rocks, debris, ruts, etc.
 The personnel who are in contact with the liner do not smoke, wear damaging shoes,
or engage in other activities which risk damage to the liner.
 Adequate sandbags are present to weight the edges of the liner to avoid wind uplifting.
 Excessive traffic across the liner is avoided.
f. Damage: The FML installation manager and quality assurance technical shall visually
inspect each panel, as soon as possible after deployment, for damage or areas needing
repair. Appropriate marks indicating a need for repairs shall be done during the inspection.
Heavily creased or otherwise defective material shall be rejected.
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E. Field Seaming & Layout:
1. Individual panels of liner material shall be laid out and overlapped by a maximum of four inches
(101 millimeters) for extrusion weld prior to welding or five inches (127 millimeters) for hot
wedge weld prior to welding. Extreme care shall be taken by the installer in the preparation of
the areas to be welded.
2. All sheeting shall be welded together by means of integration of the extrudate bead with the
lining material. The composition of the extrudate shall be identical to the lining material, or all
sheeting shall be welded together using the hot wedge welding system.
3. Seam Layout: In general, seams shall be oriented parallel to the plane of maximum slope, i.e.,
oriented along, not across the slope. In corners and odd shaped geometric locations the
number of seams should be minimized. No horizontal seams should occur on a panel less than
5 lineal feet from the top of the slope. On slopes of less than 10% (6:1) this rule shall not apply.
Seams will be installed at least four feet into the anchor trench.
a. A seam is considered a separate entity if it joins two panels. Repairs are not considered
seams in this context.
b. A seam numbering system can be used to identify the seams. It is suggested that a simple
numerical system be used or adjacent panel numbers can be utilized to identify the seam.
c. Seams will be welded to at least four feet into the anchor trench.
4. Seaming Equipment and Products: Approved processes for field seaming and repairing are
extrusion welding and fusion welding. All welding equipment should have accurate temperature
monitoring devices installed and working to ensure proper measurement of the fusion welding
wedge temperature or the extrusion barrel temperature.
5. Extrusion Welding Process: This process shall be used primarily for repairs, patching and
special detail fabrication and can also be used for seaming.
a. The extrusion welding apparatus (Hand welder) shall be equipped with gauges or other
temperature monitoring devices to indicate temperature of the extrudate (resin) as well as
the applicable pre-heat settings.
b. The FML installation contractor shall verify the following:
 Equipment in use is functioning properly.
 Welding personnel are purging the machine of heat-degraded extrudate prior to actual
use.
 All work by the personnel is performed on clean surfaces and done in a professional
manner.
 No seaming is done in adverse weather conditions.
6. Fusion Welding Process: This process shall be used for seaming panels together and is not
generally used for patching or detail work.
a. The apparatus may be of a hot wedge type and shall be equipped with a “split wedge”,
used for pressure type seam testing.
b. Fusion welding equipment shall be self-propelled devices and shall be equipped with
functioning speed controllers and monitors to assure proper control by the welding
technician. The welding equipment used shall be capable of continuously monitoring and
controlling the temperatures in the zone of contact where the machine is actually fusing the
lining material so as to ensure that changes in environmental conditions will not affect the
integrity of the weld.
c. The FML installation contractor shall verify the following:
 Equipment in use is functioning properly.
 Welding personnel are performing seaming in a professional manner and are attentive
to their duties.
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d. Figure F-1 below is a schematic detail which indicates acceptable fusion weld. Deviations
from these must be approved by the design engineer prior to use.
4" TO 6"
AIR POCKETFUSION HEAT
WELDS (TYP.)FLEXIBLE
MEMBRANE
LINER MATERIAL
Figure F-1 – Typical Fusion Weld
7. Seam Preparation: The area to be welded shall be cleaned and prepared in accordance with
this specification and the recommendations of the material manufacturer. The welding
technician shall verify the following:
a. Prior to seaming the seam area shall be free of moisture, dust, dirt, sand or debris of any
nature.
b. Seam is overlapped for fusion welding.
c. Seem is overlapped or extended beyond damaged areas at least 4” when extrusion
welding.
d. Seam is properly heat tacked and abraded when the extrusion welding is done.
e. Seams are performed with the fewest number of unmatched wrinkles or “fish mouths”.
8. Fish Mouths: No “fish mouths” shall be allowed within the seam area. Where “fish mouths”
occur the material shall be cut, overlapped and an overlap extrusion weld shall be applied.
9. Slack: Adequate slack will be maintained in the liner during assembly and after installation to
minimize stresses due to variations in ambient temperature and incident radiation.
10. Defective Material: Heavily creased or otherwise defective liner material will be rejected.
11. Weather Conditions for Seaming: No seaming shall be performed in ambient air temperatures
or adverse weather conditions which will jeopardize the integrity of the liner installation. Ambient
air temperatures shall not exceed 110oF nor be below 20oF during seaming. Additionally,
seaming shall not proceed in conditions in which the liner is subject to dew or other
condensation, rain, snow, frost or frozen subgrade.
12. Low Temperature Welding Procedures: The most important criteria for performing welding when
the ambient temperature is between 20oF to 40oF is the condition of the trial weld. All trial welds
should be made in conditions duplicating the actual welding environment. The following
procedures should be used to maintain the quality of the weld in low temperature ambient
conditions (20oF to 40oF).
a. Conduct additional trial welds when a welding machine has been shut off, or after a major
change in ambient conditions. A major change in ambient conditions would include but is
not limited to the following:
 Change in temperature of more than 20oF
 Change in wind speed of more than 10 mph.
 Change in the amount of sunshine on the liner.
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b. The geomembrane and extrudate material must be dry and free from frost, dew,
condensation or other moisture.
c. Hot wedge set temperatures may be increased up to 700oF in 10oF increments as
necessary.
d. The hot wedge rate of travel should be slowed as necessary.
e. Length of trial weld seams should be increased to 5 ft for extrusion welds and 24 ft for
fusion welds.
f. Clean the seam area immediately in front of the welding apparatus with a clean dry cloth.
g. Destructively test one specimen, no greater than 6” from the end of each seam to confirm
the quality of the seam.
h. Increase hand welder (extrusion welder) pre-heat temperature up to 600oF in 20oF
increments as necessary.
i. Increase hand welder extrudate temperature up to 530oF in 10oF increments as necessary.
j. If additional measures are needed to produce acceptable welds the following additional
measures may be implemented:
 Install an insulating material such as a geotextile cushion beneath the seam being
welded.
 Use hot air pre-heat (additional pre-heat for extrusion welding) 6” to 12” in front of the
welding apparatus (both fusion and extrusion welders). Verify weld quality be means of
a trial weld.
k. If trial welds still indicate that a quality weld cannot be produced be the above steps, a wind
shield or an enclosure may be placed over the area to be welded. In the case of an
enclosure, the enclosed area shall be heated by forced air or radiant means to an air
temperature at or above 40oF.
l. All trial welds will be documented with samples (failures and approved) recorded, retained
with samples attached to completion submittal records.
13. Temporary Bonding: The FML installation contractor shall verify that no solvents or adhesives
are used in the seaming area. Tape or heat tacking is permissible for temporarily holding
patches but is not a substitute for welding.
14. Trial seams / Welds: Trial seams / welds shall be made on appropriate sized pieces of
geomembrane material to verify that seaming conditions are adequate.
a. Trial seams / welds shall be performed for each welder to be used and by each operator of
extrusion welders, and by the primary operator of the fusion welder.
b. A passing trial seam / weld shall be made prior to seaming each day. If the apparatus is
cooled down after use and additional trial seam may be required.
c. Fusion welded trial seams shall be approximately 5 foot long by 1 foot wide with the seam
centered lengthwise. For extrusion welding the trial seam sample size shall be
approximately 3 feet long by 1 foot wide with the seam centered lengthwise.
d. Test welds shall be marked with date, ambient temperature and welding machine number.
All test weld samples will be retained and submitted with approved inspection reports.
e. Samples of weld ¼” to ½” wide shall be cut from the test weld and pulled by hand in peel.
The weld should not peel.
f. Refer to Quality Assurance and Quality Control Section 5.2.B for testing requirements.
