DSHW-2024-009835

Deq submit <[e-mail]>
Salt Lake Valley Solid Waste Management Facility, SW120
1 message
Matt Sullivan <[e-mail]>Mon, Dec 23, 2024 at 10:37 AM
To: Deq submit <[e-mail]>
Salt Lake Valley Solid Waste Management Facility, SW120
Construction QC/QA As-Built Report for Module 8
Received December 23, 2024.
There are three attachments (two in PDF and one in Word) with this email.
The main one is an As-Built Report for Module 8 in pdf, another is a Word document with questions/comments and owner
responses, and the third is a GSI email response in pdf.
Please arrange them in that order if possible.
Thank you
--
Matt Sullivan | Environmental Scientist
Solid Waste Program, Division of Waste Management & Radiation Control
Email: [e-mail]

Office: [phone] | Front Desk: [phone]
Emails to and from this email address may be considered public records and thus subject to Utah GRAMA requirements.
Statements made in this email do not constitute the official position of the Director of the Division of Waste Management and Radiation Control. If
you desire a statement of the Division Director’s position, please submit a written request to the Director, including copies of documents relevant to
your request.
As-Built Report for Module 8 2024-12-19.pdf
3 attachments
Module 8 QAQC question & clarifications with responses 12-19-2024.docx
15K
GSI's Email Explanation.pdf
205K
GSI's Email Explanation.pdf
205K
12/23/24, 11:27 AM State of Utah Mail - Salt Lake Valley Solid Waste Management Facility, SW120
https://mail.google.com/mail/b/AEoRXRR3QVZRqk7NnErhEB1quOX_n4rTKLBjIy9z68Hvi2nOBV0_/u/0/?ik=adf9d5e615&view=pt&search=all&permthi…1/1
The CONSTRUCTION QC/QA AS-BUILT REPORT pdf is 678 pages.
On p 387 of the pdf, under the column “Preweld ID”, Preweld ID 89’s far right column
“Test Results” displays “Inc.” where the rest of the column displays “Pass”. On p. 398 of
the pdf, it is the same situation. Please explain.
The liner installer GSI used the software GeoCABB to log and summarize the test
results on the project. The code “Inc.” meant the installer needed to provide more data
or that the data was “incomplete” when they ran the report. GSI provided the additional
data and sent over the updated pages. The Construction QC/QA As-Built Report has
been updated (see pages 379-391 of the report).
On p. 500 of the pdf, there were two rows using Air Pressure (under column Test Type)
that appear incomplete. On page 515 of the pdf, it is the same situation. Please
explain.
GSI provided the additional data and re-ran the report. The Construction QC/QA As-
Built Report has been updated (see pages 488-518 of the report).
On p 537 of the pdf, the repair weld dates end on 11-17-2023 but pick up on the next
line on 6-1-2024. Why the six-month gap? The Test Date column is similar. Why?
Around mid-November 2023, the weather changed, and the site began receiving rain
heading into winter. After several rainstorms and cold outside temperatures, the
subgrade became saturated with water and wouldn't dry out. The top 3 inches or so of
the subgrade was very wet and muddy. As per the geosynthetic clay liner (GCL)
Installation Guidelines, the subgrade when in an unfrozen state should be firm and
unyielding. The project team discussed the issue at a meeting on site. The decision was
made to not install any more GCL and HDPE liners until the subgrade had dried out and
stabilized. GSI left the project and would return to finish their work next year. Around
mid-May 2024, the subgrade had dried out and final grade had been re-established.
The area was compaction tested and passed off (see page 198 of the report). GSI
returned to the project and resumed their work around the beginning of June 2024.
CONSTRUCTION QC/QA AS-BUILT REPORT
FOR
SALT LAKE VALLEY SOLID WASTE MANAGEMENT FACILITY
MODULE 8
Job No. LDF20015

Prepared for:
Salt Lake City Corporation
Engineering Division
349 South, 200 East, Suite 600
Salt Lake City, UT 84114

Prepared by:
Wall Consultant Group
2139 S. 1260 W.
Salt Lake City, UT 84119

November 2024
This document presents the project bid documents, contractor submittals and the associated field
Quality Control/Quality Assurance documents generated during the construction of Module 8 at
the Salt Lake Valley Solid Waste Management Facility located at 6030 California Ave, Salt Lake
City, UT 84104. Procore was used for project management and documentation purposes.
See Procore for all inspection daily reports and photographs. To access the project in
Procore, contact the Department of Public Services | Salt Lake City Corporation:

Darwin Taylor
Engineer II
[phone]
[e-mail]

OR

John M. Coyle, P.E.
Engineer VII
[phone]
[e-mail]

Salt Lake City Corporation contracted Wall Consultant Group (WCG) to design Module 8. WCG
also provided personnel to assist Salt Lake City Corporation with project management, general
inspection, laboratory and field testing of materials during construction.

The Module 8 contract was awarded to the general contractor Whitaker Construction. Whitaker
subcontracted Geo-Synthetics Systems (GSI) to provide and install the geosynthetic clay liner,
HDPE liner, and the Geonet drainage layer.

Whitaker Construction began working on the project in June 2023 and achieved substantial
completion in August 2024.
Table of Contents

1.0 PROJECT MANUAL
2.0 AS-BUILT DRAWINGS
3.0 SUBGRADE
3.1 Construction QC/QA Plan
3.2 Subgrade Acceptance
3.2.1 Laboratory Test Results
3.2.2 Field Density Test Reports
3.2.3 GSI’s Certificate of Acceptance of Subgrade
4.0 GEOSYNTHETIC CLAY LINER
4.1 Construction QC/QA Plan
4.2 Contractor Submittals
5.0 HDPE LINER
5.1 Construction QC/QA Plan
5.2 Contractor Submittals
5.3 Pre-Weld Test Reports
5.4 Destructive Sample Reports
5.5 Seam Control Forms
5.6 Repair Reports
5.7 Panel Placement Summary
5.8 Liner As-Built Drawings
6.0 GEONET DRAINAGE LAYER
6.1 Construction QC/QA Plan
6.2 Contractor Submittals
7.0 LEACHATE COLLECTION AND REMOVAL SYSTEM
7.1 Contractor Submittals
7.1.1 Precast Headwall
7.1.2 Leachate Pipe
7.1.3 Nonwoven Geotextile
7.1.4 Sewer Rock

Table of Contents

8.0 PROTECTIVE COVER SOIL
8.1 Construction QC/QA Plan
9.0 RISER 5 ABANDONMENT
9.1 Sewer Rock
9.2 Nonwoven Geotextile
9.3 Photos

1.0
PROJECT MANUAL

Project Title Page
00 01 01 - 1

SALT LAKE CITY CORPORATION
Salt Lake City, Utah

PROJECT MANUAL

FOR

SALT LAKE VALLEY SOLID WASTE MANAGEMENT FACILITY
MODULE 8
JOB No. LDF20015

PREPARED BY

Department of Public Services
Engineering Division
349 South 200 East, Suite 100
Salt Lake City, UT 84111

2023

Revised March 15, 2013 Table of Contents
00 01 10 - 1
T A B L E O F C O N T E N T S
SALT LAKE VALLEY SOLID WASTE MANAGEMENT FACILITY
MODULE 8
JOB No. LDF20015

Reference No. of
Number Title Pages

PROCUREMENT AND CONTRACTING REQUIREMENTS

00 01 01 Project Title Page .................................................................................... 1
00 01 07 Seals Page ............................................................................................. 1
00 01 10 Table of Contents .................................................................................... 3
00 11 16 Invitation to Bid ...................................................................................... 3
00 21 13 Instructions to Bidders ............................................................................. 10
00 21 14 Instructions to Bidders - UDOT .................................................................. 1
00 22 13 Supplementary Instructions to Bidders ......................................................... 11
00 22 16 Supplementary Instructions (BIPW) ............................................................. 2
00 41 00 Bid Form .............................................................................................. 4
00 43 00 Bid Schedule .......................................................................................... 6
00 43 36 Proposed Subcontractor Form .................................................................... 3
00 43 37 Work Under Contract Report ..................................................................... 2
00 43 38 Bidder Status Report ................................................................................ 2
00 43 45 Qualified Health Insurance Certification Form ................................................ 2
00 43 46 Work Environment Certification Form .......................................................... 2
00 52 00 Agreement ............................................................................................ 8
00 54 16 Qualified Health Insurance Supplemental Agreement ........................................ 4
00 61 13 Performance Bond ................................................................................... 6
00 61 14 Payment Bond ........................................................................................ 6
00 62 11 Submittal Transmittal Form ....................................................................... 3
00 62 16 Certificate of Insurance Form ..................................................................... 1
00 65 13 Certificate of Substantial Completion ............................................................ 2
00 73 00 Sewer SPecial Provisions .......................................................................... 5
00 73 10 Modifications to the General Conditions ........................................................ 8
00 73 15 Modifications to APWA Standard Plans ....................................................... 2
00 73 50 Requirements of the Department of Public Utilities ......................................... 4
00 91 13 Addenda ............................................................................................... 1

GENERAL REQUIREMENTS
01 11 00 Summary of Work ................................................................................... 2
01 14 00 Work Restrictions ................................................................................... 1
01 31 13 Coordination .......................................................................................... 1
01 32 16 Progress Schedule ................................................................................... 1
01 33 00 Submittal Procdure .................................................................................. 4

Revised March 15, 2013 Table of Contents
00 01 10 - 2
01 35 10 Acceptance ............................................................................................ 1
01 55 26 Traffic Control ....................................................................................... 1
01 57 00 Temporary Controls ................................................................................ 2
01 71 23 Construction Layout ................................................................................ 3

05 05 10S Debris Fence ......................................................................................... 1

33 50 10S 60 mil HDPE Liner…………………… ....................................... ………………….7
33 50 20S Geosynthetic Clay Liner…………………………………………………........ ............... 7

END OF DOCUMENT

Revised February 1, 2019 Instructions to Bidders
00 21 13 - 1
DOCUMENT 00 21 13
INSTRUCTIONS TO BIDDERS

PART 1 GENERAL
1.1 DEFINED TERMS
A. Terms used in the Bid Documents that are defined in Article 1.1 of the General Conditions
will have the meanings indicated in the General Conditions.
B. General Conditions: as published in Document 00 72 00 in the current edition of the
Manual of Standard Specifications by the Utah Chapter of the American Public Works
Association.
1.2 COPIES OF BID DOCUMENTS
A. Bidders must use complete sets of Bid Documents in preparing Bids. OWNER and
ENGINEER assume no responsibility for errors or misinterpretations resulting from the
use of incomplete sets of Bid Documents.
B. Bid Documents are made available to Bidder only for the purpose of obtaining Bids on the
Work. No license or grant for any other use is given.
C. Bid Document copyrights shall remain with OWNER.
D. All provisions of the current edition of the Manual of Standard Specifications and Manual
of Standard Plans published by the Utah Chapter of the American Public Works
Association that are applicable to the Work are made a part of the Contract Documents by
reference. Those publications are available on the web at http://utah.apwa.net.
E. Salt Lake City’s Department of Public Utilities has a document entitled “Standard
Practices for Salt Lake City Public Utilities” (January 5, 2010 edition). The document is
available from 1530 South West Temple, Salt Lake City, Utah.
1.3 PRE-BID CONFERENCE
A. Representatives of OWNER and ENGINEER will be present at a pre-bid conference to
discuss the Project. Bidders are encouraged to attend and participate in the conference.
ENGINEER will transmit to all persons or agencies who have signed up to receive copies
of the Bid Documents such Addenda as ENGINEER considers necessary in response to
questions arising at the conference. The location and time of the conference are identified
in the Invitation to Bid (Document 00 11 16).
1.4 EXAMINATION OF SITE AND CONTRACT DOCUMENTS
A. In General: Bidders are permitted to converse with ENGINEER or ENGINEER's
personnel having knowledge of the Project, Plans, Specifications, material sites, or
conditions generally prevailing in the area of the Project to aid in pre-bid investigations.
OWNER is not bound by any statements or representations made by ENGINEER or
ENGINEER's personnel before the Bid opening or award of the Construction Contract,
nor for any assumptions or conclusions reached by a prospective Bidder as a result of such
communication unless ENGINEER issues an Addendum to all prospective Bidders.
B. Access to Site: The lands upon which the Work is to be performed, and rights-of-way

Revised February 1, 2019 Instructions to Bidders
00 21 13 - 2
and easements for access thereto and other lands designated for use by Bidder in
performing the Work are identified in the Contract Documents. All additional off-site
lands and access
thereto required for temporary construction facilities or storage of materials and equipment
must be provided by Bidder.
C. Contract Documents: The submission of a Bid will constitute an incontrovertible
representation by Bidder that Bidder has complied with every requirement of this Article
1.4; that without exception the Bid is premised upon performing and furnishing the Work
required by the Contract Documents; and that the Contract Documents are sufficient in
scope and detail to indicate and convey understanding of all terms and conditions for
performance and furnishing of the Work.
D. Bidder's Obligations: The submission of a Bid constitutes acknowledgement that Bidder
has complied with all bidding instructions. It is the responsibility of each bidder, before
submitting a Bid, to:
1. Examine the Contract Documents thoroughly;
2. Visit the site to become familiar with local conditions that may affect cost, progress,
performance, or furnishing of the Work;
3. Consider federal, state, and local Laws and Regulations that may affect cost, progress,
performance, or furnishing of the Work;
4. Study and carefully correlate Bidder's observations with the Contract Documents; and
5. Identify and notify ENGINEER in writing of all specific conflicts, errors, or
discrepancies in the Contract Documents, and of any doubts of Bidder about their
meanings. The failure or omission of any Bidder to receive or examine any form,
instrument, Addendum, or other document, visit the site and become acquainted
with conditions there existing, or attend the pre-bid conference, shall in no way
relieve any Bidder from obligations with respect to Bidder's Bid or to the
Construction Contract.
E. Deviations from the Terms of the Contract Documents: OWNER will not accept any
deviations whatsoever from the printed terms of the Agreement (Document 00 52 00) and
the Contract Documents, except by Addendum or Change Order.
1.5 PHYSICAL CONDITIONS
A. In General: Before submitting a Bid, each Bidder is responsible for review of OWNER's
explorations, tests, and data concerning surface conditions, subsurface conditions, and
Underground Facilities at or contiguous to the site, or otherwise, that may affect cost,
progress, performance, or furnishing of the Work in accordance with the time, price, and
other terms and conditions of the Contract Documents.
B. Surface and Subsurface Conditions: Provisions concerning surface and subsurface
conditions, if any, are set forth in the Geotechnical Data (Document 00 31 32). That
document provides the identification of:
1. Those reports of explorations and tests of subsurface conditions at the site that have
been used by ENGINEER in preparing the Contract Documents; and

Revised February 1, 2019 Instructions to Bidders
00 21 13 - 3
2. Those drawings of physical conditions in or relating to existing surface and subsurface
structures (except Underground Facilities) at or contiguous to the site that have been
used by ENGINEER in preparing the Contract Documents.
C. Underground Facilities: Information and data indicated in the Contract Documents
regarding Underground Facilities at or contiguous to the site is based upon information
and data furnished to OWNER and ENGINEER by owners of such Underground
Facilities. OWNER does not assume responsibility for the accuracy or completeness
thereof other than as provided in paragraph 4.3A.2 of the General Conditions or unless
expressly provided in the Modifications to the General Conditions (Document 00 73 10).
D. Additional Explorations: On request in advance, and if possible, OWNER will provide
to each Bidder access to the site to conduct any explorations and tests as each bidder deems
necessary for submission of a Bid. Bidder shall obtain permits, fill all holes, and clean up
and restore the site to its former condition upon completion of such explorations. Bidder
shall indemnify and save OWNER harmless during and after the performance of additional
explorations.
E. Modifications to the Contract Documents: Provisions concerning the adequacy of the
data furnished for subsurface structures and underground facilities and the possibility of
changes in the documents due to differing conditions appear in Articles 4.2 and 4.3 of the
General Conditions.
PART 2 BIDDING PROCEDURES

2.1 INTERPRETATIONS AND ADDENDA
A. All requests for interpretation of the Contract Documents shall be made in writing and
delivered to ENGINEER no later than 7 calendar days before the Bid opening. If required,
ENGINEER will send a written interpretation to all persons receiving a set of Bid
Documents in the form of a written Addendum. If ENGINEER doesn’t respond to a
Bidder's request for interpretation, Bidder shall not rely on any interpretation in the request
that is contrary to the intent and terms of the Contract Documents.
B. OWNER will not be responsible for any explanations or interpretations, except those duly
issued in the form of written Addendum.
C. Addenda may also be issued to modify the Bidding Documents as deemed advisable by
ENGINEER.
D. Any Addendum so issued during the time of bidding shall be deemed to be included in the
Bid. All Addenda shall become a part of the Contract Documents.
E. Except to cancel the Bid opening, no Addendum shall be issued within 48 hours before
the Bid opening.
2.2 EQUIPMENT AND MATERIAL OPTIONS BEFORE OPENING
A. If a Bidder or Supplier wishes to use items of equipment or materials other than those
identified in the Contract Documents, Bidder or Supplier shall submit a written request
for approval to ENGINEER at least 10 days before the date set for the Bid opening.
B. The procedure for submission of any such request shall be as follows: submit 1) two sets

Revised February 1, 2019 Instructions to Bidders
00 21 13 - 4
of the written request and technical brochures and 2) a statement of variances. The
statement of variances must list all features of the proposed substitution that differ from
the Contract Documents and must further certify that the substitution has no other variant
features. The brochure and information submitted must be clearly marked showing make,
model, size, options, and any other features and must include sufficient evidence for
ENGINEER to evaluate each feature listed as a variance. If after installing the substituted
product, an unlisted variance is discovered, CONTRACTOR shall immediately replace
the product with a specified product at no cost to OWNER.
C. Any approval of such a request by ENGINEER must be made not later than 48 hours
before the Bid opening. ENGINEER's failure to approve by such time shall be deemed a
denial of the request.
D. Any such approval is at the sole discretion of ENGINEER and will be in the form of an
Addendum, issued to all Bidders holding Bid Documents, indicating that the additional
equipment or materials are approved as equal to those specified for the Project.
2.3 BID SECURITY
A. Delivery of Bid Security: Bidders must deliver Bid security to OWNER at the time they
deliver their Bid. If Bid Security is not delivered with the Bid, the Bid will not be read or
accepted
B. Amount of Bid security: The Bid security amount must equal at least 5 percent of the
total amount of the Bid. The total amount of the Bid shall be the sum of all items of the
Bid, constituting the maximum amount of the possible award to the Bidder.
C. Bid Bond: If a Bidder submits a bid electronically using SciQuest, the Bid security must
be an electronic or scanned Bid bond. OWNER will not accept an emailed or faxed Bid
bond. If a Bidder submits a bid by U.S. mail or hand-delivery, the Bid security must be
either a hard-copy original Bid bond or a hard-copy original cashier’s check. Electronic
or scanned copies, photocopies, or faxes of the Bid bond or cashier’s check will not be
accepted with hard-copy Bid submissions delivered in-person or by U.S. mail. The Bond
must guarantee that the Bidder, if awarded the Work, will promptly enter into the
Construction Contract to perform the Work in the manner required by the Contract
Documents.
D. Cashier's Check: If a cashier's check is used, the cashier's check must be made payable
to Salt Lake City Corporation. Personal or company checks will not be accepted.
E. Return of Bid Security: OWNER will return any hard-copy Bid securities to all Bidders
by the earlier of 45 days after the date of the Bid opening and 7 days after the effective
date of the Construction Contract. The liability of OWNER in regards to cashier’s checks
shall be limited only to the return of the checks.
F. Default: If the Bidder fails, within the time limit described in Article 3.7A, to enter into
the Construction Contract and to deliver to OWNER a Performance Bond, Payment Bond,
or any other Bonds or documents required by the Contract Documents after Notice of
Intent to Award by OWNER, the Bidder shall forfeit the amount of the Bid security as
liquidated damages to OWNER.
2.4 CONTRACT TIME AND PUNCH LIST TIME

Revised February 1, 2019 Instructions to Bidders
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A. Provisions concerning Contract Time and Punch List Time are set forth in the Agreement
(Document 00 52 00).
2.5 LIQUIDATED DAMAGES
A. Provisions concerning liquidated damages are set forth in the Agreement (Document 00
52 00).
2.6 BID FORM
A. The Bid Form (Document 00 41 00) identifies all forms comprising the Bid Documents.
Additional copies may be obtained from ENGINEER.
B. All names must be typed or printed under or near the signature. The signature must be
an original signature.
C. The Bid must contain an acknowledgment of receipt of all Addenda. The Addenda
numbers must be filled in on the Bid Form.
D. The Bidder's address, telephone number, and facsimile number for communications
regarding the Bid must be shown on the first page of the Bid Form.
E. The Bidder shall make no stipulations or alterations on the Bid forms. The Bidder must
use only the Bid Form and Bid Schedules bound in the Contract Documents (unless
updated forms are included in an addendum, in which cause the Bidder shall use the
updated forms).
F. OWNER may waive any failure to comply with the requirements of this paragraph 2.6 if
OWNER determines that such failure (1) is not material to the terms of OWNER’s Bid
Documents and process and does not render the Bid non-compliant with Laws and
Regulations pertaining to bidding, or (2) involves ministerial or minor informalities that
are evident from the Bid Documents or that can be waived without prejudice to other
Bidders and that do not have a substantial effect on price.
2.7 BID SCHEDULE
A. Any work or material that is specified in the Contract Documents or that is necessary
because of the nature of the Work, but that is not listed separately in the Bid Schedule
(Document 00 43 00), shall not be measured or paid for separately. The cost of such work
or material shall be considered as included in the Contract Price.
B. All blanks on the Bid Schedule (Document 00 43 00) must be completed. If applicable,
furnish both the unit and the total costs for each item. Numbers shall be stated in figures,
and the signature of all persons signing shall be in longhand. Any corrections, alterations
or erasures made by the Bidder to the information the Bidder entered on the Bid Schedule
shall be initialed in ink by the Bidder. OWNER may waive any failure to comply with
the requirements of this paragraph if OWNER determines that such failure (1) is not
material to the terms of OWNER’s Bid Documents and process and does not render the
Bid non-compliant with Laws and Regulations pertaining to bidding, or (2) involves
ministerial or minor informalities that are evident from the Bid Documents or that can be
waived without prejudice to other Bidders and that do not have a substantial effect on
price.
2.8 SUBMISSION OF BIDS

Revised February 1, 2019 Instructions to Bidders
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A. Bids shall be submitted at the time and place and in the manner indicated in the Invitation
to Bid (Document 00 11 16). It is the sole responsibility of the Bidder to deliver the Bid
before the scheduled time.
B. Alternate bids, other than those called for in the Bid form, will not be considered.
C. No oral, telegraphic, telephonic, facsimile, or modified bids will be considered. OWNER
will not consider any attempted modification of a Bid written or made on the outside of
the envelope containing the Bid.
2.9 MODIFICATIONS AND WITHDRAWAL OF BIDS
A. At any time before the Bid opening, Bids may be modified or withdrawn if a written notice
of the modification or withdrawal, as the case may be, is signed by Bidder and delivered
to the place where Bids are to be submitted.
B. Within two business days after Bids are opened, any Bidder may file written notice with
OWNER that there was a substantial mistake made in the preparation of its Bid. Bidder
must thereafter promptly demonstrate Bidder's mistake to the reasonable satisfaction of
OWNER. If OWNER agrees, Bidder may withdraw its Bid and the Bid security will be
returned to Bidder.
2.10 OPENING OF BIDS
A. Bids will be opened and read aloud publicly unless obviously non-responsive. An abstract
of the amounts of the base schedule of prices and any alternate schedules will be made
available for review after the opening of Bids.
B. Any Bids received after the time specified in the Invitation to Bid (Document 00 11 16)
will be returned unopened.
2.11 BIDS SUBJECT TO ACCEPTANCE FOR 45 DAYS
A. Subject to Paragraph 2.3E hereof, Bids remain subject to acceptance for 45 days after the
day of the Bid opening. OWNER may, in its sole discretion, release any Bid and return
the Bid security before that date. OWNER and Bidder may agree to extend the 45-day
deadline.
2.12 NONDISCRIMINATION IN EMPLOYMENT
A. Work under this Bid will obligate the Bidder and Subcontractors not to discriminate in
employment practices.
B. Bidders must, if requested, submit a compliance report concerning employment practices
and policies in order to maintain their eligibility to receive the award of the Construction
Contract.
C. Equal opportunity employment shall be reflected in the racial and sexual composition of
Bidder's work force and OWNER urges an affirmative action program to overcome under-
utilization.
D. Bidders are advised that the Construction Contract and its performance are subject to the
applicable provisions of all Laws and Regulations. Bidder will be obligated, upon written
request, to give all applicable assurances of compliance in connection therewith.
E. If federal nondiscrimination requirements are applicable, Bidder must be fully

Revised February 1, 2019 Instructions to Bidders
00 21 13 - 7
knowledgeable and comply with such requirements. Refer to Community Development
Block Grant Supplementary Conditions (CDBG) (Document 00 73 12) or Federal Aviation
Administration Supplementary Conditions as applicable.
2.13 SECTION 3, HOUSING AND URBAN DEVELOPMENT ACT OF 1968
A. If Work under this Bid is funded with a federal community development block grant the
requirements of Section 3 of the Housing and Urban Development Act of 1968 may apply
to the Bidder and its Subcontractors. OWNER encourages the use of the State of Utah
Section 3 register for all subcontracting http://housing.utah.gov/section3/HUD Section
3.html.
B. Bidder will be obligated to give all applicable assurances of compliance in connection with
this Section 2.13 at any time.

PART 3 AWARD OF CONSTRUCTION CONTRACT

3.1 QUALIFICATIONS OF BIDDERS
A. Within 7 calendar days after ENGINEER's request, a Bidder whose Bid is under
consideration for award shall submit to ENGINEER any of the following information
requested by ENGINEER. ENGINEER may request like information regarding Bidder's
Subcontractors or Bidder's Suppliers.
1. A current financial statement for the Work (as provided to the bonding company);
2. A chronological list of "completed" construction work done by Bidder during the last
3 years, including project name, address, owner, contract name, and current telephone
number;
3. Work Under Contract Report (Document 00 43 37);
4. The proposed organizational structure for the project: firm ownership, project
manager, progress scheduler, and CONTRACTOR’s Resident Superintendent’s
resume;
5. Owned and rented equipment that is to be used to do the Work;
6. Investigations, arbitrations, litigation, or claims that are pending, threatened, settled,
or disposed of within the last 3 years;
7. Evidence of ability to perform and complete the Work in a manner and within the time
limit specified. As a minimum, identify specific projects similar to the Work in
physical size, cost, and commercial nature. If the work experiences of the project
manager and Resident Superintendent designated to construct this project are different
than that of Bidder, provide resumes of their work history. Include their actual project
titles and indicate their actual responsibilities on each given project;
8. Names of three (3) projects of similar size and nature that the Resident Superintendent
has completed. Include the name, address, and telephone number of the office
contracting for each project.
9. Information so OWNER’s Labor Relations Specialist can certify that Bidder has an

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00 21 13 - 8
acceptable Utilization Plan that offers economic opportunities to low and very low
income persons and that Bidder qualifies as a Section 3 Contractor; and
10. Such other data as may be called for in the Supplementary Instructions to Bidders
(Document 00 22 13) (if any).
B. OWNER will hold all requested information confidential and, upon request, shall return
such information to Bidder after acceptance or rejection of Bidder’s Bid.
C. Untimely response by Bidder will release OWNER of any obligation to further negotiate
or consider Bidder's Bid.
3.2 EVALUATION OF BIDS
A. OWNER reserves the right: (1) to reject any and all Bids; (2) to waive minor informalities
in the Bid Schedule and elsewhere so long as the informalities (a) are not material to
OWNER’s Bid Documents and process and do not render the Bid non-compliant with
Laws and Regulation pertaining to bidding, or (b) involve ministerial or minor
informalities that are evident from the Bid Documents or that can be waived without
prejudice to other Bidders and that do not have a substantial effect on price; (3) to negotiate
and agree to contract terms with the successful Bidder; and (4) to disregard non-conform-
ing, non-responsive, unbalanced, or conditional Bids.
B. OWNER reserves the right to reject any Bid if OWNER believes that it would not be in
the best interest of the Project or OWNER to make an award to that Bidder. Such rejection
may be because the Bid is non-responsive, or Bidder is unqualified or of doubtful ability,
or Bidder’s Resident Superintendent is unqualified or of doubtful ability, or the Bid or
Bidder fails to meet any other pertinent standard or criteria established by OWNER in the
Supplementary Instructions to Bidders (Document 00 22 13).
C. OWNER will consider the qualifications of Bidder and such alternates, prices, and other
data as may be requested in the Bid Form (Document 00 41 00), Bid Schedule (Document
00 43 00), or written requests issued prior to OWNER's Notice of Intent to Award the
Construction Contract. OWNER will consider Bidder’s compliance with Section
3.24.115, Salt Lake City Code. See Document 00 22 16 Supplementary Instructions to
Bidders.
D. OWNER may consider the qualifications and experience of Subcontractors, Suppliers, and
other persons and organizations proposed for portions of the Work as provided in the
Proposed Subcontractor Form (Document 00 43 36). OWNER will consider Bidder’s
compliance with Section 3.24.115, Salt Lake City Code. See Document 00 22 16
Supplementary Instructions to Bidders.
E. OWNER may consider the operating costs, maintenance requirements, performance data,
and guarantees of materials and equipment when such data is required to be submitted
prior to the Notice of Intent to Award the Construction Contract.
F. To establish qualifications of Bidder, OWNER may request such data indicated in Article
3.1 hereinabove and conduct such investigations as OWNER deems appropriate.
G. If the Construction Contract is to be awarded, it will be awarded to the most responsive
and lowest, qualified, responsible Bidder as determined by OWNER. Alternates may be
accepted depending upon availability of OWNER funds. Bid alternates will be considered

Revised February 1, 2019 Instructions to Bidders
00 21 13 - 9
in determining the most responsive, lowest, qualified, and responsible Bidder.
H. OWNER will evaluate Bid Schedules as follows:
1. OWNER will resolve discrepancies in the multiplication of quantities of Work items
and unit prices in favor of the unit prices.
2. Prices written out in words shall govern over prices written out in numbers.
3. OWNER will resolve discrepancies between the indicated sum of any column of
figures and the correct sum thereof in favor of the correct sum.
4. Bids shall not contain any recapitulations of or changes in the work to be done.
5. OWNER may accept a Bid despite obvious errors in a Bid Schedule, such as a failure
to include unit prices or a misplaced decimal point, as long as OWNER reasonably
can discern the intention of Bidder as to the amounts to be bid.
6. Owner has determined that in accordance with Section 3.24.115 of the Salt Lake City
Code the health, safety, and general welfare of the citizens of Salt Lake City are reasonably
furthered by Owner’s Building Improvement or Public Works Projects procurement code
requirements.
3.3 BUILDING IMPROVEMENT OR PUBLIC WORKS PROJECTS
A. The Building Improvement or Public Works Projects procurement requirements are set
forth in Salt Lake City Code Section 3.24.115 and can be found at the following web
address: www.slcinfobase.com. To access the code, section select Ordinances, Policies
& Procedures, General City; select City Code/Sterling; select Title 3, Revenue and
Finance; select Chapter 3.24, Procurement; select Article III, Source Selection; select
3.24.115 Building Improvement or Public Works Projects.
B. Bidder shall submit with its bid the Qualified Health Insurance Coverage Form. In that
form Bidder certifies that the information given is true as of the time of submitting its bid.
The information will be used in the manner stated in paragraph “F” below to evaluate
“responsiveness” if bids are within 10% of each other. That form is used by Bidder to
certify that Bidder and all subcontractors of Bidder with a subcontract value of $1,000,000
or more at the original execution of the subcontract working on the project have and will
maintain, qualified health insurance coverage in compliance with Salt Lake City Code
3.24.115 for the duration of the contract. Neither the failure to submit that form nor
checking “No” regarding Qualified Health Insurance Coverage will render the bid non-
responsive.
C. Bidder shall submit with its bid the Work Environment Certification Form. In that form
Bidder certifies that the information given is true as of the time of submitting its bid. If
“Yes” is not certified for each item 1 through 5, the bid will be rejected as non-responsive.
See Salt Lake City Code Section 3.24.115. That form is used by Bidder to certify that
Bidder and every subcontractor, if any, of Bidder working on the project have and will
maintain 1) a drug and alcohol testing policy; 2) a program to recruit and/or employ
veterans; 3) a job training program; 4) a safety program; and 5) a formal policy of non-
discrimination in compliance with Salt Lake City Code Section 3.24.115 for the duration
of the contract.
D. Owner reserves the right to review or audit any information provided by Bidder to make

Revised February 1, 2019 Instructions to Bidders
00 21 13 - 10
its evaluation. Bidder shall provide or furnish access to any necessary records or other
information in order to permit Owner to verify Bidder’s and/or a subcontractor’s
certifications. Bidder shall provide or furnish access to such records and information no
later than three (3) business days after Owner issues a written request for the same.
E. The Building Improvement or Public Works Projects procurement requirements will only
apply to contracts in the amount of $2,000,000 or more, as determined by the engineer’s
estimate.
F. If more than one Bidder answers "Yes" on the Qualified Health Insurance Coverage Form,
the following analysis will apply: A Bidder who certifies that it has and will maintain an
offer of qualified health insurance coverage in compliance with the Building Improvement
or Public Works Projects procurement requirements and whose bid is not more than 10
percent higher than the bid of any other offers who do not offer such insurance, will be
deemed the more responsive Bidder. If two or more Bidders are judged to be equally
responsive, Owner will make the award to the bidder with the lowest bid price. For
purposes of this paragraph “F” references to “Bidder” with respect to qualified health
insurance coverage shall be deemed to refer also to any subcontractors with a subcontract
value of $1,000,000 or more at the original execution of the subcontract under such Bidder.
G. Qualified Health Insurance Coverage documentation for bidder and each subcontractor
of bidder with a subcontract value of $1,000,000 or more which shall include the
following two documents:
(i) An original statement on company letterhead signed by a duly authorized
officer of the bidder/subcontractor stating that the bidder/subcontractor will
maintain qualified health insurance coverage for the duration of the contract
as defined in Section 26-40-115, Utah Code Annotated, as amended, or its
successor in compliance with Salt Lake City Code 3.24.115.
(ii) A written statement of actuarial equivalency from either:
1. An actuary selected by the bidder/subcontractor or
bidder’s/subcontractor’s health insurer; or
2. An underwriter who is responsible for developing the
bidder’s/subcontractor’s health insurance premium rates.
3.4 SUBCONTRACTORS, SUPPLIERS AND OTHERS
A. Bidder shall not subcontract more than 75 percent of the dollar value of the total
contemplated Work (exclusive of the supply of materials and equipment to be incorporated
in the Work) without OWNER's written approval.
B. Conflict of interest restrictions pertaining to Subcontractors are described in paragraph
6.5H of the General Conditions.
3.5 CONTRACT SECURITY AND OTHER SUBMITTALS
A. Performance Bond (Document 00 61 13) and Payment Bond (Document 00 61 14):
OWNER's requirements as to Performance and Payment Bonds are as set forth in the
Modifications to General Conditions (Document 00 73 10). Specific requirements are set
forth in the Performance Bond (Document 00 61 13) and the Payment Bond (Document
00 61 14).
1. Bidder should carefully examine the form of the Bonds.

Revised February 1, 2019 Instructions to Bidders
00 21 13 - 11
2. When the successful Bidder delivers the executed Construction Contract to OWNER,
it must be accompanied by the required Performance and Payment Bonds (using
Documents 00 61 13 and 00 61 14, respectively).
B. Proposed Subcontractor Form (Document 00 43 36): Bidder must provide this report
form to OWNER within 24 hours after ENGINEER's request. See Bid Form, paragraph
1.5B (Document 00 41 00) for additional information. The form shall list the name and
address of each Subcontractor who will perform work or labor or render service to Bidder
at the site of the Work, or a Subcontractor who, off the job site, will specially fabricate a
portion of the Work or improvement according to detail Drawings. In each instance, the
nature and extent of any Work to be subcontracted in an amount in excess of 2 percent of
the Bid sum shall be described. Bidder must have the written consent of OWNER to
substitute for any of the Subcontractors or Suppliers designated or to employ any
Subcontractor or Supplier that is not listed.
C. Bidder Status Report (Document 00 43 38): Bidder must submit the completed form
upon ENGINEER's request or after Bidder receives the Notice of Intent to Award.
D. Other Information: When a determination has been made to award the Construction
Contract, Bidder is required, before the award or after the award, or both, to furnish such
other information as ENGINEER requests.
3.6 ADJUSTMENTS TO THE COST OF THE WORK AFTER OPENING OF BIDS
A. The Contract Price identified in the Agreement (Document 00 52 00) represents the Cost
of the Work that is to be paid by OWNER to CONTRACTOR. Adjustments to the
Contract Price that are agreed to between OWNER and the successful Bidder shall be
affected by signing an Agreement Supplement.
3.7 SIGNING OF AGREEMENT
A. Within 10 days, (or such longer period of time that OWNER in its discretion may allow)
after OWNER gives Notice of Intent to Award the Construction Contract to the successful
Bidder, Bidder shall pick up, sign, and return the required number of copies of the
Agreement (Document 00 52 00) and attached documents to OWNER with the required
Bonds. A minimum of 2 originals will be signed. One executed original will be returned
to Bidder.
B. Transfers, delegations, or assignments of interests in the Contract Documents are
prohibited, unless prior written authorization is received from OWNER.
C. At and from the time of Bidding through the completion of the Work, Bidder shall be
properly licensed to do the Work and shall be in compliance with the license laws of the
State of Utah, Salt Lake City and Salt Lake County.

PART 4 MISCELLANEOUS

4.1 EQUIPMENT AND MATERIAL OPTIONS AFTER BID OPENING
A. The Construction Contract, if awarded, will be on the basis of materials and equipment
described in the Drawings, Specifications, and any Addenda.

Revised February 1, 2019 Instructions to Bidders
00 21 13 - 12
B. The procedure for submitting an application for substitution after the effective date of the
Construction Contract is set forth in Article 6.4 of the General Conditions.

END OF DOCUMENT

Revised Nov. 27, 2006 Supplementary Instructions to Bidders
00 22 13 - 1
DOCUMENT 00 22 13
SUPPLEMENTARY INSTRUCTIONS TO BIDDERS

Add the following paragraph to Article 3.3.
3.3 SUBCONTRACTOR, SUPPLIERS AND OTHERS
C. The following firms, that have been under contract to the OWNER in the design phase
of the Work, shall not be used as subcontractors by the CONTRACTOR.
1. Design Consultant: Wall Consulting Group .
2. Geotechnical Consultants: Kleinfelder .
3. Surveying Consultant: .
4. Testing Consultantt: Wall Consulting Group .
5. Other: .

Add the following article to Part 4.
4.2 PARTNERING
A. Refer to Section 01 31 20 for description of partnering requirements.
B. OWNER's consultants listed in this project manual will be partners to the project.

END OF DOCUMENT

Revised March 15, 2013 Supplementary Instructions
00 22 16 - 1
DOCUMENT 00 22 16
SUPPLEMENTARY INSTRUCTIONS
(Building Improvement and Public Works Project)

PART 1 GENERAL

1.1 INTRODUCTION
A. OWNER has determined that in accordance with Section 3.24.115 of the Salt Lake
City Code the health, safety, and general welfare of the citizens of Salt Lake City is
reasonably furthered by OWNER’s Building Improvement and Public Works bidding
program (BIPW Program).
1.2 BIPW PROGRAM
A. The BIPW program is set forth in Salt Lake City Code Section 3.24.115 and can be
found at the following web address: www.slcinfobase.com. Click on Municipal
Ordinances (City Code/Sterling), click on Title 3 – Revenue and Finance, click on
Chapter 3.24, click on Article III – Source Selection, click on 3.24.115 Building
Improvement or Public Works Projects.
B. Bidder shall submit with its bid the information shown on the Qualified Health
Insurance Certification Form (document 00 43 45). In that form Bidder certifies that
the information given is true as of the time of submitting its bid. The information will
be used in the manner stated in paragraph “F” below to evaluate “responsiveness” if
bids are within 10% of each other. That form is used by Bidder to certify that Bidder
and all subcontractors of Bidder working on the project have and will maintain an offer
of qualified health insurance in compliance with Salt Lake City Code 3.24.115 for the
duration of the contract. Neither the failure to submit document 00 43 45 nor checking
“No” will render the bid non-responsive.
C. Bidder shall submit with its bid the information shown on the Work Environment
Certification Form (Document 00 43 46). In that form Bidder certifies that the
information given is true as of the time of submitting its bid. If “Yes” is not certified
for each item, the bid will be rejected as non-responsive. See Section 3.24.115 of the
Salt Lake City Code. That form is used by Bidder to certify that Bidder and all
subcontractors of Bidder working on the project have and will maintain 1) a drug and
alcohol testing policy; 2) a program to recruit and/or employ veterans; 3) a job training
program; 4) a safety program; and 5) a formal policy of non-discrimination in
compliance with Salt Lake City Code Section 3.24.115 for the duration of the contract
D. OWNER reserves the right to review or audit any information provided by Bidder to
make its evaluation. Bidder shall provide or furnish access to any necessary records or
other information in order to permit OWNER to verify Bidder’s or and Subcontractor’s
certifications. Bidder shall provide or furnish access to such records and information
no later than 3 business days after OWNER issues a written request for the same.

Revised March 15, 2013 Supplementary Instructions
00 22 16 - 2
E. The BIPW program will only affect bids in excess of $2,000,000, as determined by a
city engineer’s estimate. See 1.3C of Document 00 41 00 to determine if the City
engineer’s estimate exceeds $2,000,000.
F. If more than one Bidder answers “YES” to the question on the Qualified Health
Insurance Certification Form (document 00 43 45), the following analysis will apply:
A Bidder who has and will maintain an offer of qualified health insurance coverage
under the BIPW program and whose bid is not more than 10 percent higher than the
bid of another Bidder who does not have such insurance, will be deemed the more
responsive Bidder. If two or more Bidders are judged to be equally responsive,
OWNER will make the award to the Bidder with the lowest bid price. For purposes of
this paragraph “F”, references to “Bidder” with respect to qualified health insurance
coverage shall be deemed to refer also to any subcontractors under such Bidder.
1.3 BIPW Program
A. In situations in which the factors listed in the Qualified Health Insurance
Certification form affect the award of the Bid, the winning Bidder will be required to
enter into a Qualified Health Insurance Supplemental Agreement (document 00 54
16) with OWNER.
1.4 Important information for Bidder and all Subcontractors of the successful Bidder.
A. Salt Lake City Code Section 3.24.115 paragraph B.3 states the following:
3. A contractor and any subcontractor who does not certify compliance with the
factors in Subsection B.1b to B.1f of this subsection shall be deemed non-
responsive and shall be disqualified.
B. Refer to the Bid Form (document 00 41 00) for the sequence of submittals to ensure
compliance with Salt Lake City Code Section 3.24.115.

END OF DOCUMENT

Revised Nov. 27, 2006 Geotechnical Data
00 31 32 - 1
DOCUMENT 00 31 32
GEOTECHNICAL DATA

PART 1 GENERAL

1.1 REPORTS OF EXPLORATIONS AND TESTS
A. In the preparation of Drawings and Specifications, ENGINEER has relied upon the
following geotechnical reports of explorations and tests of subsurface conditions at or
contiguous to the Work site.
1. Report dated December 9, 2022 prepared by Kleinfelder entitled:Aquifer Testing
and Subsurface Investigation, Proposed Module 8, consisting of 34 pages.
2. Report dated ____ prepared by _____entitled: ____ consisting of ____ pages.
B. Accuracy: For the purposes of bidding or construction, the Bidder may rely upon the
accuracy of the geotechnical data at the locations where the data was obtained and to the
depths indicated, but not upon any other information, interpretations or opinions
contained in the geotechnical data itemized above or for the completeness thereof
expressed or implied.
C. Geotechnical Data Not a Part of the Contract Documents: Geotechnical data itemized
above are not a part of the Contract Documents, but the technical data contained therein
upon which Bidder is entitled to rely as provided in Article 4.02 of the General
Conditions (Document 00 72 00) are incorporated by reference.
1.2 DRAWINGS OF SURFACE AND SUBSURFACE STRUCTURES
A. In the preparation of Drawings and Specifications, ENGINEER has relied upon the
following drawings of physical conditions in or relating to existing surface and subsurface
structures (except Underground Facilities) which are at or contiguous to the Work site.
1. Drawings dated ____ prepared by ____ entitled: ____ consisting of ____ pages.
2. Drawings dated ____ prepared by ____ entitled: ____ consisting of ____ pages.
B. Drawings Not a Part of the Contract Documents: Drawings itemized above are not a
part of the Contract Documents. Location of the surface and subsurface structures and
utilities are further described in Article 4.3 of the General Conditions (Document 00 72
00).

1.3 EXAMINATION OF DATA
A. A copy of the Aquifer Testing and Subsurface Investigation, Proposed Module 8 Report
is available on SciQuest.

END OF DOCUMENT

Revised December 1, 2013 Bid Form
00 41 00 - 1
DOCUMENT 00 41 00
BID FORM
PART 1 GENERAL

1.1 BIDDER
A. Name:
B. Address:

C. Telephone number:
D. Email address:
E. Facsimile number:
F. Tax identification number:
G. DUNS number (for CDBG funded projects)
See 1.3 C to determine if this project is CDBG funded.
H. Bidder holds license number ____________________________________, issued by
the Utah State Department of Commerce, Division of Occupational and Professional
Licensing. Bidder is licensed to practice as a _________________________________
Contractor. The license expiration date is the ____ day of __________, 20____.
1.2 NOTICE
A. Pursuant to Section 58-55-501(8), Utah Code Annotated (UCA), it is unlawful to
submit a bid for any work for which a license is required under Chapter 55 of Title
58, UCA, by a person or other business entity not licensed or excepted from licensure
as a contractor under Chapter 55 of Title 58, UCA. Pursuant to Section 58-55-503(1),
UCA, contracts for the work may not be awarded to any person or other business
entity that violates Sections 58-55-501(8) UCA, in submitting its Bid.

1.3 CONSTRUCTION CONTRACT
A. SALT LAKE VALLEY SOLID WASTE MANAGEMENT FACILITY,
MODULE 8, JOB No. LDF20015
B. The city engineer’s estimate for this project is over $250,000.00.
C. The city engineer’s estimate for this project is over $2,000,000.00.
D. This project is not CDBG funded.
E. This project does require a permit to work in the Public Way from Salt Lake City
Engineering, 349 South 200 East, Suite 100. If such a permit is required, Section 6.7
(H) (1) (d) of Document 00 73 10 (Modifications to the General Conditions) shall
apply.

Revised December 1, 2013 Bid Form
00 41 00 - 2

1.4 ADDENDA
A. Bidder hereby acknowledges receipt of the following Addenda.

(list Addenda numbers here)
1.5 SUBMITTALS
A. With Bid:
1. This Bid Form (Document 00 41 00).
2. Bid Schedule (Document 00 43 00).
3. Bid bond.
4. Voluntary Submittal: If the document noted below is included in the Project
Manual.
a. Value Program Form (Document 00 43 40) Bidder may be at a competitive
disadvantage if it does not submit the Value Program Form.
5. Mandatory Submittals: If the documents noted below are included in the Project
Manual.
a. Qualified Health Insurance Certification Form (Document 00 43 45),
Checking “No” will not render the bid non-responsive. That form is used by
Bidder to certify whether Bidder and all subcontractors of Bidder working on
the project have and will maintain an offer of qualified health insurance in
compliance with Salt Lake City Code Section 3.24.115 for the duration of the
contract.
b. Work Environment Certification Form (Document 00 43 46) If the Bidder
does not certify yes to each question in Document 00 43 46 the bid will be
rejected as non-responsive. That form is used by Bidder to certify that Bidder
and all subcontractors of Bidder working on the project have and will maintain
1) a drug and alcohol testing policy; 2) a program to recruit and/or employ
veterans; 3) a job training program; 4) a safety program; and 5) a formal
policy of non-discrimination in compliance with Salt Lake City Code Section
3.24.115 for the duration of the contract. See Section 3.24.115 of the Salt
Lake City Code and Article 1.4 of Section 00 22 16 Supplemental
Instructions.
c. Section 3 Business Certification (CDBG) (Document 00 43 42).
B. Due diligence letter to Bidder: If Bidder receives a due diligence letter from
OWNER after bid opening, Bidder must submit the following documents to OWNER
after ENGINEER’s request.
1. Document 00 43 36: Proposed Subcontractor Form.
2. Document 00 43 37: Work Under Contract Report.
3. Document 00 43 38: Bidder Status Report.

Revised December 1, 2013 Bid Form
00 41 00 - 3
4. Other information requested and as defined in Article 3.1 and 3.4 D of Document
00 21 13.
C. After Notice of Intent to Award: If Bidder receives a notice of intent to award the
Contract from OWNER after bid opening, Bidder must submit the following
documents to OWNER.
1. Document 00 52 00: Agreement.
2. Document 00 61 13: Performance Bond.
3. Document 00 61 14: Payment Bond.
4. Document 00 73 10: Applicable Insurance Certificate.
5. Supplementary Submittals (if applicable):
a. Document 00 54 00: Agreement Supplement.
b. Document 00 54 15 Value Program Supplemental Agreement.
c. Document 00 54 16: Qualified Health Insurance Supplemental Agreement.
D. At the preconstruction meeting: If the Documents noted below are included in the
project manual, Bidder must submit the following documents to OWNER.
1. Section 3 Business Certification (Document 00 43 42).
2. Current Employee Information (Document 00 43 43).
E. Prior to Final Payment: If the Document noted below is included in the project
manual CONTRACTOR must submit the following document to OWNER.
1. Section 3 Report Form (Document 00 43 44).
1.6 DEFINITIONS
A. Bid Documents: The Bid Documents consist of the Invitation to Bid, the Instructions
to Bidders, any Supplementary Instructions to Bidders, this Bid form, any supplements
(or post-bid supplements), the Bid Schedule, any data listed by and limited to the
provisions in the Geotechnical Data Document, and the Bid Bond.
B. Bid Bond: AIA Document A310 as published by the American Institute of
Architects, 1736 N. Y. Ave. N. W. Washington, D.C. 20006 or one substantially the
same and acceptable to OWNER.
C. HUD: United States Department of Housing and Urban Development.

PART 2 COVENANTS

2.1 BIDDER TO ENTER INTO AN AGREEMENT
A. In General: Bidder agrees, if this Bid is accepted, to enter into a Construction
Contract with OWNER to perform and furnish all Work specified or indicated in the
Contract Documents at the Contract Time and Contract Price identified in the
Agreement (Document 00 52 00).

Revised December 1, 2013 Bid Form
00 41 00 - 4
B. Agreement Supplement: If it becomes necessary to further define the Work,
Contract Price, Contract Time, or some other portion of the Construction Contract
before signing the Agreement (Document 00 52 00), ENGINEER shall prepare an
Agreement Supplement (Document 00 54 00) describing such change. OWNER shall
have sole discretion in determining the necessity of preparing such a contract
modification. If the Agreement Supplement is acceptable to Bidder, Bidder shall
execute the Agreement Supplement before or concurrently with the execution of the
Agreement (Document 00 52 00).
C. If Bidder was awarded the Construction Contract in part as a result of OWNER’s
Value-Based Procurement Program, Bidder shall enter into a Value Program
Supplemental Agreement (Document 00 54 15) with OWNER concurrently with its
execution of the Agreement (Document 00 52 00).
D. If Bidder was awarded the Construction Contact in part as a result of OWNER’s
Qualified Health Insurance program, Bidder shall enter into a Qualified Health
Insurance Supplemental Agreement (Document 00 54 16) with OWNER concurrently
with its execution of the Agreement (Document 00 52 00).
2.2 BIDDER ACCEPTS TERMS AND CONDITIONS
A. Bidder accepts all of the terms and conditions of the Bid Documents, including without
limitation those dealing with the disposition of Bid security.
B. Bidder must pick up, sign, and submit, the required number of copies of the
Agreement (Document 00 52 00) with the Bonds and other documents required by the
Agreement within 10 days (or such longer period of time that OWNER in its
discretion may allow) after the date of OWNER's Notice of Intent to Award the
Construction Contract.
2.3 REPRESENTATION OF BIDDER
A. In submitting this Bid, Bidder represents, as more fully set forth in the Instructions To
Bidders (Document 00 21 13), that:
1. Nature of the Work: Bidder has become familiar with the nature and extent of
the Contract Documents, Work, site, locality, and all local conditions and Laws
and Regulations that in any manner may affect cost, progress, performance, or
furnishing of the Work.
2. Surface and Subsurface Conditions: Bidder has studied carefully all reports and
drawings of subsurface conditions and drawings of physical conditions that are
identified in the Geotechnical Data (Document 00 31 32) (if any).
3. Underground Utilities: Bidder has reviewed and checked all information and
data shown or indicated on the Contract Documents with respect to existing
Underground Facilities at or contiguous to the site.
4. Bidder Investigation: Bidder has correlated the results of all observations,
examinations, investigations, explorations, tests, reports, and studies with the
terms and conditions of the Contract Documents.

Revised December 1, 2013 Bid Form
00 41 00 - 5
5. Discrepancy Resolutions: Bidder has given ENGINEER written notice of all
conflicts, errors, or discrepancies that Bidder has discovered in the Contract
Documents and acknowledges that all written resolutions thereof issued by
ENGINEER before Bid opening, are acceptable to Bidder.

2.4 OWNER'S RIGHTS AT BID AWARD
A. Bidder agrees that OWNER has the right to reject this Bid or to award the Work or
any part thereof to the undersigned at the prices stipulated. Bidder agrees to make no
claim for damages for such rejection or award.
B. If the Bid is rejected, then the Bid security shall be returned to Bidder.
C. If the Bid is accepted, OWNER shall notify Bidder of OWNER's intent to award the
Construction Contract to Bidder. Bidder shall have 10 days (or such longer period of
time that OWNER in its discretion may allow) to sign and return the Agreement
(Document 00 52 00) to ENGINEER. If Bidder fails to sign the Agreement, the Bid
security, at OWNER's option, shall be claimed and cashed and the amount thereof
paid to OWNER as liquidated damages for the failure of Bidder to comply with the
terms of the Bid.
D. Bidder agrees that the Bid may be rejected if the submittals listed in this Document or
the Notice of Intent to Award are not submitted within the time listed in the Notice of
Intent to Award (or described in paragraph 2.4C hereof).
2.5 NON-COLLUSION; ETHICS
A. Bidder represents that the Bid is genuine. The Bid is not made in the interest of or on
behalf of any undisclosed person, firm, or corporation.
B. Bidder has not directly or indirectly induced or solicited any other Bidder to submit a
false or sham Bid.
C. Bidder has not solicited or induced any person, firm, or corporation to refrain from
bidding.
D. Bidder has not sought by collusion to obtain for itself any other advantage over any
separate Bidder or over OWNER.
E. REPRESENTATION REGARDING ETHICAL STANDARDS FOR CITY
OFFICERS AND EMPLOYEES AND FORMER CITY OFFICERS AND
EMPLOYEES
Bidder represents that it has not:
1. Provided an illegal gift or payoff to a City officer or employee or former City
officer or employee, or his or her relative or business entity.
2. Retained any person to solicit or secure this contract upon an agreement or
understanding for a commission, percentage, or brokerage or contingent fee,

Revised December 1, 2013 Bid Form
00 41 00 - 6
other than bona fide employees or bona fide commercial selling agencies for
the purpose of securing business.
3. Knowingly breached any of the ethical standards set forth in the City's
conflict of interest ordinance, Chapter 2.44, Salt Lake City Code; or
4. Knowingly influenced, and hereby promises that it will not knowingly
influence, a City officer or employee or former City officer or employee to
breach any of the ethical standards set forth in the City's conflict of interest
ordinance, Chapter 2.44, Salt Lake City Code.

2.6 BID PRICING
A. Bidder will complete the Work for the prices listed in the Bid Schedule (Document 00
43 00). Bidder agrees that quantities for Unit Price Work are not guaranteed. (Refer
to Article 11.7 of the General Conditions (Document 00 72 00)).
2.7 SUBSTANTIAL COMPLETION, PROJECT COMPLETION, AND LIQUIDATED
DAMAGES
A. Bidder agrees that the Work will be Substantially Complete and ready for Final
Inspection on or before the expiration of the Contract Time indicated in the Agreement
(Document 00 52 00).
B. Bidder agrees that the Work will be complete and ready for final payment in
accordance with Article 14.9 of the General Conditions (Document 00 72 00) on or
before the expiration of the Punch List Time indicated in the Agreement.
C. Bidder accepts the provisions of the Agreement (Document 00 52 00) as to liquidated
damages in the event of failure to complete the Work on time and in accordance with
the Contract Documents.

PART 3 EXECUTION
3.1 EFFECTIVE DATE
A. Bidder executes this Bid and declares it to be in effect as of the _____ day of _______-
________________________________________, 20 _____.
3.2 BIDDER'S SUBSCRIPTION
A. Bidder's Signature:
B. Please print Bidder's name here:
C. Title:

END OF DOCUMENT
Salt Lake Valley Solid Waste Facility Module 8
00 43 00 - 1
DOCUMENT 00 43 00
BID SCHEDULE

PART 1 GENERAL

1.1 DOCUMENT INCLUDES
A. Price schedules.
B. Measurement and payment provisions.
1.2 CONSTRUCTION CONTRACT
A. SALT LAKE VALLEY SOLID WASTE MANAGEMENT FACILITY,
MODULE 8
JOB No. LDF20015
1.3 REFERENCES
A. APWA Section 01 29 00: Payment Procedures.
B. Document 00 52 00: Agreement.
1.4 SCHEDULE TO BE ADDED TO THE AGREEMENT
A. This document will be added to the Agreement by reference.

PART 2 PRICE SCHEDULES

2.1 GENERAL
A. Number of Base Bid schedules: One
B. Number of Alternate schedules: None.
C. For progress payment procedures, see APWA Section 01 29 00 requirements.

Salt Lake Valley Solid Waste Facility Module 8
00 43 00 - 2
2.2 BASE BID
A. CAUTION: Bidder shall complete all blanks in the following price schedules.
Failure to do so may cause the bid to be declared non-responsive by ENGINEER.
Ite
m
Specification Reference Number
Classification of Work
Quantity
and Unit
Unit
Price Total Cost
SLVSWMF - Module 8, Job No. LDF20015
1 01 57 00
Dust Control
1
Lump Sum N/A $
2 01 71 13
Mobilization
1
Lump Sum N/A $
3 01 71 23
Survey
1
Lump Sum N/A $
4 31 25 00
SWPPP and NOI
1
Lump Sum N/A $
5 01 57 00
Groundwater Control
1
Lump Sum N/A $
6 31 23 16, 31 11 00
West Ditch
1
Lump Sum N/A $
7 31 23 16, 33 05 06
South Ditch
1
Lump Sum N/A $
8 31 23 16, 33 05 06, 31 05 13, 31 05 19
French Drains
1
Lump Sum N/A $
9 31 23 16, 33 05 10S, 31 05 13,
4-ft Liner Wall
1
Lump Sum N/A $
10 31 23 16, 31 05 13
Module 8 & 11 Earthwork
1
Lump Sum N/A $
11 33 50 10S, 33 50 20S, 31 05 19
Module 8 Liner
1
Lump Sum N/A $
12
33 05 06, 31 05 19, 31 05 13
Module 8 Leachate Collection and
Removal System (LCRS)
1
Lump Sum N/A $
13 31 23 16
Protective Soil Cover
1
Lump Sum N/A $
14
05 05 10S, 31 23 16, 31 05 13, 32 11
23
South Road & Debris Fence
1
Lump Sum N/A $
15
05 05 10S, 31 23 16, 31 05 13, 32 11
23
West Road & Debris Fence
1
Lump Sum N/A $

Total Bid Amount = $ ______________________

Salt Lake Valley Solid Waste Facility Module 8
00 43 00 - 3
PART 3 MEASUREMENT AND PAYMENT

3.1 IN GENERAL
A. See APWA Section 01 29 00 for general measurement and payment provisions.
B. Specification sections referenced in price schedule line items give additional
definitions to the classification of work.
C. Incidental work or material will not be measured, counted, or paid for separately.
D. Backfilling demolition work depressions will not be measured or paid for separately
except where structure or obstructions that are not designated for removal and
disposal in the Bidding Documents, and that cannot be removed with equipment
reasonably expected to be used in the Work without cutting, drilling, or blasting,
will be paid for after adjusting the Contract Price by Contract Modification pricing.
E. Form Strip Filler (APWA Plan 242): This is incidental work. Work includes (but is
not limited to) reinstalling irrigation pipe and heads, replacing damaged irrigation
pipe and heads, replacing topsoil, grass seed, sod, and other landscape corrections or
activities.
3.2 DUST CONTROL
A. Measurement: Overall project percent complete.
B. Includes water required to control dust or air pollution to comply with Utah State air
quality regulations.
3.3 MOBILIZATION
A. Measurement:
Percent of Original Contract
Amount Earned
Percent of Amount Bid for
Mobilization to be Paid
5 40
15 20
40 30
50 10
B. Includes installation of temporary facilities, progress schedule, bringing all necessary
construction equipment to site, risk, and incidentals such as coordination with
Landfill personnel and ENGINEER, miscellaneous probing for buried utilities and
demobilization.
3.4 SURVEY
A. Includes submission of a certificate by a licensed land surveyor that horizontal and
vertical survey control shown in the Contract Documents and in construction has been
checked and verified.
B. Includes as-built drawing of all features in AutoCAD Civil3D.
3.5 SWPPP and NOI
A. Measurement: Percent complete.
B. Payment:
Salt Lake Valley Solid Waste Facility Module 8
00 43 00 - 4
• 20 percent when Notice of Intent (NOI) has been published on EPA’s website for
at least 72 hours and a copy of the Storm Water Pollution Prevention Plan
(SWPPP) has been submitted to ENGINEER.
• 80 percent as work progresses.
3.6 GROUNDWATER CONTROL
A. Measurement: Overall project percent complete.
B. Includes all labor and equipment including pumps, generators, fuel, etc. to dewater the
site as required to support all construction activities and minimize impacts to ongoing
landfill operations.
C. Includes dewatering all existing depressions and ditches within and immediately
adjacent to the project site including the north and east ditches within module 8 as well
as the existing ditch west of the clay dam.
D. All diverted water shall be routed to the west ditch unless otherwise instructed by the
Owner or Engineer.
3.7 WEST DITCH
A. Measurement: Percent Complete
B. Includes all labor, equipment and material for reconditioning and reshaping the west
ditch per plan to remove debris, vegetation, high points, or other obstructions as
required to ensure proper flow and discharge.
3.8 SOUTH DITCH
A. Measurement: Percent Complete
B. Includes all labor, equipment and material for excavation, stockpile of native subgrade
material, and finish grading. Also includes pipes, fittings, manholes, animal guards,
etc. for ditch dewatering.
C. Includes installation the clay dam, as shown on plans, and as directed by the Engineer.
3.9 FRENCH DRAINS
A. Measurement: Percent Complete based on drain installed including drain rock column.
B. Includes all labor, equipment and material for french drains including perforated
piping, fittings, connections, drain rock, separation fabric, animal guards, etc.
Includes backfill and compaction of native excavated material in the immediate
vicinity of the french drain section.
C. Excavation is covered in 3.11 MODULE 8 & 11 EARTHWORK.
3.10 4-FT LINER WALL
A. Measurement: Percent complete
B. Includes labor, equipment and materials for installation of the 4-foot high vertical
HDPE liner wall on the southern edge of modules 1, 6, and 7 as shown in the plans up
to and including the connection to the module 8 liner wall transition. Includes HDPE
liner extension, extrusion welding, and periodic testing & inspection.
C. Includes labor, equipment and material for installation of inspection ports including
perforated pipe riser, drain rock, fabric, etc.
33
Salt Lake Valley Solid Waste Facility Module 8
00 43 00 - 5
C. Includes excavation and temporary stockpile of materials removed to expose the
existing liner edge, including transportation of any trash to the tipping face. Also
includes general backfill & compaction to restore existing finish grade as well as
staged backfill lifts required for vertical liner installation.
3.11 MODULE 8 & 11 EARTHWORK
A. Measurement: Percent complete based on plan area of prepared subgrade.
B. Includes labor and equipment to excavate module 8 on-site native material and
stockpile in module 11 or as directed by the Engineer. Includes excavation required
for french drain installation and subgrade preparation for placement of module 8 liner
layers. Includes excavation into the Module 7 footprint to tie liner into Module 7 at
the lowest possible elevation and disposal of trash at the current tipping face.
C. Includes all temporary earthwork facilities, staging, etc. including temporary ditch
crossings & culverts, movement of existing module 11 stockpiled materials, temporary
equipment paths. Also includes installation of additional protective soil over liner
where required for heavy equipment paths based on HDPE liner manufacturer
warranty requirements.
D. Excavation and stockpile required for construction of the south ditch is covered under
3.8 SOUTH DITCH.
3.12 MODULE 8 LINER
A. Measurement: Percent complete of total area of sheet material installed for all layers.
B. Relative or weighted cost of material and installation for the different layers for
payment may be considered as proposed by the contractor and approved by the
engineer based on a detailed cost breakdown (Schedule of Values).
C. Includes labor, equipment and material to install the geosynthetic clay liner (GCL),
HDPE liner, and class A drainage geotextile. Includes inspection, testing and
providing a final report of test results to ENGINEER. Includes all storage and staging
of materials. Extra payment will not be made for damaged materials due to improper
storage practices.
D. Includes all material, equipment and labor required for connections and tie-ins to liners
in adjacent modules 5 and 7.
E. General subgrade preparation and excavation required to expose adjacent module liner
edges is covered in 3.11 MODULE 8 & 11 EARTHWORK.
3.13 MODULE 8 LEACHATE COLLECTION AND REMOVAL SYSTEM (LCRS)
A. Measurement: Percent Complete
B. Includes labor, equipment and material to install various components of the leachate
collection and removal system including perforated piping, solid piping, drain rock,
geotextile fabric, extraction piping, fittings. Includes all sumps, trenches, etc. above
primary liner layers, but excluding protective soil.
C. Includes all labor, equipment and material for connections to Module 5 and 7 leachate
piping where indicated in plans.
D. Includes labor, equipment and material for the reinforced concrete headwall and slab
Salt Lake Valley Solid Waste Facility Module 8
00 43 00 - 6
at primary leachate extraction site.
D. Excavation required to locate and exposed existing leachate piping is covered in 3.11
MODULE 8 & 11 EARTHWORK.
3.14 PROTECTIVE SOIL COVER
A. Measurement: Percent Complete based on plan area of liner covered.
B. Includes equipment, material and labor to place 2-foot minimum protective soil cover
over Module 8 primary liner layers. Also includes backfill and compaction at Module
5 and 7 liner tie-in locations.
C. It is expected that previously excavated native material will be reused. No additional
payment will be made for screening or stockpile separation of acceptable materials
based on HDPE liner manufacturer’s warranty requirements.
3.15 SOUTH ROAD & DEBRIS FENCE
A. Measurement: Percent complete based on plan length of installed road and fence.
B. Contractor may propose independent payment for road and fence respectively based
on detailed cost breakdown submitted to and approved by the Engineer (Schedule of
Values).
C. Includes all labor, equipment and material required for subgrade preparation including
cut & fill of native material, placement & compaction of granular borrow & untreated
base material. Also includes finish grading of all shoulders, swales, berms, adjacent
infill areas, slope tie-ins, etc.
D. Includes all labor, equipment and material for debris fence installation including
detailing, fabrication, delivery, and storage or fence materials. Includes fence post
erection and installation of concrete monopole foundations. Also includes nylon debris
fabric material and placement.
E. Includes southwest gravel road intersection, infill area, and gravel pad including
subgrade preparation, granular material placement & compaction, and finish grading.
3.16 WEST ROAD & DEBRIS FENCE
A. Measurement: Percent complete based on plan length of installed road and fence.
B. Contractor may propose independent payment for road and fence respectively based
on detailed cost breakdown submitted to and approved by the Engineer (Schedule of
Values).
C. Includes all labor, equipment and material required for subgrade preparation including
cut & fill of native material, placement & compaction of granular borrow & untreated
base material. Also includes finish grading of all shoulders, swales, berms, adjacent
infill areas, slope tie-ins, etc.
D. Includes all labor, equipment and material for debris fence installation including
detailing, fabrication, delivery, and storage or fence materials. Includes fence post
erection and installation of concrete monopole foundations. Also includes nylon debris
fabric material and placement.

END OF SECTION
Acceptance
01 35 10 - 1

Drainage Geotextile Class A
Do you have a specification for the Drainage Geotextile Class A? Also need to know if we can sew or heat
bond the material?
Asked 4/27/2023 at 4:28 PM by Mark Downs

Geo-Synthetics, LLC (GSI)
Answer
On Detail 1 on Sheet DT-1 in the plans, it shows the Drainage Geotextile, Class A. The specification is
given on the right-hand side of that sheet as AWPA Section 31 05 19. I am including that specification as
an attachment. All materials should be installed per the manufacturer’s recommendations. Confirm that
this woven geotextile meets the warrantee requirements for puncture resistance to protect the HDPE
liner.
31 05 19 – Geotextiles.pdf
Actions
Answered 4/27/2023 at 4:28 PM by John Coyle

Litter Fence contractor qualifications
Does the litter Fence subcontractor need to have a Utah Contractors license? And do they need to submit
prior work or project experience or 3 or 4 similar projects?
Asked 4/27/2023 at 4:21 PM by Kirt Ecker

Ecker Netting Inc. dba Judge Netting Mountain West
Answer
All contracting rules shall be followed. Please review the state procurement rules.
Actions Answered 4/27/2023 at 5:07 PM by John Coyle

Litter Fence Poles
The plans and addendum call for poles to be fabricated with a bend at grade level. It is believed that the
existing poles are straight poles, but leaned over in the hole footing Is this acceptable? Can the footings
be deeper so we can exclude rebar cages?
Asked 4/27/2023 at 3:44 PM by Kirt Ecker

Ecker Netting Inc. dba Judge Netting Mountain West
Answer
Please construct the debris fence posts per plan. One intent of the rebar cage is to prop the pipe off from
the bottom of the hole, to allow concrete to enter the bottom of the pipe. There should be a uniform
annular space surrounding the posts.
Actions Answered 4/27/2023 at 5:04 PM by John Coyle

Prime Bidders
Can we get a list of people would be Prime Bidders for this project.
Asked 4/27/2023 at 10:53 AM by Telford Myers

Jwright Companies, Inc.
Answer
We don’t have a list of bidders for this project. The best information that I have is the pre-bid attendance
log and I have been contacted by BHI.
Actions
Answered 4/27/2023 at 12:37 PM by John Coyle

Form 00 43 42 Section 3 Business Certification
Please verify that we do not need to include form 00 43 42 since this is not CDBG funded.
Asked 4/25/2023 at 11:04 AM by Jarel Yantes

Acceptance
01 35 10 - 2
B.H. Inc.
Answer
This project is not CDBG funded, therefore, no CDBG forms will be required for the bid. Additionally, none
of those forms are included in the contract documents.
Actions
Answered 4/25/2023 at 11:12 AM by John Coyle

Form 00 43 40 Value Program Form
Please verify that we do not need to include form 00 43 40 with the bid.
Asked 4/25/2023 at 11:02 AM by Jarel Yantes

B.H. Inc.
Answer
Form 00 43 40 is not included in the project manual and is not required for this bid event.
Actions Answered 4/25/2023 at 1:21 PM by Dan Hanover
Bid Extension
Why is this project being pushed for one contractor who is not able to get their bid bond in time? If they
are not able to get their bond in time for this project maybe, they should not be bidding this project. This
seems to be preferential treatment that is being given to one contractor. We request that this bid be
moved back to the original bid date.
Asked 4/24/2023 at 7:36 AM by Winn Lindsey

Whitaker Construction
Answer
We delayed the bid by a week, because this is a large project and specialty sub-contractors are needed.
Particularly, we were thinking about the crews for the HDPE liner. There is not preferential treatment for
ANY given contractor. Good luck on the bid.
Actions Answered 4/24/2023 at 8:15 AM by John Coyle

Dumping fees
Can the Unclassified Excavation be dumped at the landfill for no charge.
Asked 4/21/2023 at 9:02 PM by John Coyle
Answer
Yes, there will not be a cost for placing the excavated material at the landfill.
Actions
Answered 4/21/2023 at 9:02 PM by John Coyle

Bid Extension
We need to ask again if we can extend this bid by 1 week. This will give us time to secure our best costing
and be able to prepare the required bid bond. Thank you
Asked 4/20/2023 at 10:49 AM by Aaron Norton

E.T.Technologies, Inc
Answer
I will issue an addendum moving the bid date back to May 3, 2023
Actions
Answered 4/20/2023 at 12:53 PM by John Coyle

Drainage Geotextile
Can you clarify what type/weight of geotextile you are looking for pertaining to the “Class A”. Also can you
supply specs for this product that include the installation, (seams to be sewn or heat bonded?).
Asked 4/20/2023 at 9:07 AM by Barrett Sawatzky

GSI – Geosynthetics Systems
Answer
Acceptance
01 35 10 - 3
See answer to similar question about the Drainage Geotextile.
Actions
Answered 4/20/2023 at 2:20 PM by John Coyle

Clay layer
On the new liner, is a 2 foot thick compacted clay layer under MOD 8 required?
Asked 4/19/2023 at 3:58 PM by Dawn Rinaldi

E.T.Technologies, Inc
Answer
No, 2 feet of compacted clay will not be used on this project. Detail 1 on Sheet DT-1 shows a
Geosynthetic Clay Liner (GCL) under the HDPE liner. The GCL liner does the same thing that we used to
use the 2' clay liner for.
Actions
Answered 4/19/2023 at 4:25 PM by John Coyle

Bid Bond
Due to the short time frame we may have an issue securing a bid bond in time. Is it possible to extend the
due date by one week?
Asked 4/19/2023 at 10:00 AM by Dawn Rinaldi

E.T.Technologies, Inc
Answer
I hesitate to delay this bid, as we are already getting late in the year for bidding projects.
Actions
Answered 4/19/2023 at 4:27 PM by John Coyle

Pre-Bid meeting
Can you provide the pre-bid meeting agenda and attendance log?
Asked 4/18/2023 at 3:15 PM by John Coyle
Answer
See attached pre-bid agenda and attendance log.
Pre-Bid meeting agenda and attendance log.pdf
Actions
Answered 4/18/2023 at 3:15 PM by John Coyle

CADD file of the project
Can bidders get the CADD file of the project?
Asked 4/13/2023 at 1:30 PM by John Coyle
Answer
The CADD file is not available to bidders, as it is not part of the contract documents. The needed
quantities for the bid are shown on the plans. The successful bidder will receive the CADD file, as a
courtesy to facilitate construction.
Actions Answered 4/13/2023 at 1:30 PM by John Coyle

Engineer's estimate
What is the engineer's estimate for Module 8?
Asked 4/12/2023 at 6:01 AM by John Coyle
Answer
The engineer's estimate is $10,500,000.
Actions Answered 4/12/2023 at 6:01 AM by John Coyle

6'
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6'
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4''
4''
4''
10''10''10''10''10''10''4''
4''
4''
4''
4''
4''
4''
4''
6''
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6''
6''
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6''
6''
10''10''10''10''10''10''
10
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CUT CUT CUT CUT
CUT CUT CUT CUT
MSD
6''
6"6"6"6"
FILL FILL FILL
10''10''10''
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SALT LAKE CITY
CORPORATION
ENGINEERING DIVISION
SALT LAKE CITY
CORPORATION
COMMUNITY AND ECONOMICDEVELOPMENT
IC T Y
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36912
SALT LAKE VALLEYSOLID WASTEFACILITYMODULE 8
MODULE 8SITE PLAN
CS-2
5 OF 24
G:\Shared drives\Projects\2022 Projects\22-100 Salt Lake City On-Call\Task 2 -Landfill Design\09_Data\Roadway Design\Sheets\3.2_Module 8 Site Plan.dwg
MOD 8
MOD 7
MOD 4MOD 5
MOD 11 MOD 10
0 100' 200'
SUMP(SEE DETAIL 1/DT-2)
TRANSITION FROM 4-FT LINERWALL (3/DT-6) TO STANDARDANCHOR TRENCH (5/DT-1)
MOD 7 LINER TIE-IN(SEE DETAIL 4/DT-1)
MOD 5 LINER TIE-IN(SEE DETAIL 2/DT-4)
NORTH FRENCH DRAIN(SEE DETAIL 2/DT-4,PROFILE ON PR-1)
EAST FRENCH DRAIN(SEE DETAIL 1/DT-5PROFILE ON PR-2)
SOUTH DITCH(SEE DETAIL 2/DT-5,
PROFILE ON PR-3)
4" PERFORATED
LEACHATE PIPE ATTOE OF SLOPE
(SEE DETAIL 5/DT-2)
10" PERFORATEDLEACHATE PIPE(SEE DETAIL 3/DT-2)
4-18" WITHDRAWL PIPES(SEE DETAIL 4/DT-2)
WEST ROAD(SEE DETAIL 1/DT-4AND PROFILE ON PR-4)
2
DT-5
1
DT-5
1
DT-4
2
DT-4
MANHOLE (SEE PROFILE ON PR-3)
MOD 5 EXISTING SUMP. ABANDONIN PLACE AND PLACE COMPACTEDPROTECTIVE SOIL TO PREVENTEQUIPMENT DAMAGE
6" PERFORATED PIPE AT TOE OF SLOPE(SEE DETAIL 5/DT-2)
6" PERFORATEDLEACHATE PIPE(SEE DETAIL 6/DT-1)
4" PERFORATEDLECHATE PIPE
(SEE DETAIL 6/DT-1)
WEST FRENCH DRAIN(SEE DETAIL 3/DT-4,PROFILE ON PR-2)
GRAVEL PAD FOR FUTURE FLARE. USE12" CLASS A-1-a GRANULAR BORROWPER SPECIFICATION 31 05 13
40'
100'
6" PIPE WITH TEE'S TOCONNECT TO 6" PIPES(SEE SHEET DR-2)
4-6" PERFORATED LEACHATE PIPESCONNECT TO EXISTING 6" LEACHATE PIPES
(SEE SHEET DR-2 AND DETAIL 6/DT-1)
LOCATE AND CONNECT 6"PERFORATED LEACHATE PIPEEXISTING 6" LEACHATE PIPE.APPROXIMATE ELEV. OF 4220.20.
DEBRIS FENCE(SEE DETAIL 1/DT-6)
DEBRIS FENCE(SEE DETAIL 1/DT-6)
TIE INTO MESH EXISTING
DEBRIS FENCE
CLEAR AND GRUB AND REGRADEDITCH (SEE DETAIL 1/DT-4, ANDSHEET CS-1 FOR EXTENT)
18" PIPE (SEE PROFILE ON PR-3)
18" PIPE (SEE PROFILE ON PR-3)
18" PEROFRATED PIPE (SEE PROFILE ON PR-3)
CENTER FRENCH DRAIN(SEE PROFILE ON PR-1AND DETAIL 3/DT-2)
EXISTING 48" DIA. MANHOLE (13' DEEP)BACKFILL AND ABANDON, REMOVE
SECTIONS AS NECESSARY FOR LINERINSTALLATION (SEE NOTE 1).
WATER LEVEL OF DITCH/SUMPTO REMAIN BELOW EL: 4208PUMP WATER TO WEST DITCH ASNECESSARY
EXISTING GROUNDWATER CONTROLPUMP AND GENERATOR TO BE
REMOVED BY LANDFILL/OWNERPRIOR TO CONSTRUCTION START(SEE NOTE 1).
NATIVE CLAY DAM TOISOLATE DITCH (TO BEREMOVED BY OWNER)
HEADWALL AND SLAB ATLRCS EXTRACTION PIPES(SEE DETAIL 3/DT-3)
NOTES:1. AFTER CONSTRUCTION START ALL MODULE 8
GROUNDWATER CONTROL AND DEWATERINGSHALL BE THE RESPONSIBILITY OF THE
CONTRACTOR. ALL LANDFILL OWNEDDEWATERING PUMPS, GENERATORS, ETC.SHALL BE REMOVED PRIOR TO CONSTRUCTION.CONTRACTOR SHALL PROVIDE ALL EQUIPMENTAND PORTABLE POWER SERVICE FORGROUNDWATER CONTROL.2. INSTALL GAVLVANIZED BAND-TYPE ANIMALGUARD SUCH AS AGRI-DRAIN ORENGINEER-APPROVED EQUAL AT THE END OFALL EXPOSED HDPE DRAIN AND INTAKE PIPES.
ROADSIDE SWALE FLSEE DETAIL 2/DT-5
ROADSIDE SWALE FLSEE DETAIL 1/DT-4
LINER ANCHOR TRENCHDIRECTLY BELOW TOP OF BERM.SEE DETAILS 5/DT-1 AND 1/DT-4
LINER ANCHOR TRENCHDIRECTLY BELOW TOP OF BERM.SEE DETAILS 5/DT-1 AND 2/DT-5
SOUTH ROAD(SEE DETAIL 2/DT-5AND PROFILE ON PR-3)
MOD 7 LINER TIE-IN(SEE DETAIL 4/DT-1)
ENTEND LINER TIE-IN ANDEXCAVATION INTO MOD 7 ASREQUIRED TO MAKE CONNECTIONTO EXISTING LEACHATE PIPE.
SEE NOTE 2
SEE NOTE 2
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Revised February 11, 2013 Proposed Subcontractor Form
00 43 36 - 1
DOCUMENT 00 43 36
PROPOSED SUBCONTRACTOR FORM

PART 1 GENERAL

1.1 BIDDER
A. Name:
Address:

B. Telephone Number:
1.2 CONSTRUCTION CONTRACT
A. SALT LAKE VALLEY SOLID WASTE MANAGEMENT FACILITY,
MODULE 8, JOB No. LDF20015

PART 2 REPORT

2.1 SUBCONTRACTOR AND SUPPLIER REPORT
A. Failure of Bidder to specify a Subcontractor for any portion of the Work constitutes an
agreement by Bidder that Bidder is fully qualified to perform that portion and that
Bidder shall perform that portion. See Instructions to Bidders (Document 00 21 13,
paragraph 3.4B for additional information concerning the subcontractors and the nature
and extent of any work that must be listed on this form.
B. Bidder will be fully responsible to OWNER for the acts and omissions of Subcontrac-
tors and Suppliers and of persons either directly or indirectly employed by them, as
Bidder is for the acts and omissions of persons employed by Bidder directly.
C. Nothing contained in the Contract Documents shall create any contractual relationship
between any Subcontractor or Supplier and OWNER. Bidder agrees that each
subcontract with Bidder's Subcontractor will disclaim any third party or direct
relationship between OWNER and any Subcontractor or Supplier.
D. The names and addresses of the Subcontractors and Suppliers who will work under the
terms of the Contract Documents and the estimated dollar amount of each subcontract,
as appropriate, are set forth in the following tables.