g. The geomembrane installation contractor shall assign each trial seam / weld sample a
number and record the test results in the appropriate log.
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h. Upon passing, unless otherwise specified, all trial seam / weld specimens must be retained
and submitted with approval inspection reports.
F. Defects and Repairs
1. Once defective or areas requiring repair are identified as called out in Section 5.3. Each area
shall be repaired in accordance with this section and non-destructively tested.
2. Repair Procedures: Any portion of the polyethylene lining system exhibiting a defect which has
been marked for repair shall be repaired with one or more of the following appropriate
procedures:
a. Repair Methods:
 Patching: Used to repair holes, tears, un-dispersed raw materials in the sheet.
 Grind and Re-Weld: Used to repair small section of extruded seams.
 Spot Welding: Used to repair small, minor, localized flaws.
 Flap Welding: Used to extrusion weld the flap of fusion weld in lieu of a full cap.
 Capping: Used to repair failed seams.
 Topping: Application of extrudate bead directly to existing seams.
b. The following conditions shall apply to all of the above methods:
 Surfaces of the polyethylene which are to be repaired shall be abraded.
 All surfaces must be clean and dry at the time of the repair.
 All seaming equipment and personnel used in repairing procedures shall be qualified
and documented by the client’s third party inspector.
 All patches and caps shall extend at least 4” beyond the edge of the defect and all
patches shall have rounded corners.
3. Large Wrinkles: Large wrinkles that remain in the sheet as a result of temperature expansion or
uneven surface preparation may need removal in consideration of applied dead loads on the
wrinkle, etc. Should the wrinkle need removing, the lower down slope edge of the wrinkle shall
be cut, overlapped and repaired as described above. Both ends of the wrinkle repair shall be
patched. Caution must be taken in removing any wrinkles. Wrinkles are needed to allow for
future contraction of the geomembrane, especially in cold weather.
G. Liner Vents
1. The project design drawings include details showing typical vents. Vents shall be installed in
accordance with manufacturer’s recommendations as well as requirements and
recommendations indicated on project design drawings.
H. Pipe Penetrations
1. The project design drawings include details showing pipe penetrations. Pipe penetrations shall
be installed in accordance with manufacturer’s recommendations as well as requirements and
recommendations indicated on project design drawings.
I. Final Earthwork, Backfilling and Equipment
1. Backfilling of Anchor Trench: Promptly after installation of the FML, the anchor trench shall be
backfilled by the earthwork contractor or the installer, as specified in the contract. Backfilling
should occur when the geomembrane is in its most contracted (taut) state. Care must be taken
when backfilling to avoid damage to the FML.
2. Construction Equipment: Construction equipment or vehicles with steel tracks shall not be
permitted directly on the geomembrane liner. Vehicles with rubber tires, without a tugged tread
and with a loading of less than 6.0 lbs / in2 weight are allowed, provided proper care is taken
when operating the vehicle to avoid stressing the geomembrane. Other equipment such as
portable generators shall be permitted if the support apparatus for the equipment protects the
liner from being damaged.
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3.02. QUALITY ASSURANCE AND QUALITY CONTROL
A. Materials:
1. The FML installation contractor or quality control technician shall verify that the property values
certified by the geomembrane manufacturer meet all of the specifications; that the
measurements of properties by the geomembrane manufacturer are properly documented; and
that the test methods used are acceptable.
B. Field Seam Testing / Quality Control
1. The end user company, or their designated representative, reserves the right of access for
inspection of any or all phases of this installation at their expense.
2. Qualifications of personnel: All personnel performing seaming operations shall be qualified by
experience. At least one welder (Master Welder) shall be on site at all times during the seal
welding process and have experience seaming a minimum of 5,000,000 ft2 of geomembrane.
The “Master Welder” shall provide supervision of the less experienced welding technicians
during seaming, patching and testing operations.
3. Testing of coupons (strips of material) before seaming, stress cracks and all seams must be
done in accordance with the FML manufacture’s requirements.
4. Trial Welds / Seams:
a. Four specimens, each 1” wide and 6” apart from each other shall be cut from the trial
seam. Two of the specimens shall be tested in shear and two specimens tested in peel.
Both shear and peel tests shall be conducted to the yield point of the geomembrane. When
testing a fusion welded seam the outside (top) weld of a split-wedge weld should be
considered the primary weld and shall be the weld tested in peel. The specimen must
exhibit the following properties to pass:
 Shear Test: Both specimens must meet or exceed the bonded seam strength values in
shear of both specimens shall exhibit a bonded seam strength in shear that is greater
than 90% of the minimum yield tensile strength of the parent material.
 Peel Test: Both specimens must exhibit failure of the parent material or meet or
exceed the bonded seam strength values in peel, or strength values shall be greater
than 70% of the minimum yield tensile strength of the parent material.
b. General seaming operations may proceed prior to the test being complete. Should a trial
seam fail, a sample shall be removed 3 lineal feet from the start of the seaming operations
and tested per the above. This procedure will be repeated and followed until a passing
sample is located. All work preceding the passing sample shall be repaired.
5. Non-Destructive Seam Continuity Testing
a. Concept: The FML installation contractor shall non-destructively test and document all field
seams over their full length using an air pressure test or vacuum test. The purpose of non-
destructive tests is to check the continuity of the seams.
b. The FML installation contractor shall:
 Schedule all non-destructive testing operations.
 Instruct the testing personnel regarding marking of repairs needed, leaks and sign-off
marks on seams and repairs.
 Monitor the operations of testing personnel to ensure that procedures for testing are
followed.
c. On seams that cannot be non-destructively tested by vacuum or air-pressure methods due
to physical constraints, (i.e. a boot detail) the seam shall be tested using other approved
methods.
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d. Vacuum Testing:
 Equipment:
- Vacuum box assembly consisting of a rigid housing, a transparent viewing window,
a soft gasketing material attached to the bottom, a valve assembly and a certified
vacuum gauge.
- Vacuum pumping device. Including back-up device
- Foaming agent in solution.
- Equipment suitable for applying the foaming agent.
 Procedure:
- Wet the section of the seam with foaming agent.
- Place the vacuum box over the wetted area.
- Energize the pumping apparatus.
- Obtain a minimum pressure of -5.0 psi.
- For a period of approximately 10 seconds, observe, through the viewing window,
for the presence of soap bubbles.
- If no bubbles are observed, reposition the box on the next area for testing.
- If bubbles are detected, mark and document location of the leak so repairs can be
made.
e. Air Pressure Testing: The following procedures are applicable for seams produced by a
double-fusion welding apparatus.
 Equipment:
- Air pump or air tank equipped with pressure gage and capable of producing a
minimum pressure of 30 psi.
- Sharp hollow needle to insert the air into the air chamber of the seam.
 Testing Procedure:
- Installer will provide for approval a detailed seam testing map prior to the starting
of seal tests.
- Seal both ends of the air channel in the seam to be tested.
- Insert the hollow needle into the air chamber at either end of the seam to be
tested.
- Energize the air pump to a minimum pressure of 30 psi and read pressure inserted
into the chamber. Allow the pressure to stabilize and if necessary, re-pressurize to
minimum pressure of 30 psi. Then record the pressure.
- Wait for a minimum of 5 minutes and then record the air pressure again.
- If the difference between the initial and the final pressure is greater than 3 psi the
seam failed. Documentation required on all failed tests.
- Upon completion of all readings, open the opposite end of the seam with a needle.
The escaping air will confirm that the entire length of the seam was pressurized
and therefore tested.
- Upon passing the air pressure test, the seam shall be marked and documented.
- All Seam tests shall be witnessed by client or client’s inspector.
 Procedure for Air Pressure Test Failure:
- While the seam air-channel is under pressure, traverse the length of the seam and
listen for the leak. Once the area of the leak has been narrowed down, apply a
soapy solution to the seam edge (do not trim excess material from edge of seam)
and observe for bubbles formed by escaping air.
- As an alternative to the step above the seam may be re-tested in progressively
smaller increments, until the area of leakage is identified.
- Repair the identified leaking area by extrusion welding the excess material at the
edge of the seam and then vacuum test.
GEM Engineering, Inc. January 23, 2025