Revised February 11, 2013 Proposed Subcontractor Form
00 43 36 - 2

SUBCONTRACTORS
Name Nature and Extent of
Work to be Subcontracted Amount
1.
2.
3.
Total $ ________________
Percent of Total Contract _________%
SUPPLIERS
Name Nature and Extent of
Work to be Subcontracted Amount
1.
2.
3.
4.

PART 3 EXECUTION

3.1 EFFECTIVE DATE
A. Bidder executes this Subcontractor and Supplier report and declares it to be a
supplement to the Bid (Document 00 41 00) and in effect as of
_____________________________, 20___
3.2 BIDDER'S SUBSCRIPTION
A. Bidder's signature:
B. Please print Bidder's name here:
C. Title:

END OF DOCUMENT

Revised July 7, 2008 Work Under Contract Report
00 43 37 - 1
DOCUMENT 00 43 37
WORK UNDER CONTRACT REPORT

PART 1 GENERAL

1.1 BIDDER
A. Name:
Address:

B. Telephone Number:
1.2 CONSTRUCTION CONTRACT
A. SALT LAKE VALLEY SOLID WASTE MANAGEMENT FACILITY,
MODULE 8, JOB No. LDF20015

PART 2 REPORT

2.1 STATUS OF WORK UNDER CONTRACT
A. The completion and submission to OWNER of the following table by Bidder is required
within 7 calendar days after ENGINEER’s request per Article 3.1 of the Instructions to
Bidders (Document 00 21 13). OWNER may declare Bidder non-responsive if this
report is not submitted on time.
B. The successful Bidder is required to notify OWNER in writing of any new contracts
awarded before the execution of the Construction Contract.

Revised July 7, 2008 Work Under Contract Report
00 43 37 - 2

STATUS OF WORK UNDER CONTRACT
Description of Contract
And for Whom Performed
Date of
Award
Amount of
Contract
Contract
Completion
Date
Percent
Complete
Scheduled
Completion
Date
Dollar
Amount
Outstanding
1

2

3

4

5

6

7

8

9

Total of Dollar Amount Outstanding $____________________________
CONTRACTOR’s Bid for this Project $____________________________
TOTAL $____________________________
C. Add supplemental sheets if necessary to account for all work under contract.
PART 3 EXECUTION

3.1 EFFECTIVE DATE
A. Bidder executes this Work Under Contract Report and declares it to be a supplement
to the Bid (Document 00 41 00) and in effect as of
_____________________________, 20____.
3.2 BIDDER'S SUBSCRIPTION
A. Bidder's signature:
B. Please print Bidder's name here:
C. Title:
END OF DOCUMENT

Revised July 7, 2008 Bidder Status Report
00 43 38 - 1
DOCUMENT 00 43 38
BIDDER STATUS REPORT

PART 1 GENERAL

1.1 BIDDER
A. Name:
B. Address:

C. Telephone number:
1.2 CONSTRUCTION CONTRACT
A. SALT LAKE VALLEY SOLID WASTE MANAGEMENT FACILITY,
MODULE 8, JOB No. LDF20015

PART 2 REPORT

2.1 BIDDER STATUS REPORT
A. Bidder affirms that the following information is true and correct.
1. Number of employees: ____________________
2. Bidder's firm is: (check all of the following that are applicable)
[___] Independently owned and operated.
[___] An affiliate of*
[___] A subsidiary of*
[___] A division of*
[___] A business with gross revenue in excess of $________________________
[___] A business with gross revenue below $ _______________________
* PARENT COMPANY:
Name:
Address:
Telephone Number: ________________________
Facsimile Number: ________________________

Revised July 7, 2008 Bidder Status Report
00 43 38 - 2
PART 3 EXECUTION

3.1 EFFECTIVE DATE
A. Bidder executes this status report and declares it to be a supplement to the Bid Form
(Document 00 41 00) and in effect as of _________________________, 20 ____.
3.2 BIDDER'S SUBSCRIPTION
A. Bidder's Signature:
B. Please print Bidder's name here:
C. Title:

END OF DOCUMENT

Revised February, 2019
Qualified Health Insurance Certification Form
00 43 45 - 1
DOCUMENT 00 43 45
QUALIFIED HEALTH INSURANCE CERTIFICATION FORM

PART 1 GENERAL

1.1 BIDDER
A. Name:
B. Address:

C. Telephone number:
1.2 CONSTRUCTION CONTRACT
A. SALT LAKE VALLEY SOLID WASTE MANAGEMENT FACILITY,
MODULE 8, JOB No. LDF20015

1.3 CERTIFICATION
Bidder, on behalf of Bidder and every subcontractor with a subcontract value of $1,000,000 or more
at the original execution of the subcontract under Bidder, if any, certifies that the following
information is true and correct as of the time of submitting its bid.

Bidder and every subcontractor with a subcontract value of $1,000,000 or more at the original
execution of the subcontract, if any, provides and will maintain an offer of Qualified Health Insurance
Coverage as defined in Salt Lake City Code Section 3.24.115 as described below for the duration of
the contract.

Yes _____ No ________
INITIAL INITIAL
Qualified Health Insurance Coverage as defined in Salt Lake City Code Section 3.24.115
means the same as that term defined in Utah Code, Section 26-40-115, Utah Code Annotated,
as amended, or its successor:

1. A health benefit plan and employer contribution level with a combined actuarial value
at least actuarially equivalent to the combined actuarial value of the benchmark plan
found at http://www.health.utah.gov/chip/PDF/2016Benchmark.pdf, determined by the
program under Utah Code Section 26-40-106(1) and a contribution level at which the
employer pays at least 50% of the premiums for the employee and the dependents of the
employee who reside or work in Utah; or
2. A federally qualified high deductible health plan that, at a minimum:
a. Has a deductible that is:
i. The lowest deductible permitted for a federally qualified high deductible
health plan; or

Revised February, 2019
Qualified Health Insurance Certification Form
00 43 45 - 2
ii. A deductible that is higher than the lowest deductible permitted for a
deductible qualified high deductible health plan, but includes an employer
contribution to a health savings account in a dollar amount at least equal to
the dollar amount difference between the lowest deductible permitted for a
federally qualified high deductible plan and the deductible for the employer
offered federally qualified high deductible plan;
b. Has an out-of-pocket maximum that does not exceed three times the amount
of the annual deductible; and
c. Provides that the employer pays 60% of the premium for the employee and
the dependents of the employee who work or reside in Utah.

PART 3 EXECUTION

3.1 EFFECTIVE DATE
A. Bidder executes this form, a supplement to the Bid Form (Document 00 41 00) and
declares it to be true and correct and in effect as of ___________________, 20 ____.

Bidder's signature: ___________________________________________________

Bidder's name (Print): ________________________________________________

Title: _______________________________________________________________

END OF DOCUMENT

Revised February 1, 2019
Work Environment Certification Form
00 43 46 - 1
DOCUMENT 00 43 46
WORK ENVIRONMENT CERTIFICATION FORM

PART 1 GENERAL

1.1 BIDDER
A. Name:
B. Address:

C. Telephone number:
1.2 CONSTRUCTION CONTRACT
A. SALT LAKE VALLEY SOLID WASTE MANAGEMENT FACILITY,
MODULE 8, JOB No. LDF20015

1.3 CERTIFICATION
A. Bidder, on behalf of Bidder and every subcontractor under Bidder, if any, certifies that
the following information is true and correct as of the time of submitting its bid.
1. Bidder and every subcontractor, if any, provides and will maintain the following
policies and programs listed below as defined in Salt Lake City Code, Section
3.24.115 for the duration of the contract.
a.

A drug and alcohol testing policy during the period of the
contract.

Yes
Initial
No
Initial
b. A program to actively recruit and/or employ veterans.
Yes
Initial
No
Initial

Revised February 1, 2019
Work Environment Certification Form
00 43 46 - 2
c. A job training program.
Yes
Initial
No
Initial
d. A safety program.
Yes
Initial
No
Initial
e. A formal policy of non-discrimination consistent with
federal, state, and local law.
Yes
Initial
No
Initial

PART 3 EXECUTION

3.1 EFFECTIVE DATE
A. BIDDER executes this form and declares it to be true and correct and in effect as of
___________________, 20 ____.
3.2 BIDDER'S SIGNATURE
A. BIDDER’s signature:
B. Please print BIDDER’s name here:
C. Title:

END OF DOCUMENT

Revised September 15, 2020
Agreement
00 52 00 - 1
DOCUMENT 00 52 00
AGREEMENT

This Agreement is dated as of the date that the City Recorder attests the applicable City signature
(which date shall be the recordation date, and is between Salt Lake City Corporation, a Utah
municipal corporation, 349 South 200 East, Suite 100, P.O. Box 145506, Salt Lake City, Utah
84114-5506 (OWNER or City) and the following entity (CONTRACTOR)
Name:
Address:

Telephone number:
Facsimile number:

For valuable consideration, the receipt of which the parties acknowledge, OWNER and
CONTRACTOR agree to the following.

PART 1 GENERAL

1.1 DEFINITIONS
A. Words used in this Agreement, in any Qualified Health Insurance Supplemental
Agreement (Document 00 54 16), in any Value Program Supplemental Agreement
(Document 00 54 15), and in any Supplemental Agreement (00 54 00) related hereto
that are defined in Document 00 72 00 in the current edition of the Manual of Standard
Specifications published by the Utah Chapter of the American Public Works
Association (APWA) shall have meaning as defined therein.
1.2 WORK
A. CONTRACTOR shall provide the construction and services specified in the Drawing
and Specifications in the Construction Contract known as:
Name: SALT LAKE VALLEY SOLID WASTE MANAGEMENT FACILITY,
MODULE 8
Number: LDF20015
B. CONTRACTOR shall comply with its obligations under the Contract Documents.
C. The following Contract Documents are all hereby made part of this Agreement to the
same extent as if incorporated herein in full:
a. Bid Documents
b. Project Manual
c. The Construction Drawings

Revised September 15, 2020
Agreement
00 52 00 - 2
d. Federal Provisions (CDBG) – As Applicable (Documents 00 43 42, 00 43 43,
00 43 44, 00 73 12 and 00 73 46)
e. 2017 APWA Manual of Standard Specifications
f. 2017 APWA Manual of Standard Plans
g. Modifications to the General Conditions (Document 00 73 10)
h. Supplemental Agreement(s) – (Documents 00 54 00, 00 54 15, 00 54 16)
i. The following enumerated addenda: _____

1.3 ENGINEER
A. John M. Coyle, P.E. is OWNER’s representative and agent who has the rights,
authority, and duties assigned to ENGINEER in the Contract Documents.
1.4 ASSIGNMENT NOT BINDING WITHOUT WRITTEN CONSENT
A. No assignment of any right or interest in the Construction Contract shall be made
without written consent of OWNER and CONTRACTOR. No assignment will release
or discharge OWNER or CONTRACTOR from any duty or responsibility under the
Construction Contract unless specifically stated to the contrary in any written consent to
an assignment.
B. CONTRACTOR shall make no assignment of money that is due without OWNER's
written consent (except to the extent that the effect of this restriction may be limited by
Law or Regulation).
1.5 BINDING TERMS
A. OWNER and CONTRACTOR each binds itself, its partners, successors, assigns, and
legal representatives to the other party hereto, its partners, successors, assigns, and
legal representatives in respect to all covenants, agreements, and obligations contained
in the Construction Contract.
1.6 REPRESENTATION REGARDING ETHICAL STANDARDS FOR CITY
OFFICERS AND EMPLOYEES AND FORMER CITY OFFICERS AND
EMPLOYEES
A. CONTRACTOR represents that it has not:
1. Provided an illegal gift or payoff to a City officer or employee or former City
officer or employee, or his or her relative or business entity.
2. Retained any person to solicit or secure this contract upon an agreement or
understanding for a commission, percentage, or brokerage or contingent fee,
other than bona fide employees or bona fide commercial selling agencies for
the propose of securing business.
3. Knowingly breached any of the ethical standards set forth in City's conflict of
interest ordinance, Chapter 2.44, Salt Lake City Code; or
4. Knowingly influenced, and hereby promises that it will not knowingly
influence, a City officer or employee or former City officer or employee to
breach any of the ethical standards set forth in City's conflict of interest
ordinance, Chapter 2.44, Salt Lake City Code.

Revised September 15, 2020
Agreement
00 52 00 - 3

PART 2 TIME AND MONEY CONSIDERATIONS

2.1 CONTRACT PRICE
A. The Contract Price includes the cost of the Work specified in the Contract Documents,
plus the cost of all bonds, insurance, permits, and fees, and all charges, expenses, and
assessments of whatever kind or character.
B. The Schedules of Prices awarded from the Bid Schedule (Document 00 43 00) are as
follows.
1.
2.
3.
4.
C. An Agreement Supplement (Document 00 54 00) [ ____ ] is, [ ____ ] is not attached to
this Agreement.
D. A Qualified Health Insurance Supplemental Agreement (Document 00 54 16) [ __ ] is,
[ ___ ] is not attached to this Agreement.
E. A Value Program Supplemental Agreement (Document 00 54 15) [ ] is [ ] is
not attached to this Agreement.
F. Based upon the above-awarded schedules and the Agreement Supplement (if any), the
Contract Price awarded is:
dollars and
cents ($ ).
2.2 CONTRACT TIME
A. Contract Time shall:
1. Terminate at mid-night of the 27th day of September, 2024.
B. Any time specified in work sequences in the Summary of Work (Section 01 11 00)
shall be a part of the Contract Time.
2.3 PUNCH LIST TIME
A. CONTRACTOR shall complete all Work within 15 days after CONTRACTOR
receives ENGINEER's Final Inspection Punch List unless ENGINEER grants
additional time in writing or an exception has been specified in the Contract
Documents.
B. Permitting CONTRACTOR to continue and finish the Work or any part of the Work
after the time fixed for its completion, or after the date to which the time for
completion may have been extended, whether or not a new completion date is

Revised September 15, 2020
Agreement
00 52 00 - 4
established, shall in no way operate as a waiver on the part of OWNER of any of
OWNER's rights.
2.4 LIQUIDATED DAMAGES
A. CONTRACTOR agrees that OWNER will suffer damage or financial loss if the Work
is not completed within the Contract Time, if sequenced work is not completed on
time, or if public services are interrupted. CONTRACTOR and OWNER agree that
the exact amount of damage or loss is difficult to determine.
B. OWNER shall be entitled to deduct and retain liquidated damages out of any money
that may be due or become due CONTRACTOR. To the extent liquidated damages
exceed any amounts due CONTRACTOR, CONTRACTOR shall be liable for such
amounts and shall return such amounts to OWNER.
C. Instead of requiring proof of damage or specific financial loss, CONTRACTOR shall
pay the following sums to OWNER as liquidated damages and not as a penalty. Such
liquidated damages shall relate only to the additional administrative costs and expenses
incurred by OWNER and shall not prevent OWNER from pursuing other remedies or
collecting actual damages for damage or loss other than administrative costs and
expenses.
1. Late Completion: One Thousand Dollars And Zero cents ($ 1000.00) for each
day or part thereof that expires after the Contract Time until the Work is Substantially
Complete as provided in Article 14.5 of the General Conditions (Document 00 72 00).
2. Late Punch List Time Completion: 50 percent of the amount specified for Late
Contract Time Completion for each day or part thereof that the Work remains
incomplete after the Punch List Time. The Punch List shall be considered
received by CONTRACTOR on the day it is transmitted by facsimile or hand
delivery or the day it is received by registered or certified mail.
3. Work Sequence Completion: If a Work sequence is specified, then for each day
or part thereof that exceeds the specified time and until ENGINEER determines
that such Work sequence is Substantially Complete, CONTRACTOR shall pay the
following sums to OWNER.
a. Work Sequence 1: Failure to construct and the south ditch and west, center,
east and north French drains prior to October 6, 2023.
One thousand dollars and zero cents ($1,000.00) per day.
b. Work Sequence 2:
dollars
and cents ($ ) per day.
c. Work Sequence 3:
dollars
and cents ($ ) per day.
d. Work Sequence 4:
dollars

Revised September 15, 2020
Agreement
00 52 00 - 5
and cents ($ ) per day.
e. Work Sequence 5:
dollars
and cents ($ ) per day.
4. Survey Monuments: $1,000.00 if a land survey monument is disturbed or moved
and ENGINEER's surveyor has not referenced the survey monument for resetting.
5. Interruption of Public Services: No interruption of public services shall be
caused by CONTRACTOR, its agents, or employees, without ENGINEER’s
prior written approval.
2.5 RETAINAGE
A. Retainage is at OWNER's Option: OWNER may, in its sole discretion, retain and
withhold up to five percent of any payment due to CONTRACTOR under the
Construction Contract, but the total retention may not exceed five percent of the total
Contract Price. If, in ENGINEER's opinion, the Work is proceeding in accordance
with CONTRACTOR's approved progress schedule, and all progress schedule
submittals are current and up to date, and all required payrolls, Shop Drawings, and
miscellaneous submittals are current and up to date, OWNER may choose not to
withhold retainage.
1. Payments: At any time after 50 percent of the Work has been completed and if
$50,000 or more has been retained, OWNER may make any of the remaining
progress payments in full if, in OWNER's sole discretion, the Work is progressing
satisfactorily. While CONTRACTOR is carrying on the Work, OWNER may pay
monthly the balance not retained as aforesaid, after deducting all previous
payments and all sums to be kept or retained under the provisions of the
Construction Contract. No such payment shall be required to be made when, in
the judgment of ENGINEER, the Work is not proceeding in accordance with the
Contract Documents or when in ENGINEER's judgment the total value of the
Work done since the last estimate amounts to less than $300. No such payment
shall be construed to be an acceptance of any defective or improper Work or
materials.
2. Reducing the Retainage: As the Work nears completion and solely at
ENGINEER's discretion, OWNER may reduce the retainage to an amount more in
line with the Work actually remaining.
B. Interest: Any money retained by OWNER shall be placed in an interest-bearing
account held by OWNER as of the date such money would have otherwise been
payable. The interest accrued thereon shall be for the benefit of CONTRACTOR.
C. Release of Retainage and Interest: Any retained moneys and any accrued interest
thereon shall be released to CONTRACTOR pursuant to a billing statement from
CONTRACTOR within 45 days after the later of: (1) the date that OWNER receives the
billing statement from CONTRACTOR; (2) the date that a certificate of occupancy or
final acceptance notice is issued to CONTRACTOR or OWNER; (3) the date that

Revised September 15, 2020
Agreement
00 52 00 - 6
OWNER (or other authorized building inspector) does not issue a certificate of
occupancy but permits partial or complete occupancy of a newly constructed or
remodeled building at the Project; or (4) the date that CONTRACTOR accepts the final
pay quantities.
D. Other Retainage: Notwithstanding paragraph 2.5A: (1) if CONTRACTOR is in default
or breach of the terms and conditions of the Construction Contract, OWNER may
withhold from payment for as long as reasonably necessary an amount necessary to cure
the breach or default of CONTRACTOR; or (2) if the Project or a portion of the Project
has been substantially completed, OWNER may retain until completion up to twice the
fair market value of the Work of CONTRACTOR that has not been completed in
accordance with the Construction Contract.
2.6 PAYMENT PROCEDURES
A. Progress Payments: CONTRACTOR shall submit Applications for Payment in
accordance with Part 14 of the General Conditions (Document 00 72 00). Payment
shall not become due or payable for any contract item not provided or installed by
CONTRACTOR. As work is performed, OWNER shall pay money due to
CONTRACTOR.
1. Withholding Payment: OWNER reserves the right to withhold payment from
CONTRACTOR for non-compliance with any provision of the Contract
Documents.
2. Price Adjustments: OWNER will consider making partial payment to
CONTRACTOR for certain non-conforming work in advance of any negotiated
settlement reached between CONTRACTOR and OWNER, provided
CONTRACTOR requests in writing that this be done. CONTRACTOR agrees
that any such payments made by OWNER are "payments in advance" and that any
money that becomes due when the final settlement is negotiated will not constitute
payments "withheld" or "retained" under State law.
B. Final Payment: After completion of all Work and Punch List items, OWNER shall
pay the Contract Price due after deducting all previous payments, unit price quantity
adjustments, penalties, liquidated damages, and other amounts to be retained. All prior
progress payments shall be subject to correction in the final payment. The final
payment shall not be due and payable until 30 days after approval of the request for
final payment by OWNER's finance department.
1. Submittal: Final payment shall not be made until CONTRACTOR has delivered
and ENGINEER has accepted all submittals specified in Article 14.8 of the
General Conditions (Document 00 72 00).
2. OWNER Released From Claims: The payment and acceptance of the final
Contract Price due and the adjustment and payment for any Work done in
accordance with any alterations of the same shall release OWNER from any and
all claims of CONTRACTOR on account of Work performed under the Contract
Documents or any Modification thereof, except for those claims specifically agreed
to by OWNER as reserved and unresolved.

Revised September 15, 2020
Agreement
00 52 00 - 7

2.7 EXTRA WORK
A. No money will be paid to CONTRACTOR for any additions, deletions, or revisions in
the Work as stipulated in Article 10.1 of the General Conditions (Document 00 72 00),
unless a contract Modification for such has been made in writing and executed by
OWNER and CONTRACTOR.

PART 3 EXECUTION

3.1 EFFECTIVE DATE
A. OWNER and CONTRACTOR executed this Agreement and declared it in effect as of
the day and year first written above.
3.2 CONTRACTOR'S SUBSCRIPTION AND ACKNOWLEDGEMENT
A. Name of organization:
B. Type of organization:
(Corporation, partnership, limited liability company, individual, etc.)
C. CONTRACTOR's Utah license number:
D. CONTRACTOR's signature:
E. Please print name here:
F. Title:
G. Business Entity Acknowledgement:

STATE OF __________ )
: ss.
COUNTY OF __________ )

The foregoing instrument was acknowledged before me this _____ day of

Revised September 15, 2020
Agreement
00 52 00 - 8
______________, 20___, by _______________________________, the
[Name of signer]
__________________ of ______________________________, a _____________
[Title of signer] [Name of entity]
.
[State where organized and type of entity]

____________________________________
NOTARY PUBLIC

Residing at

My Commission Expires: Notary’s Seal

_____________________

Revised September 15, 2020
Agreement
00 52 00 - 9
H. Individual Acknowledgement:

STATE OF UTAH )
: ss.
COUNTY OF )

The foregoing instrument was acknowledged before me this day of ,
20 by ,
an individual.

Notary’s signature

Residing at

My commission expires: Notary’s seal

I. Signature Authority: At the request of OWNER, evidence satisfactory to OWNER
shall be submitted that shows that the person executing this Agreement has the required
authority to execute this Agreement. For a corporation such evidence will be in the
bylaws or a resolution of the board of directors. For a limited liability company such
evidence will be in the operating agreement.
3.3 OWNER'S SUBSCRIPTION AND ATTESTATION
A. Approval as to form:
(OWNER's attorney)
B. Approval as to budget:
(OWNER's financial officer)
C. OWNER's signature:
D. Name and Title:
E. Attest:
(Signature of City recorder or City recorder designee)

END OF DOCUMENT

February 11, 2013 Qualified Health Insurance Supplemental Agreement
00 54 16 - 1
DOCUMENT 00 54 16
QUALIFIED HEALTH INSURANCE SUPPLEMENTAL AGREEMENT

PART 1 GENERAL

1.1 DOCUMENT INCLUDES
A. Changes negotiated between Bidder / Contractor and OWNER that will be incorporated
into the Construction Contract by reference.
1.2 CONSTRUCTION CONTRACT
A. SALT LAKE VALLEY SOLID WASTE MANAGEMENT FACILITY,
MODULE 8, JOB No. LDF20015
1.3 PRACTICES TO BE MAINTAINED
A. As part of its bid, CONTRACTOR certified to OWNER that CONTRACTOR and all
its subcontractors provided Qualified Health Insurance Coverage, as defined in Section
3.24.115 of the Salt Lake City Code and as described below, for their respective full
time and part time employees. CONTRACTOR and Subcontractor shall maintain such
Qualified Health Insurance Coverage for the entire term of this Contract, including any
extensions or renewals.
1. A health benefit plan (not including dental coverage) and employer contribution
level with a combined actuarial value at least actuarially equivalent to the combined
actuarial value of the benchmark plan determined by the Children’s Health
Insurance Program under Utah Code Section 26-40-106(2)(a), and a contribution
level of 50% of the premiums for the employee and the dependents of the employee
who reside or work in Utah under which:
a. The employer pays at least 50% of the premium for the employee and the
dependents of the employee who reside or work in Utah; and
b. For purposes of calculating actuarial equivalency under this provision, rather
than the benchmark plan’s deductible and the benchmark plan’s out-of-pocket
maximum based on income levels:
i. The annual deductible is $1,000 per individual and $3,000 per family; and
ii. The annual out-of-pocket maximum is $3,000 per individual and $9,000 per
family; or
2. A federally qualified high-deductible health plan ( not including dental coverage)
that at a minimum:
a. Has a deductible that is either:
i. The lowest deductible permitted for a federally qualified high-deductible
plan; or

February 11, 2013 Qualified Health Insurance Supplemental Agreement
00 54 16 - 2
ii. A deductible that is higher than the lowest deductible permitted for a
federally qualified high-deductible health plan, but
includes an employer contribution to a health savings account in a dollar
amount at least equal to the dollar amount difference between the lowest
deductible permitted for a federally qualified high-deductible plan and the
deductible for an employer offered federally qualified high-deductible plan;
a. Has an out-of-pocket maximum that does not exceed three times the amount
of the annual deductible; and
b. The employer pays 60% of the premium for the employee and the
dependents of the employee who work or reside in Utah.
1.4 LEGAL REMEDIES
A. CONTRACTOR received the award of the Construction Contract in part because
CONTRACTOR certified to OWNER that CONTRACTOR and all its subcontractors
had and will maintain Qualified Health Insurance Coverage for their full-time and part
time employees that complied with the Qualified Health Insurance Coverage provisions
of Salt Lake City Code Section 3.24.115.
B. If CONTRACTOR fails to maintain the Qualified Health Insurance Coverage during the
term of the Construction Contract, OWNER may pursue any available legal remedies
against CONTRACTOR.

PART 2 EXECUTION

2.1 EFFECTIVE DATE
A. OWNER and CONTRACTOR executed this Agreement and declared it in effect as of
the ________ day of _______________________________________, 20 _____.
2.2 CONTRACTOR'S SUBSCRIPTION AND ACKNOWLEDGEMENT
A. Name of organization:
B. Type of Organization:
(Corporation, partnership, limited liability company, individual, etc.)
C. CONTRACTOR's Utah license number:
D. CONTRACTOR's signature:
E. Please print name here:
F. Title:

February 11, 2013 Qualified Health Insurance Supplemental Agreement
00 54 16 - 3

G. Business Entity Acknowledgement:

STATE OF UTAH )
: ss
COUNTY OF SALT LAKE )

The foregoing instrument was acknowledged before me this _____ day of
______________, 20___, by _______________________________, the
[Name of signer]
__________________ of ______________________________, a _____________
[Title of signer] [Name of entity]
.
[State where organized and type of entity]

____________________________________
NOTARY PUBLIC

Residing at Notary’s Seal

My Commission Expires:

_____________________

February 11, 2013 Qualified Health Insurance Supplemental Agreement
00 54 16 - 4

H. Individual Acknowledgement:

STATE OF UTAH )
: ss.
COUNTY OF )

The foregoing instrument was acknowledged before me this day of
________________________, 20 , by ,
an individual.

Notary’s signature

Residing at

My commission expires: Notary’s seal

I. Signature Authority: At the request of OWNER, CONTRACTOR shall submit to
OWNER evidence satisfactory to OWNER that shows that the person executing this
Agreement has the required authority to execute this Agreement. For a corporation such
evidence will be in the bylaws or a resolution of the board of directors. For a limited
liability company such evidence will be in the operating agreement.
2.3 OWNER'S SUBSCRIPTION AND ATTESTATION
A. Approval as to form:
(OWNER's attorney)
B. Approval as to budget:
(OWNER's financial officer)
C. OWNER's signature:
D. Name and Title:
E. Attest:
(Signature of City Recorder or City Recorder designee)

Revised February 23, 2009 Performance Bond
00 61 13 - 1
DOCUMENT 00 61 13
PERFORMANCE BOND

PART 1 GENERAL
1.1 BOND
A. Number: ______________________________.
B. Amount:
dollars ($ ______________).
1.2 SURETY
A. Name:
B. Address:

C. Telephone number: _____________________________.
D. Facsimile number: _____________________________.
1.3 CONTRACTOR
A. Name:
B. Address:

C. Telephone number: _____________________________.
D. Facsimile number: _____________________________.
1.4 OWNER
A. Salt Lake City Corporation, a Utah municipal corporation, 349 South 200 East, Suite 100,
Salt Lake City, P.O. Box 145506, Salt Lake City, Utah 84114-5506.
1.5 CONSTRUCTION CONTRACT
A. SALT LAKE VALLEY SOLID WASTE MANAGEMENT FACILITY,
MODULE 8, JOB No. LDF20015
1.6 DEFINED TERMS
A. Terms used in this Performance Bond which are defined in Article 1.1 of the General
Conditions (Document 00 72 00) will have the meanings indicated in the General
Conditions.

Revised February 23, 2009 Performance Bond
00 61 13 - 2

PART 2 COVENANTS

2.1 SURETY'S AND CONTRACTOR'S RELATIONSHIP
A. The Surety, as surety, and the CONTRACTOR, as principal, jointly and severally, bind
themselves, their heirs, executors, administrators, successors, and assigns to the OWNER,
as obligee, for the performance of the Construction Contract.
B. If the CONTRACTOR performs the Construction Contract, the Surety and the
CONTRACTOR shall have no obligation under this Bond; otherwise this Bond shall
remain in full force and effect.
2.2 NOTICE
A. Notice to the Surety, the OWNER, or the CONTRACTOR shall be sent by registered or
certified mail, postage prepaid, by facsimile, by hand delivery, or by overnight delivery
service for which a delivery receipt is required, to the address shown on this Bond.
B. Notices sent as provided in Section 2.2A shall be effective on the date on which such
notice was sent.
C. Notice may be sent by facsimile. Facsimile notice shall be effective on the date of
transmission provided that a confirmation establishing the successful transmission of the
notice is sent by first-class mail, postage prepaid, along with a copy of the notice
transmitted, no later than twenty-four (24) hours after the facsimile notice is transmitted.
D. If any notice requires a period of less than seven (7) days for response, the notice shall be
sent by facsimile.
E. If the time for response to any notice expires on a Saturday, Sunday, or a legal holiday in
the State of Utah, the time shall be extended to the next business day.
2.3 PROCEDURE TO INVOKE SURETY'S OBLIGATION
A. If the CONTRACTOR fails to perform any of its obligations under the Construction
Contract, and such failure to perform has not been waived by the OWNER, the OWNER
may notify the CONTRACTOR and the Surety, at their addresses described above, that
the CONTRACTOR is in default, and may formally terminate the CONTRACTOR’s right
to perform its obligations under the Construction Contract.
B. If the Construction Contract is terminated, the OWNER shall pay the unpaid Balance of
the Contract Price to the Surety for completion of the Work in accordance with the terms
of the Construction Contract or to a contractor selected by the Surety to perform the Work
in accordance with the terms of the Construction Contract.
2.4 SURETY'S OPTIONS AT CONTRACTOR TERMINATION
A. Surety Completes the Work: The Surety may undertake to perform and complete the
Work itself, through its agents, or through independent contractors.

Revised February 23, 2009 Performance Bond
00 61 13 - 3
B. Surety Obtains Bids or Proposals: The Surety may obtain bids or negotiated proposals
from qualified contractors acceptable to the OWNER for a contract for performance and
completion of the Work.
1. Such bids or proposals shall be prepared by the Surety for execution by the OWNER
and the completion contractor selected.
2. The Surety shall secure the contract with performance and payment bonds executed
by a qualified surety equivalent to this Bond and the payment bond (Document 00 61
14).
3. The Surety shall pay to the OWNER the amount of damages as described in Section
2.6 in excess of the balance of the Contract Price incurred by the OWNER resulting
from the CONTRACTOR's default.
C. Surety to Pay OWNER: The Surety may determine the amount, not to exceed the amount
of this Bond specified in Section 1.1B, for which the Surety believes it may be liable to
pay, and tender payment therefore to the OWNER. The OWNER has sole discretion to
accept payment.
2.5 PROCEDURE FOR OWNER TO DECLARE SURETY IN DEFAULT
A. The OWNER may declare the Surety to be in default pursuant to the following procedures:
1. The OWNER shall issue an additional written notice to the Surety, after declaring the
CONTRACTOR in default as provided in Section 2.3, demanding that the Surety
perform its obligations under this Bond; and
2. The Surety shall respond to the OWNER within 15 days after receipt of the OWNER's
additional notice, either denying the claim or accepting liability and exercising its
options under Section 2.4.
B. If the OWNER declines to accept the payment tendered by the Surety pursuant to Section
2.4(C), or if the Surety has denied the claim in whole or in part, the OWNER, without
further notice, may pursue any remedies available to the OWNER.
2.6 SURETY'S OBLIGATIONS
A. After the OWNER has terminated the CONTRACTOR's right to complete its obligations
under the Construction Contract, and if the Surety elects to complete the Work under the
Construction Contract as provided in Section 2.4, then the responsibilities of the Surety to
the OWNER shall not be greater than those of the CONTRACTOR under the Construction
Contract, and the responsibilities of the OWNER to the Surety shall not be greater than
those of the OWNER under the Construction Contract.
B. To the limit of the amount of this Bond, but subject to a commitment by the OWNER to
pay all valid and proper payments made to or on behalf of the CONTRACTOR under the
Construction Contract, the Surety is obligated, without duplication, for:
1. the responsibilities of the CONTRACTOR for correction of Defective Work and
completion of the Work under the Construction Contract;

Revised February 23, 2009 Performance Bond
00 61 13 - 4
2. any additional legal, design professional, and delay costs resulting from the
CONTRACTOR's default, and resulting from the actions or failure to act of the Surety
under Section 2.4; and
3. liquidated damages that are or may become due for any reason.

2.7 UNRELATED OBLIGATIONS OF THE CONTRACTOR
A. The Surety shall not be liable to the OWNER for obligations of the CONTRACTOR that
are unrelated to the Construction Contract, and the balance of the Contract Price shall not
be reduced or changed on account of any such unrelated obligations.
B. No right of action shall accrue on this Bond to any person or entity other than the OWNER
or its heirs, executors, administrators, or successors.
2.8 SURETY WAIVES NOTICE OF ANY CHANGE
A. Surety hereby waives notice of any change, including changes of Contract Time, Contract
Price, and scope of Work, to the Construction Contract or to related subcontracts,
purchase orders, and other obligations.
2.9 VENUE
A. Any suit or action commenced by the OWNER under this Bond shall be in a court of
competent jurisdiction in Salt Lake City, Utah.

PART 3 EXECUTION

3.1 EFFECTIVE DATE
A. The Surety and the CONTRACTOR executed this Bond and declared it to be in effect as
of the ______day of _______________________, 20___.
3.2 CONTRACTOR'S SUBSCRIPTION AND ACKNOWLEDGMENT
A. Name of organization:
B. Type of organization:
(corporation, partnership, limited liability company, individual, etc.)
C. CONTRACTOR's signature:
D. Print name here:
E. Title:

Revised February 23, 2009 Performance Bond
00 61 13 - 5
F. Business Entity Acknowledgement:

STATE OF UTAH )
: ss.
COUNTY OF )

The foregoing performance bond was acknowledged before me this _____ day of
______________, 20___, by _______________________________, the
[Name of signer]
__________________ of ______________________________, a _____________
[Title of signer] [Name of entity] [State]
.
[State where organized and type of entity]

NOTARY PUBLIC, residing in

G. Individual Acknowledgement:

STATE OF UTAH )
: ss.
COUNTY OF )

The foregoing performance bond was acknowledged before me this
day of , 20 by , an
individual.

NOTARY PUBLIC, residing in

Revised February 23, 2009 Performance Bond
00 61 13 - 6
H. Signature Authority: At the request of OWNER, CONTRACTOR shall submit to
OWNER evidence satisfactory to OWNER that shows that the person executing this
Bond has the required authority to execute this Bond. For a corporation such evidence
will be in the bylaws or a resolution of the board of directors. For a limited liability
company such evidence will be in the operating agreement.
3.3 SURETY'S SUBSCRIPTION AND ACKNOWLEDGMENT
A. Attach evidence of Surety's corporate authority to sign.
B. Surety's signature:
C. Please print name here:
D. Title:
E. Acknowledgment:
STATE OF ____________ )
:
COUNTY OF )

The foregoing performance bond was acknowledged before me this day of

, 20 by , the
(Name of signee)
of ,
(Title of signee) (Name of entity)
a .
(State where organized and type of entity)

NOTARY PUBLIC, residing in:

My Commission Expires: Notary’s Seal:

END OF DOCUMENT

Revised February 3, 2014 Payment Bond
00 61 14 - 1
DOCUMENT 00 61 14
PAYMENT BOND

PART 1 GENERAL

1.1 BOND
A. Number: ______________________________.
B. Amount:
dollars ($ ________________).
1.2 SURETY
A. Name:
B. Address:

C. Telephone number: _____________________________.
D. Facsimile number: _____________________________.
1.3 CONTRACTOR
A. Name:
B. Address:

C. Telephone number: _____________________________.
D. Facsimile number: _____________________________.
1.4 OWNER
A. Salt Lake City Corporation, a Utah municipal corporation, 349 South 200 East, Suite
100, P.O. Box 145506, Salt Lake City Utah 84114-5506.
1.5 CONSTRUCTION CONTRACT
A. SALT LAKE VALLEY SOLID WASTE MANAGEMENT FACILITY,
MODULE 8, JOB No. LDF20015
1.6 DEFINED TERMS
A. Terms used in this Payment Bond that are defined in Article 1.1 of the General
Conditions (Document 00 72 00) will have the meanings indicated in the General
Conditions.

Revised February 3, 2014 Payment Bond
00 61 14 - 2

PART 2 COVENANTS

2.1 SURETY's AND CONTRACTOR's RELATIONSHIP
A. The Surety as surety, and the CONTRACTOR, as principal, jointly and severally, bind
themselves, their heirs, executors, administrators, successors, and assigns to the
OWNER, as obligee, to pay for labor, materials, and equipment furnished for use in
the performance of the Construction Contract.
B. If the CONTRACTOR makes payment for all labor, materials, and equipment
furnished for use in the performance of the Construction Contract, the Surety and the
CONTRACTOR shall have no obligation under this Bond; otherwise this Bond shall
remain in full force and effect.
2.2 NOTICE
A. Notice to the Surety, the OWNER, or the CONTRACTOR shall be sent by registered
or certified mail, postage prepaid, by facsimile, by hand delivery, or by overnight
delivery service for which a delivery receipt is required, to the address shown on this
Bond.
B. Notices sent as provided in Section 2.2A shall be effective on the date on which such
notice was sent.
C. Notice may be sent by facsimile. Facsimile notice shall be effective on the date of
transmission provided that a confirmation establishing the successful transmission of the
notice is sent by first-class mail, postage prepaid, along with a copy of the notice
transmitted, no later than twenty-four (24) hours after the facsimile notice is
transmitted.
D. If any notice requires a period of less than seven (7) days for response, the notice shall
be sent by facsimile.
E. If the time for response to any notice expires on a Saturday, Sunday, or a legal holiday
in the State of Utah, the time shall be extended to the next business day.
2.3 CONDITIONS OF SURETY'S LIABILITY
A. With respect to the OWNER, this Bond shall be null and void if the CONTRACTOR
promptly takes the following actions:
1. makes payment, directly or indirectly, for all sums due Claimants; and
2. defends, indemnifies, and saves harmless the OWNER from all claims, demands,
Liens, or suits by any person or entity who furnished labor, materials, or equipment
for use in the performance of the Work, provided the OWNER has tendered
defense of such claims, demands, Liens, or suits to the CONTRACTOR and the
Surety.
2.4 PROCEDURE TO INVOKE SURETY'S OBLIGATION

Revised February 3, 2014 Payment Bond
00 61 14 - 3
A. Concerning Claimants who have a Direct Contract with the CONTRACTOR: The
Surety shall have no obligation to Claimants under this Bond who are employed by or
have a direct contract with the CONTRACTOR until such Claimants have given notice
to the Surety at the address shown on this Bond and have sent a copy, or notice thereof,
to the OWNER, stating that a claim is being made under this Bond and, with substantial
accuracy, stating the amount of the claim.
B. Concerning a Claimant who does not have a Direct Contract with the CONTRAC-
TOR: The Surety shall have no obligation to a Claimant under this Bond who does not
have a direct contract with the CONTRACTOR until such Claimant takes the following
actions.
1. The Claimant furnishes written notice to the CONTRACTOR and sends a copy, or
notice thereof, to the OWNER, within 90 days after having last performed labor or
last furnished materials or equipment included in the claim stating, with substantial
accuracy, the amount of the claim and the name of the party to whom the materials
were furnished or supplied or for whom the labor was done or performed;
2. The Claimant either receives a rejection in whole or in part from the
CONTRACTOR, or does not receive within 15 days after furnishing the above
notice any communication from the CONTRACTOR by which the CONTRACTOR
indicates that the claim will be paid directly or indirectly; and
3. Not having been paid within the above 15 days, the Claimant sends a written notice
to the Surety at the address described on this Bond and sends a copy, or notice
thereof, to the OWNER stating that a claim is being made under this Bond and
enclosing a copy of the previous written notice furnished to the CONTRACTOR.
2.5 SURETY'S OPTION TO SETTLE CLAIMS
A. When the Claimant has satisfied the conditions of Section 2.4, the Surety shall promptly
and at the Surety's expense take the following actions:
1. Send an answer to the Claimant, with a copy to the OWNER, within 60 days after
receipt of the claim, stating the amounts that are undisputed and the basis for
challenging any amounts that are disputed; and
2. Pay or arrange for payment of any undisputed amounts.
2.6 SURETY'S OBLIGATION
A. The Surety's total obligation under this Bond shall not exceed the amount of this Bond,
and the amount of this Bond shall be reduced in the amount of any payments made in
good faith by the Surety.
2.7 UNRELATED OBLIGATIONS OF THE CONTRACTOR
A. The Surety and the OWNER shall not be liable to Claimants or others for obligations of
the CONTRACTOR that are unrelated to the Construction Contract.
B. The OWNER shall not be liable for payment of any damages, costs, or expenses of any
Claimant under this Bond, and shall have under this Bond no obligation to make

Revised February 3, 2014 Payment Bond
00 61 14 - 4
payments to, give notices on behalf of, or otherwise have obligations to Claimants
under this Bond.

2.8 SURETY WAIVES NOTICE OF ANY CHANGE
A. Surety hereby waives notice of any change to the Construction Contract including
changes of Contract Time, Contract Price, and scope of Work, or to related
subcontracts, purchase orders, or other obligations.
2.9 VENUE
A. Any suit or action commenced by a Claimant under this Bond shall be in a court of
competent jurisdiction in Salt Lake City, Utah.
2.10 COPIES OF THIS BOND
A. Upon request by any person or entity appearing to be a potential beneficiary of this
Bond, the CONTRACTOR or the OWNER shall promptly furnish a copy of this Bond
or shall permit a copy to be made.

PART 3 EXECUTION

3.1 EFFECTIVE DATE
A. The Surety and the CONTRACTOR executed this Bond and declared it to be in effect
as of the ______day of _______________________, 20___.
3.2 CONTRACTOR'S SUBSCRIPTION AND ACKNOWLEDGMENT
A. Name of organization:
B. Type of organization:
(corporation, partnership, limited liability company, individual, etc.)
C. CONTRACTOR's signature:
D. Please print name here:
E. Title:

Revised February 3, 2014 Payment Bond
00 61 14 - 5
F. Business Entity Acknowledgement:

STATE OF )
: ss.
COUNTY OF )

The foregoing payment bond was acknowledged before me this _____ day of

______________, 20___, by _______________________________, the
[Name of signer]
__________________ of ______________________________, a _____________
[Title of signer] [Name of entity] [State]
.
[State where organized and type of entity]

NOTARY PUBLIC, residing in

G. Individual Acknowledgement:

STATE OF UTAH )
: ss.
COUNTY OF )

The foregoing payment bond was acknowledged before me this day of
, 20 by ,
an individual.

NOTARY PUBLIC, residing in

My Commission Expires

Revised February 3, 2014 Payment Bond
00 61 14 - 6
H. Signature Authority: At the request of OWNER, CONTRACTOR shall submit to
OWNER evidence satisfactory to OWNER that shows that the person executing this
Bond has the required authority to execute this Bond. For a corporation such evidence
will be in the bylaws or a resolution of the board of directors. For a limited liability
company such evidence will be in the operating agreement.
3.3 SURETY'S SUBSCRIPTION AND ACKNOWLEDGMENT
A. Attach evidence of Surety's corporate authority to sign.
B. Surety's signature:
C. Print name here:
D. Title:
E. Acknowledgment:
STATE OF UTAH )
:
COUNTY OF )

The foregoing payment bond was acknowledged before me this day of

, 20 by , the
(Name of signee)
of ,
(Title of signee) (Name of entity)
a .
(State where organized and type of entity)

NOTARY PUBLIC, residing in:

My Commission Expires: Notary’s Seal:

END OF DOCUMENT

Rev. Sept 25, 2007 Submittal Transmittal Form
00 62 11 - 1
DOCUMENT 00 62 11
SUBMITTAL TRANSMITTAL FORM

PART 1 GENERAL
1.1 SUMMARY
A. Form is self-transmittal. Letter of transmittal is not required.
B. Submittals requiring expeditious handling must be submitted individually on Submittal
Transmittal Form.
C. ENGINEER's review of submittals does not release or relieve CONTRACTOR from
complying with all requirements of the Contract Documents.
1.2 ENGINEER'S STAMP
A. Form of the ENGINEER's stamp is as follows:
SUBMITTAL REVIEW
[ ] NO EXCEPTIONS TAKEN [ ] REJECTED
[ ] MAKE CORRECTIONS NOTED [ ] RESUBMIT
[ ] SUBMIT SPECIFIED ITEM [ ] DO NOT RESUBMIT
This review is for general conformance with the design concepts of the Work and general
compliance with the Contract Documents and does not constitute an approval or variance.
Corrections or comments, or the failure to make them, on this review does not relieve the
CONTRACTOR from full contract compliance.
The CONTRACTOR is responsible for compliance with all contract provisions, dimensions, sizes,
capacities, fabrication and construction techniques, installation, coordinating work with others, and
performing the Work in a safe and satisfactory manner.
Date: ____________ By: ________________________________________
SALT LAKE CITY ENGINEERING

B. Meaning of ENGINEER's stamp:
1. No Exceptions Taken: Submittals have been reviewed and no corrections were
noted.
2. Make Corrections Noted: Submittals that have only minor discrepancies.
Resubmission will not be required unless the stamp is marked "Resubmit".
3. Submit Specified Item: Submittals that are incomplete or require more than minor
corrections will be annotated to indicate necessary corrections. Resubmit the part
of the submittal showing the corrections.
4. Rejected: Submittals that are fundamentally in error, cover wrong equipment or
construction, or require extensive corrections.
5. Resubmit: Submittals that require resubmission. Make corrections required, note
any changes by dating the revisions to correspond with the change require date, and
resubmit the corrected material.
6. Do Not Resubmit: Submittals that are not necessary to resubmit.

SUBMITTAL TRANSMITTAL FORM
DATE [ ] NEW SUBMITTAL
[ ] RESUBMITTAL
Section I REQUEST FOR APPROVAL OF THE FOLLOWING ITEMS (This section will be initiated by the CONTRACTOR)
TO FROM TRANSMITTAL No.

PREVIOUS TRANSMITTAL No.

SPECIFICATION SECTION
NUMBER (See instructions)
CONTRACT TITLE CONTRACT No.
SUBMITTAL
ITEM
No.
DESCRIPTION OF ITEM SUBMITTED
(Type, size, model number, etc.)
SAMPLE OR
CERTIFICATE
(See instructions)
NO. OF
COPIES
CONTRACT REFERENCE
DOCUMENT VARIATION (See
instructions)
ENGINEER REVIEW
CODE
(See instructions) SPEC. PARA. No.
DRAWING
SHEET No.
a. b. c. d. e. f. g. h.

REMARKS I certify that the above submitted items have been reviewed in detail and
are correct and conform with the contract Drawings and specifications
except as otherwise noted.
_________________________________________________________
NAME AND SIGNATURE OF CONTRACTOR
Section II OWNER'S ACTION This section will be completed by the ENGINEER)
ENCLOSURES RETURNED (List by Item No.) SIGNATURE OF REVIEWING AGENT DATE
FORM 00 62 11.1 (Read Instructions on the reverse side prior to initiating this form)

INSTRUCTIONS
1. TRANSMITTAL No: Number each transmittal consecutively in the space entitled
“Transmittal No.”. This number will identify each submittal.
1. PREVIOUS TRANSMITTAL No: Mark the box for re-submittal and insert the transmittal
number of last submission as well as the new submittal number in the spaces provided.
Each re-submittal will become a new transmittal.
2. SPECIFICATION SECTION NUMBER: Cover only one specification section with each
transmittal.
3. Column “a”: For each entry on this form, the “SUBMITTAL ITEM No.” will be the same
SUBMITTAL ITEM No. indicated on the Submittal Register (Form 01 33 00).
4. Column “c”: When a sample of material or Manufacturer’s Certificate of Compliance is
transmitted, indicate “Sample” or “Certificate”.
5. Column “g”: CONTRACTOR will place a check mark in the “Variation” column when a
submittal is not in accordance with the plans and specifications – also, a written statement to
that effect shall be included in the space provided for “Remarks” or on a separate page.
6. Column “h” For each item reviewed, ENGINEER shall assign action codes as follows:

A. No Exceptions Taken.
B. Make Corrections Noted. Re-submission not required.
C. Submit Specified Item.
D. Rejected.
E. Re-submit
F. Do Not Re-submit. Receipt acknowledged.
G. Will be returned by separate correspondence.
H. Other (Specify).

END OF SECTION

Revised January 10, 2005 Certificate of Insurance
00 62 16 - 1

DOCUMENT 00 62 16
CERTIFICATE OF INSURANCE

PART 1 GENERAL

1.1 PROCEDURE
A. For filing purposes, add Certificates of Insurance to the Contract Documents following
this page.

END OF DOCUMENT

Revised Nov. 27, 2006 Certificate of Substantial Completion
00 65 13 – 1
DOCUMENT 00 65 13
CERTIFICATE OF SUBSTANTIAL COMPLETION

PART 1 GENERAL

1.1 DOCUMENT INCLUDES
A. Certificate of Substantial Completion Form.
1. 2 REFERENCES
A. APWA Section 01 78 50 – Closeout Procedures.
1.3 SUBSTANTIAL COMPLETION
A. When Work or designated portion thereof is Substantially Complete, a notice per
paragraph 1.2A in APWA Section 01 78 50 is to be submitted.
B. The attached form also requests final inspection.
C. ENGINEER's review of notice does not release or relieve CONTRACTOR from
complying with all requirements of the Contract Documents.

END OF SECTION

Revised Nov. 27, 2006 Certificate of Substantial Completion
00 65 13 – 2
CONTRACTOR'S
CERTIFICATE OF SUBSTANTIAL COMPLETION
(and request for Final Inspection)

DATE ___________________________

PROJECT NAME AND NUMBER

PORTION OF WORK COMPLETE

CERTIFICATION
I certify that I, (name) am
an authorized official of (company)
working in the capacity of and have
been duly authorized by said company to make the following statements.

A. As the CONTRACTOR's representative, I do hereby certify by personal knowl-
edge that all Work or portion of the Work described above has been performed in
every particular in accordance with and conformance to the Contract Documents
and that the Work or portion of the Work is ready for Final Inspection.
B. It is understood that neither the determination of the ENGINEER that the Work is
Substantially Complete, nor the acceptance thereof, shall operate to bar claims
against the CONTRACTOR for non-compliance with the Contract Documents.

I hereby request the ENGINEER accept the Work as being Substantially Complete and schedule
the Final Inspection.

_______________________________________________

Modifications to the General Conditions
Revised August 14, 2020 00 73 10 - 1
DOCUMENT 00 73 10
MODIFICATIONS TO THE GENERAL CONDITIONS
This document changes provisions specified in the General Conditions (Document 00 72 00) in
the Manual of Standard Specifications published by the Utah Chapter of the American Public
Works Association.

Add the following paragraphs to Article 2.2
2.2 COPIES OF DOCUMENTS
B. OWNER shall not furnish to CONTRACTOR published Contract Documents that
include the current edition of the Manual of Standard Plans and the Manual of Standard
Specifications. The CONTRACTOR shall purchase such documents separately.
C. Copies of all Contract Documents including the current edition of the Manual of
Standard Plans and the Manual of Standard Specifications shall be provided on site by
the CONTRACTOR.

Modify paragraph 2.5C
2.5 BEFORE STARTING CONSTRUCTION
C. Field Office: An on-site field office is not required however, CONTRACTOR shall
provide and maintain a telephone in the field during performance of the Work such that
ENGINEER may always contact CONTRACTOR for transmittal of Plans and
instructions and, for dissemination of project information.

Modify Article 5.1
5.1 PERFORMANCE, PAYMENT AND OTHER BONDS
A. Before OWNER executes the Agreement, CONTRACTOR shall file with OWNER a
good and sufficient Performance Bond (using OWNER’s Document 00 61 13) and a
Payment Bond (using OWNER’s Document 00 61 14), each in the sum of not less than
100 percent of the Contract Price.
B. The Bonds shall be executed by CONTRACTOR and issued by a company duly and
regularly authorized to do a general surety business in the State of Utah and either (i)
named in the current U.S. Treasury Department's listing of approved sureties
(Department Circular 570) (as amended), or (ii) with a current "A-" rating and a
financial size category rating of at least a “VII” or better in A.M. Best Co., Inc.’s Best
Insurance Reports, Property and Casualty Edition.
C. The Performance Bond shall guarantee the faithful performance of the Construction
Contract by CONTRACTOR and the Payment Bond shall guarantee the payment of
labor and materials. The Bonds shall inure by their terms to the benefit of OWNER.
Neither this nor any other provision requiring a Performance Bond shall be construed to

Modifications to the General Conditions
Revised August 14, 2020 00 73 10 - 2
create any rights in any third party Claimant as against OWNER for performance of the
Work under the Construction Contract.
D. If the surety on any Bond furnished by CONTRACTOR is subject to any proceeding
under the Bankruptcy Code (Title 11, United States Code) or becomes insolvent or its
right to do business is terminated in the State of Utah or it ceases to meet the
requirements of this Article, CONTRACTOR shall, within 15 days thereafter, substitute
another Bond and surety, both of which must be acceptable to OWNER.
Modify Article 5.2
5.2 INSURANCE
A. In General:
1. Any insurance coverage required herein that is written on a “claims made” form
rather than on an “occurrence” form shall (i) provide full prior acts coverage or
have a retroactive date effective before the date of this Agreement, and (ii) be
maintained for a period of at least three (3) years following the end of the term of
this Agreement or contain a comparable “extended discovery” clause. Evidence of
current extended discovery coverage and the purchase options available upon policy
termination shall be provided to OWNER.
2. All policies of insurance shall be issued by insurance companies licensed to do
business in the state of Utah and either:
a. Currently rated A- or better by A.M. Best Company;
-OR-
b. Listed in the United States Treasury Department’s current Listing of Approved
Sureties (Department Circular 570), as amended.
3. CONTRACTOR shall furnish certificates of insurance, acceptable to OWNER,
verifying the foregoing matters concurrent with the execution of this Agreement and
thereafter as required.
4. In the event any work is subcontracted, CONTRACTOR shall require its
subcontractor, at no cost to OWNER, to secure and maintain all minimum insurance
coverages required of CONTRACTOR hereunder. If professional liability insurance
is required by Paragraph 5.2B below, a subcontractor (or supplier) must provide
such insurance only if such subcontractor’s (or supplier’s) product requires the stamp
of a professional engineer.

5. All required certificates and policies shall provide that coverage thereunder shall not
be canceled or modified without providing, in a manner approved by the City
Attorney, 30 days prior written notice to OWNER.

B. Required Insurance Policies: CONTRACTOR, at its own cost, shall secure and
maintain during the term of this Agreement, including all renewal terms, the following
minimum insurance coverage:

Modifications to the General Conditions
Revised August 14, 2020 00 73 10 - 3
1. Worker's compensation and employer’s liability insurance sufficient to cover all of
CONTRACTOR’s employees pursuant to Utah law, unless a waiver of coverage is
allowed and acquired pursuant to Utah law. In the event any work is subcontracted,
CONTRACTOR shall require its subcontractor(s) similarly to provide worker’s
compensation insurance for all of the latter’s employees, unless a waiver of coverage
is allowed and acquired pursuant to Utah law.
a. OWNER should not be an additional insured for worker’s compensation
insurance.
2. Commercial general liability (CGL) insurance with Salt Lake City Corporation as an
additional insured on a primary and non-contributory basis in comparison to all other
insurance including OWNER’s own policy or policies of insurance, in the minimum
amount of $1,000,000 per occurrence with a $2,000,000 general aggregate and
$2,000,000 products completed operations aggregate. These limits can be covered
either under a CGL insurance policy alone, or a combination of a CGL insurance
policy and an umbrella insurance policy and/or a CGL insurance policy and an
excess insurance policy. The policy shall protect OWNER, CONTRACTOR, and
any subcontractor from claims for damages for personal injury, including accidental
death, and from claims for property damage that may arise from Contractor’s
operations under this Agreement, whether performed by CONTRACTOR itself, any
subcontractor, or anyone directly or indirectly employed by either of them. Such
insurance shall provide coverage for premises operations, acts of independent
contractors, products and completed operations.
3. Commercial automobile liability insurance that provides coverage for owned, hired,
and non-owned automobiles used in connection with this Agreement in the minimum
amount of a combined single limit of $1,000,000 or $500,000 liability per person,
$1,000,000 liability per accident, and $250,000 property damage. These limits can
be reached either with a commercial automobile liability insurance policy alone, or
with a combination of a commercial automobile liability insurance policy and an
umbrella insurance policy and/or a commercial automobile liability insurance policy
and an excess insurance policy. If the policy only covers certain vehicles or types of
vehicles, such as scheduled autos or only hired and non-owned autos,
CONTRACTOR shall use only those vehicles that are covered by its policy in
connection with any work performed under this Agreement.
4. Builder's Risk: The Project involves construction that does not require the
CONTRACTOR to provide builder's risk insurance.
C. Government of Salt Lake County Additional Insured: Each policy of insurance
provided in the Contract Documents shall also protect the government of Salt Lake
County during the life of the Construction Contract and at all time thereafter.

Add the following paragraphs to Article 6.7
6.7 PERMITS

Modifications to the General Conditions
Revised August 14, 2020 00 73 10 - 4
H. Salt Lake City Permits: In addition to any other permits required for the Work,
CONTRACTOR shall obtain permits from Salt Lake City Corporation for Work on the
Project.
1. OWNER-Paid Permits: CONTRACTOR shall be responsible for submitting plans,
scheduling inspections and paying all costs incidental to such actions as required for
any permit required by Salt Lake City Corporation. Except for construction water
meter fees, the fees for these permits shall be paid by OWNER and shall not be
included in CONTRACTOR's bid. The following list is not exclusive and does not
relieve CONTRACTOR of the responsibility of obtaining all permits.
a. From Salt Lake City Community & Neighborhoods Department, Division of
Transportation, 349 South 200 East, Suite 450, Salt Lake City, Utah 84111.
Phone [phone]
1. Parking meter bagging and removal permit
2. Street closure permit
3. Traffic control permit
4. Any other applicable Division of Transportation imposed fee
b. From Salt Lake City Department of Public Utilities, 1530 South West Temple
Street, Salt Lake City, Utah 84115
1. UPDES storm drain water discharge permit for sites 1 to 5 acres
2. SLC SWPPP permit
3. All applicable water, fire, sewer and storm drainage impact and connection
fees
4. ¾ inch meter permit for new and existing drinking fountain
c. From Salt Lake City Building Services and Licensing, 451 South State Street,
Salt Lake City, Utah 84111. Phone [phone]
1. Building, plumbing, mechanical, electrical permit (as applicable)
d. The CONTRACTOR or subcontractor (whichever is doing work in the public
way) shall obtain from Salt Lake City Corporation Department of Community
and Neighborhoods, Engineering Division, 349 South 200 East, Suite 100, Salt
Lake City, Utah 84111a permit to work in the Public Way. To obtain such
permit the CONTRACTOR or subcontractor, as the case may be, shall provide
or have on file a $15,000.00 bond to work in the Public Way and applicable
insurance. The insurance required is the same as that required for this contract.
2. CONTRACTOR-Paid Permits: The fees for permits not paid for by OWNER shall
be included in CONTRACTOR's Bid. The following list is not exclusive and does
not relieve CONTRACTOR of the responsibility of obtaining all permits:
a. Construction Water Meter: If water for construction is required to be taken from
fire hydrants or a new water meter, CONTRACTOR shall be solely responsible
for obtaining and paying for such permits and water usage to Salt Lake City

Modifications to the General Conditions
Revised August 14, 2020 00 73 10 - 5
Corporation Department of Public Utilities permit office, 1530 South West
Temple Street, Salt Lake City, Utah.
1. Hydrant meters require a $1,000.00 deposit ($100.00, non-refundable). A
refund will be returned to CONTRACTOR by the Department of Public
Utilities if the meter and equipment is returned undamaged.

I. Other Permits: All other permit fees required by Salt Lake County, the State of Utah,
the United States of America, and any of their agencies, or by any private utility
companies, shall be paid for and obtained by CONTRACTOR and included in
CONTRACTOR's Bid. The following list is not exclusive and does not relieve
CONTRACTOR of the responsibility of obtaining all permits:
1. UDOT Region 2: Digging permit in a UDOT roadway right of way.
2. Private Property Owner Permit: Written permission to use private water.
3. Private Property Owner Permit: Written permission to store product, equipment,
materials, and supplies outside of the Work site boundaries.
4. General Permit for Storm Water Discharge (Sites greater than 1 acres): From the
State of Utah, Department of Environmental Quality, Division of Water Quality,
288 North 1460 West Street. P.O. Box 144870, Salt Lake City, Utah 84114-4879.
Fee varies; contact the State for a quote.
5. Flood Control Permit: From Salt Lake County, Department of Public Works,
Division of Flood Control, 2001 South State Street, Salt Lake City, Utah.
6. Monument Permit: From Salt Lake County Surveyor, 2001 South State Street, Salt
Lake City, Utah. Fee will be at least $100.00 per monument and is based upon time
of performance.

Modify paragraph 6.17A and add paragraph 6.17E
6.17 INDEMNIFICATION
A. Indemnification of OWNER: Subject to paragraph 6.17E below, CONTRACTOR
shall indemnify, save harmless, and defend OWNER, its officers and employees, from
and against all losses, claims, demands, actions, damages, costs, charges, and causes of
action of every kind or character, including attorney's fees, arising out of
CONTRACTOR's wrongful, reckless, or negligent performance hereunder.
CONTRACTOR’s duty to defend OWNER shall exist regardless of whether OWNER
or CONTRACTOR may ultimately be found to be liable for anyone’s negligence or
other conduct. If OWNER's tender of defense, based upon this indemnity provision, is
rejected by CONTRACTOR, and CONTRACTOR is later found by a court of
competent jurisdiction to have been required to indemnify OWNER, then in addition to
any other remedies OWNER may have, CONTRACTOR shall pay OWNER's
reasonable costs, expenses, and attorney's fees incurred in proving such indemnification,
defending itself, or enforcing this provision. Nothing herein shall be construed to

Modifications to the General Conditions
Revised August 14, 2020 00 73 10 - 6
require CONTRACTOR to indemnify the indemnitee against the indemnitee's own
negligence.
E. Nothing herein shall be construed to require CONTRACTOR to indemnify OWNER,
ENGINEER, or their agents or employees for any damages that are caused by or result
from the fault of OWNER, ENGINEER, or their agents or employees.
Modify paragraph 13.6A
13.6 CORRECTION OR REMOVAL OF DEFECTIVE WORK BY CONTRACTOR
A. In addition to CONTRACTOR’S obligations under Article 6.16, if required by
ENGINEER, CONTRACTOR shall promptly, as directed, either correct all Defective
Work, whether or not fabricated, installed, or completed, or, if the Work has been
rejected by ENGINEER, remove it from the site and replace it with non-Defective
Work. No rejected material, the defects of which have been subsequently corrected,
shall be used in the Work unless approval in writing has been given by ENGINEER.
CONTRACTOR shall bear all direct, indirect, and consequential costs of such
correction or removal (including but not limited to fees and charges of OWNER,
engineers, architects, and other professionals) made necessary thereby.
Modify paragraph 13.7A
13.7 CORRECTION PERIOD
A. In addition to CONTRACTOR’S obligations under Article 6.16, if any portion of the
Work is found to be defective within one year after the date of Substantial Completion,
CONTRACTOR shall correct it or replace it with non-Defective Work. The one year
correction period may be superseded by such longer period of time as prescribed in the
Contract Documents or by special guarantee terms required by the Contract
Documents.
Add the following paragraph to Article 13.7
13.7 CORRECTION PERIOD
E. Nothing contained in this Article 13.7 shall be construed to establish a period of
limitation with respect to other obligations CONTRACTOR has under the Contract
Documents, including Article 6.16. Establishment of the one year period for correction
of Work as described in this Article 13.7 relates only to the specific obligation of
CONTRACTOR to correct the Work, and has no relationship to the time within which
the obligation to comply with the Contract Documents may be enforced, nor the time
within which proceedings may be commenced to establish CONTRACTOR’S liability
with respect to CONTRACTOR’S obligations other than specifically to correct the
Work. Such times include the applicable statute of limitations or statute of repose,
which may be longer than one year.

Add the following Articles to Part 16
PART 16 DISPUTE RESOLUTION
16.2. GENERAL

Modifications to the General Conditions
Revised August 14, 2020 00 73 10 - 7
A. Unless a decision is held by an appropriate court of law to have been procured by fraud
or to be arbitrary and capricious or so grossly erroneous as necessarily to imply bad
faith, any factual decision made under this dispute resolution procedure shall be final
and binding in any suit or action arising under the Construction Contract, including any
actions by CONTRACTOR or others against OWNER or any of OWNER's agents,
consultants, or employees.
B. Compliance by CONTRACTOR with provisions of this Part shall be a condition
precedent to any legal action by CONTRACTOR or any of CONTRACTOR's
Subcontractors and Suppliers against OWNER or any of OWNER's agents,
consultants, or employees.
C. The provisions of this Part shall not preclude or limit judicial review of issues of law.
D. Ambiguities in or between Contract Documents shall be construed in favor of the
OWNER.
16.3 DISPUTES NOT RELATED TO THE GUARANTEE OF THE WORK
A. Any dispute arising under the Construction Contract concerning a question of fact, not
related to the guarantee of the Work (Article 13.1 of the General Conditions
(Document 00 72 00), that is not disposed of by contract Modification shall be decided
pursuant to the following procedure.
1. Any decision by ENGINEER interpreting the requirements of the Contract
Documents may be appealed in writing to the ENGINEER. The ENGINEER's
decision, regarding that appeal shall be reduced to writing and a copy shall be
mailed or otherwise furnished to CONTRACTOR within 10 days. The decision of
ENGINEER shall be final and conclusive unless, within 30 days after the date of
receipt of such copy, CONTRACTOR mails or otherwise furnishes to
ENGINEER a written appeal to the CITY ENGINEER.
2. Within 15 days from the receipt of any such appeal, the CITY ENGINEER shall
issue a decision in writing and mail or otherwise furnish a copy thereof to
CONTRACTOR. The decision of the CITY ENGINEER shall be final and
conclusive unless, within 15 days from the date of receipt of such decision, the
CONTRACTOR mails or otherwise furnishes to the CITY ENGINEER a written
appeal to OWNER’s Committee.
3. The Dispute Committee shall consist of three persons selected by the CITY
ENGINEER who are knowledgeable about the Work.
4. OWNER and CONTRACTOR shall each have the opportunity to fully present its
case to the Dispute Committee before the Dispute Committee’s deliberation. The
Dispute Committee may request any other materials or written memoranda
necessary to consider the issues, and may schedule other proceedings as necessary.
5. The decision of the Dispute Committee shall be rendered in writing within 15 days
after the Dispute Committee’s final hearing of the issue and receipt of any
supplemental material requested by the Dispute Committee. The decision shall be
mailed or otherwise delivered to CONTRACTOR.

Modifications to the General Conditions
Revised August 14, 2020 00 73 10 - 8
6. The decision of the Dispute Committee shall be the final binding interpretation of
the facts that are the subject of the appeal.
16.4 DISPUTES RELATED TO THE GUARANTEE
A. Except as otherwise provided by contract Modification, any dispute concerning a
question of fact involving or arising out of the guarantee required by the Contract
Documents (Article 13.1 of the General Conditions (Document 00 72 00), that is not
disposed of by contract Modification, shall be decided pursuant to the provisions of
Paragraph 16.3 above, except that the initial factual decision shall be issued in writing
by the ENGINEER, together with the department head.
B. Any appeal therefrom shall be made within 15 days directly to the Dispute Committee
where such disputes shall be governed by provisions in sub-paragraphs 3 to 6 in
paragraph 16.3A above.
16.5 WORK DURING APPEAL
A. Notwithstanding the pendency of any protest or appeal provided above,
CONTRACTOR shall, if so ordered by ENGINEER, proceed with the Work under the
Contract Documents according to ENGINEER's direction and according to the decision
on any appeal. The existence of a claim or protest shall not excuse CONTRACTOR
from the requirements of the Contract Documents, including, but not limited to, the
Contract Time.
16.6 APPEALS OF TERMINATION OR SUSPENSION
A. Any decision of OWNER to terminate or suspend the Work shall not be subject to the
provisions of this Part.

END OF DOCUMENT

Revised Sept. 25, 2007 Modifications to APWA Standard Plans
00 73 15 - 1
SECTION 00 73 15
MODIFICATIONS TO APWA STANDARD PLANS
(Supplementary Conditions)

PART 1 GENERAL

1.1 DOCUMENT INCLUDES
A. This Document specifies changes to the Standard Plans published by the Utah Chapter of
the American Public Works Association. Not all of these modifications will apply to the
Work. CONTRACTOR is to apply the appropriate modification to the appropriate
Standard Plan.
1.2 CHANGES
A. Modify the standard plans as follows.
Table 1 – WATER
APWA
Standard
Plan No.
Description Modification
381 Trench backfill Refer to Salt Lake City Public Utility (SLCPU) - Standard Practice #1.
Maximum depth for magnetic marking tape is 18 inches.
382 Pipe zone backfill Refer to SLCPU – Standard Practice #1 and notes given in Table 3 –
Storm Drain.
502 27” frame & cover Use smooth surface “waffle” pattern class 35 lid.
511 Fire hydrant
• Move the auxiliary valve to connect to the fitting at the fire hydrant.
• If the pipe connecting to the main is greater than 16 feet, a second
shutoff valve is required at the main.
521 3/4” & 1” meter No material is to be backfilled inside meter box.
522-529 Various sized meters See SLCPU standard drawings for Contractor checklist.
543 Not used
551 3/4” & 1” service
taps
• Depth of service line is 48” minimum.
• Tap will be at 10 or 2 o’clock position.
552 1-1/2” & 2” service
taps
• B - 2-piece cast iron valve box with lid is required.
• H – Type K–soft copper.
572 Detector check valve
• Fitting D will be MJ x flange
• The extra gate valve located in the vault on the same side as the main
supply pipeline is not required.
574 Cover collar Concrete supports required under traffic box.
575 Air release valve Not used – refer to SLCPU drawing. Use PVC piping above air
released valve

Table 2 - SANITARY SEWER
Standard
Plan No. Description Modification
381 Trench backfill Refer to SLCPU - Standard Practice #1.
382 Pipe zone backfill Refer to SLCPU - Standard Practice #1 and notes given in Table 3 –
Storm Drain.
402 30” frame & cover • Use smooth surface “waffle” pattern class 35 lid.
• Low profile (1”) rings are not allowed.
411 Manhole • 5-foot minimum manhole diameter required.