Holt Dairy Digester HDPE POND LINER
198 S 1200 W, Newcastle, Utah 84756 33 47 13
24-2061 13 of 14
- In areas where the air channel is closed and the integrity of the weld is not
suspect, vacuum testing is acceptable.
6. Destructive Seam Testing
a. Concept: Destructive seam tests shall be performed at locations selected by client’s
inspectors. The purpose of these tests is to evaluate bonded seam strength. Seam
strength testing shall be performed and documented as work progresses.
b. Location and Frequency: The minimum frequency of sample removal shall be one sample
per 750 ft of seam. The location of the test sample will be taken no greater than 6” from the
end of the seam. Additional test samples removal as requested by the client or client’s
inspector.
c. Size of Samples: The size of the sample for independent testing shall be 12” by minimal
length with the seam centered lengthwise. The sample shall be cut into the following
segments and distributed as follows:
 The first segment cut shall be 12” x 12” marked with the appropriate D/S number and
given to the AQ technician for testing.
 The second segment, 12” x requested length (18” max) shall be marked with the
appropriate D/S number and transmitted at the contractors cost to the independent
testing laboratory or the quality assurance technician personnel for their dispersal.
d. Field Testing: The segments given to the quality assurance technician shall be tested in
peel and in sheer using the following criteria:
 Ten specimens of 1” width shall be cut from the segment.
 Five of the specimens shall be tested in a peel configuration. The outside (top) weld of
a split wedge weld shall be considered the primary weld and shall be the weld tested in
peel.
 Five of the specimens shall be tested in a shear configuration.
 The geomembrane manufacturer shall supply a field tensiometer equipped with a drive
/ pull apparatus adjusted to a pull rate of 2”/min to 20”/ min and a means of measuring
the strength of the sample.
 Pass Fail Criteria: The installers sample will pass when:
- The peel specimens exhibit failure of the parent material.
- The bonded strength peel values shall be greater than or equal to 70% of the
minimum yield tensile strength of the parent material.
- The shear specimens display parent material failure.
- If the bonded seam strength in shear values is not listed, the shear values shall be
greater than or equal to 90% of the minimum yield tensile strength of the parent
material.
Note: Location of break determinations is to be in accordance with ANSI/NSF 54
- Four out of five specimens meeting the above criteria constitute a passing test.
 Procedure for Failing Tests:
- Two samples of the same size shall be removed from the failed seam. The first
sample shall be removed 10 lineal feet in front of the failed sample and the second
shall be removed from behind the failed sample.
- Label the samples A and B and test in accordance with procedures listed above.
- If both samples A and B pass, seam between the location of samples A and B
shall have the flap extrusion welded or be capped and non-destructively tested
accordingly.
GEM Engineering, Inc. January 23, 2025