Revised Sept. 25, 2007 Modifications to APWA Standard Plans
00 73 15 - 2
• Eccentric manhole cones are not allowed.
• Lateral connections directly to the manhole are not allowed.
• Ramneck manhole section joint sealant and concrete grouting of
manhole section joints is required.
• On precast manhole bases provide base with neoprene or rubber
coupling system and stainless steel clamps
412 Invert cover
• 2”x4” bracing only required at manholes with pipe entering above
the mainline flowline.
• Normal manholes will have the invert cover supported by the
manhole “shelf”.
431 Sewer lateral
connection
• Prior Public Utilities approval and permit required for all lateral
installations.
• Salt Lake City will provide and install wye.
• 24-hour notice required.
• Stainless steel straps required.
432 Sewer lateral
relocation
• Note 2- Salt Lake City will provide & install wye.
• Material under bottom of obstruction will be loosely compacted
¾”minus well graded granular material or sand. Flowable fill not
allowed.
433 Pipe drop Alternate 2- not used unless approved in writing by Public Utilities
Chief Engineer.

Table 3 - STORM DRAIN
Standard
Plan No. Description Modification
302 30” frame & cover Use smooth surface “waffle” pattern class 35 lid.
303 44” frame & cover Use smooth surface “waffle” pattern class 35 lid.
310 48” grate & frame Not used
315 Catch basin Note: CONTRACTOR to make back wall of box behind curb face
opening as detailed.
316 Catch basin Not used
320 Debris grate inlet Not used
321 Automatic flap gate Modify to include a clean-out box and lid over the flap gate.
361 Concrete grade rings minimum height 6-1/2”
381 Trench backfill Refer to SLCPU - Standard Practice #1.
382 Pipe zone backfill
Refer to SLCPU - Standard Practice #1
• Pipe zone material will be ¾” minus material. An exception may be
granted for concrete pipe being installed below the water table. In
these cases, the fill material below the pipe springline may be 2
inches minus sewer rock when approved in advance by the Chief
Engineer. Sewer rock is not allowed with PVC and HDPE-N12
pipe.
• In all cases, backfill in the pipe zone above springline of pipe will be
Grade ¾” minus material .
• The thickness of Type B – haunch material will be 6 inches below the
outside diameter of the pipe.

PART 2 PRODUCT Not Used

PART 3 EXECUTION Not Used

END OF DOCUMENT

Revised March 3, 2010 Requirements of the Department of Public Utilities
00 73 50 - 1
DOCUMENT 00 73 50
REQUIREMENTS OF THE DEPARTMENT OF PUBLIC UTILITIES
(Supplementary Conditions)

PART 1 GENERAL

1.1 DOCUMENT INCLUDES
A. Procedures for water line and sewer line construction.
1.2 RELATED WORK
A. Salt Lake City’s Department of Public Utilities has published a document entitled
Standard Practices for Salt Lake City Public Utilities (January 5, 2010 edition). The
document is available from 1530 South West Temple Street, Salt Lake City, Utah. In
that publication there is a list of standard practices that apply to contractors.
1. The standard practices are as follows
a. Trench Backfill Requirements (No. 1).
b. Jordan and Salt Lake Canal Standards (No. 3).
c. Flushing and De-chlorination (No. 4).
d. Cable Installations (No. 8).
e. Water Service Kills (No. 9).
f. Commissioning Waterlines (No. 12).
g. Commissioning Large Service and Fire Lines (No. 13).
h. Hydrostatic Testing of Water Lines (No. 14).
i. Tree Pruning and Root Cutting (No. 15).
j. Raising Manholes, Cleanout and Water Valve Boxes (No. 16).
k. Standard Fire Hydrant Colors (No. 17).
l. Disinfection large Water Connections (No. 18).
m. Waterline Installation in Hydrocarbon Contaminated Areas (No. 19).
2. Use the appropriate standard practice when doing work on sewer, water, and storm
drain facilities that are owned by the City’s Department of Public Utilities.
1.3 SUBMITTALS
A. Prior to final payment, submit.
1. All Contract Documents as required by Article 6.11 of Document 00 72 00 in the
Standard Specifications.
2. Water Service Work Performance Form. Use form at the end of this document.

Revised March 3, 2010 Requirements of the Department of Public Utilities
00 73 50 - 2
PART 2 CHANGES TO THE APWA SPECIFICATIONS

2.1 SECTION 33 08 00 - COMMISSIONING OF WATER UTILITIES.
A. Add a new paragraph to Article 1.6
1.6 REFERENCES
A. AWWA C600, C602, and C606.
2.2 SECTION 33 08 00 – COMMISSIONING OF WATER UTILITIES.
A. Replace Article 3.3 with the following.
3.3 PRESSURE TEST AND DISINFECTION
A. Prevent contamination from entering the line during storage, construction, or
repairs. For new construction, keep a plug on the end of the pipe except for
installing the next section of pipe.
B. Disinfect the line by placing granular or tablet chlorine (10 to 25 mg/l
concentration for 24 hours) in the line during installation and filling the line
with water.
C. De-chlorinate the line or dispose of chlorinated water in an acceptable manner
and flush the line (see Standard practice No. 4 and the following paragraphs.
D. Provide air release taps at pipeline’s highest elevations and expel all air before
test. Insert permanent plugs or air relief valves after test has been completed.
E. Complete a hydrostatic test of the line according to AWWA for the type of pipe
used (i.e. for ductile iron pipe; AWWA C600, PVC pip AWWA C605). This
will include connecting any external pump to the pipe and applying a
hydrostatic pressure as established for the work by the Chief engineer. This
will be at least 200 pse at the lowest point of the line. This pressure will be
maintained within 5 psi for two hours (2 hrs.) and the amount of makeup water
will be measured. The amount of makeup water must be less than 1.5 gallons
and 2.2 gallons per 1,000 feet of pipe for eight inch (8”) and 12 inch (12”) pipe
respectively. No piping installation will be accepted until the leakage is less
than the amount listed above.
F. Locate and repair defective joints and retest until leakage rate is less than
allowable.
G. Repair any noticeable leakage even if the total leakage is less than allowable.
H. Flush after hydrostatic test and let the line sit for at least 16 hours before
collecting a water sample.
I. A representative of the Chief Engineer will collect and deliver a water sample
to the City laboratory.
J. Earliest test results may be available the next day.
K. If the test passes, a second sample will be collected by the City representative
and delivered to the City laboratory.

Revised March 3, 2010 Requirements of the Department of Public Utilities
00 73 50 - 3
L. If the first sample is bad, then the line will be flushed and allowed to sit in
chlorinated state for 16 hours before another sample is collected.
M. When two (2) acceptable samples have been obtained, the line is acceptable3
and services can be connected.
2.3 SECTION 33 11 00 – WATER DISTRIBUTION AND TRANSMISSION.
A. Add a new paragraph to Article 2.1
2.1 PIPES AND FITTINGS
E. Provide Chevron fm #1 non-oxide grease and 8 mil polyethylene wrap.
B. Add a new paragraph to Article 3.4
3.4 INSTALLATION – PIPE AND FITTINGS
I. Coat all exposed nuts and bolts with Chevron fm #1 non-oxide grease and 8 mil
polyethylene wrap.
2.4 SECTION 33 13 00 – DISINFECTION.
A. Add a new paragraph to Article 3.2
3.2 DISINFECTION OF WATER LINES
H. Refer to Article 3.3 of Section 33 08 00 – Commissioning of Water utilities as
amended in Section 00 73 50.

END OF DOCUMENT

WATER SERVICE
WORK PERFORMANCE FORM
Department of Public Utilities
Salt Lake City, Utah

Project Number: 513301876 . Location: Spring Lane Dr (5155 S) from About 1500 East to About
1720 East
Ex
a
m
p
l
e

Address
Existing
Service
Size
Work Plan Notes on Work Performed
1630 E Spring Lane Dr 3/4" Replace New water meter required, property owner line copper
1646 E Spring Lane Dr 3/4" Replace Property owner line galvanized
1660 E Spring Lane Dr 3/4" Reconnect 4 feet galvanized line replaced property owner side

Project Number: _______________ Location: ____________________________________________
Address
Existing
Service
Size
Work Plan Notes on Work Performed

Project Number: _______________ Location: ____________________________________________
Address
Existing
Service
Size
Work Plan Notes on Work Performed

Revised March 7, 2007 Addenda
00 91 13 - 1
DOCUMENT 00 91 13
ADDENDA

PART 1 GENERAL

1.1 PROCEDURE
A. For filing purposes, add Addenda and Modifications to the Contract Documents follow-
ing this page.

END OF DOCUMENT

DEPARTMENT of COMMUNITY and NEIGHBORHOODS
ERIN MENDENHALL MARK STEPHENS, P.E., ENV-SP
MAYOR CITY ENGINEER
ENGINEERING DIVISION
P.O. BOX 145506
349 S 200 EAST, STE 100 WWW.SLCGOV.COM
SALT LAKE CITY, UT 84114-5506 TEL [phone] FAX [phone]

April 19, 2023

ADDENDUM NO. 1 (DOCUMENT 00 91 14)
SLVSWMF – Module 8
Job No: LDF20015

Addendum No. 1 makes changes, corrections, deletions and additions to the initial Bidding
Documents. In case of any conflict between the drawings, specifications and the attached
Addendum, the Addendum shall govern.
The Addendum forms a part of the Contract Documents and modifies the original Bidding
documents.
Acknowledge receipt of the Addendum in the space provided on 00 41 00-1 of the Bid (Document
00 41 00). Failure to do so may disqualify Bidder's bid.
The addendum consists of 6 pages, that include this letter, Document 00 91 14 -Addendum #1
and 4 Plan Sheets.

Sincerely,

John M. Coyle, P.E.
City Right-of-Way Manager
cc: Procore

Addendum No. 1
00 91 14 - 1
DOCUMENT 00 91 14
ADDENDUM No. 1

PART 1 GENERAL

1.1 DOCUMENT INCLUDES
A. Changes to the Bid Documents.
1.2 CONSTRUCTION CONTRACT
A. SLVSWMF – Module 8
Job No: LDF20015

PART 2 CHANGES
2.1 CHANGES TO PRIOR ADDENDA
A. N.A.
2.2 CHANGES TO PROCUREMENT AND CONTRACTING REQUIREMENTS
A. None
2.3 CHANGES TO GENERAL REQUIREMENTS
A. None.
2.4 CHANGES TO SPECIFICATIONS
A. None
2.5 CHANGES TO DRAWINGS
A. Title Page – Revised Revision Block. Added sheets ST-1 and ST-2 to Sheet Set
Table.
B. Sheet DT-6 – Deleted Detail 1 for Debris Fence. Deleted Debris Fence from
Specification Reference Table.
C. Sheet ST-1 – Added Sheet ST-1, Structural Notes.
D. Sheet ST-2 – Added Sheet ST-2, Structural Details.

END OF ADDENDUM
3/17/2023
SHEET SET ASSEMBLY ORDER
SHEET
DESIGNATOR
SHEET
TITLE
BINDING
ORDER
1-A
1-B
1-C
CS-1
CS-2
GR-1
GR-2
DR-1 - DR-2
DR-3
ALG-1 - ALG-2
PR-1 - PR-4
DT-1 - DT-6
1
2
3
4
5
6
7
8 - 9
10
11 - 12
13 - 16
17 - 22
TITLE SHEET
NOTES & LEGEND
SURVEY CONTROL
OVERALL SITE PLAN
MODULE 8 SITE PLAN
OVERALL GRADING PLAN
LINER GRADING PLAN
LEACHATE DRAINAGE PLAN
GROUNDWATER DRAINAGE PLAN
ALIGNMENT PLAN
ALIGNMENT PROFILES
DETAILS
SHEET SET ASSEMBLY ORDER
SHEET
DESIGNATOR
SHEET
TITLE
BINDING
ORDER
1-A
1-B
1-C
CS-1
CS-2
GR-1
GR-2
DR-1 - DR-2
DR-3
ALG-1 - ALG-2
PR-1 - PR-4
DT-1 - DT-6
ST-1
ST-2
1
2
3
4
5
6
7
8 - 9
10
11 - 12
13 - 16
17 - 22
23
24
TITLE SHEET
NOTES & LEGEND
SURVEY CONTROL
OVERALL SITE PLAN
MODULE 8 SITE PLAN
OVERALL GRADING PLAN
LINER GRADING PLAN
LEACHATE DRAINAGE PLAN
GROUNDWATER DRAINAGE PLAN
ALIGNMENT PLAN
ALIGNMENT PROFILES
DETAILS
STRUCTURAL NOTES
STRUCTURAL DETAILS
REVISIONS
NUMBER DECRIPTIONTITLE
ADDENDUM #1 DEBRIS FENCE STRUCTURAL CHANGES1
1
3-17-23
3-17-23
Geonet Drainage Layer
31 05 20S - 1
SECTION 31 05 20S
GEONET DRAINAGE LAYER
PART 1 - GENERAL
1.1 SCOPE
This drop-in specifcation covers the technical requirements for the manufacturing and
installation of the geonet drainage layer. All materials meet or exceed the requirements of this
specifcation, and all work will be performed in accordance with the procedures provided in these
project specifcations.
1.2 REFERENCES
A. American Society for Testing and Materials (ASTM)
1. ASTM D 1238-13 Standard Test Method for Melt Flow Rates of Thermoplastics
by Extrusion Plastometer
2. ASTM D 792-13 Standard Test Method for Density and Specifc Gravity of Plastics
by Displacement
3. ASTM D 4218-15 Standard Test Method for Determination of Carbon Black
Content in Polyethylene Compounds by the Muffe-Furnace Technique
4. ASTM D 4716-14 Standard Test Method for Determining the (In-Plane) Flow Rate
Per Unit Width and Hydraulic Transmis-sivity of a Geosynthetic Using a Constant
Head
5. ASTM D7179 Standard Test Method for Determining Geonet Breaking Force
1.3 DEFINITIONS
A. ENGINEER- The individual or firm responsible for the design and preparation of the
project’s Contract Drawings and Specifications.
B. Geonet Manufacturer (MANUFACTURER) - The party responsible for manufacturing
the geonet rolls.
C. INSTALLER- Party responsible for feld handling, transporting, storing and deploying
the geonet.
D. Lot- A quantity of resin (usually the capacity of one rail car) used to manufacture
polyethylene geonet rolls. The fnished rolls will be identifed by a roll number traceable
to the resin lot.
1.4 QUALIFICATIONS
A. MANUFACTURER
Geonet Drainage Layer
31 05 20S - 2
1. MANUFACTURER shall have manufactured a minimum of 10,000,000 square
feet of polyethylene geonet material during the last year.
B. INSTALLER
1. INSTALLER shall have installed a minimum of 1,000,000 square feet of geonet
during the 5 last years.
2. INSTALLER shall have worked in a similar capacity on at least 5 projects similar
in complexity to the project described in the contract documents, and with at least
100,000 square feet of geonet installation on each project.
3. The Installation Supervisor shall have worked in a similar capacity on projects
similar in size and complexity to the project described in the Contract Documents.
1.5 MATERIAL LABELING, DELIVERY, STORAGE AND HANDLING
A. Labeling - Each roll of geomembrane delivered to the site shall be labeled by the
MANUFACTURER. The label will identify:
1. Manufacturer’s Name
2. Product Identification
3. Length
4. Width
5. Roll Number
B. Delivery- Rolls of geonet will be prepared to ship by appropriate means to prevent
damage to the material and to facilitate off-loading.
C. Storage- The on-site storage location for the geonet, provided by the CONTRACTOR to
protect the geonet from abrasions, excessive dirt and moisture shall have the following
characteristics:
1. Level (no wooden pallets)
2. Smooth
3. Protected from theft and vandalism
4. Adjacent to the area being lined
D. Handling- Materials are to be handled so as to prevent damage.
1. The CONTRACTOR and INSTALLER shall handle all geonet in such a manner as
to ensure it is not damaged in any way.
2. The INSTALLER shall take any necessary precautions to prevent damage to
underlying layers during placement of the geonet.
PART 2 - PRODUCTS
2.1 GEOMEMBRANE PROPERTIES
A. A geonet shall be manufactured by extruding two crossing strands to form a bi-planar
drainage net structure.
Geonet Drainage Layer
31 05 20S - 3
B. The geonet specifed shall have properties that meet or exceed the values listed in Table 1
below:
C. Resin
1. Natural resin (without carbon black) shall meet the requirements in Table 2:
Table 2: Raw Material Properties
Property Test Method HDPE
Density (g/cc)ASTM D792, Method B >0.94
Melt Flow Index (g/10 min)ASTM D 1238 (190/2.16)<1.0
2.2 MANUFACTURING QUALITY CONTROL
A. The geonet and/or geocomposite shall be manufactured in accordance with the
Manufacturer’s Quality Control Plan submitted to and approved by the ENGINEER.
B. The geonet shall be tested according to the test methods and frequencies listed in Table 3
below:
Table 3: Geonet Component Test Frequencies
Test Property Test Method Frequency
Thickness ASTM D5199 50,000 SF
Tensile ASTM D5035 50,000 SF
Melt Flow ASTM D1238 Per lot
Density ASTM D792, B 50,000 SF
Carbon Content ASTM D4218 50,000 SF
Transmissivity ASTM D4716 500,000 SF
Table 1 – Geonet Properties†
Thickness –
ASTM D51999
Density –
ASTM D792, B
Tensile –
ASTM D5035
Melt Flow –
ASTM D1238*
Carbon Content –
ASTM D4218
Transmissivity –
ASTM D4761**
200 mils 0.940 g/cc 45 lb <1.0 g/10 minutes >2.0 2 x 10-3 m2/s
250 mils 0.940 g/cc 55 lb <1.0 g/10 minutes >2.0 3 x 10-3 m2/s
275 mils 0.940 g/cc 65 lb <1.0 g/10 minutes >2.0 6 x 10-3 m2/s
300 mils 0.940 g/cc 75 lb <1.0 g/10 minutes >2.0 8 x 10-3 m2/s
NOTES:
†Properties above are Minimum Average Roll Values unless otherwise specified
*Measured at 190°C, 2.16 kg
** Measured at 10,000 psf, gradient of 0.1, seat time of 15 minutes between stainless steel plates
Geonet Drainage Layer
31 05 20S - 4
PART 3 - EXECUTION
3.1 FAMILIARIZATION
A. Inspection
1. Prior to implementing any of the work in the Section to be lined, the INSTALLER
shall carefully inspect the installed work of all other Sections and verify that all
work is complete to the point where the installation of the Section may properly
commence without adverse impact.
2. If the INSTALLER has any concerns regarding the installed work of other sections,
he shall notify the Project ENGINEER.
3.2 MATERIAL PLACEMENT
A. The geonet roll should be installed in the direction of the slope and in the intended
direction of fow unless otherwise specifed by the ENGINEER.
B. If the project contains long, steep slopes, special care should be taken so that only full-
length rolls are used at the top of the slope.
C. In the presence of wind, all geonets shall be weighted down with sandbags or the
equivalent. Such sandbags shall be used during placement and remain until replaced with
cover material.
D. If the project includes an anchor trench at the top of the slopes, the geonet shall be
properly anchored to resist sliding. Anchor trench compacting equipment shall not come
into direct contact with the geonet.
E. In applying fll material, no equipment can drive directly across the geonet. The specifed
fll material shall be placed and spread utilizing vehicles with a low ground pressure.
F. The cover soil shall be placed in the geonet in a manner that prevents damage to the
geonet. Placement of the cover soil shall proceed immediately following the placement
and inspection of the geonet.
3.3 SEAMS AND OVERLAPS
A. Each component of the geonet will be secured to the like component at overlaps.
B. Geonet Components
1. Adjacent edges along the length of the geonet roll shall be overlapped a minimum
of 6” or as recommended by the engineer.
2. The overlapped edges shall be joined by tying the geonet structure with cable ties.
These ties shall be spaced every 5 feet along the roll length.
3. Adjoining rolls across the roll width should be shingled down in the direction of
the slope and joined together with cable ties spaced every foot along the roll width.
3.4 REPAIR
Geonet Drainage Layer
31 05 20S - 5
A. Prior to covering the deployed geonet, each roll shall be inspected for damage resulting
from construction.
B.Any rips, tears or damaged areas on the deployed geonet shall be removed and patched.
The patch shall be secured to the original geonet by tying every 6 inches with the
approved tying devices. If the area to be repaired is more than 50 percent of the width of
the panel, the damaged area shall be cut out and the two portions of the geonet shall be
joined.
END OF SECTION
Summary of Work
01 11 00 - 1
SECTION 01 11 00
SUMMARY OF WORK

PART 1 GENERAL

1.1 WORK COVERED BY CONTRACT DOCUMENTS
A. This Construction Contract provides for:
1) Construct a new landfill module (approximately 40 acres), including, but not
limited to: excavation, installation of French drains, excavation of a new dewatering
ditch (south drain), groundwater pumping, installation of a Geosynthetic Clay Liner,
HDPE welded liner, drainage geotextile, HDPE piping for leachate and 2 feet of
protective soil cover.
B. CONTRACTOR shall develop a plan to perform the work in accordance with the Plans
and Specifications. The plan shall include coordination with the City, the Landfill,
Wall Consultant Group (designer), as needed.
1.2 CONTRACT METHOD
A. Construct the Work under a single unit price contract.
1.3 NOTICE TO PROCEED
A. Anticipated notice to proceed date is June 6, 2023.
1.4 WORK BY OTHERS
A. N/A
1.5 WORK SEQUENCE
A. Control of groundwater is a key part of this project and should be approached in the
following order:
1. Install the clay plug in the existing dewatering ditch, near the southwest corner of
Module 7 to limit groundwater flowing to the west.
2. Clear, grub and regrade the existing drainage ditch along the west property fence
down to California Avenue to provide positive drainage.
3. Pump water from the existing pump location near the northwest corner of
Module 8.
4. Excavate the south ditch from west to east, including pump setup at west end and
begin pumping from that location.
5. Install the west and center French drains.
6. Install the east and north French drains.
B. The south ditch and west, center, east and north French drains shall be in in
place and operational prior to October 6, 2023 and CONTRACTOR shall pump, as
needed, to control groundwater. See Section 00 52 00, Article 2.4, paragraph 3.

Summary of Work
01 11 00 - 2
C. All spoil material will be placed with Module 11, with the exception of trash which
the CONTRATOR shall deliver to the current tipping face.
D. All work must be complete and operational before the contract termination date.
1.5 CONTRACTOR USE OF PREMISES
A. Limit use of premises to accommodate landfill operations and patrons during
construction.
B. CONTRACTOR shall access the site, from California Avenue, on the roadway between
Modules 9 and 10 and continue west on the south side of the existing landfill slope to
Module 8. Coordinate access with landfill personnel. Landfill operations and patrons
will be using the access road between Modules 9 and 10.
1.6 PARTIAL OWNER UTILIZATION
A. OWNER and ET Technologies (Modules 10 and 11) will occupy the site for the
purpose of landfill operations and maintenance work.
B. ENGINEER and OWNER will likely access the site mainly from the perimeter roads,
but will occasionally access from the top of the slope.

PART 2 PRODUCTS (Not Used)

PART 3 EXECUTION (Not Used)

END OF DOCUMENT
Work Restrictions
01 14 00 - 1
SECTION 01 14 00
WORK RESTRICTIONS

PART 1 GENERAL

1.1 SECTION INCLUDES
A. Conditions affecting construction.
1.2 EXISTING CONDITIONS
A. Storm water can make site work and access difficult.
B. Toxic and explosive landfill gas may accumulate in trenches or depressions.

1.3 SITE CONDTIONS
A. Control all water impacting the work site. Provide drainage protection of existing
facilities. In the event of rain, maintain drainage lines to insure no flooding, the
integrity of trenches and stability of existing excavations.
B. Control groundwater with French drains, ditches and pumping to facilitate excavation,
compaction and other work, at the lower elevations, in Module 8.
1.4 SCHEDULE RESTRICTIONS
A. Disposal location of excavated refuse is at the direction of landfill personnel at tipping
face.
C. Disposal of excavated soil is at the direction ENGINEER. Most soil will be placed in
Module 11.
D. Protect and do not cover existing wells and wellheads during this operation.
E. Coordinate any road closures with landfill operations.

PART 2 PRODUCTS Not Used

PART 3 EXECUTION Not Used

END OF SECTION
Revised April 19, 2010
Coordination
01 31 13 - 1
SECTION 01 31 13
COORDINATION

This specification changes a portion of APWA Standard Specification Section 01 31 13. All other
provisions of the Section remain in full force and effect.

Add the following paragraph to Article 1.5.
1.5 COORDINATION
G. Attend meetings with OWNER, ENGINEER, Third party quality control, and any
regulatory bodies affected by the work, or requiring project progress updates as required.
Failure to attend may be considered grounds for project suspension per Article 15.1 of
the General Conditions (APWA Document 00 72 00).

Add the following article to Part 1
1.8 PUBLIC AGENCY CONTACTS
A. Regulatory agencies: Contact the following individuals to coordinate.
1. Utah Department of Environmental Quality:
a. Division of Solid and Hazardous Waste: Wade Hess; phone [phone]
b. Division of Air Quality: Jim Stevens; phone [phone]
2. Salt Lake Valley Health department: Mary Pat Buckman [phone]
B. Salt Lake City Public Utilities: SWPPP
1. Greg Archuleta: phone [phone]

END OF SECTION
Progress Schedule
01 32 16 - 1
SECTION 01 32 16
PROGRESS SCHEDULE

This specification changes a portion of APWA Standard Specification Section 01 32 16. All other
provisions of the Section remain in full force and effect.

Add the following paragraph to Article 1.10
1.10 PERFORMANCE
B. No additional money will be due CONTRACTOR if CONTRACTOR chooses to
complete the Work early. No additional money will be due if any delay costs are incurred
for not completing the Work at any anticipated early completion date.

END OF SECTION

Submittal Procedure
01 33 00 - 1
SECTION 01 33 00
SUBMITTAL PROCEDURE

This specification changes a portion of APWA Standard Specification Section 01 33 00. All
other provisions of the Section remain in full force and effect.

Add the following article to Part 1
1.8 SUBMITTAL REGISTER
A. List submittals required by Contract Documents on the attached Submittal Register
form. Identify CONTRACTOR’s need dates and ENGINEER’s action dates.
B. The following list identifies required submittal due dates. Submittals not identified in
the list but specified in the Standard Specifications shall be submitted for information
only.
When Due Section
Reference Submittal
Pre-construction conference
01 33 00 Submittal Register
00 72 00 Preliminary Progress Schedule
00 72 00 Mobilization Plan
00 72 00 Safety and Protection Plan
00 72 00 Quality Control Program
Prior to Starting Work
00 73 10 Permits for Work
01 55 26 Traffic Control Plan
01 57 00 Storm Water Pollution Prevention Plan
01 71 23 Surveyor’s Name, Certificate of Assurance,
License Number, Schedule of Values.
32 01 93 Arborist’s Certification and Registration
Number
32 01 93 Tree Protection Plan
Prior to Use 00 73 10 Written Permission to use Private Citizen's
Property and Water
31 05 13 Top Soil Supplier and Source Data
Prior to Delivery On Site
31 05 13 Common Fill
32 11 23 Target Gradation Curve Crushed Aggregate
32 12 05 Asphalt Concrete Mix Design Supplier's Mix
Number.
Submittal Procedure
01 33 00 - 2

Prior to Delivery On Site 03 30 04 Portland Cement Concrete Source Data and
Supplier's Mix Number.
33 11 00 Water System Product Data
Upon Delivery to Site
32 12 16.13 Asphalt Concrete Batch Delivery Ticket
03 30 10 Portland Cement Concrete Batch Delivery
Ticket
Prior to 1st Concrete
Placement
03 30 10 Name, Certification Number and renewal
date for all ACI Certified Finishers
03 30 10 Portland Cement Concrete Curing Compound
Source, Type, and Data
With Each Monthly Pay
Request
01 32 16 Progress Schedule
01 45 00 Schedule of values for quality control testing
performed
5 Working Days Prior to
Substantial Completion 01 78 50 Certification of Compliance and Request for
Final Inspection
Prior to Final Payment
01 45 00 Summary report of control testing performed
01 78 50 Evidence of Payment to Suppliers and Sub-
contractors
01 78 39 Redlines and Photographs
NOTES:
1. Section references listed in this table that are not found in the Project Manual
may be found in the APWA Standard Specifications.

END OF SECTION

SUBMITTAL REGISTER
PROJECT TITLE:
LOCATION:
CONTRACTOR:
Job No.
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Acceptance
01 35 10 - 1
SECTION 01 35 10
ACCEPTANCE

This specification changes a portion of APWA Standard Specification Section 01 35 10. All
other provisions of the Section remain in full force and effect.

Add the following article to Part 1
1.6 TESTING
A. OWNER has contracted with an independent testing agency (Agency) to do
acceptance testing.
B. Agency’s responsibilities.
1. Provide sufficient personnel and cooperate with CONTRACTOR and
ENGINEER in performing acceptance testing.
2. Secure samples using procedures specified in the testing code and Construction
Contract requirements.
3. Correlate tests with CONTRACTOR’s testing agency.
4. Report any non-compliance of materials and mixes to CONTRACTOR and
ENGINEER immediately.
5. Notify ENGINEER and CONTRACTOR immediately if stand-by time is
required for acceptance testing, or re-testing is required when the initial
acceptance test fails.
C. CONTRACTOR’s responsibility.
1. Cooperate with Agency, ENGINEER, inspectors, and others to establish on-site
lines of authority for communications.
2. Correlate with Agency’s acceptance testing program. Give at least 24 hours
notice of readiness of work for all required observations, tests and inspections.
3. When Agency arrives to do acceptance testing, the work must be ready for
testing. CONTRACTOR shall pay for Agency’s wait time if work is not ready to
be tested.
4. If acceptance testing does not pass, and acceptance re-testing must be performed,
pay for cost of acceptance re-testing.
5. Provide ENGINEER with all testing results for the final QC report to be
submitted to the UDEQ.
D. ENGINEER’s responsibility:
1. Pay Agency for acceptance testing performed.
2. Pay Agency if acceptance re-testing is performed until tolerance is attained.
3. Deduct from Contract Price, the cost of Agency’s standby time when delayed by
CONTRACTOR, and the cost of acceptance re-testing until tolerance is attained.
4. Compile all testing results for final QC report to be submitted to the UDEQ.

Acceptance
01 35 10 - 1

Drainage Geotextile Class A
Do you have a specification for the Drainage Geotextile Class A? Also need to know if we can sew or heat
bond the material?
Asked 4/27/2023 at 4:28 PM by Mark Downs

Geo-Synthetics, LLC (GSI)
Answer
On Detail 1 on Sheet DT-1 in the plans, it shows the Drainage Geotextile, Class A. The specification is
given on the right-hand side of that sheet as AWPA Section 31 05 19. I am including that specification as
an attachment. All materials should be installed per the manufacturer’s recommendations. Confirm that
this woven geotextile meets the warrantee requirements for puncture resistance to protect the HDPE
liner.
31 05 19 – Geotextiles.pdf
Actions
Answered 4/27/2023 at 4:28 PM by John Coyle

Litter Fence contractor qualifications
Does the litter Fence subcontractor need to have a Utah Contractors license? And do they need to submit
prior work or project experience or 3 or 4 similar projects?
Asked 4/27/2023 at 4:21 PM by Kirt Ecker

Ecker Netting Inc. dba Judge Netting Mountain West
Answer
All contracting rules shall be followed. Please review the state procurement rules.
Actions Answered 4/27/2023 at 5:07 PM by John Coyle

Litter Fence Poles
The plans and addendum call for poles to be fabricated with a bend at grade level. It is believed that the
existing poles are straight poles, but leaned over in the hole footing Is this acceptable? Can the footings
be deeper so we can exclude rebar cages?
Asked 4/27/2023 at 3:44 PM by Kirt Ecker

Ecker Netting Inc. dba Judge Netting Mountain West
Answer
Please construct the debris fence posts per plan. One intent of the rebar cage is to prop the pipe off from
the bottom of the hole, to allow concrete to enter the bottom of the pipe. There should be a uniform
annular space surrounding the posts.
Actions Answered 4/27/2023 at 5:04 PM by John Coyle

Prime Bidders
Can we get a list of people would be Prime Bidders for this project.
Asked 4/27/2023 at 10:53 AM by Telford Myers

Jwright Companies, Inc.
Answer
We don’t have a list of bidders for this project. The best information that I have is the pre-bid attendance
log and I have been contacted by BHI.
Actions
Answered 4/27/2023 at 12:37 PM by John Coyle

Form 00 43 42 Section 3 Business Certification
Please verify that we do not need to include form 00 43 42 since this is not CDBG funded.
Asked 4/25/2023 at 11:04 AM by Jarel Yantes

Acceptance
01 35 10 - 2
B.H. Inc.
Answer
This project is not CDBG funded, therefore, no CDBG forms will be required for the bid. Additionally, none
of those forms are included in the contract documents.
Actions
Answered 4/25/2023 at 11:12 AM by John Coyle

Form 00 43 40 Value Program Form
Please verify that we do not need to include form 00 43 40 with the bid.
Asked 4/25/2023 at 11:02 AM by Jarel Yantes

B.H. Inc.
Answer
Form 00 43 40 is not included in the project manual and is not required for this bid event.
Actions Answered 4/25/2023 at 1:21 PM by Dan Hanover
Bid Extension
Why is this project being pushed for one contractor who is not able to get their bid bond in time? If they
are not able to get their bond in time for this project maybe, they should not be bidding this project. This
seems to be preferential treatment that is being given to one contractor. We request that this bid be
moved back to the original bid date.
Asked 4/24/2023 at 7:36 AM by Winn Lindsey

Whitaker Construction
Answer
We delayed the bid by a week, because this is a large project and specialty sub-contractors are needed.
Particularly, we were thinking about the crews for the HDPE liner. There is not preferential treatment for
ANY given contractor. Good luck on the bid.
Actions Answered 4/24/2023 at 8:15 AM by John Coyle

Dumping fees
Can the Unclassified Excavation be dumped at the landfill for no charge.
Asked 4/21/2023 at 9:02 PM by John Coyle
Answer
Yes, there will not be a cost for placing the excavated material at the landfill.
Actions
Answered 4/21/2023 at 9:02 PM by John Coyle

Bid Extension
We need to ask again if we can extend this bid by 1 week. This will give us time to secure our best costing
and be able to prepare the required bid bond. Thank you
Asked 4/20/2023 at 10:49 AM by Aaron Norton

E.T.Technologies, Inc
Answer
I will issue an addendum moving the bid date back to May 3, 2023
Actions
Answered 4/20/2023 at 12:53 PM by John Coyle

Drainage Geotextile
Can you clarify what type/weight of geotextile you are looking for pertaining to the “Class A”. Also can you
supply specs for this product that include the installation, (seams to be sewn or heat bonded?).
Asked 4/20/2023 at 9:07 AM by Barrett Sawatzky

GSI – Geosynthetics Systems
Answer
Acceptance
01 35 10 - 3
See answer to similar question about the Drainage Geotextile.
Actions
Answered 4/20/2023 at 2:20 PM by John Coyle

Clay layer
On the new liner, is a 2 foot thick compacted clay layer under MOD 8 required?
Asked 4/19/2023 at 3:58 PM by Dawn Rinaldi

E.T.Technologies, Inc
Answer
No, 2 feet of compacted clay will not be used on this project. Detail 1 on Sheet DT-1 shows a
Geosynthetic Clay Liner (GCL) under the HDPE liner. The GCL liner does the same thing that we used to
use the 2' clay liner for.
Actions
Answered 4/19/2023 at 4:25 PM by John Coyle

Bid Bond
Due to the short time frame we may have an issue securing a bid bond in time. Is it possible to extend the
due date by one week?
Asked 4/19/2023 at 10:00 AM by Dawn Rinaldi

E.T.Technologies, Inc
Answer
I hesitate to delay this bid, as we are already getting late in the year for bidding projects.
Actions
Answered 4/19/2023 at 4:27 PM by John Coyle

Pre-Bid meeting
Can you provide the pre-bid meeting agenda and attendance log?
Asked 4/18/2023 at 3:15 PM by John Coyle
Answer
See attached pre-bid agenda and attendance log.
Pre-Bid meeting agenda and attendance log.pdf
Actions
Answered 4/18/2023 at 3:15 PM by John Coyle

CADD file of the project
Can bidders get the CADD file of the project?
Asked 4/13/2023 at 1:30 PM by John Coyle
Answer
The CADD file is not available to bidders, as it is not part of the contract documents. The needed
quantities for the bid are shown on the plans. The successful bidder will receive the CADD file, as a
courtesy to facilitate construction.
Actions Answered 4/13/2023 at 1:30 PM by John Coyle

Engineer's estimate
What is the engineer's estimate for Module 8?
Asked 4/12/2023 at 6:01 AM by John Coyle
Answer
The engineer's estimate is $10,500,000.
Actions Answered 4/12/2023 at 6:01 AM by John Coyle

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6"6"6"6"
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SALT LAKE CITY
CORPORATION
ENGINEERING DIVISION
SALT LAKE CITY
CORPORATION
COMMUNITY AND ECONOMICDEVELOPMENT
IC T Y
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36912
SALT LAKE VALLEYSOLID WASTEFACILITYMODULE 8
MODULE 8SITE PLAN
CS-2
5 OF 24
G:\Shared drives\Projects\2022 Projects\22-100 Salt Lake City On-Call\Task 2 -Landfill Design\09_Data\Roadway Design\Sheets\3.2_Module 8 Site Plan.dwg
MOD 8
MOD 7
MOD 4MOD 5
MOD 11 MOD 10
0 100' 200'
SUMP(SEE DETAIL 1/DT-2)
TRANSITION FROM 4-FT LINERWALL (3/DT-6) TO STANDARDANCHOR TRENCH (5/DT-1)
MOD 7 LINER TIE-IN(SEE DETAIL 4/DT-1)
MOD 5 LINER TIE-IN(SEE DETAIL 2/DT-4)
NORTH FRENCH DRAIN(SEE DETAIL 2/DT-4,PROFILE ON PR-1)
EAST FRENCH DRAIN(SEE DETAIL 1/DT-5PROFILE ON PR-2)
SOUTH DITCH(SEE DETAIL 2/DT-5,
PROFILE ON PR-3)
4" PERFORATED
LEACHATE PIPE ATTOE OF SLOPE
(SEE DETAIL 5/DT-2)
10" PERFORATEDLEACHATE PIPE(SEE DETAIL 3/DT-2)
4-18" WITHDRAWL PIPES(SEE DETAIL 4/DT-2)
WEST ROAD(SEE DETAIL 1/DT-4AND PROFILE ON PR-4)
2
DT-5
1
DT-5
1
DT-4
2
DT-4
MANHOLE (SEE PROFILE ON PR-3)
MOD 5 EXISTING SUMP. ABANDONIN PLACE AND PLACE COMPACTEDPROTECTIVE SOIL TO PREVENTEQUIPMENT DAMAGE
6" PERFORATED PIPE AT TOE OF SLOPE(SEE DETAIL 5/DT-2)
6" PERFORATEDLEACHATE PIPE(SEE DETAIL 6/DT-1)
4" PERFORATEDLECHATE PIPE
(SEE DETAIL 6/DT-1)
WEST FRENCH DRAIN(SEE DETAIL 3/DT-4,PROFILE ON PR-2)
GRAVEL PAD FOR FUTURE FLARE. USE12" CLASS A-1-a GRANULAR BORROWPER SPECIFICATION 31 05 13
40'
100'
6" PIPE WITH TEE'S TOCONNECT TO 6" PIPES(SEE SHEET DR-2)
4-6" PERFORATED LEACHATE PIPESCONNECT TO EXISTING 6" LEACHATE PIPES
(SEE SHEET DR-2 AND DETAIL 6/DT-1)
LOCATE AND CONNECT 6"PERFORATED LEACHATE PIPEEXISTING 6" LEACHATE PIPE.APPROXIMATE ELEV. OF 4220.20.
DEBRIS FENCE(SEE DETAIL 1/DT-6)
DEBRIS FENCE(SEE DETAIL 1/DT-6)
TIE INTO MESH EXISTING
DEBRIS FENCE
CLEAR AND GRUB AND REGRADEDITCH (SEE DETAIL 1/DT-4, ANDSHEET CS-1 FOR EXTENT)
18" PIPE (SEE PROFILE ON PR-3)
18" PIPE (SEE PROFILE ON PR-3)
18" PEROFRATED PIPE (SEE PROFILE ON PR-3)
CENTER FRENCH DRAIN(SEE PROFILE ON PR-1AND DETAIL 3/DT-2)
EXISTING 48" DIA. MANHOLE (13' DEEP)BACKFILL AND ABANDON, REMOVE
SECTIONS AS NECESSARY FOR LINERINSTALLATION (SEE NOTE 1).
WATER LEVEL OF DITCH/SUMPTO REMAIN BELOW EL: 4208PUMP WATER TO WEST DITCH ASNECESSARY
EXISTING GROUNDWATER CONTROLPUMP AND GENERATOR TO BE
REMOVED BY LANDFILL/OWNERPRIOR TO CONSTRUCTION START(SEE NOTE 1).
NATIVE CLAY DAM TOISOLATE DITCH (TO BEREMOVED BY OWNER)
HEADWALL AND SLAB ATLRCS EXTRACTION PIPES(SEE DETAIL 3/DT-3)
NOTES:1. AFTER CONSTRUCTION START ALL MODULE 8
GROUNDWATER CONTROL AND DEWATERINGSHALL BE THE RESPONSIBILITY OF THE
CONTRACTOR. ALL LANDFILL OWNEDDEWATERING PUMPS, GENERATORS, ETC.SHALL BE REMOVED PRIOR TO CONSTRUCTION.CONTRACTOR SHALL PROVIDE ALL EQUIPMENTAND PORTABLE POWER SERVICE FORGROUNDWATER CONTROL.2. INSTALL GAVLVANIZED BAND-TYPE ANIMALGUARD SUCH AS AGRI-DRAIN ORENGINEER-APPROVED EQUAL AT THE END OFALL EXPOSED HDPE DRAIN AND INTAKE PIPES.
ROADSIDE SWALE FLSEE DETAIL 2/DT-5
ROADSIDE SWALE FLSEE DETAIL 1/DT-4
LINER ANCHOR TRENCHDIRECTLY BELOW TOP OF BERM.SEE DETAILS 5/DT-1 AND 1/DT-4
LINER ANCHOR TRENCHDIRECTLY BELOW TOP OF BERM.SEE DETAILS 5/DT-1 AND 2/DT-5
SOUTH ROAD(SEE DETAIL 2/DT-5AND PROFILE ON PR-3)
MOD 7 LINER TIE-IN(SEE DETAIL 4/DT-1)
ENTEND LINER TIE-IN ANDEXCAVATION INTO MOD 7 ASREQUIRED TO MAKE CONNECTIONTO EXISTING LEACHATE PIPE.
SEE NOTE 2
SEE NOTE 2
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Traffic Control
01 55 26-1
SECTION 01 55 26
TRAFFIC CONTROL

This specification changes a portion of APWA Standard Specification Section 01 55 26. All
other provisions of the Section remain in full force and effect.

Modify Article 1.3, Paragraphs A to read as follows.
1.3 SUBMITTAL
A. Traffic Control Plan: Submit a plan prior to starting work that affects any landfill
access or landfill road.

END OF SECTION
SECTION 01 57 00
TEMPORARY CONTROLS
This specification changes a portion of APWA Standard Specification Section 01 57 00. All
other provisions of the Section remain in full force and effect.
Change the following paragraph in Article 3.2 DUST AND MUD CONTROL to:
C. At a minimum, dust and mud control efforts shall include a daily sweeping of the work area
streets. One sweeping shall take place at the end of the workday at a minimum, if needed
additional sweeping shall take place midway through the workday. Additional efforts may be
required as determined by the ENGINEER, OWNER, SWPPP inspector, or other
representative.
Add the following paragraph in Article 3.2 DUST AND MUD CONTROL:
D. Contractor shall prepare, submit and implement a Fugitive Dust Control Plan with the Utah
Department of Environmental Quality, Division of Air Quality.
Change the following paragraph to Article 3.3 SURFACE WATER CONTROL to:
A. Control all on-site surface water. Provide proper drainage so flooding of the site or changed
flow conditions including path, quantity or quality onto an adjacent property does not occur.
Add the following paragraph to Article 3.3 SURFACE WATER CONTROL:
E. CONTRACTOR shall prepare a Storm Water Pollution Prevention Plan (SWPPP)
specifically for this project in compliance with Salt Lake City and State of Utah requirements
for Stormwater Discharges Associated with Construction and Land Disturbance Activities.
CONTRACTOR shall comply with all Clean Water Act, City Ordinance and SWPPP
requirements for the project.
F. Some minimum erosion control and storm water protection components have been identified.
These do not constitute all necessary components of a comprehensive SWPPP.
1. For projects less than one acre the CONTRACTOR shall provide all labor, equipment,
materials, and services necessary to complete the work.
a) Site Map: Showing boundaries and BMPs that will be implemented.
b) Concrete washout: Describe in detail how concrete washout will be contained.
c) Concrete/Road cutting (must be contained): Describe in detail how concrete &
road cutting dust and pollutants will be contained.
d) Housekeeping BMPs: Describe in detail general housekeeping e.g. restroom
(port-a-potty), dumpster(s), roll off container or cans, etc.
e) Erosion/sediment controls: Describe in detail the boundary controls to be used
e.g. inlet protection, silt fence, fiber rolls, wattle, cut back, etc.
f) Offsite tracking prevention: Describe in detail how you will mitigate tracking
dirt/mud outside of construction boundaries in compliance with the City’s
Clean Wheel Ordinance.
g) De-watering: Describe in detail BMPs that will be used to de-silt the discharge
before entering a waterway/storm drain e.g. de-watering bag, filter sock,
check down dam, frac tank, etc.
2. The CONTRACTOR shall identify type and placement of BMPs.
3. The CONTRACTOR shall be responsible for implementation and maintenance of all
BMPs.
4. The CONTRACTOR shall perform weekly inspections of the site for the duration of the
project. Note: Inspection shall include housekeeping, placement and condition of all
BMPs.
5. The CONTRATOR shall be responsible stabilizing and removing all temporary BMPs at
the conclusion of the job.
6. If work is being performed outside the boundaries of Salt Lake City the
CONTRACTOR shall contact the MS4 operator and comply to any additional
stormwater pollution prevention requirements for that jurisdiction.

G. If CONTRACTOR is assessed fines for not meeting permit requirements, those costs will not
be passed onto the OWNER.

Change the following paragraph to Article 3.4 GROUND WATER CONTROL to:
C. Remove all dewatering facilities meeting inspector requirements when no longer required.

Add the following Article 3.7 Sanitation to Part 3 – Execution
3.7 Sanitation
A. Toilet Facilities: Provide portable chemical toilets at each active work site or staging area for
the use of employees. Toilets at construction job sites shall conform to the requirements of
Part 1926 of the OSHA Standards for Construction.
1. Furnish at least one portable toilet at each active work site.

END OF SECTION
Construction Layout
01 71 23 - 1
SECTION 01 71 23
CONSTRUCTION LAYOUT

This specification changes a portion of APWA Standard Specification Section 01 71 23. All other
provisions of the Section remain in full force and effect.

Revise Article 1.2

1.2 SUBMITTALS
A. Prior to start of construction submit:
1. Name of licensed land surveyor.
2. Certificate of Assurance. Verify bearings and benchmarks on Drawings match
bearings and benchmarks in the field.
3. Schedule of Values. Identify survey control unit price, value weight, and dollar value
on the attached form. (Form 01 71 23.1)
B. During construction submit an updated schedule of values with each partial pay request.
C. Prior to contract closeout submit:
1. Documentation to verify accuracy of survey work.
2. Submit a certificate signed by a licensed professional certifying that elevations and
locations of improvements conform with the Contract Documents.
3. All <as built= survey data, survey information showing dimensions, location
angles and elevations of construction on contract Record Documents.

Add the following paragraphs to Article 3.1
3.1 PROJECT SURVEY REQUIREMENTS
C. Provide necessary survey to correct survey error.
D. Reset control stakes, control points, benchmarks and any other stakes that are damaged or
destroyed.
E. Protect control points and stationing.
F. Locate and layout.
1. Utility locations and elevations for those to be installed or potholed i.e., existing
horizontal well piping, manholes, liner and liner trench, etc.
2. Landfill Gas Collection and Control System (LGCCS) layout and staking.
3. Topo survey of completed intermediate soil cover.
4. Topo survey of Final Cover
G. Perform cross-section surveys and all other interim and final measurements.
1. Verify thickness of final cover.
Construction Layout
01 71 23 - 2
2. Notify ENGINEER if elevations and locations of improvements do not conform to
Contract Documents.

END OF DOCUMENT

Form 01 71 23.1
SCHEDULE OF VALUES FORM
(Survey Control)

SLVSWF – Module 8___________________ LDF20015
Project Name Job No.

CONTRACTOR Date

Land Surveyor License No.

Note to CONTRACTOR: Indicate the Value Weight for each of the classifications of work in
the following table. Use the Survey Control unit price and prorate the value of each item of
work.
Survey Control Lump Sum per Bid Item Price - __________________
CLASSIFICATION OF WORK VALUE
WEIGHT $ VALUE
1. Certificate of Assurance % $
2. Locate existing horizontal leachate piping % $
3. French Drain, roadway and ditch layout and staking % $
4. Module cut staking % $
4. Survey for finished grading and location of liner % $
5. As-built survey of Final project in AutoCAD Civil3D % $
$
$
$

TOTAL VALUES = 1.0 $
COMMENTS

Signed by

_____________________________________ _____________________________
CONTRACTOR Land Surveyor
Salt Lake Valley Solid Waste Facility Module 8
05 05 10S - 1
DOCUMENT 05 05 10S
DEBRIS FENCE

PART 1 GENERAL

1.1 SECTION INCLUDES
A. Debris Fence
1.2 RELATED SECTIONS
A. APWA Section 03 30 04 Concrete
B. APWA Section 05 05 10 Metal Galvanizing
C. APWA Section 05 05 23 Bolts, Nuts and Accessories
D. APWA Section 32 31 13 Chain Link Fences and Gates
1.3 REFERENCES
A. ASTM Standards:
A392 Zinc Coated Steel Chain-Link Fence Fabric
A641 Zinc Coated (Galvanized) Carbon Steel Wire

PART 2 PRODUCTS

2.1 CONCRETE
A. Class B concrete. Refer to Section 03055
B. Contractor may substitute higher class of concrete.
2.2 STEEL POSTS AND LOOPS
A. 1/4= thick steel, galvanized after punching and cutting is complete.
2.3 STEEL CABLE
A. Galvanized steel cable with a breaking strength of 10,000 lbs.
2.4 NYLONG FENCING MESH
A. Use material matching strength and appearance of existing fence. Submit for approval
prior to installation.

PART 3 EXECUTION

3.1 GENERAL
A. Install fence fabric and steel loops on the side of the post away from the trail.
END OF SECTION
03 30 04 Class 4000 concrete
Salt Lake Valley Solid Waste Facility Module 8
33 50 10S - 1
DOCUMENT 33 50 10S
60 MIL HDPE LINER

PART 1 GENERAL

1.1 SECTION INCLUDES
A. High density polyethylene (HDPE) synthetic geomembrane liner
1.2 REFERENCES
A. American Society for Testing and Materials (ASTM).
1. ASTM D 413: Standard Test Methods for Rubber Property - Adhesion to Flexible
Substrate.
2. ASTM D 638: Standard Test Method for Tensile Properties of Plastics.
3. ASTM D 746: Standard Test Method for Brittleness Temperature of Plastics and
Elastomers by Impact.
4. ASTM D 1004: Standard Test Method for Initial Tear Resistance of Plastic Film and
Sheeting.
5. ASTM D 1204: Standard Test Method for Linear Dimensional Changes of Nonrigid
Thermoplastic Sheeting or Film at Elevated Temperature.
6. ASTM D 1238: Standard Test Method for Flow Rates of Thermoplastics by Extrusion
Plastometer.
7. ASTM D 1505: Standard Test Method for Density of Plastics by the Density- Gradient
Technique.
8. ASTM D 1557: Standard Test Methods for Moisture-Density Relations of Soils and
Soil-Aggregate Mixtures, using 10-1b (4.54-kg) Rammer and 18-In. (457- mm) Drop.
9. ASTM D 1603: Standard Test Method for Carbon Black in Olefin Plastics.
10. ASTM D 1693: Standard Test Method for Environmental Stress-Cracking of Ethylene
Plastics.
11. ASTM D 4437: Standard Practice for Determining the Integrity of Field Seams Used in
Joining Flexible Polymeric Sheet Geomembranes.
12. ASTM D 4833: Standard Test Method of Index Puncture Resistance of Geotextiles,
Geomembranes and Related Products.
13. ASTM D 5321: Standard Test Method for Determining the Coefficient of Soil and
Geosynthetic or Geosynthetic and Geosynthetic Friction by the Direct Shear Method.
14. ASTM D 5596: Standard Test Method for Microscopic Evaluation of the Dispersion of
Carbon Black in Polyole Geosynthetics.
15. ASTM D 5994: Standard Test Method for Measuring Core Thickness of Textured
Geomembranes American Society for Testing and Materials (ASTM).
1.3 SUBMITTALS
A. Prior to delivery of geomembrane submit.
Salt Lake Valley Solid Waste Facility Module 8
33 50 10S - 2
1. Report which shows texture of geomembrane meets minimum friction angle (See
Table 1). Soil samples shall be fabricated from on-site soil acceptable to the
ENGINEER.
2. Report for each source quality control test. (See Table 1).
3. Manufacturer9s warranty.
B. Prior to installing geomembrane submit.
1. Installer9s warranty.
2. Panel layout drawings. (See Article 3.2)
3. Seam coding system. (See Article 3.3)
C. After installing geomembrane submit.
1. Map of quality control test locations. (See Article 3.4)
1.4 QUALITY ASSURANCE
A. Installer9s Qualification: Completed 5,000,000 square feet. If requested provide:
1. Name and purpose of facility, its location and date of installation.
2. Name of owner, contracting officer, manufacturer, fabricator, if applicable, and
name and telephone number of contact at the facility who can discuss the project.
3. Thickness of geomembrane, texturing, and surface area of the installed
geomembrane.
4. Type of seaming, patching and tacking equipment.
5. A copy of the manufacturer9s or fabricator9s approval 1etter(s) or license(s), if
applicable.
6. Résumé of the qualifications of the geomembrane installation supervisor and
master seamer.
B. Manufacturer9s Services: Provide manufacturer9s on-site technical supervision and
assistance if required for manufacturer9s warranty.
C. Pre-Installation Conference, Items to clarify:
1. Project specifications and Drawings, submittals, training and qualification
procedures for installation.
2. Personnel, installation crew size, final schedule for beginning and completing the
lining system installation.
3. Designated quality control manager for the installation.
4. Demonstration by installer of the making of each type of seam and field tests.
5. Display of system for placing markings on the geomembrane.
1.5 WEATHER AND SITE CONDITIONS
A. Do not place geomembrane when:
1. Air temperature is below 40 degF. unless trial welds verify that the material can be
seamed and approval is received from ENGINEER in writing; or
2. In the presence of precipitation, excessive moisture (fog, dew, mist, etc.) or in
areas of ponded water; or
3. In the presence of excessive winds (sufficient to lift panels and prohibit efficient
placement of the panels).
Salt Lake Valley Solid Waste Facility Module 8
33 50 10S - 3
1.6 ACCEPTANCE
A. Acceptance of installed geomembrane shall not occur until:
1. Adequacy of field seams and repairs, including associated control testing is
complete. Each field seam is bounded by 2 passed test locations.
1.7 WARRANTY
A. Geomembrane Manufacturer: Warrant membrane for a period of 20 years on a
prorata basis against manufacturing defects, workmanship, and deterioration due to
exposure to the elements.
B. Installer: Warrant material and workmanship for 2 years.
C. Exclusion: Exclude CONTRACTOR from manufacturer9s and installer9s warranty.

PART 2 PRODUCTS

2.1 MANUFACTURERS
A. Names, addresses, and telephone numbers of manufacturer9s corporate offices that provide
material that can meet this specification are given below:
1. GSE, 19103 Gundle Road, Houston, Texas 77073, [phone]
2. National Seal Company, Inc., 525 Reactor Way, Reno Nevada 89502, (702) 856- 3200
3. Poly-Flex Inc., 2000 West Marshall Drive, Grande Prairie, Texas, 75051, (800) 527-
3322. FAX [phone]
4. Serrot Corporation, 8383 Cassia Way, P.O. Box 92708, Henderson, Nevada 89015-
2708, [phone]. FAX [phone]
B. Material may be provided by different office than shown above or by a manufacturer-
approved distributor.
C. Products from manufacturers other than those shown above may be used only with written
authorization from ENGINEER.
2.2 GEOMEMBRANE
A. New, uniform, unmodified high density polyethylene sheet containing no plasticizer, filters,
reclaimed polymers or extenders and the product of only one manufacturer.
B. Either black or white smooth surface on 1 side, textured black surface on other side.
1. White surface and black layer must be integral to the geomembrane.
2. No gaps in the white layer.
3. White layer must not delaminate during physical testing.
4. White layer thickness is CONTRACTOR9s option.
5. White material must be made with same resin, and stabilized with a non-carbon black
ultra-violet stabilizer to meet warranty conditions.
6. Edge Trim: 2 maximum.
7. Heat Stabilizers, Antioxidants and Processing Aids in Resins: < 0.5.
8. No tears or defects.
9. Meet the requirements of Table 1.
Salt Lake Valley Solid Waste Facility Module 8
33 50 10S - 4
2.3 EXTRUDATE
A. Formulated from the same high density polyethylene resin as the geomembrane.
2.4 SEALANT CAULKING, CLAMPS, TAPE, RUBBER PADS
A. Recommended by geomembrane manufacturer.
2.5 SOURCE QUALITY CONTROL
A. Perform the quality control tests at the frequencies shown in Table 1.
B. Supply copies of testing to ENGINEER.
Table 1 - PROPERTIES OF GEOMEMBRANE
Property Value Test Method Test Frequency
RESIN MATERIAL
Specific Gravity (before
addition of carbon black)
Melt Index
0.935 to 0. 950

<=1 g per
10 minutes
ASTM D 1505 1 per 50,000 sq. ft. or 1 per resin batch

ASTM D 1238 1 per 50,000 sq. ft. or 1 per resin batch
Condition E
GEOMEMBRANE SHEET
Sheet Thickness, in. (Not 0.060 +/- 10%, ASTM D 5994 5 tests per roll
including Texture) average 0.060
Tensile Strength at Yield >2,000 psi ASTM D 638 1 per 50,000 sq. ft. or 1 per resin batch
Tensile Strength at Break > 800 psi ASTM D 638 1 per 50,000 sq. ft. or 1 per resin batch
Elongation at Yield >10 ASTM D 638 (1) 1 per 50,000 sq. ft. or 1 per resin batch
Elongation at Break > 1509a ASTM D 638 (1) 1 per 50,000 sq. ft. or 1 per resin batch
Tear Resistance > 41 lb. ASTM D 1004, Die C 1 per 50,000 sq. ft. or 1 per resin batch
Puncture Resistance >70 lb. ASTM D 4833 1 per 50,000 sq. ft. or 1 per resin batch
Coefficient of Dimensional
Stability Change (each
+/-2% ASTM D 1204, 212
Deg F., 15
Certification
direction)
Environmental Stress Crack > 2,000 hrs. ASTM D 1693, Condi-
tion C (modified NSP
SN 54)
Certification
Low Temperature Brittle- < - 40 deg P. ASTM D 746 Certification
ness
Carbon Black Content 2 to 3% ASTM D 1603 1 per 50,000 sq. ft. or 1 per resin batch
Carbon Black Dispersion 1, 2, or 3 ASTM D 5596 1 per 50,000 sq. it. or 1 per resin batch
Property Value Test Method Test Frequency
Direct Shear (Interface Fric-
tion Angle)
Min. dia. = 12 deg. ASTM D 5321
Procedure B (2)
1 test at each of the following: 85% and
90%
1. Use 2.5-inch gage length sample for testing (ASTM D 638).
2. Based upon the following parameters.
a. Soil material is the Low Permeable Soil Layer of Section 02056
b. Nominal stress loads of 1,500; 3,000; 6,000; 9,000; and 12,000 psf
c. Relative density based upon ASTM D 1557 (Modified Proctor)
d. Laboratory specimens submerged under water at least 16 hours before running test
e. Rate of placement is 0.04 inches per minute

Salt Lake Valley Solid Waste Facility Module 8
33 50 10S - 5
PART 3 EXECUTION

3.1 PREPARATION
A. Instruct workers about protecting geomembrane such as handling the material in high winds;
handling of equipment; discard of utility knife blades; cleanup of membrane cuttings; shoes
of all personnel walking on the membrane; smoking; eating or drinking; and placing
heated equipment on the membrane.
3.2 LOW PERMEABILITY LAYER
A. Roll surface of low permeability layer smooth and level. Round edges and grade changes to
12 inch radius minimum. Fill voids and cracks.
B. Make surface free of stones or protrusions greater than 0.25-inch diameter, and free of
organic and other deleterious material.
C. Remove debris.
D. Limit ruts on surface to a maximum depth of 1 inch.
E. Repair damage surface prior to installation of geomembrane.
3.3 DEPLOYMENT
A. Deploy each panel in accordance with panel layout drawings and manufacturer9s
recommendations.
B. Provide sufficient material to allow for geomembrane expansion and contraction.
C. Install panels so overlapping panel is upgrade of the underlying panel.
D. Do not fold membrane.
E. Secure against wind uplift.
F. Prevent sliding.
3.4 SEAMING
A. On slopes, seam perpendicular to the line of the slope (i.e. down and not across slope) to at
least 6-feet away from the crest or toe of the slope.
B. On module floor, orient seams perpendicular to slope.
C. Minimize number of seams in corners, odd-shaped geometric locations, and outside corners.
D. Follow seam coding system.
E. Test Seam: Make test seams to verify that adequate conditions exist for field searing to
proceed. Produce a test seam at the beginning of each shift to determine the peel and tensile
strength of the seam. ENGINEER may require a sample field seam be made at any time
during seaming production to verify equipment.
F. Searing suspensions: If seaming operation has been suspended for more than 1/2 hour or if
the seaming equipment breaks down, produce a test seam prior to resuming of seaming
operations.
G. Do not build in wrinkles during seaming
3.5 FIELD QUALITY CONTROL
A. Geomembrane Testing Equipment:
1. Field Tensiometer: Accompanied by evidence of calibration, used for on-site shear and
peel testing of geomembrane seams.
Salt Lake Valley Solid Waste Facility Module 8
33 50 10S - 6
2. Punch Press: Capable of cutting specimens in accordance with ASTM D 4437.
3. Vacuum Box: Capable of inducing and holding 10 inches of mercury vacuum.
4. Other Testing Equipment: As needed by CONTRACTOR.
B. Observations: Visually inspect the geomembrane sheets, seams, anchors, seals, and repairs
for defects. Test each seam and repair using a vacuum box or air channel pressure.
Perform tests in ENGINEER9s presence.
1. Fillet Weld, Extrusion Lap Weld, or Single Hot-Wedge Fusion Lap Weld: Use a
vacuum box at 4 to 8 inches of mercury.
2. Double Hot-Wedge Seam Weld: Use the following air channel pressure test.
a. Pump air into the air channel between the welds to 35 psi and hold for 5 minutes + 1
minute.
b. At the end of the period, de-pressurize the seam by placing needle hole in the air
space between the welds at the opposite end of the seam and observe the gage.
c. At the end of 5 minutes if the seam maintains at least 30 psi during the test and the
pressure drops within 30 seconds of de-pressurization, the seam is acceptable.
d. If the pressure drops below 30 psi during test period, repair needle holes and retest
the seam by the same procedure or perform a vacuum box test along the entire
length of the seam.
e. If the second air pressure test fails, perform a vacuum box test along the entire
length of the seam. If no bubbles appear in the vacuum box, the lower weld will be
considered defective and the upper seam is acceptable. if any bubbles appear in
the vacuum box, each defective area shall be repaired by extrusion welding and
tested again by vacuum box.
f. Option: As an option to the vacuum box, apply a soap solution to the exposed
seam edge while maintaining the required air channel pressure test. If bubbles
appear, mark and extrusion weld the defective area. If no bubbles appear and the
test pressure cannot be maintained, the leak is judged to be in the bottom or
second seam, and the length of the seam tested may be cap stripped. Repair the
needle holes.
3. For Seams Where it will be Impracticable to Perform a Vacuum Test: Insert copper
wire for spark test, prior to welding. Place copper wire in the extrudate of the weld and
at the edge of the top sheet.
C. Seam Testing: Perform the tests and meet the quality control criteria of Table 2. All 5
shear and 5 peel tests must pass. If 1 does not and is an end sample (bone), remove 1 bone
from each end of the sample. If field tensiometer shows a pass the ENGINEER may deem
the seam passing. If the bone fails, proceed with repairs.

Salt Lake Valley Solid Waste Facility Module 8
33 50 10S - 7
Table 2 - QUALITY CONTROL TESTING
Test Quality Control Criteria Frequency
Shear Strength
ASTM D 4437
> 90% of yield strength, FTB(1) 1 random test every 500 lineal feet (2)
Pee1 Strength
ASTM D 413
Fusion Welds: > 70% of yield strength; FTB (1)
Extrusion Welds: > 60% of yield strength. FTB
(1)
1 random test every 500 lineal feet (2)
(1) Pilin Tear Bond is defined as failure of one of the sheets by tearing, instead of separating from the other
sheet at the weld interface area (sheet fails before weld).
(2) Includes cross seams.
D. Repairs: Correct the tested field seam as follows.
1. Rerun the field weld test using a new sample.
2. If that second test passes, the ENGINEER may assume an error was made in the first test
and accept the field seam.
3. If that second test fails, either cap the field seam between any two previous passed
seam test locations that include the failed seam or take another sample on each side of
the failed seam location (10-feet minimum), and test both.
4. If both pass, cap the field seam between the two locations.
5. If either fails, repeat the process of taking samples for test

END OF SECTION
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SALT LAKE CITY
CORPORATION
ENGINEERING DIVISION
SALT LAKE CITY
CORPORATION
COMMUNITY AND ECONOMICDEVELOPMENT
IC T Y
S
A
L T L
A
K
E
36912
SALT LAKE VALLEYSOLID WASTEFACILITYMODULE 8
STRUCTURALDETAILS
ST-2
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G:\Shared drives\Projects\2022 Projects\22-100 Salt Lake City On-Call\Task 2 -Landfill Design\09_Data\Roadway Design\Sheets\5.1_details.dwg
SPECIFICATIONREFERENCE
05 05 10S DEBRIS FENCE
DESCRIPTION
1
-
DEBRIS FENCE POST
2
-
CONCRETE PIER FOUNDATION
3
-
DEBRIS FENCE ELEVATION
(4) 4"x12" NELSON STUDS@ 36" O.C. VERT
2 HOOPSAT BASE
(4) #5 VERT
12"x12" #3 HOOP @ 18" VERT
8'-0"MIN PIPEEMBED.
4" MIN
CJP
CJP
6" MIN
2'-0" Ø CONCRETEDRILLED PIER
SLOPE TOP OF CONCRETE PIERTO PROVIDE POSITIVE DRAINAGE
AWAY FROM STEEL POST
2" MIN
SHOP-DRILL 3 EACH 12" Ø AIRRELIEF HOLES 3 INCHES BELOWFINISHED GRADE ELEVATION.
SECURE REINFORCING CAGEUNDER NELSON STUDS SO CAGESUPPORTS POST DURINGERECTION & CONCRETEPLACEMENT
NOTE: POST TO BECONCRETE-FILLED AS FAR ASPRACTICABLE. DO NOT CAPLOWER PIPE END. USE 6-8"SLUMP MIX W/ 1/2" MAX
AGGREGATE.
SEE NOTE
6"
18", TYP
1
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1
7
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2
3

A
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#
1
1SHEET ADDED
CAP PIPE W/A36 ENDPLATE AND BUTT WELDALL AROUND, TYP
CONC PIER
SEE DETAIL 2THIS SHEET
7°
123°
6'
23'
10" STD PIPE(10 3/4" OD)
20' TYP
THRU-BOLT WITH EYELET FORBRAIDED CABLE SUPPORT. SEEDEBRIS FENCE NOTES 1 & 2.
STEEL NETTING, SEEDEBRIS FENCE
NOTES 1 & 2
TENSION CABLE GUYWIRES AND ANCHOR,
SEE DEBRIS FENCENOTE 3.
DEBRIS FENCE NOTES:
1. DEBRIS FENCE NETTING AND BRAIDED CABLE SUPPORTSYSTEM SHALL MATCH EXISTING DEBRIS FENCE INCLUDINGMATERIALS, FINISHES, CONNECTIONS, DETAILS, ETC.2. CONTRACTOR SHALL COORDINATE WITH NETTING SUPPLIERTO CONFIRM CABLE SUPPORT LOCATIONS, ARRANGEMENT,AND TENSION REQUIREMENTS.3. TENSION CABLE GUY WIRE ANCHORAGE AT FENCE END TO BEBASED ON COMBINED TENSION OF CONNECTED CABLES.CONTRACTOR TO SUBMIT ANCHOR TYPE AND ARRANGEMENTTO ENGINEER FOR APPROVAL.4. CONTRACTOR IS RESPONSIBLE FOR COORDINATING WITH ALL
DEBRIS FENCE MATERIAL SUPPLIERS TO CREATE AND SUBMITFOR APPROVAL A SINGLE SET OF COORDINATED SHOPDRAWINGS AND PRODUCT SUBMITTALS THAT COVER ALLASPECTS OF DEBRIS FENCE CONSTRUCTION INCLUDING,
DETAILING, FABRICATION, DELIVERY, INSTALLATION,ERECTION, ETC.
STEEL NETTING ANDBRAIDED CABLE SUPPORTSTO MATCH EXISTING. SEEDEBRIS FENCE NOTES.
CONC PIERSEE DETAIL 2THIS SHEET
STEEL PIPE POST.SEE DETAIL 1
THIS SHEET

DEPARTMENT of COMMUNITY and NEIGHBORHOODS
ERIN MENDENHALL MARK STEPHENS, P.E., ENV-SP
MAYOR CITY ENGINEER
ENGINEERING DIVISION
P.O. BOX 145506
349 S 200 EAST, STE 100 WWW.SLCGOV.COM
SALT LAKE CITY, UT 84114-5506 TEL [phone] FAX [phone]

April 20, 2023

ADDENDUM NO. 2 (DOCUMENT 00 91 14)
SLVSWMF – Module 8
Job No: LDF20015

Addendum No. 1 makes changes, corrections, deletions and additions to the initial Bidding
Documents. In case of any conflict between the drawings, specifications and the attached
Addendum, the Addendum shall govern.
The Addendum forms a part of the Contract Documents and modifies the original Bidding
documents.
Acknowledge receipt of the Addendum in the space provided on 00 41 00-1 of the Bid (Document
00 41 00). Failure to do so may disqualify Bidder's bid.
The addendum consists of 5 pages, that include this letter, Document 00 91 14 -Addendum #1
and Document 00 11 16 – Invitation To Bid (3 pages).

Sincerely,

John M. Coyle, P.E.
City Right-of-Way Manager
cc: Procore

Addendum No. 1
00 91 14 - 1
DOCUMENT 00 91 14
ADDENDUM No. 2

PART 1 GENERAL

1.1 DOCUMENT INCLUDES
A. Changes to the Bid Documents.
1.2 CONSTRUCTION CONTRACT
A. SLVSWMF – Module 8
Job No: LDF20015

PART 2 CHANGES
2.1 CHANGES TO PRIOR ADDENDA
A. N.A.
2.2 CHANGES TO PROCUREMENT AND CONTRACTING REQUIREMENTS
A. Chane the bid date to May 3, 2023.
2.3 CHANGES TO GENERAL REQUIREMENTS
A. Document 00 11 16 – Invitation To Bid
2.4 CHANGES TO SPECIFICATIONS
A. None
2.5 CHANGES TO DRAWINGS
A. None

END OF ADDENDUM
DEPARTMENT of COMMUNITY and NEIGHBORHOODS
ERIN MENDENHALL MARK STEPHENS, P.E., ENV-SP
MAYOR CITY ENGINEER
ENGINEERING DIVISION
P.O. BOX 145506
349 S 200 EAST, STE 100 WWW.SLCGOV.COM
SALT LAKE CITY, UT 84114-5506 TEL [phone] FAX [phone]
April 27, 2023
ADDENDUM NO. 3 (DOCUMENT 00 91 14)
SLVSWMF – Module 8
Job No: LDF20015
Addendum No. 3 makes changes, corrections, deletions and additions to the initial Bidding
Documents. In case of any conflict between the drawings, specifications and the attached
Addendum, the Addendum shall govern.
The Addendum forms a part of the Contract Documents and modifies the original Bidding
documents.
Acknowledge receipt of the Addendum in the space provided on 00 41 00-1 of the Bid (Document
00 41 00). Failure to do so may disqualify Bidder's bid.
The addendum consists of 12 pages, that include this letter, Document 00 91 14 -Addendum
#3, revised Bid Schedule (Document 00 43 00) (6 pages), 3 pages of contractor questions and
answers and revised Sheet CS-2.
Sincerely,
John M. Coyle, P.E.
City Right-of-Way Manager

Addendum No. 1
00 91 14 - 1
DOCUMENT 00 91 14
ADDENDUM No. 3

PART 1 GENERAL

1.1 DOCUMENT INCLUDES
A. Changes to the Bid Documents.
1.2 CONSTRUCTION CONTRACT
A. SLVSWMF – Module 8
Job No: LDF20015

PART 2 CHANGES
2.1 CHANGES TO PRIOR ADDENDA
A. None
2.2 CHANGES TO PROCUREMENT AND CONTRACTING REQUIREMENTS
A. None
2.3 CHANGES TO GENERAL REQUIREMENTS
A. Replace Bid Schedule Document 00 43 00. (6 pages) – Only changes were adding
animal guards to Measurement and Payment for South Ditch and French Drains.
2.4 CHANGES TO SPECIFICATIONS
A. None
2.5 CHANGES TO DRAWINGS
A. Revised Sheet CS-2. (1 sheet)
2.6 ANSWERS TO CONTRACTOR QUESTIONS
A. Questions and answers. (2 pages)
END OF ADDENDUM
Salt Lake Valley Solid Waste Facility Module 8
00 43 00 - 1
DOCUMENT 00 43 00
BID SCHEDULE

PART 1 GENERAL

1.1 DOCUMENT INCLUDES
A. Price schedules.
B. Measurement and payment provisions.
1.2 CONSTRUCTION CONTRACT
A. SALT LAKE VALLEY SOLID WASTE MANAGEMENT FACILITY,
MODULE 8
JOB No. LDF20015
1.3 REFERENCES
A. APWA Section 01 29 00: Payment Procedures.
B. Document 00 52 00: Agreement.
1.4 SCHEDULE TO BE ADDED TO THE AGREEMENT
A. This document will be added to the Agreement by reference.

PART 2 PRICE SCHEDULES

2.1 GENERAL
A. Number of Base Bid schedules: One
B. Number of Alternate schedules: None.
C. For progress payment procedures, see APWA Section 01 29 00 requirements.