Holt Dairy Digester HDPE POND LINER
198 S 1200 W, Newcastle, Utah 84756 33 47 13
24-2061 14 of 14
- If either sample A or B fails, additional samples shall be taken a minimum distance
of 10 feet away from the failed test location. Testing shall continue as outlined
above until the area of incorrect seam is isolated.
- In lieu of taking an excessive number of samples, the installer may opt at their cost
to extrusion weld the flap or cap for the entire length of the seam then non-
destructively test the seam.
- All failing tests shall be documented and forwarded to the client or client’s
representative within 24 hours, along with recommendation of correction.
C. Defects and Repairs
1. Identification: All seams and non-seam areas of the polyethylene lining system shall be
examined for defects in the seam or sheet.
2. Identification of the defect may be made by marking on the sheet/seam with paint or other
marks. The following procedure shall be followed:
a. For any defect in the seam or sheet that is an actual breach (hole) larger than ¼” in the
liner system, the installer personnel shall circle the defect and mark the letter “P” inside the
circle. The letter “P” indicates that a patch is required.
b. For any defect in the seam or sheet that is less than a ¼” hole, the installer personnel shall
only circle the defect indicating that the repair method may be only an extruded bead and a
patch may not necessarily be required. Repair methods will be at the sole discretion of the
client and the client’s qualified inspection representative.
3. Unless otherwise specified, only the geomembrane installation contractor or quality assurance
technician shall be permitted to mark on the liner system. The quality assurance technician shall
use markings that are distinguishable from the geomembrane installation contractor markings.
4. Verification of Repairs: Each repair shall be non-destructively tested in accordance with
requirements of these specifications and manufacturer’s recommendations. Once passing tests
are achieved a marking shall be placed on the repair, indicting the test is complete and the area
has passed the test. If defects remain, appropriate markings shall be made to clearly indicate
that additional repairs are required.
D. Final Approval
1. A final inspection of the completed liner will be conducted by the FML installation contractor,
quality assurance technician and project manager / owner. This careful evaluation will occur
before the Division of Water Quality is asked to approve the use of the lined lagoon. The
purpose of the inspections is to verify the following:
a. All repairs have been appropriately performed.
b. All test results are positive.
c. Area is free of scrap, trash and debris.
d. Anchor trench has been properly backfilled.
e. Liner has been installed according to the requirements of these specifications, the project
documents and the manufacturer’s recommendations.
f. Four (4) copies in three ring binders of all installation record documents will be required
prior to final acceptance.
2. Each liner material test, construction inspection checklist, data sheet, or narrative report will be
preserved for inspection by the Division of Water Quality. Waste shall not be discharged into the
digesters or equalization basins prior to the approval of the Division of Water Quality.

END OF SECTION

ATTACHMENTS

GM13 - 1 of 11 Revision 18, April 5, 2024
Geosynthetic Institute
475 Kedron Avenue
Folsom, PA 19033-1208USA
TEL [phone]
FAX [phone]
GRI - GM13 Standard Specification*
Revision 18: April 5, 2024
Revision schedule on pg. 11
Standard Specification for
“Test Methods, Test Properties and Testing Frequency for
High Density Polyethylene (HDPE) Smooth and Textured Geomembranes” SM
1.Scope
1.1 This specification covers high density polyethylene (HDPE) geomembranes with a
formulated sheet density of 0.940 g/ml, or higher, in the thickness range of 0.75 mm
(30 mils) to 3.0 mm (120 mils). Both smooth and textured geomembrane surfaces
are included.
1.2 This specification sets forth a set of minimum, physical, mechanical and chemical
properties that must be met, or exceeded by the geomembrane being manufactured.
In a few cases a range is specified.
1.3 In the context of quality systems and management, this specification represents
manufacturing quality control (MQC).
Note 1: Manufacturing quality control represents those actions taken by a
manufacturer to ensure that the product represents the stated
objective and properties set forth in this specification.
1.4 This standard specification is intended to ensure good quality and performance of
HDPE geomembranes in general applications, but is possibly not adequate for the
complete specification in a specific situation. Additional tests, or more restrictive
*ThisGRI standard specification isdeveloped by the Geosynthetic Research Institute through consultation and review
by the member organizations. This specification will be reviewed at least every 2-years, or on an as-required basis. In
this regard it is subject to change at any time. The most recent revision date is the effective version and it is kept
current on the Institute’s Website<<geosynthetic-institute.org>>.
Copyright © 2017 Geosynthetic Institute - All Rights Reserved
This specification was developed by the Geosynthetic Research Institute (GRI), with the
cooperation of the member organizations for general use by the public. It is completely optional
in this regard and can be superseded by other existing or new specifications on the subject matter
in wholeorin part.NeitherGRI,the Geosynthetic Institute,nor anyof itsrelatedinstitutes,warrant
or indemnifies any materials produced according to this specification either at this time or in the
future.
GM13 - 2 of 11 Revision 18, April 5, 2024
values for test indicated, may be necessary under conditions of a particular
application.

Note 2: For information on installation techniques, users of this standard are
referred to the geosynthetics literature, which is abundant on the
subject.