Salt Lake Valley Solid Waste Facility Module 8
00 43 00 - 2
2.2 BASE BID
A. CAUTION: Bidder shall complete all blanks in the following price schedules.
Failure to do so may cause the bid to be declared non-responsive by ENGINEER.
Ite
m
Specification Reference Number
Classification of Work
Quantity
and Unit
Unit
Price Total Cost
SLVSWMF - Module 8, Job No. LDF20015
1 01 57 00
Dust Control
1
Lump Sum N/A $
2 01 71 13
Mobilization
1
Lump Sum N/A $
3 01 71 23
Survey
1
Lump Sum N/A $
4 31 25 00
SWPPP and NOI
1
Lump Sum N/A $
5 01 57 00
Groundwater Control
1
Lump Sum N/A $
6 31 23 16, 31 11 00
West Ditch
1
Lump Sum N/A $
7 31 23 16, 33 05 06
South Ditch
1
Lump Sum N/A $
8 31 23 16, 33 05 06, 31 05 13, 31 05 19
French Drains
1
Lump Sum N/A $
9 31 23 16, 33 05 10S, 31 05 13,
4-ft Liner Wall
1
Lump Sum N/A $
10 31 23 16, 31 05 13
Module 8 & 11 Earthwork
1
Lump Sum N/A $
11 33 50 10S, 33 50 20S, 31 05 19
Module 8 Liner
1
Lump Sum N/A $
12
33 05 06, 31 05 19, 31 05 13
Module 8 Leachate Collection and
Removal System (LCRS)
1
Lump Sum N/A $
13 31 23 16
Protective Soil Cover
1
Lump Sum N/A $
14
05 05 10S, 31 23 16, 31 05 13, 32 11
23
South Road & Debris Fence
1
Lump Sum N/A $
15
05 05 10S, 31 23 16, 31 05 13, 32 11
23
West Road & Debris Fence
1
Lump Sum N/A $

Total Bid Amount = $ ______________________

Salt Lake Valley Solid Waste Facility Module 8
00 43 00 - 3
PART 3 MEASUREMENT AND PAYMENT

3.1 IN GENERAL
A. See APWA Section 01 29 00 for general measurement and payment provisions.
B. Specification sections referenced in price schedule line items give additional
definitions to the classification of work.
C. Incidental work or material will not be measured, counted, or paid for separately.
D. Backfilling demolition work depressions will not be measured or paid for separately
except where structure or obstructions that are not designated for removal and
disposal in the Bidding Documents, and that cannot be removed with equipment
reasonably expected to be used in the Work without cutting, drilling, or blasting,
will be paid for after adjusting the Contract Price by Contract Modification pricing.
E. Form Strip Filler (APWA Plan 242): This is incidental work. Work includes (but is
not limited to) reinstalling irrigation pipe and heads, replacing damaged irrigation
pipe and heads, replacing topsoil, grass seed, sod, and other landscape corrections or
activities.
3.2 DUST CONTROL
A. Measurement: Overall project percent complete.
B. Includes water required to control dust or air pollution to comply with Utah State air
quality regulations.
3.3 MOBILIZATION
A. Measurement:
Percent of Original Contract
Amount Earned
Percent of Amount Bid for
Mobilization to be Paid
5 40
15 20
40 30
50 10
B. Includes installation of temporary facilities, progress schedule, bringing all necessary
construction equipment to site, risk, and incidentals such as coordination with
Landfill personnel and ENGINEER, miscellaneous probing for buried utilities and
demobilization.
3.4 SURVEY
A. Includes submission of a certificate by a licensed land surveyor that horizontal and
vertical survey control shown in the Contract Documents and in construction has been
checked and verified.
B. Includes as-built drawing of all features in AutoCAD Civil3D.
3.5 SWPPP and NOI
A. Measurement: Percent complete.
B. Payment:
Salt Lake Valley Solid Waste Facility Module 8
00 43 00 - 4
• 20 percent when Notice of Intent (NOI) has been published on EPA’s website for
at least 72 hours and a copy of the Storm Water Pollution Prevention Plan
(SWPPP) has been submitted to ENGINEER.
• 80 percent as work progresses.
3.6 GROUNDWATER CONTROL
A. Measurement: Overall project percent complete.
B. Includes all labor and equipment including pumps, generators, fuel, etc. to dewater the
site as required to support all construction activities and minimize impacts to ongoing
landfill operations.
C. Includes dewatering all existing depressions and ditches within and immediately
adjacent to the project site including the north and east ditches within module 8 as well
as the existing ditch west of the clay dam.
D. All diverted water shall be routed to the west ditch unless otherwise instructed by the
Owner or Engineer.
3.7 WEST DITCH
A. Measurement: Percent Complete
B. Includes all labor, equipment and material for reconditioning and reshaping the west
ditch per plan to remove debris, vegetation, high points, or other obstructions as
required to ensure proper flow and discharge.
3.8 SOUTH DITCH
A. Measurement: Percent Complete
B. Includes all labor, equipment and material for excavation, stockpile of native subgrade
material, and finish grading. Also includes pipes, fittings, manholes, animal guards,
etc. for ditch dewatering.
C. Includes installation the clay dam, as shown on plans, and as directed by the Engineer.
3.9 FRENCH DRAINS
A. Measurement: Percent Complete based on drain installed including drain rock column.
B. Includes all labor, equipment and material for french drains including perforated
piping, fittings, connections, drain rock, separation fabric, animal guards, etc.
Includes backfill and compaction of native excavated material in the immediate
vicinity of the french drain section.
C. Excavation is covered in 3.11 MODULE 8 & 11 EARTHWORK.
3.10 4-FT LINER WALL
A. Measurement: Percent complete
B. Includes labor, equipment and materials for installation of the 4-foot high vertical
HDPE liner wall on the southern edge of modules 1, 6, and 7 as shown in the plans up
to and including the connection to the module 8 liner wall transition. Includes HDPE
liner extension, extrusion welding, and periodic testing & inspection.
C. Includes labor, equipment and material for installation of inspection ports including
perforated pipe riser, drain rock, fabric, etc.
33
Salt Lake Valley Solid Waste Facility Module 8
00 43 00 - 5
C. Includes excavation and temporary stockpile of materials removed to expose the
existing liner edge, including transportation of any trash to the tipping face. Also
includes general backfill & compaction to restore existing finish grade as well as
staged backfill lifts required for vertical liner installation.
3.11 MODULE 8 & 11 EARTHWORK
A. Measurement: Percent complete based on plan area of prepared subgrade.
B. Includes labor and equipment to excavate module 8 on-site native material and
stockpile in module 11 or as directed by the Engineer. Includes excavation required
for french drain installation and subgrade preparation for placement of module 8 liner
layers. Includes excavation into the Module 7 footprint to tie liner into Module 7 at
the lowest possible elevation and disposal of trash at the current tipping face.
C. Includes all temporary earthwork facilities, staging, etc. including temporary ditch
crossings & culverts, movement of existing module 11 stockpiled materials, temporary
equipment paths. Also includes installation of additional protective soil over liner
where required for heavy equipment paths based on HDPE liner manufacturer
warranty requirements.
D. Excavation and stockpile required for construction of the south ditch is covered under
3.8 SOUTH DITCH.
3.12 MODULE 8 LINER
A. Measurement: Percent complete of total area of sheet material installed for all layers.
B. Relative or weighted cost of material and installation for the different layers for
payment may be considered as proposed by the contractor and approved by the
engineer based on a detailed cost breakdown (Schedule of Values).
C. Includes labor, equipment and material to install the geosynthetic clay liner (GCL),
HDPE liner, and class A drainage geotextile. Includes inspection, testing and
providing a final report of test results to ENGINEER. Includes all storage and staging
of materials. Extra payment will not be made for damaged materials due to improper
storage practices.
D. Includes all material, equipment and labor required for connections and tie-ins to liners
in adjacent modules 5 and 7.
E. General subgrade preparation and excavation required to expose adjacent module liner
edges is covered in 3.11 MODULE 8 & 11 EARTHWORK.
3.13 MODULE 8 LEACHATE COLLECTION AND REMOVAL SYSTEM (LCRS)
A. Measurement: Percent Complete
B. Includes labor, equipment and material to install various components of the leachate
collection and removal system including perforated piping, solid piping, drain rock,
geotextile fabric, extraction piping, fittings. Includes all sumps, trenches, etc. above
primary liner layers, but excluding protective soil.
C. Includes all labor, equipment and material for connections to Module 5 and 7 leachate
piping where indicated in plans.
D. Includes labor, equipment and material for the reinforced concrete headwall and slab
Salt Lake Valley Solid Waste Facility Module 8
00 43 00 - 6
at primary leachate extraction site.
D. Excavation required to locate and exposed existing leachate piping is covered in 3.11
MODULE 8 & 11 EARTHWORK.
3.14 PROTECTIVE SOIL COVER
A. Measurement: Percent Complete based on plan area of liner covered.
B. Includes equipment, material and labor to place 2-foot minimum protective soil cover
over Module 8 primary liner layers. Also includes backfill and compaction at Module
5 and 7 liner tie-in locations.
C. It is expected that previously excavated native material will be reused. No additional
payment will be made for screening or stockpile separation of acceptable materials
based on HDPE liner manufacturer’s warranty requirements.
3.15 SOUTH ROAD & DEBRIS FENCE
A. Measurement: Percent complete based on plan length of installed road and fence.
B. Contractor may propose independent payment for road and fence respectively based
on detailed cost breakdown submitted to and approved by the Engineer (Schedule of
Values).
C. Includes all labor, equipment and material required for subgrade preparation including
cut & fill of native material, placement & compaction of granular borrow & untreated
base material. Also includes finish grading of all shoulders, swales, berms, adjacent
infill areas, slope tie-ins, etc.
D. Includes all labor, equipment and material for debris fence installation including
detailing, fabrication, delivery, and storage or fence materials. Includes fence post
erection and installation of concrete monopole foundations. Also includes nylon debris
fabric material and placement.
E. Includes southwest gravel road intersection, infill area, and gravel pad including
subgrade preparation, granular material placement & compaction, and finish grading.
3.16 WEST ROAD & DEBRIS FENCE
A. Measurement: Percent complete based on plan length of installed road and fence.
B. Contractor may propose independent payment for road and fence respectively based
on detailed cost breakdown submitted to and approved by the Engineer (Schedule of
Values).
C. Includes all labor, equipment and material required for subgrade preparation including
cut & fill of native material, placement & compaction of granular borrow & untreated
base material. Also includes finish grading of all shoulders, swales, berms, adjacent
infill areas, slope tie-ins, etc.
D. Includes all labor, equipment and material for debris fence installation including
detailing, fabrication, delivery, and storage or fence materials. Includes fence post
erection and installation of concrete monopole foundations. Also includes nylon debris
fabric material and placement.

END OF SECTION

2.0
AS-BUILT DRAWINGS

3/17/2023
REVISIONS
NUM DECRIPTIONTITLE
CONFORMED SET
REVISION #1 GEONET DRAINAGE LAYER1
DATE
05/22/230
05/22/23
SHEETS UPDATED
DT-1
ALLCONFORMED SET
REVISION #2 SOUTH DITCH EXTRACTION208/28/23 CS-2, DR-3, PR-3, DT-3, DT-4
REVISION #3 FENCING310/20/23 DT-6, FN-1
REVISION #4 SOUTH DITCH, WEST & SOUTH
ROAD SWALES, LEACHATE
FORCE MAIN, PUMP SHED
4 07/09/24 CS-2, GR-1, GR-2, DR-1, ALG-2, PR-1,
PR-3, DT-3, DT-4, DT-5, LF-1, LF-2,
LP-1, LP-2, LP-3
SHEET SET ASSEMBLY ORDER
SHEET
DESIGNATOR
SHEET
TITLE
BINDING
ORDER
1-A
1-B
1-C
CS-1
CS-2
GR-1
GR-2
DR-1 - DR-2
DR-3
ALG-1 - ALG-2
PR-1 - PR-4
DT-1 - DT-6
ST-1
ST-2
FN-1
LF-1
LF-2
LP-1
LP-2 - LP-3
1
2
3
4
5
6
7
8 - 9
10
11 - 12
13 - 16
17 - 22
23
24
25
26
27
28
29 - 30
TITLE SHEET
NOTES & LEGEND
SURVEY CONTROL
OVERALL SITE PLAN
MODULE 8 SITE PLAN
OVERALL GRADING PLAN
LINER GRADING PLAN
LEACHATE DRAINAGE PLAN
GROUNDWATER DRAINAGE PLAN
ALIGNMENT PLAN
ALIGNMENT PROFILES
DETAILS
STRUCTURAL NOTES
STRUCTURAL DETAILS
FENCE PLAN
LEACHATE FORCE MAIN PLAN AND PROFILE
LEACHATE FORCE MAIN DETAILS
LEACHATE PUMP SHED ENLARGED PLANS
LEACHATE PUMP SHED DETAILS
3
4
NOTE: The plan was to add a leachate force main
and pump shed to the project. Later on it was
decided to cancel the additional work. The leachate
force main and pump shed were not constructed.
The associated sheets were removed from the
plans.
3-17-23
SALT LAKE CITY
CORPORATION
ENGINEERING DIVISION
SALT LAKE CITY
CORPORATION
COMMUNITY AND ECONOMIC
DEVELOPMENT
IC T Y
S
A
L T L
A
K
E
36912
SALT LAKE VALLEY
SOLID WASTE
FACILITY
MODULE 8
NOTES & LEGEND
1-B
2 OF 30
G:\Shared drives\Projects\2022 Projects\22-100 Salt Lake City On-Call\Task 2 -Landfill Design\09_Data\Roadway Design\Sheets\1.0_Title Sheet.dwg
18" LEACHATE WITHDRAWAL PIPE
PERFORATED HDPE, SDR-11 PIPE
(FOR LEACHATE COLLECTION, SIZE VARIES)
LINER TIE-IN WITH EXIST. HDPE LINER
TOP OF SLOPE ANCHOR
18''18''
10''10''
LINE STYLESABBREVIATIONS
CY CUBIC YARD
DIA DIAMETER
DWG DRAWING
E EAST
EA EACH
EG EXISTING GRADE
ELEV ELEVATION
EOA EDGE OF ASPHALT
EOC EDGE OF CONCRETE
EOG EDGE OF GRAVEL
EX EXISTING
FG FINISHED GRADE
FL FLOW LINE
FT FOOT
GB GRADE BREAK
HDPE HIGH DENSITY POLYETHYLENE PIPE
IE INVERT ELEVATION
IN INCHES
INV INVERT
LCRS LEACHATE CONVEYANCE & REMOVAL SYSTEM
LP LOW POINT
LT LEFT
MAX MAXIMUM
MFRS MANUFACTURERS
MH MANHOLE
MIN MINIMUM
MOD MODULE
N/A NOT APPLICABLE
NTS NOT TO SCALE
PVC POLYVINYL CHLORIDE
Q RATE OF FLOW
RCP REINFORCED CONCRETE PIPE
REV REVISION
RT RIGHT
R/W RIGHT OF WAY
TYP TYPICAL
UTBC UNTREATED BASE COURSE
1.ALL UTILITY LOCATIONS ARE APPROXIMATE. CONTRACTOR SHALL BE
RESPONSIBLE FOR NOTIFYING BLUE STAKES FOR LOCATION OF ALL
UTILITIES. 1-800-662-4111.
2.CONTRACTOR SHALL PROTECT ALL EXISTING UTILITIES DURING
CONSTRUCTION AND ENSURE THEY REMAIN IN PLACE AND OPERATIONAL.
3.TRAFFIC CONTROL IS TO CONFORM WITH UTAH MUTCD AND UDOT
STANDARDS.
4.RESTORE OR PRESERVE ALL EXISTING FENCES, ROADS AND DITCHES
UNLESS OTHERWISE SPECIFIED.
5.CONTRACTOR IS RESPONSIBLE FOR PROVIDING AS-BUILT DRAWINGS,
ONE HARD COPY AND ONE CD WITH CAD FILES AND PDF'S, PRIOR TO
FINAL PAYMENT.
6.SAFE CONSTRUCTION PROCEDURES AND WORKING CLEARANCES ARE TO
BE MAINTAINED AT ALL TIMES.
7.IF THERE IS A CONFLICT BETWEEN THE PLAN AND SPECIFICATIONS, THE
SPECIFICATIONS SHALL PREVAIL.
GENERAL NOTES
PERFORATED AND UNPERFORATED HDPE,
SDR 11 PIPE (FOR GROUNDWATER
COLLECTION, SIZE VARIES)
10''10''
DEBRIS FENCE
FLOW LINE
XX"XX"
XX"XX"
1.DO NOT ALLOW DEBRIS TO ENTER NEW PIPES DURING CONSTRUCTION.
2.INSTALL INVERT COVERS IN ALL SANITARY SEWER AND STORM DRAIN
MANHOLES AFFECTED BY THE PROJECT PRIOR TO STARTING
CONSTRUCTION.
3.USE GOVERNING AGENCY STANDARDS FOR DUST CONTROL. WET DOWN
DRY MATERIALS AND RUBBISH TO CONTAIN ALL LOOSE MATERIALS.
4.ALTHOUGH SOME SURFACE FEATURES (FENCES, WALLS, TREES, ETC.)
HAVE BEEN CALLED OUT ON THE DRAWINGS, NOT ALL ARE SHOWN OR
IDENTIFIED. PERFORM A WALK THROUGH OF THE CONSTRUCTION AREA
PRIOR TO BIDDING TO IDENTIFY SURFACE FEATURES THAT MUST BE
PROTECTED OR REPLACED AS PART OF THE WORK.
5.PROTECT EXISTING IMPROVEMENTS. ALL IMPROVEMENTS OR
STRUCTURES DAMAGED BY CONTRACTOR OPERATIONS SHALL BE
REPAIRED OR RECONSTRUCTED AT THE EXPENSE OF THE CONTRACTOR
TO ORIGINAL OR BETTER CONDITION TO THE SATISFACTION OF THE
OWNER.
6.KEEP ALL CONSTRUCTION ACTIVITIES WITHIN ESTABLISHED PUBLIC
RIGHT-OF-WAYS, AND TEMPORARY CONSTRUCTION EASEMENTS AS
SHOWN, IF ANY. THIS INCLUDES, BUT IS NOT LIMITED TO, VEHICLES,
EQUIPMENT, LIMITS OF TRENCH EXCAVATION, EXCAVATED MATERIAL AND
BACKFILL STORAGE. IF ADDITIONAL CONSTRUCTION EASEMENTS ARE
REQUIRED, IT IS THE SOLE RESPONSIBILITY OF THE CONTRACTOR TO
OBTAIN THESE EASEMENTS.
CONTRACTOR RESPONSIBILITIES
0

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C
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F
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CONTROL POINT TABLE
NUMBER
1
2
3
4
5
6
7
8
9
10
11
12
13
14
15
16
18
19
20
21
22
23
24
25
114
115
116
117
NORTHING
441567.292
441546.700
441615.821
442219.149
442866.628
442893.697
442853.279
441798.485
441864.375
441966.742
442505.089
442512.677
442584.528
440249.510
440472.590
441566.324
443168.044
443623.957
443811.250
443879.600
443925.192
443966.195
444034.030
440147.880
440218.851
440213.306
440205.685
442322.233
EASTING
487326.308
488085.121
488765.294
488818.109
488671.454
487937.029
487327.736
487381.076
487984.867
488453.567
487431.567
487942.034
488479.703
491925.579
492407.905
492464.994
492538.105
492524.866
491403.640
490120.383
489123.128
488273.107
487331.608
492551.140
487216.560
487274.940
490025.032
492527.048
ELEVATION
4231.33
4229.45
4219.31
4252.33
4234.80
4237.11
4236.06
4230.42
4227.93
4225.07
4225.53
4228.74
4223.39
4230.58
4230.10
4234.67
4234.26
4231.62
4230.02
4225.52
4226.02
4224.87
4223.59
4232.95
4227.06
4226.48
4228.87
4237.48
DESCRIPTION
SET REBAR WITH CAP - AERIAL TARGET
SET REBAR WITH CAP - AERIAL TARGET
SET REBAR WITH CAP - AERIAL TARGET
SET REBAR WITH CAP - AERIAL TARGET
SET REBAR WITH CAP - AERIAL TARGET
SET REBAR WITH CAP - AERIAL TARGET
SET REBAR WITH CAP - AERIAL TARGET
SET REBAR WITH CAP - AERIAL TARGET
SET REBAR WITH CAP - AERIAL TARGET
SET REBAR WITH CAP - AERIAL TARGET
SET REBAR WITH CAP - AERIAL TARGET
SET REBAR WITH CAP - AERIAL TARGET
SET REBAR WITH CAP - AERIAL TARGET
SET REBAR WITH CAP - AERIAL TARGET
SET REBAR WITH CAP - AERIAL TARGET
SET REBAR WITH CAP - AERIAL TARGET
SET REBAR WITH CAP - AERIAL TARGET
SET REBAR WITH CAP - AERIAL TARGET
SET REBAR WITH CAP - AERIAL TARGET
SET REBAR WITH CAP - AERIAL TARGET
SET REBAR WITH CAP - AERIAL TARGET
SET REBAR WITH CAP - AERIAL TARGET
SET REBAR WITH CAP - AERIAL TARGET
FOUND BRASS CAP - S. QUARTER SEC 11
FOUND REBAR NO CAP
FOUND REBAR WITH CAP
FOUND REBAR WITH CAP
FOUND NAIL
CP 8
CP 1 CP 2
CP 9
CP 10
CP 3
CP 4
CP 13
CP 5CP 6
CP 12
CP 24
CP 23 CP 22
CP 21
CP 20
CP 19
CP 18
CP 117
CP 16
CP 15
CP 14
CP 116
CP 115
CP 114
CP 7
CP 11
CP 25
CALIFORNIA AVE (1300 SOUTH)
MODULE 8
SALT LAKE VALLEY
SOLID WASTE
LANDFILL PERIMETER ROAD
SALT LAKE CITY
CORPORATION
ENGINEERING DIVISION
SALT LAKE CITY
CORPORATION
COMMUNITY AND ECONOMIC
DEVELOPMENT
IC T Y
S
A
L T L
A
K
E
36912
SALT LAKE VALLEY
SOLID WASTE
FACILITY
MODULE 8
SURVEY CONTROL
1-C
3 OF 30
G:\Shared drives\Projects\2022 Projects\22-100 Salt Lake City On-Call\Task 2 -Landfill Design\09_Data\Roadway Design\Sheets\2.0_Survey Control.dwg
0 250 500
SURVEYOR'S CERTIFICATE:
I, DARREN WILLIAMS, DO HEREBY CERTIFY THAT I AM A
PROFESSIONAL LAND SURVEYOR, HOLDING CERTIFICATE
NUMBER 4975981, AS PRESCRIBED BY THE LAWS OF THE
STATE OF UTAH. I FURTHER CERTIFY THAT THIS SURVEY
CONTROL DIAGRAM IS REPRESENTED ACCURATELY, AND
WAS CONDUCTED UNDER MY DIRECT SUPERVISION.
COORDINATE SYSTEM AND PROJECTION INFORMATION:
GEODETIC DATUM = NAD 83 (2011) EPOCH 2010.00
VERTICAL DATUM = NAVD 88
COORDINATE SYSTEM = STATE PLANE 1983
UTAH CENTRAL ZONE 4302 PROJECTED AT GROUND
GEOID MODEL = GEOID 18
UNITS = US SURVEY FOOT
FALSE NORTHING OFFSET= -7,000,000
FALSE EASTING OFFSET = -1,000,000
COMBINED SCALE FACTOR = 1.0001763008
COORDINATE DATUM (US SURVEY FOOT):
PROJECT COORDINATES ARE MODIFIED NAD 1983 UTAH
CENTRAL ZONE 4302 COORDINATES. THE STATE PLANE
COORDINATE VALUES ARE SCALED BY THE COMBINED SCALE
FACTOR (FROM COORDINATE 0,0) THEN TRUNCATED BY THE
FALSE NORTHING AND EASTING OFFSET VALUES. THE
RESULTING PROJECT COORDINATES ARE TABULATED
HEREIN.
TO CONVERT PROJECT COORDINATES TO STATE PLANE
COORDINATES:
((PROJECT NORTHING + 7,000,000) / 1.0001763008) = STATE
PLANE NORTHING
((PROJECT EASTING + 1,000,000) / 1.0001763008) = STATE
PLANE EASTING
NOTES:
THE PROJECTION WAS DEFINED TO MINIMIZE THE
DIFFERENCE BETWEEN GROUND DISTANCES AT THE
TOPOGRAPHIC SURFACE AND STATE PLANE GRID DISTANCES
WITHIN THE DESIGN AREA OF THE PROJECT.
ALL BEARINGS SHOWN OR COMPUTED FROM COORDINATE
VALUES TABULATED HEREIN, ARE GRID BEARINGS OF NAD
1983 UTAH CENTRAL ZONE 4302.
GEODETIC COORDINATES ARE ON THE NAD 1983 (2011)
EPOCH 2010.00 DATUM BASED ON GPS OBSERVATIONS FROM
THE UTAH REFERENCE NETWORK (TURN) GPS.
CONTROL POINT ELEVATIONS WERE COMPUTED WITH GEOID
18 USING GPS MEASUREMENTS.
CONTROL POINT MARKS ARE SUBJECT TO THE EFFECTS OF
SURFACE ACTIVITY AND SEASONAL MOVEMENTS. MARKS
MAY ALSO BE DAMAGED OR REMOVED AFTER THE
COMPLETION OF THIS SURVEY. CONTROL POINT POSITIONS
SHOULD BE FIELD VERIFIED PRIOR TO SUBSEQUENT SURVEY
ACTIVITIES. THIS CONTROL SURVEY WAS COMPLETED IN
JANUARY OF 2023.
A COUNTY PERMIT MUST BE OBTAINED FOR WORK
PERFORMED WITHIN THIRTY FEET OF ANY GOVERNMENT
SURVEY MONUMENT PER UTAH STATE CODE 17-23-14.
HATUFOEAT
S
T
PROFES S OI N A L LAND
S
U
R
E
V
Y
O
RDARREN
RYAN
WILLIAMS
No. 4975981-2201
Electronic Seal
1/10/2023
CONTROL POINT
SECTION CORNER FOUND
LEGEND
0

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4''
10''10''
4''
4''
4''
6''
6''
6''
10''10''
10
'
'
10
'
'
10
'
'
10
'
'
CUT CUT
CUT CUT
MSD
FILL
10''CU
T
CUT
FI
L
L
FILL
FILL
CB
4'
'
4''
4''
4''4''4''4''
4''
FL: 4220.77
N: 440304.697
E: 487251.200
FL: 4220.70
N: 440236.136
E: 487272.912
FL: 4223.25
N: 442808.017
E: 487291.296
ESTIMATED TOP OF LINER
EL: 4216.00
N: 441635.345
E: 489299.385
ESTIMATED TOP OF LINER
EL: 4218.75
N: 441623.347
E: 489940.703
ESTIMATED TOP OF LINER
EL: 4217.30
N: 441609.067
E: 490703.955 ESTIMATED TOP OF LINER
EL: UNKNOWN
N: 441585.761
E: 491949.611
ESTIMATED TOP OF LINER
EL: UNKNOWN
N: 441803.452
E: 492384.100
N0
0
°

5
5
'

0
3
.
4
8
"
E
25
0
3
.
6
4
INSPECTION PORT
(SEE DETAIL 3/DT-6)
N: 441673.559
E: 488724.189
INSPECTION PORT
(SEE DETAIL 3/DT-6)
N: 441635.007
E: 490140.480
INSPECTION PORT
(SEE DETAIL 3/DT-6)
N: 441616.457
E: 491509.686 N63° 2
3
'

1
6
.
4
3
"
E
485.9
7
SALT LAKE CITY
CORPORATION
ENGINEERING DIVISION
SALT LAKE CITY
CORPORATION
COMMUNITY AND ECONOMIC
DEVELOPMENT
IC T Y
S
A
L T L
A
K
E
36912
SALT LAKE VALLEY
SOLID WASTE
FACILITY
MODULE 8
OVERALL SITE PLAN
CS-1
4 OF 30
0 250'500'
G:\Shared drives\Projects\2022 Projects\22-100 Salt Lake City On-Call\Task 2 -Landfill Design\09_Data\Roadway Design\Sheets\3.1_Overall Site Plan.dwg
MOD 4
MOD 1
MOD 11
MOD 5 MOD 3 MOD 2
MOD 6MOD 7MOD 8
MOD 10 MOD 9
4' LINER WALL
(SEE DETAIL 3/DT-6)
TIPPING FACE
STOCKPILE AREA FOR
MATERIAL FROM MOD 8
WEST DITCH, REGRADING
(SEE DETAIL 1/DT-4)
0.
1
0
%

(
D
I
T
C
H

S
L
O
P
E
)
0.
1
0
%

(
D
I
T
C
H

S
L
O
P
E
)
CLAY DAM ACROSS DITCH,
TO BE REMOVED BY OWNER
WIDEN DITCH CROSSING
TO THE EAST, EXTEND
CULVERT AS NECESSARY
4' LINER WALL
(SEE DETAIL 3/DT-6)
4' LINER WALL
(SEE DETAIL 3/DT-6)
4' LINER WALL
(SEE DETAIL 3/DT-6)
0

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6'
'
6'
'
4''
4''
4''
10''10''10''10''10''10''4''
4''
4''
4''
4''
4''
4''
4''
6''
6''
6''
6''
6''
6''
6''
10''10''10''10''10''10''
10
'
'
10
'
'
10
'
'
10
'
'
10
'
'
10
'
'
10
'
'
10
'
'
10
'
'
10
'
'
CUT CUT CUT CUT CUT
CUT CUT CUT CUT CUT
MSD
6''
6"6"6"6"
FILL FILL FILL
10''10''10''
FI
L
L
FIL
L
CU
T
CU
T
CU
T
CU
T
leach leach
CU
T
CUT
CUT
FIL
L
FILL FILL
FILL
FILL
FILL
FIL
L
CB
4''
4''
4''
4''
4''
4''
4''
4''
SALT LAKE CITY
CORPORATION
ENGINEERING DIVISION
SALT LAKE CITY
CORPORATION
COMMUNITY AND ECONOMIC
DEVELOPMENT
IC T Y
S
A
L T L
A
K
E
36912
SALT LAKE VALLEY
SOLID WASTE
FACILITY
MODULE 8
MODULE 8
SITE PLAN
CS-2
5 OF 30
G:\Shared drives\Projects\2022 Projects\22-100 Salt Lake City On-Call\Task 2 -Landfill Design\09_Data\Roadway Design\Sheets\3.2_Module 8 Site Plan.dwg
MOD 8
MOD 7
MOD 4MOD 5
MOD 11 MOD 10
0 100'200'
SUMP
(SEE DETAIL 1/DT-2)
TRANSITION FROM 4-FT LINER
WALL (3/DT-6) TO STANDARD
ANCHOR TRENCH (5/DT-1)
MOD 7 LINER TIE-IN
(SEE DETAIL 4/DT-1)
MOD 5 LINER TIE-IN
(SEE DETAIL 2/DT-4)
NORTH FRENCH DRAIN
(SEE DETAIL 2/DT-4,
PROFILE ON PR-1)
EAST FRENCH DRAIN
(SEE DETAIL 1/DT-5
PROFILE ON PR-2)
SOUTH DITCH
(SEE DETAIL 2/DT-5,
PROFILE ON PR-3)
4" PERFORATED
LEACHATE PIPE AT
TOE OF SLOPE
(SEE DETAIL 5/DT-2)
10" PERFORATED
LEACHATE PIPE
(SEE DETAIL 3/DT-2)
4-18" WITHDRAWL PIPES
(SEE DETAIL 4/DT-2)
WEST ROAD
(SEE DETAIL 1/DT-4
AND PROFILE ON PR-4)
2
DT-5
1
DT-5
1
DT-4
2
DT-4
MANHOLE (SEE PROFILE ON PR-3)
MOD 5 EXISTING SUMP. ABANDON
IN PLACE AND PLACE COMPACTED
PROTECTIVE SOIL TO PREVENT
EQUIPMENT DAMAGE
6" PERFORATED PIPE AT TOE OF SLOPE
(SEE DETAIL 5/DT-2)
6" PERFORATED
LEACHATE PIPE
(SEE DETAIL 6/DT-1)
4" PERFORATED
LECHATE PIPE
(SEE DETAIL 6/DT-1)
WEST FRENCH DRAIN
(SEE DETAIL 3/DT-4,
PROFILE ON PR-2)
GRAVEL PAD FOR FUTURE FLARE. USE
12" CLASS A-1-a GRANULAR BORROW
PER SPECIFICATION 31 05 13
40'
100'
6" PIPE WITH TEE'S TO
CONNECT TO 6" PIPES
(SEE SHEET DR-2)
4-6" PERFORATED LEACHATE PIPES
CONNECT TO EXISTING 6" LEACHATE PIPES
(SEE SHEET DR-2 AND DETAIL 6/DT-1)
LOCATE AND CONNECT 6"
PERFORATED LEACHATE PIPE
EXISTING 6" LEACHATE PIPE.
APPROXIMATE ELEV. OF 4220.20.
DEBRIS FENCE
(SEE DETAIL 1/DT-6)
DEBRIS FENCE
(SEE DETAIL 1/DT-6)
TIE INTO MESH EXISTING
DEBRIS FENCE
CLEAR AND GRUB AND REGRADE
DITCH (SEE DETAIL 1/DT-4, AND
SHEET CS-1 FOR EXTENT)
18" PIPE (SEE PROFILE ON PR-3)
18" PIPE (SEE PROFILE ON PR-3)
CENTER FRENCH DRAIN
(SEE PROFILE ON PR-1
AND DETAIL 3/DT-2)
EXISTING 48" DIA. MANHOLE (13' DEEP)
BACKFILL AND ABANDON, REMOVE
SECTIONS AS NECESSARY FOR LINER
INSTALLATION (SEE NOTE 1).
WATER LEVEL OF DITCH/SUMP
TO REMAIN BELOW EL: 4208
PUMP WATER TO WEST DITCH AS
NECESSARY
EXISTING GROUNDWATER CONTROL
PUMP AND GENERATOR TO BE
REMOVED BY LANDFILL/OWNER
PRIOR TO CONSTRUCTION START
(SEE NOTE 1).
NATIVE CLAY DAM TO
ISOLATE DITCH (TO BE
REMOVED BY OWNER)
LEACHATE PUMP SHED.
SEE ENLARGED PLANS
ON SHEET LP-1.
NOTES:
1.AFTER CONSTRUCTION START ALL MODULE 8
GROUNDWATER CONTROL AND DEWATERING
SHALL BE THE RESPONSIBILITY OF THE
CONTRACTOR. ALL LANDFILL OWNED
DEWATERING PUMPS, GENERATORS, ETC.
SHALL BE REMOVED PRIOR TO CONSTRUCTION.
CONTRACTOR SHALL PROVIDE ALL EQUIPMENT
AND PORTABLE POWER SERVICE FOR
GROUNDWATER CONTROL.
2.INSTALL GAVLVANIZED BAND-TYPE ANIMAL
GUARD SUCH AS AGRI-DRAIN OR
ENGINEER-APPROVED EQUAL AT THE END OF
ALL EXPOSED HDPE DRAIN AND INTAKE PIPES.
LINER ANCHOR TRENCH
DIRECTLY BELOW TOP OF SLOPE.
SEE DETAILS 5/DT-1 AND 1/DT-4
LINER ANCHOR TRENCH
DIRECTLY BELOW TOP OF SLOPE.
SEE DETAILS 5/DT-1 AND 2/DT-5
SOUTH ROAD
(SEE DETAIL 2/DT-5
AND PROFILE ON PR-3)
MOD 7 LINER TIE-IN
(SEE DETAIL 4/DT-1)
ENTEND LINER TIE-IN AND
EXCAVATION INTO MOD 7 AS
REQUIRED TO MAKE CONNECTION
TO EXISTING LEACHATE PIPE.
SEE NOTE 2
SEE NOTE 2
0

5
/
2
2
/
2
3

C
O
N
F
O
R
M
E
D

S
E
T
PRECAST DEADMAN
(SEE DETAIL 5/DT-3)
CONCRETE HEADWALL & SLAB
(SEE DETAIL 4/DT-3)
60" COMBO BOX W/ LINEAR INLET
(SEE DETAIL 4/DT-4)
2

8
/
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/
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#
2
2
LEACHATE FORCE MAIN.
SEE SHEET LF-1
4
4

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/
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#
4
4
4
4
4
4
6'
'
4''
4''
10''10''10''10''10''
4''
4''
4''
4''
4''
4''
6''
6''
6''
6''
6''
6''
10''10''10''10''
10
'
'
10
'
'
10
'
'
10
'
'
10
'
'
10
'
'
10
'
'
10
'
'
CUT CUT CUT CUT
CUT CUT CUT CUT
MSD
6'
'
TOE
TO
E
TO
E
TO
E
TO
E
FILL FILL
10''10''
CU
T
CU
T
CU
T
CU
T
TOE TOE TOE TOE
TO
E
TO
E
TOE
TO
E
CUT
CUT
CU
T
leach
CUT
CUT
FIL
L
FILL
FILL
FILL
FILL
FIL
L
TO
E
TOE
TO
E
CB
4''
4''
4''
4''
4''
4''
4''
-1
.
9
:
1
-2.0:1 -1
.
9
:
1
-2
.
0
:
1
FLAT
4225
4225
4215
4215
4220
4220
42
1
5
4215
4220
4220
42
2
5
42
2
5
42
1
5
42
1
5
42
2
0
42
2
0
42
3
0
42
3
0
42
3
5
4225
4225
42054205
4210
4210
4215
4215
4220
4220 4230
-2
.
6
%
-
0
.
6
%
-0.
7
%
-2
.
3
%
-14.8%
-14.9%
MOD 8
MOD 7
MOD 11 MOD 10
0 125'250'
±1125'
AREA SHOWN ACCOMMODATES APPROX
350,000 CY ADDITIONAL STOCKPILE VOLUME
FROM MODULE 8 EXCAVATION. CONTRACTOR
TO COORDINATE WITH ENGINEER FOR
STOCKPILE LOCATION & CONFIGURATION FOR
REMAINING WASTE MATERIAL.
SALT LAKE CITY
CORPORATION
ENGINEERING DIVISION
SALT LAKE CITY
CORPORATION
COMMUNITY AND ECONOMIC
DEVELOPMENT
IC T Y
S
A
L T L
A
K
E
36912
SALT LAKE VALLEY
SOLID WASTE
FACILITY
MODULE 8
OVERALL
GRADING PLAN
GR-1
6 OF 30
G:\Shared drives\Projects\2022 Projects\22-100 Salt Lake City On-Call\Task 2 -Landfill Design\09_Data\Roadway Design\Sheets\3.3_Overall Grading Plan.dwg
MOD 5
EXIST. 60" DIA. 107 FT PIPE,
REMOVE AND REUSE FOR
TEMPORARY CROSSINGS
EXIST. 60" DIA. 135 FT PIPE,
REMOVE AND REUSE FOR
TEMPORARY CROSSINGS
CLAY DAM ACROSS DITCH,
TO BE REMOVED BY OWNER
CUT BACK AND RESHAPE EXISTING
STOCKPILE AS REQUIRED FOR
SOUTH DITCH AND VEHICLE
ACCESS GRADING
50-FT-WIDE EQUIPMENT PATH
BETWEEN DITCH TOP OF SLOPE AND
STOCKPILE BOTTOM OF SLOPE, TYP
APPROX. LIMIT OF
EXISTING STOCKPILE.
±400'
50'
±225'
ANY TRASH ENCOUNTERED
SHALL BE TRANSPORTED TO
THE TIPPING FACE
GRADE BREAK, TYP
APPROX. GRADING
TIE-IN LINE, TYP
NOTES:
1.LEACHATE AND GROUNDWATER PIPING NOT SHOWN FOR
CLARITY. SEE SHEETS DR-1 THRU DR-3 FOR MORE INFO.
2.THE SHEET IS FOR GENERAL GRADING INFORMATION AND IS
NOT INTENDED TO DEFINE FINISH GRADES FOR THE
PROJECT. FOR GRADING OF KEY FEATURES SUCH AS ROADS
AND DITCHES, THE CONTRACTOR SHALL RELY ON
ALIGNMENTS, PROFILES, AND DETAIL SECTIONS.
GRADE GRAVEL PAD WITH
MINIMUM 2% SLOPE
TOWARD WEST DITCH
WIDEN DITCH CROSSING
TO THE EAST, EXTEND
CULVERT AS NECESSARY
2% MIN
0

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/
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/
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3

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F
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M
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D

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T
TIE SOUTH DITCH TO
EXISTING FLOWLINE. SEE
SOUTH DITCH PROFILE ON
SHEET PR-3 FOR FLOWLINE
TRANSITION.