2. Referenced Documents

2.1 ASTM Standards

D 792 Specific Gravity (Relative Density) and Density of Plastics by
Displacement
D 1004 Test Method for Initial Tear Resistance of Plastics Film and Sheeting
D 1238 Test Method for Flow Rates of Thermoplastics by Extrusion Plastometer
D 1505 Test Method for Density of Plastics by the Density-Gradient Technique D
1603 Test Method for Carbon Black in Olefin Plastics
D 4218 Test Method for Determination of Carbon Black Content in Polyethylene
Compounds by the Muffle-Furnace Technique
D 4833 Test Method for Index Puncture Resistance of Geotextiles,
Geomembranes and Related Products
D 5199 Test Method for Measuring Nominal Thickness of Geotextiles and
Geomembranes
D 5397 Procedure to Perform a Single Point Notched Constant Tensile Load –
(SP-NCTL) Test: Appendix
D 5596 Test Method for Microscopic Evaluation of the Dispersion of Carbon
Black in Polyolefin Geosynthetics
D 5721 Practice for Air-Oven Aging of Polyolefin Geomembranes
D 5885 Test method for Oxidative Induction Time of Polyolefin Geosynthetics by
High Pressure Differential Scanning Calorimetry
D 5994 Test Method for Measuring the Core Thickness of Textured
Geomembranes
D 6370 Standard Test Method for Rubber-Compositional Analysis by
Thermogravimetry (TGA)
D 6693 Test Method for Determining Tensile Properties of Nonreinforced
Polyethylene and Nonreinforced Flexible Polypropylene Geomembranes
D 7238 Test Method for Effect of Exposure of Unreinforced Polyolefin
Geomembrane Using Fluorescent UV Condensation Apparatus
D 7466 Test Method for Measuring the Asperity Height of Textured
Geomembranes
D 8117 Standard Test Method for Oxidative Induction Time of Polyolefin
Geosynthetics by Differential Scanning Calorimetry

2.2 GRI Standards

GM10 Specification for the Stress Crack Resistance of Geomembrane Sheet
GM13 - 3 of 11 Revision 18, April 5, 2024
2.3 U. S. Environmental Protection Agency Technical Guidance Document "Quality
Control Assurance and Quality Control for Waste Containment Facilities,"
EPA/600/R-93/182, September 1993, 305 pgs.

3. Definitions

Manufacturing Quality Control (MQC) - A planned system of inspections that is used to
directly monitor and control the manufacture of a material which is factory originated.
MQC is normally performed by the manufacturer of geosynthetic materials and is
necessary to ensure minimum (or maximum) specified values in the manufactured product.
MQC refers to measures taken by the manufacturer to determine compliance with the
requirements for materials and workmanship as stated in certification documents and
contract specifications.
Ref. EPA/600/R-93/182

Manufacturing Quality Assurance (MQA) - A planned system of activities that provides
assurance that the materials were constructed as specified in the certification documents
and contract specifications. MQA includes manufacturing facility inspections,
verifications, audits and evaluation of the raw materials (resins and additives) and
geosynthetic products to assess the quality of the manufactured materials. MQA refers to
measures taken by the MQA organization to determine if the manufacturer is in compliance
with the product certification and contract specifications for the project.
Ref. EPA/600/R-93/182

Formulation - The mixture of a unique combination of ingredients identified by type,
properties and quantity. For HDPE polyethylene geomembranes, a formulation is defined
as the exact percentages and types of resin(s), additives and carbon black.

Nominal - Representative value of a measurable property determined under a set of
conditions, by which a product may be described. Abbreviated as nom. in Tables 1 and 2.

4. Material Classification and Formulation

4.1 This specification covers high density polyethylene geomembranes with a
formulated sheet density of 0.940 g/ml, or higher. Density can be measured by
ASTM D1505 or ASTM D792. If the latter, Method B is recommended.

4.2 The polyethylene resin from which the geomembrane is made will generally be in
the density range of 0.932 g/ml or higher, and have a melt index value per ASTM
D1238 of less than 1.0 g/10 min.

4.3 The resin shall be virgin material with no more than 10% rework. If rework is used,
it must be a similar HDPE as the parent material.

4.4 No post-consumer resin (PCR) of any type shall be added to the formulation.
GM13 - 4 of 11 Revision 18, April 5, 2024
5. Physical, Mechanical and Chemical Property Requirements

5.1 The geomembrane shall conform to the test property requirements prescribed in
Tables 1 and 2. Table 1 is for smooth HDPE geomembranes and Table 2 is for
single and double sided textured HDPE geomembranes. Each of the tables are given
in English and SI (metric) units. The conversion from English to SI (metric) is soft.

Note 3: The tensile strength properties in this specification were originally
based on ASTM D 638 which uses a laboratory testing temperature
of 23 C 2 C. Since ASTM Committee D35 on Geosynthetics
adopted ASTM D 6693 (in place of D 638), this GRI Specification
followed accordingly. The difference is that D 6693 uses a testing
temperature of 21 C 2 C. The numeric values of strength and
elongation were not changed in this specification. If a disputearises
in this regard, the original temperature of 23 C 2 C should be
utilized for testing purposes.

Note 4: There are several tests often included in other HDPE specifications
which are omitted from this standard because they are outdated,
irrelevant or generate information that is not necessary to evaluate
on a routine MQC basis. The following tests have been purposely
omitted:

Volatile Loss Water absorption
Dimensional Stability Ozone Resistance
Coeff. Of Linear Expansion Modulus of Elasticity
Resistance to Soil Burial Hydrostatic Resistance
Low Temperature Impact Tensile Impact
ESCR Test (D1693) Field Seam Strength
Wide Width Tensile Multi-Axial Burst
Water Vapor Transmission Various Toxicity Tests

Note 5: There are several tests which are included in this standard (that are
not customarily required in other HDPE specifications) because they
are relevant and important in the context of current manufacturing
processes. The following tests have been purposely added:

Oxidative Induction Time
Oven Aging
Ultraviolet Resistance
Asperity Height of Textured Sheet -
(see Note 6)

GM13 - 5 of 11 Revision 18, April 5, 2024
Note 6: The minimum average value of asperity height does not represent an
expected value of interface shear strength. Shear strength associated
with geomembranes is both site-specific and product- specific and
should be determined by direct shear testing using ASTM
D5321/ASTM D6243 as prescribed. This testing should be included
in the particular site’s CQA conformance testing protocol for the
geosynthetic materials involved, or formally waived by the Design
Engineer, with concurrence from the Owner prior to the deployment
of the geosynthetic materials.

Note 7: There are other tests in this standard, focused on a particular property,
which are updated to current standards. The following are in this
category:

Thickness of Textured Sheet
Puncture Resistance
Stress Crack Resistance
Carbon Black Dispersion (In the viewing and subsequent
quantitative interpretation of ASTM D 5596 only near spherical
agglomerates shall be included in the assessment).

5.2 The values listed in the tables of this specification are to be interpreted according
to the designated test method. In this respect they are neither minimum average roll
values (MARV) nor maximum average roll values (MaxARV).

5.3 The properties of the HDPE geomembrane shall be tested at the minimum
frequencies shown in Tables 1 and 2. If the specific manufacturer's quality control
guide is more stringent and is certified accordingly, it must be followed in like
manner.

Note 8: This specification is focused on manufacturing quality control (MQC).
Conformance testing and manufacturing quality assurance (MQA)
testing are at the discretion of the purchaser and/or quality assurance
engineer, respectively.

6. Workmanship and Appearance

6.1 Smooth geomembrane shall have good appearance qualities. It shall be free from
such defects that would affect the specified properties of the geomembrane.

6.2 Textured geomembrane shall generally have uniform texturing appearance. It shall
be free from agglomerated texturing material and such defects that would affect the
specified properties of the geomembrane.
GM13 - 6 of 11 Revision 18, April 5, 2024
6.3 General manufacturing procedures shall be performed in accordance with the
manufacturer's internal quality control guide and/or documents.

7. MQC Sampling

7.1 Sampling shall be in accordance with the specific test methods listed in Tables 1
and 2. If no sampling protocol is stipulated in the particular test method, then test
specimens shall be taken evenly spaced across the entire roll width.

7.2 The number of tests shall be in accordance with the appropriate test methods listed
in Tables 1 and 2.

7.3 The average of the test results should be calculated per the particular standard cited
and compared to the minimum value listed in these tables, hence the values listed
are the minimum average values and are designated as "min. ave."

8. MQC Retest and Rejection

8.1 If the results of any test do not conform to the requirements of this specification,
retesting to determine conformance or rejection should be done in accordance with
the manufacturing protocol as set forth in the manufacturer's quality manual.

9. Packaging and Marketing

9.1 The geomembrane shall be rolled onto a substantial core or core segments and held
firm by dedicated straps/slings, or other suitable means. The rolls must be adequate
for safe transportation to the point of delivery, unless otherwise specified in the
contract or order.

10. Certification

10.1 Upon request of the purchaser in the contract or order, a manufacturer's certification
that the material was manufactured and tested in accordance with this specification,
together with a report of the test results, shall be furnished at the time of shipment.
GM
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s

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7

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5

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12

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33

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(
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1
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50
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0

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0

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r

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R
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M
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p
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(
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4
2
1
8

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2.
0
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0

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0

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0
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0

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0
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0

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0
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0

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k

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D
5
5
9
6

no
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e

(4
)

no
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e

(4
)

no
t
e

(4
)

no
t
e

(4
)

no
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e

(4
)

no
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e

(4
)

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e

(4
)

20
,
0
0
0

k
g

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t
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v
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T
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m
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)

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T

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7

D 58
8
5

10
0

40
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40
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40
0

10
0

40
0

10
0

40
0

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,
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0
0

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g

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n

A
g
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g

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t

8
5
°C
(5
)
,

(
6
)

D
5
7
2
1

55

80

55

80

55

80

55

80

55

80

55

80

55

80

pe
r

e
a
c
h

fo
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m
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l
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n

St
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d
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T

(
m
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n
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e
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)

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t
a
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d

a
f
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e
r

9
0
da
y
s

— or

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g
h

P
r
e
s
s
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O
I
T

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n
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d

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9
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D 81
1
7

D 58
8
5

UV

R
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s
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c
e

(7
)

D
7
2
3
8

N.

R
.

(8
)

50

N.
R
.

(8
)

50

N.
R
.

(8
)

50

N.
R
.

(8
)

50

N.
R
.

(8
)

50

N.
R
.

(8
)

50

N.
R
.

(8
)

50

pe
r

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a
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h

fo
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m
u
l
a
t
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o
n

(a
)

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t
a
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d
a
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T

(
m
i
n
.

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e
.
)

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—
(b
)

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e
s
s
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e

O
I
T

(
m
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n
.

a
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.
)

- %
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e
t
a
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n
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d

a
f
t
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r

1
6
0
0

h
r
s

(9
)

D 81
1
7

D 58
8
5

Ma
c
h
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d
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c
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n

(
M
D
)

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n
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ma
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M
D
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d

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g
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3
3
mm

Br
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a
k

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t
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s

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P
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L

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Q
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.

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h
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1
6
0
3

(
t
u
b
e

f
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r
n
a
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e
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r

D

6
3
7
0

(
T
G
A
)

a
r
e

a
c
c
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p
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a
b
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e

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f

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a
p
p
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p
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c
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4
2
1
8

(
m
u
f
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f
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a
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)

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b
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GM13 - 11 of 11 Revision 18: April 5, 2024
Adoption and Revision Schedule for HDPE Specification per GRI
“Test Methods, Test Properties, Testing Frequency for High Density Polyethylene (HDPE)
Smooth and Textured Geomembranes”
Adopted: June 17, 1997
Revision 1: November 20, 1998; changed CB dispersion from allowing 2 views to be in
Category 3 to requiring all 10 views to be in Category 1 or 2. Also reduced
UV percent retained from 60% to 50%.
Revision 2: April 29, 1999: added to Note 5 after the listing of Carbon Black
Dispersion the following: “(In the viewing and subsequent quantitative
interpretation of ASTM D5596 only near spherical
agglomerates shall be included in the assessment)” and to Note (4) in the
property tables.
Revision 3: June 28, 2000: added a new Section 5.2 that the numeric table values are
neither MARV or MaxARV. They are to be interpreted per the the
designated test method.
Revision 4: December 13, 2000: added one Category 3 is allowed for carbon black
dispersion. Also, unified terminology to “strength” and
“elongation”.
Revision 5: May 15, 2003: Increased minimum acceptable stress crack resistance time
from 200 hrs to 300 hrs.
Revision 6: June 23, 2003: Adopted ASTM D 6693, in place of ASTM D 638, for tensile
strength testing. Also, added Note 2.
Revision 7: February 20, 2006: Added Note 6 on Asperity Height clarification with
respect to shear strength.
Revision 8: Removed recommended warranty from specification.
Revision 9: June 1, 2009: Replaced GRI-GM12 test for asperity height of
textured geomembranes with ASTM D 7466.
Revision 10 April 11, 2011: Added alternative carbon black content test methods
Revision 11 December 13, 2012: Replaced GRI-GM11 with the equivalent ASTM
D 7238.
Revision 12 November 14, 2014: Increased minimum acceptable stress crack resistance
time from 300 to 500 hours. Also, increased asperity height of textured sheet
from 10 to 16 mils (0.25 to 0.40 mm).
Revision 13 November 4, 2015: Removed Footnote (1) on asperity height from tables.
Revision 14 January 6, 2016: Removed Trouser Tear from Note 5.
Revision 15: September 9, 2019: Editorial update to harmonize tables.
Revision 16: March 17, 2021: Updated Standard OIT Test from ASTM D3895 to D8117
Revision 17: July 17, 2023: Included thickness requirements for weld edge of textured
geomembrane in Note 8.

Revision 18: April 3, 2024 Removed Note 8 and clarified weld edge characterization of textured
geomembrane in Tables 2a and 2b.

DRAWING SHEETS

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TITLE:
LOCATION:
HOLT DAIRY DIGESTER
198 S 1200 W NEWCASTLE, UTAH
1/
2
3
/
2
5
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24
-
2
5
6
9
TITLE:
LOCATION:
HOLT DAIRY DIGESTER
198 S 1200 W NEWCASTLE, UTAH
1/
2
3
/
2
5
ST
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P
L
A
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24
-
2
5
6
9
TITLE:
LOCATION:
HOLT DAIRY DIGESTER
198 S 1200 W NEWCASTLE, UTAH
1/
2
3
/
2
5
ST
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P
L
A
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24
-
2
5
6
9
TITLE:
LOCATION:
HOLT DAIRY DIGESTER
198 S 1200 W NEWCASTLE, UTAH
1/
2
3
/
2
5
ST
R
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P
L
A
N
24
-
2
5
6
9
TITLE:
LOCATION:
HOLT DAIRY DIGESTER
198 S 1200 W NEWCASTLE, UTAH
1/
2
3
/
2
5
ST
R
U
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P
L
A
N
24
-
2
5
6
9
TITLE:
LOCATION:
HOLT DAIRY DIGESTER
198 S 1200 W NEWCASTLE, UTAH
1/
2
3
/
2
5
ST
R
U
C
T
U
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S

D
E
T
A
I
L
2
PI
P
E

S
T
R
A
P
-
D
O
W
N

D
E
T
A
I
L
DR
A
W
I
N
G

T
I
T
L
E
:
SH
E
E
T

N
O
.
SL
U
D
G
E

R
E
M
O
V
A
L
DE
T
A
I
L
S
G-
5
0
3