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#
4
4
4
TOL: 4210.43
N: 442245.40
E: 487465.11
TOL: 4211.40
N: 442245.31
E: 487623.74
TOL: 4212.17
N: 442230.03
E: 487773.74
TOL: 4212.17
N: 442210.03
E: 487773.48TOL: 4211.37
N: 442196.30
E: 487623.48
TOL: 4210.43
N: 442196.40
E: 487465.01
TIE-IN AT BOT OF 4' LINER WALL
EL: 4217.71
N: 441675.33
E: 488659.31
LINER TIE-IN
EL: 4215.15
N: 442167.58
E: 488665.74
LINER TIE-IN
EL: 4218.50
N: 442769.80
E: 488673.61
LINER TIE-IN
EL: 4223.70
N: 442759.38
E: 487370.53
TOL: 4225.46
N: 441693.39
E: 487368.39
TOL: 4215.15
N: 442207.53
E: 488666.26
TOL: 4215.15
N: 442227.53
E: 488666.52
LINER TIE-IN
EL: 4214.50
N: 442207.33
E: 488736.36
LINER TIE-IN
EL: 4214.50
N: 442227.33
E: 488736.43
LINER TIE-IN
EL: 4215.15
N: 442267.57
E: 488667.04
BOT: 4209.78
N: 442220.45
E: 487623.46
BOS: 4209.37
N: 442201.04
E: 487539.16
BOT: 4209.37
N: 442240.63
E: 487539.16
BOS: 4208.93
N: 442240.74
E: 487467.72
BOS: 4208.93
N: 442200.97
E: 487467.60
BOT: 4210.44
N: 442220.15
E: 487773.62
BOT: 4214.21
N: 442217.62
E: 488666.36
4220
4214
4216
4218
4222
4224
4220
4214
4216
4218
4222
-14.9%
-3
.
0
%
-2
.
6
%
-
0
.
6
%
-0.
6
%
-0.
7
%
-2
.
2
%
-14.8%
-2
.
5
%
-15.2%-0.4%-0.6%
-0.6%
0.
2
%
0.
2
%
-0.4%
-0
.
7
%
-0
.
5
%
421
4
421
6
421
8
42
1
2
42
1
4
42
1
4
42
1
6
42
1
8
42
1
8
42
2
0
42
2
2
4214421442124210
4210
-0.9%
4214
4216
SALT LAKE CITY
CORPORATION
ENGINEERING DIVISION
SALT LAKE CITY
CORPORATION
COMMUNITY AND ECONOMIC
DEVELOPMENT
IC T Y
S
A
L T L
A
K
E
36912
SALT LAKE VALLEY
SOLID WASTE
FACILITY
MODULE 8
LINER
GRADING PLAN
GR-2
7 OF 30
G:\Shared drives\Projects\2022 Projects\22-100 Salt Lake City On-Call\Task 2 -Landfill Design\09_Data\Roadway Design\Sheets\3.4_Liner Grading Plan.dwg
MOD 8
MOD 7
MOD 4MOD 5
MOD 11 MOD 10
0 100'200'
NOTES:
1.ALL GRADES AND ELEVATIONS SHOWN
ARE FOR TOP OF 60 MIL HDPE PRIMARY
LINER SURFACE. THE TOP OF THE
PROTECTIVE SOIL SURFACE SHALL BE A
MINIMUM OF 2 FEET ABOVE THE
ELEVATIONS SHOWN.
2.SEE SHEET CS-2 FOR MORE INFORMATION
REGARDING LINER EDGE CONDITIONS
INCLUDING DETAIL REFERENCES.
3.CONTINUE 4' LINER WALL FOR 50 FEET AND
THEN TRANSITION LINER WALL HEIGHT
FROM 4' TO '0 OVER 50 FEET.
4.LEACHATE AND GROUNDWATER PIPING
NOT SHOWN FOR CLARITY. SEE SHEETS
DR-1 THRU DR-3 FOR MORE INFO.
100'
TOL TOP OF LINER
BOS BOTTOM OF LINER SUMP
BOT BOTTOM OF LINER TRENCH
LINER ANCHOR
LINER TIE-IN
LINER SUMP
LINER TRENCH FLOW LINE
PRIMARY LINER AREA
DUAL LINER AREA
LEGEND
LINER WALL TRANSITION,
SEE NOTE 3.0

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#
4
4
4
6'
'
6'
'
4''
4''
4''
10''10''10''10''10''10''4''
4''
4''
4''
4''
4''
4''
4''
6''
6''
6''
6''
6''
6''
6''
10''10''10''10''10''10''
10
'
'
10
'
'
10
'
'
10
'
'
10
'
'
10
'
'
10
'
'
10
'
'
10
'
'
10
'
'
CUT CUT CUT CUT CUT
CUT CUT CUT CUT CUT
MSD
6''
6"6"6"6"
FILL FILL FILL
10''10''10''
FI
L
L
FIL
L
CU
T
CU
T
CU
T
CU
T
leach leach
CU
T
CUT
CUT
FIL
L
FILL FILL
FILL
FIL
L
CB
4''
4''
4''
4''
4''
4''
4''
4''
IE (IN): 4235.08
N: 442221.17
E: 487363.81 IE (IN): 4214.19
N: 442217.49
E: 488666.39
IE (IN): 4219.26
N: 442582.17
E: 487403.14
IE (IN): 4225.46
N: 441693.38
E: 487368.39
IE (OUT): 4210.43
N: 442196.40
E: 487465.01
WITHDRAWAL
PIPES 18" DIA.
101.6 LF @
25.93%
P-1 10" DIA.
1204.1 LF @
0.44%
P-4 6" DIA. 996.1
LF @ 0.61%
P-3 4" DIA. 512.4
LF @ 2.93%
IE (IN): 4217.43
N: 442690.38
E: 488514.66
IE (OUT): 4211.39
N: 442244.95
E: 487623.74
P-5 4" DIA. 1157.9
LF @ 0.55%
IE (OUT): 4211.39
N: 442195.96
E: 487623.48
IE (IN): 4217.71
N: 441675.96
E: 488658.06
IE (OUT): 4208.93
N: 442220.90
E: 487462.30
P-15 6" DIA.
239.5 LF @
0.39%
IE (IN): 4220.20
N: 442821.66
E: 487406.18
S89° 50' 14.84"E
1201.34
N1
0
°

5
2
'

2
1
.
9
1
"
E
53
3
.
3
2
N1
0
°

2
5
'

3
6
.
8
9
"
W
36
1
.
5
6
P-17 10" DIA. 70.1
LF @ 0.44%
SALT LAKE CITY
CORPORATION
ENGINEERING DIVISION
SALT LAKE CITY
CORPORATION
COMMUNITY AND ECONOMIC
DEVELOPMENT
IC T Y
S
A
L T L
A
K
E
36912
SALT LAKE VALLEY
SOLID WASTE
FACILITY
MODULE 8
LEACHATE
DRAINAGE PLAN
DR-1
8 OF 30
G:\Shared drives\Projects\2022 Projects\22-100 Salt Lake City On-Call\Task 2 -Landfill Design\09_Data\Roadway Design\Sheets\3.6_DRAINGE.dwg
MOD 8
MOD 7
MOD 4MOD 5
MOD 11 MOD 10
0 100'200'
FOR PIPE CROSSING ELEVATIONS SEE
CENTER DRAIN PROFILE ON SHEET PR-2
AND WEST DRAIN PROFILE ON PR-3
SEE DR-2 FOR DRAINGE
PIPES IN THIS AREA
CONNECT TO EXISTING 6" PIPE, ELEVATION
AND LOCATION ARE APPROXIMATE
TIE INTO EXIST. MOD 7- 6" PIPE
4
0

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#
4
4
LEACHATE FORCE MAIN.
SEE SHEET LF-1 4
6''
6''
6''
6''
6''
6''
6''
6''
6''6''6''
10''10''10''10''10''10''10''10''10''10''
10
'
'
10
'
'
10
'
'
10
'
'
10
'
'
6''
6''
6''
6'
'
6'
'
6'
'
6''
6''
6''
6'
'
6'
'
6'
'
IE (OUT): 4217.43
IE (OUT): 4217.46
IE (OUT): 4217.48
IE (OUT): 4217.50
IE (OUT): 4217.58
P-
1
1

6
"

D
I
A
.

8
6
.
3

L
F

@

0
.
6
3
%
P-
1
2

6
"

D
I
A
.

8
6
.
1

L
F

@

0
.
6
0
%
P-
1
3

6
"

D
I
A
.

8
6
.
2

L
F

@

0
.
5
8
%
P-
1
4

6
"

D
I
A
.

8
5
.
9

L
F

@

0
.
4
9
%
IE (IN): 4218.00
N: 442776.75
E: 488523.70
IE (IN): 4218.00
N: 442776.53
E: 488529.27
IE (IN): 4218.00
N: 442776.66
E: 488536.08
IE (IN): 4218.00
N: 442776.39
E: 488558.23
P-10 6" DIA. 43.8
LF @ 0.34%SALT LAKE CITY
CORPORATION
ENGINEERING DIVISION
SALT LAKE CITY
CORPORATION
COMMUNITY AND ECONOMIC
DEVELOPMENT
IC T Y
S
A
L T L
A
K
E
36912
SALT LAKE VALLEY
SOLID WASTE
FACILITY
MODULE 8
LEACHATE
DRAINAGE PLAN
DR-2
9 OF 30
G:\Shared drives\Projects\2022 Projects\22-100 Salt Lake City On-Call\Task 2 -Landfill Design\09_Data\Roadway Design\Sheets\3.6_DRAINGE.dwg
MOD 8
MOD 7
MOD 5
0 10'20'
15"X6" ELBOW
6"X6" TEE
6" 22.5° ELBOW
CONNECT TO EXISTING 6" PIPE. ELEVATION AND
LOCATION ARE APPROXIMATE. DO NOT
CONNECT TO RISER PIPES. ABONDON RISERS IN
PLACE AND MOUND PROTECTIVE SOIL AROUND
RISER CAPS TO PREVENT FUTURE DAMAGE.
6" PERFORATED PIPE
6" NON PERFORATED PIPE
6" NON PERFORATED PIPE
6" PERFORATED PIPE
0

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6'
'
6'
'
4''
4''
4''
10''10''10''10''10''10''4''
4''
4''
4''
4''
4''
4''
4''
6''
6''
6''
6''
6''
6''
6''
10''10''10''10''10''10''
10
'
'
10
'
'
10
'
'
10
'
'
10
'
'
10
'
'
10
'
'
10
'
'
10
'
'
10
'
'
CUT CUT CUT CUT CUT
CUT CUT CUT CUT CUT
MSD
6''
6"6"6"6"
FILL FILL FILL
10''10''10''
FI
L
L
FIL
L
CU
T
CU
T
CU
T
CU
T
leach leach
CU
T
CUT
CUT
FIL
L
FILL FILL
FILL
FIL
L
CB
4''
4''
4''
4''
4''
4''
4''
4''
IE (IN): 4213.64
N: 442727.06
E: 488620.41
IE (IN): 4214.43
N: 442728.37
E: 488611.35
IE (OUT): 4209.19
N: 442724.69
E: 487515.52
IE (OUT): 4210.65
N: 441581.89
E: 488590.09
N-DRAIN-2 10"
DIA. 1104.9 LF @
0.40%
(GROUNDWATER
COLLECTION)
E-DRAIN 10" DIA.
1146.7 LF @
0.33%
(GROUNDWATER
COLLECTION)
W-DRAIN-1 10"
DIA. 508.0 LF @
0.40%
(GROUNDWATER
COLLECTION)
IE (OUT): 4207.16
N: 442216.68
E: 487516.62
P-9 18" DIA. 57.4
LF @ 1.06%
IE (OUT): 4224.37
N: 441581.58
E: 487309.77
48" DIA. MH
RIM: 4231.13
SUMP: 4225.00
IE OUT: 4225.00 (W)
N-DRAIN-1 10"
DIA. 110.0 LF @
0.69%
(GROUNDWATER
COLLECTION)
N89° 52' 36.48"E
1214.90
N0
1
°

0
3
'

4
4
.
0
6
"
E
11
3
8
.
6
4
N0
0
°

0
7
'

2
2
.
7
4
"
W
11
3
7
.
9
3
W-DRAIN-2 10"
DIA. 627.0 LF @
0.40%
IE (IN): 4207.56
N: 442216.46
E: 487416.63
IE (OUT): 4204.65
N: 441589.70
E: 487517.96
IE (IN): 4209.36
N: 442215.29
E: 488016.63
C-DRAIN-2 10"
DIA. 500.0 LF @
0.44%
P-7 18" DIA. 96.9
LF @ 33.39%
60" COMBO BOX
RIM: 4204.50
SUMP: 4199.00
IE PIPE: 4200.44 (W)
IE INLET: 4203.5 (E)
IE (IN): 4231.90
N: 441581.60
E: 487379.32
C-DRAIN-1 10"
DIA. 100.0 LF @
0.40%
SALT LAKE CITY
CORPORATION
ENGINEERING DIVISION
SALT LAKE CITY
CORPORATION
COMMUNITY AND ECONOMIC
DEVELOPMENT
IC T Y
S
A
L T L
A
K
E
36912
SALT LAKE VALLEY
SOLID WASTE
FACILITY
MODULE 8
GROUNDWATER
DRAINAGE PLAN
DR-3
10 OF 30
G:\Shared drives\Projects\2022 Projects\22-100 Salt Lake City On-Call\Task 2 -Landfill Design\09_Data\Roadway Design\Sheets\3.6_DRAINGE.dwg
MOD 8
MOD 7
MOD 4MOD 5
MOD 11 MOD 10
0 100'200'
CONNECT CENTER FRENCH DRAIN
PIPES TO WEST FRENCH DRAIN PIPE
WITH 10" DOUBLE WYE FITTING.
0

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#
2
2
2
6'
'
6'
'
4''
4''
4''
10''10''10''10''10''10''4''
4''
4''
4''
4''
4''
4''
4''
6''
6''
6''
6''
6''
6''
6''
10''10''10''10''10''10''
10
'
'
10
'
'
10
'
'
10
'
'
10
'
'
10
'
'
10
'
'
10
'
'
10
'
'
10
'
'
CUT CUT CUT CUT CUT
CUT CUT CUT CUT CUT
MSD
6''
6"6"6"6"
FILL
FIL
L
FI
L
L
FI
L
L
FI
L
L
FI
L
L
FILL FILL FILL
10''10''10''
CU
T
CU
T
CU
T
CU
T
CU
T
CU
TCU
T
FILL FILL FILL FILL FILL
FI
L
L
FI
L
L
FILL
FI
L
L
FI
L
L
FI
L
L
FIL
L
CU
T
CU
T
CU
T
CU
T
leach leach
CU
T
CUT
CUT
FIL
L
FILL FILL
FILL
FILL
FILL
FIL
L
FI
L
L
FILL
FI
L
L
CB
4''
4''
4''
4''
4''
4''
4''
30
+
0
0
32
+
0
0
34
+
0
0
36
+
0
0
38
+
0
0
40
+
0
0
42
+
0
0
44
+
0
0
45
+
4
7
10+00
12+00
14+00
16+00
18+00
20+00
22+00
22+71
BP: 10+00.00
N: 441572.604
E: 487354.152
EP: 22+71.49
N: 442844.087
E: 487356.695
BP: 30+00.00
N: 441680.682
E: 487276.315
EP: 45+47.38
N: 441659.025
E: 488823.544
S89°11'53"E
1547.38'
N0
0
°
0
6
'
5
3
"
E
12
7
1
.
4
9
'
N0
1
°

0
3
'

4
4
.
0
6
"
E
11
3
8
.
6
4
S89° 50' 21.49"E
892.79
SALT LAKE CITY
CORPORATION
ENGINEERING DIVISION
SALT LAKE CITY
CORPORATION
COMMUNITY AND ECONOMIC
DEVELOPMENT
IC T Y
S
A
L T L
A
K
E
36912
SALT LAKE VALLEY
SOLID WASTE
FACILITY
MODULE 8
ALIGNMENT PLAN
ALG-1
11 OF 30
G:\Shared drives\Projects\2022 Projects\22-100 Salt Lake City On-Call\Task 2 -Landfill Design\09_Data\Roadway Design\Sheets\3.7_ALIGNMENTS.dwg
MOD 8
MOD 7
MOD 4MOD 5
MOD 11 MOD 10
0 100'200'
WEST ROAD ALIGNMENT
PROFILE ON SHEET PR-4
SOUTH ROAD ALIGNMENT
PROFILE ON SHEET PR-3
0

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6'
'
6'
'
4''
4''
4''
10''10''10''10''10''10''4''
4''
4''
4''
4''
4''
4''
4''
6''
6''
6''
6''
6''
6''
6''
10''10''10''10''10''10''
10
'
'
10
'
'
10
'
'
10
'
'
10
'
'
10
'
'
10
'
'
10
'
'
10
'
'
10
'
'
CUT CUT CUT CUT CUT
CUT CUT CUT CUT CUT
MSD
6''
6"6"6"6"
FILL
FIL
L
FI
L
L
FI
L
L
FI
L
L
FI
L
L
FILL FILL FILL
10''10''10''
CU
T
CU
T
CU
T
CU
T
CU
T
CU
TCU
T
FILL FILL FILL FILL FILL
FI
L
L
FI
L
L
FILL
FI
L
L
FI
L
L
FI
L
L
FIL
L
CU
T
CU
T
CU
T
CU
T
leach leach
CU
T
CUT
CUT
FIL
L
FILL FILL
FILL
FILL
FILL
FIL
L
FI
L
L
FILL
FI
L
L
CB
4''
4''
4''
4''
4''
4''
4''
170+00
172+00
174+00
176+00
178+00
180+00
181+71
19
0
+
0
0
19
2
+
0
0
19
4
+
0
0
19
6
+
0
0
19
8
+
0
0
20
0
+
0
0
20
2
+
0
0
20
3
+
9
8
13
0
+
0
0
13
2
+
0
0
13
4
+
0
0
13
6
+
0
0
13
8
+
0
0
14
0
+
0
0
14
2
+
0
0
14
4
+
0
0
14
5
+
1
6
10
0
+
0
0
10
2
+
0
0
10
4
+
0
0
10
6
+
0
0
10
8
+
0
0
11
0
+
0
0
11
2
+
0
0
11
4
+
0
0
11
5
+
2
5
150+00
152+00
154+00
156+00
158+00
160+00
161+53
BP: 130+00.00
N: 441581.566
E: 487276.091
EP: 145+16.19
N: 441591.771
E: 488791.941
BP: 150+00.00
N: 441579.452
E: 487517.979
EP: 161+52.98
N: 442732.427
E: 487515.504
BP: 170+00.00
N: 441581.622
E: 488590.088
EP: 181+71.32
N: 442752.734
E: 488611.909
BP: 190+00.00
N: 442724.284
E: 487320.138
EP: 203+97.64
N: 442727.270
E: 488717.771
BP: 100+00.00
N: 442221.304
E: 487321.002 EP: 115+24.51
N: 442217.334
E: 488845.506
N89°58'56"E
1371.11'
N0
0
°
0
7
'
2
3
"
W
11
5
2
.
9
8
'
N0
1
°

0
3
'

4
4
.
0
6
"
E
11
3
8
.
6
4
N89°52'39"E
1397.64'
S89° 50' 21.49"E
892.79
PI: 143+76.93
N: 441581.9870
E: 488653.0160
SALT LAKE CITY
CORPORATION
ENGINEERING DIVISION
SALT LAKE CITY
CORPORATION
COMMUNITY AND ECONOMIC
DEVELOPMENT
IC T Y
S
A
L T L
A
K
E
36912
SALT LAKE VALLEY
SOLID WASTE
FACILITY
MODULE 8
ALIGNMENT PLAN
ALG-2
12 OF 30
G:\Shared drives\Projects\2022 Projects\22-100 Salt Lake City On-Call\Task 2 -Landfill Design\09_Data\Roadway Design\Sheets\3.7_ALIGNMENTS.dwg
MOD 8
MOD 7
MOD 4MOD 5
MOD 11 MOD 10
0 100'200'
NORTH DRAIN ALIGNMENT
PROFILE ON SHEET PR-1
EAST DRAIN ALIGNMENT
PROFILE ON SHEET PR-2
SOUTH DITCH ALIGNMENT
PROFILE ON SHEET PR-3
WEST DRAIN ALIGNMENT
PROFILE ON SHEET PR-2
CENTER DRAIN ALIGNMENT
PROFILE ON SHEET PR-1
WEST DITCH ALIGNMENT
REFER TO SHEET GR-1
0

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4
4
CENTER DRAIN
4200
4210
4220
4230
4240
4250
4260
4200
4210
4220
4230
4240
4250
4260CENTER DRAIN
4200
4210
4220
4230
4240
4250
4200
4210
4220
4230
4240
4250
NORTH DRAIN
4200
4210
4220
4230
4240
4250
4200
4210
4220
4230
4240
4250
190+00
42
3
4
.
3
7
190+50
42
2
2
.
8
3
42
3
3
.
8
5
191+00
42
2
2
.
6
2
42
1
9
.
5
6
191+50
42
2
2
.
4
1
42
0
8
.
9
7
192+00
42
2
2
.
2
1
42
0
7
.
8
8
192+50
42
2
2
.
0
0
42
0
8
.
6
4
193+00
42
2
1
.
8
6
42
0
8
.
3
9
193+50
42
2
1
.
7
0
42
0
9
.
8
4
194+00
42
2
1
.
5
0
42
1
1
.
1
9
194+50
42
2
1
.
2
9
42
0
7
.
9
7
195+00
42
2
1
.
0
8
42
1
0
.
4
6
195+50
42
2
0
.
8
8
42
1
1
.
0
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196+00
42
2
0
.
6
7
42
0
9
.
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196+50
42
2
0
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4
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42
0
7
.
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197+00
42
2
0
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2
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42
0
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197+50
42
2
0
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42
0
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.
7
9
198+00
42
1
9
.
8
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42
0
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198+50
42
1
9
.
6
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42
0
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.
1
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199+00
42
1
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.
4
4
42
0
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199+50
42
1
9
.
2
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.
3
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200+00
42
1
9
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0
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42
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200+50
42
1
8
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8
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201+00
42
1
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6
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42
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201+50
42
1
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202+00
42
1
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2
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42
1
4
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0
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202+50
42
1
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.
9
9
42
2
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203+00
42
1
8
.
0
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42
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203+50
42
1
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.
2
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42
1
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204+00
42
0
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8
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42
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42
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2
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3
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42
1
3
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42
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3
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42
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3
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100+00
42
3
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100+50
42
3
6
.
6
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42
3
0
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101+00
42
2
4
.
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42
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42
1
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1
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42
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.
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102+00
42
1
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.
7
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42
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102+50
42
1
3
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0
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42
2
7
.
8
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103+00
42
1
3
.
3
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42
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9
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1
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103+50
42
1
3
.
6
4
42
2
8
.
5
4
104+00
42
1
3
.
9
0
42
2
8
.
1
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104+50
42
1
4
.
1
6
42
2
8
.
0
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105+00
42
1
4
.
3
3
42
2
7
.
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105+50
42
1
4
.
4
8
42
2
8
.
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106+00
42
1
4
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6
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42
2
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9
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106+50
42
1
4
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8
0
42
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107+00
42
1
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42
1
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42
1
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42
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4
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42
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42
2
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6
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1
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3
3
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42
1
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42
1
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.
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42
1
1
.
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42
2
4
.
9
4
42
2
4
.
9
4
111+50
42
2
4
.
4
4
42
2
4
.
4
4
112+00
42
2
4
.
2
0
42
2
4
.
2
0
112+50
42
2
2
.
8
3
42
2
2
.
8
3
113+00
42
1
5
.
4
6
42
1
5
.
4
6
113+50
42
2
0
.
8
6
42
2
0
.
8
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114+00
42
2
9
.
6
6
42
2
9
.
6
6
114+50
42
4
3
.
4
9
42
4
3
.
4
9
115+00
42
5
2
.
9
2
42
5
2
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9
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115+25
42
5
6
.
1
9
42
5
6
.
1
9
42
1
3
.
3
0
42
1
3
.
5
3
42
1
3
.
7
6
42
1
3
.
9
9
42
1
4
.
2
2
42
1
4
.
4
4
42
1
4
.
6
7
42
1
4
.
9
0
42
1
5
.
1
3
42
1
5
.
2
4
CONNECT TO
EXISTING 6"
MOD 7 LRCS PIPE
W-DRAIN-1 10" DIA.
IE: 4207.17
P-15 6" DIA.
IE: 4219.82
E-DRAIN 10" DIA.
IE: 4214.43
P-14 6" DIA.
IE: 4217.76
P-13 6" DIA.
IE: 4217.71
P-12 6" DIA.
IE: 4217.70
P-11 6" DIA.
IE: 4217.69
E-DRAIN 10" DIA.
IE: 4212.75
WITHDRAWAL
PIPES 18" DIA.
101.6 LF @
25.93%
IE (IN): 4235.08
STA: 100+43.26 0.00
IE (IN): 4209.95
STA: 190+85.38 0.00
WEST DRAIN CONNECTION
IE (OUT): 4209.19
STA: 191+95.38 0.00
N-DRAIN-1 10"
DIA. 110.0 LF @
0.69%
N-DRAIN-2 10" DIA. 1104.9 LF @ 0.40%
IE (IN): 4213.64
STA: 203+00.28 0.00
P-1 10" DIA. 1204.1 LF @ 0.44%
IE (IN): 4214.19
STA: 113+45.39 0.00
P-1 10" DIA. 1204.1 LF @ 0.44%
IE (OUT): 4208.93
STA: 101+41.30 0.00
P-17 10" DIA.
70.1 LF @ 0.44%
EX P-5 6" DIA
@ 0.41%
IE (IN): 4214.50
STA: 114+15.39 0.00
C-DRAIN-2 10"
DIA. 500.0 LF @
0.44%
C-DRAIN-1 10"
DIA. 100.0 LF @
0.40%
IE (IN): 4207.56
STA: 100+95.65 0.00
SALT LAKE CITY
CORPORATION
ENGINEERING DIVISION
SALT LAKE CITY
CORPORATION
COMMUNITY AND ECONOMIC
DEVELOPMENT
IC T Y
S
A
L T L
A
K
E
36912
SALT LAKE VALLEY
SOLID WASTE
FACILITY
MODULE 8
ALIGN. PROFILES
PR-1
13 OF 30
FG
EGFGEGPI
P
E

I
E
EG
WEST ROAD
WEST ROAD
FG EGPI
P
E

I
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FG
LINER
0

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4
4
EAST DRAIN
4200
4210
4220
4230
4240
4250
4200
4210
4220
4230
4240
4250
WEST DRAIN
4200
4210
4220
4230
4240
4250
4200
4210
4220
4230
4240
4250
169+00 169+50 170+00
42
0
9
.
8
8
42
2
3
.
2
8
170+50
42
2
4
.
0
4
42
1
1
.
0
5
171+00
42
2
2
.
9
9
42
1
0
.
4
3
171+50
42
1
9
.
1
8
42
1
1
.
3
1
172+00
42
1
8
.
9
2
42
1
0
.
8
2
172+50
42
1
8
.
6
6
42
0
9
.
6
7
173+00
42
1
8
.
4
1
42
1
5
.
2
0
173+50
42
1
8
.
1
5
42
1
8
.
9
4
174+00
42
1
7
.
9
0
42
2
3
.
5
4
174+50
42
1
7
.
6
6
42
1
9
.
5
1
175+00
42
1
7
.
4
0
42
1
2
.
7
7
175+50
42
1
7
.
1
4
42
1
4
.
1
7
176+00
42
1
6
.
8
9
42
1
5
.
0
6
176+50
42
1
6
.
9
1
42
1
4
.
9
9
177+00
42
1
7
.
1
5
42
1
3
.
1
9
177+50
42
1
7
.
4
6
42
1
2
.
3
4
178+00
42
1
7
.
7
6
42
1
1
.
1
1
178+50
42
1
8
.
0
6
42
0
9
.
1
3
179+00
42
1
8
.
3
7
42
0
9
.
2
5
179+50
42
1
8
.
7
0
42
0
8
.
9
7
180+00
42
1
9
.
0
4
42
0
9
.
7
1
180+50
42
1
9
.
3
7
42
1
1
.
6
1
181+00
42
1
9
.
7
1
42
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42
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42
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42
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42
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42
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42
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42
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42
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42
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42
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42
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42
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42
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.
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1
162+00
42
0
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.
8
4
42
0
5
.
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4
42
0
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4
42
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42
0
9
.
0
1
P-1 10" DIA.
IE: 4213.91
P-1 10" DIA.
IE: 4209.17
N-DRAIN-2 10" DIA.
IE: 4213.60
C-DRAIN-1 10" DIA.
IE: 4207.16
E-DRAIN 10" DIA. 1146.7 LF @ 0.33%
IE (OUT): 4210.65
STA: 170+00.27 0.00
IE (IN): 4214.43
STA: 181+46.94 0.00
W-DRAIN-1 10" DIA. 508.0 LF @ 0.40%
IE (OUT): 4207.16
STA: 156+37.23 0.00
IE (IN): 4209.19
STA: 161+45.24 0.00
W-DRAIN-2 10" DIA. 627.0 LF @ 0.40%
SALT LAKE CITY
CORPORATION
ENGINEERING DIVISION
SALT LAKE CITY
CORPORATION
COMMUNITY AND ECONOMIC
DEVELOPMENT
IC T Y
S
A
L T L
A
K
E
36912
SALT LAKE VALLEY
SOLID WASTE
FACILITY
MODULE 8
ALIGN. PROFILES
PR-2
14 OF 30
FG
EG
FG EGPI
P
E

I
E
FG
EG
FG EGPI
P
E

I
E
SOUTH ROAD
SOUTH ROAD
LINER
LINER
0

5
/
2
2
/
2
3

C
O
N
F
O
R
M
E
D

S
E
T
SOUTH DITCH
4190
4200
4210
4220
4230
4240
4190
4200
4210
4220
4230
4240
SOUTH DITCH
4190
4200
4210
4220
4230
4240
4190
4200
4210
4220
4230
4240
SOUTH ROAD
4210
4220
4230
4240
4250
4260
4210
4220
4230
4240
4250
4260
W-DRAIN 10" DIA.
IE: 4204.65
130+00
42
2
4
.
0
5
130+50
42
3
0
.
4
5
131+00
42
3
0
.
9
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42
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42
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42
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42
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42
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1
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42
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42
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42
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42
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.
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42
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42
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42
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42
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42
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42
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39+00
42
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42
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42
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42
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42
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42
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.
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42
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42
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.
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42
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42
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42
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42
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.
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6
-0.59%
ST
A
:

3
0
+
9
5
.
6
0
EL
:

4
2
3
1
.
8
8
ST
A
:

4
4
+
3
1
.
0
3
EL
:

4
2
2
3
.
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7
-0.59%
ST
A
:

3
0
+
9
5
.
6
0
EL
:

4
2
3
1
.
8
8
ST
A
:

4
4
+
3
1
.
0
3
EL
:

4
2
2
3
.
9
7
-
3
3
.
3
9
%
0.00%10.00
%
0.49%
ST
A
:

1
3
1
+
0
6
.
6
1
EL
:

4
2
3
1
.
4
9
ST
A
:

1
3
1
+
9
4
.
9
2
EL
:

4
2
0
2
.
0
0
ST
A
:

1
3
3
+
0
5
.
3
0
EL
:

4
2
0
2
.
0
0
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A
:

1
3
3
+
3
6
.
2
4
EL
:

4
2
0
5
.
0
9
48" DIA. MH
RIM: 4231.13
SUMP: 4225.00
IE OUT: 4225.00 (W)
P-9 18" DIA. 57.4
LF @ 1.06%
IE (OUT): 4224.37
STA: 130+33.68 0.00
P-7 18" DIA. 96.9
LF @ 33.39%
60" COMBO BOX
RIM: 4204.50
SUMP: 4199.00
IE PIPE: 4200.44 (W)
IE INLET: 4203.5 (E)
ST
A
:

1
4
3
+
7
6
.
9
2
EL
:

4
2
1
0
.
1
9
ST
A
:

1
4
5
+
1
6
.
1
9
EL
:

4
2
1
3
.
9
4
-
3
3
.
3
9
%
0.00%10.00
%
0.49%
2.69%
142+00
42
0
9
.
3
3
42
3
7
.
2
7
142+50
42
0
9
.
5
7
42
2
9
.
0
2
143+00
42
0
9
.
8
2
42
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7
.
1
1
143+50
42
1
0
.
0
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42
1
8
.
5
7
144+00
42
1
0
.
8
1
42
1
7
.
6
6
144+50
42
1
2
.
1
6
42
1
5
.
8
4
145+00
42
1
3
.
5
0
42
1
3
.
8
0
145+50
SALT LAKE CITY
CORPORATION
ENGINEERING DIVISION
SALT LAKE CITY
CORPORATION
COMMUNITY AND ECONOMIC
DEVELOPMENT
IC T Y
S
A
L T L
A
K
E
36912
SALT LAKE VALLEY
SOLID WASTE
FACILITY
MODULE 8
ALIGN. PROFILES
PR-3
15 OF 30
FG
EG
FG EG
FL
EG
FL EG2
0

5
/
2
2
/
2
3

C
O
N
F
O
R
M
E
D

S
E
T

8
/
2
8
/
2
3

R
E
V
I
S
I
O
N

#
2
2

7
/
0
9
/
2
4

R
E
V
I
S
I
O
N

#
4
4
4
EG
FL
FL EG
WEST ROAD
4210
4220
4230
4240
4250
4260
4210
4220
4230
4240
4250
4260
10+00
42
3
2
.
0
9
10+50
42
3
1
.
6
2
11+00
42
3
1
.
7
5
42
3
1
.
8
1
11+50
42
3
1
.
9
7
42
3
1
.
6
2
12+00
42
3
2
.
2
0
42
3
1
.
4
1
12+50
42
3
2
.
4
2
42
3
1
.
0
2
13+00
42
3
2
.
6
4
42
2
9
.
9
4
13+50
42
3
2
.
8
6
42
2
8
.
6
2
14+00
42
3
3
.
0
8
42
2
9
.
4
8
14+50
42
3
3
.
3
0
42
3
0
.
4
3
15+00
42
3
3
.
5
3
42
3
1
.
1
9
15+50
42
3
3
.
7
5
42
3
1
.
1
0
16+00
42
3
3
.
9
7
42
3
1
.
1
3
16+50
42
3
4
.
1
9
42
3
0
.
4
4
17+00
42
3
4
.
4
1
42
2
9
.
7
9
17+50
42
3
4
.
6
4
42
2
9
.
1
8
18+00
42
3
4
.
8
6
42
2
8
.
6
4
18+50
42
3
5
.
0
8
42
2
8
.
5
3
19+00
42
3
5
.
3
0
42
2
8
.
7
2
19+50
42
3
5
.
5
2
42
2
9
.
1
2
20+00
42
3
5
.
7
5
42
2
9
.
8
9
20+50
42
3
5
.
9
7
42
3
0
.
9
0
21+00
42
3
6
.
1
9
42
3
2
.
7
6
21+50
42
3
6
.
4
1
42
3
4
.
2
8
22+00
42
3
6
.
6
3
42
3
5
.
5
5
22+50
42
3
6
.
8
6
42
3
6
.
7
8
23+00
0.44%ST
A
:

1
0
+
8
0
.
9
8
EL
:

4
2
3
1
.
6
7
ST
A
:

2
2
+
6
6
.
4
7
EL
:

4
2
3
6
.
9
3
0.44%ST
A
:

1
0
+
8
0
.
9
8
EL
:

4
2
3
1
.
6
7
ST
A
:

2
2
+
6
6
.
4
7
EL
:

4
2
3
6
.
9
3
SALT LAKE CITY
CORPORATION
ENGINEERING DIVISION
SALT LAKE CITY
CORPORATION
COMMUNITY AND ECONOMIC
DEVELOPMENT
IC T Y
S
A
L T L
A
K
E
36912
SALT LAKE VALLEY
SOLID WASTE
FACILITY
MODULE 8
ALIGN. PROFILES
PR-4
16 OF 30
FG
EG
FG EG
0

5
/
2
2
/
2
3

C
O
N
F
O
R
M
E
D

S
E
T
2' THICK PROTECTIVE SOIL COVER
DRAINAGE GEOTEXTILE, CLASS A
GEONET DRAINAGE LAYER
60 MIL HDPE LINER (TEXTURED)
GEOSYNTHETIC CLAY LINER (GCL)
A
B
D
E
1
-
TYPICAL LINER DETAIL
4
-
MOD 7 LINER TIE-IN DETAIL
2'
3
-
MOD 5 LINER TIE-IN DETAIL
2' THICK PROTECTIVE SOIL COVER
NON-WOVEN GEOTEXTILE FILTER FABRIC
SEWER ROCK, SIZE 4
DRAINAGE GEOTEXTILE, CLASS A
GEONET DRAINAGE LAYER
60 MIL HDPE LINER (TEXTURED) - EXTRA
LAYER IN SUMP ONLY
GEOSYNTHETIC CLAY LINER (GCL) - EXTRA
LAYER IN SUMP ONLY
60 MIL HDPE LINER (TEXTURED)
GEOSYNTHETIC CLAY LINER (GCL)
A
D
F
G
2
-
SUMP LINER DETAILS
2'
H
I
2'
C
B
5
-
ANCHOR TRENCH
3'
3'
2'
PROTECTIVE SOIL
TYPICAL LINER
(SEE DETAIL 1 THIS SHEET)
SALT LAKE CITY
CORPORATION
ENGINEERING DIVISION
SALT LAKE CITY
CORPORATION
COMMUNITY AND ECONOMIC
DEVELOPMENT
IC T Y
S
A
L T L
A
K
E
36912
SALT LAKE VALLEY
SOLID WASTE
FACILITY
MODULE 8
DETAILS
DT-1
17 OF 30
G:\Shared drives\Projects\2022 Projects\22-100 Salt Lake City On-Call\Task 2 -Landfill Design\09_Data\Roadway Design\Sheets\5.1_details.dwg
6
-
4" OR 6" PERFORATED PIPE SECTION VIEW
TYPICAL LINER,
(SEE DETAIL 1 THIS SHEET)
SEWER ROCK, SIZE 4
HIGH NON-WOVEN
SEPARATION GEOTEXTILEPROTECTIVE SOIL
4" OR 6" PERFORATED
HDPE, SDR 11 PIPE
S=VARIES
2'
1' MIN.
S=VARIES
1'
SPECIFICATION
REFERENCE
31 05 13 SEWER ROCK, SIZE 4
31 05 13 PROTECTIVE SOIL (NATIVE REUSE)
31 05 19 DRAINAGE GEOTEXTILE, CLASS A
31 05 19 HIGH NON-WOVEN STABILIZATION
SEPARATION GEOTEXTILE
31 05 20S GEONET DRAINAGE LAYER
33 05 06 4" PERFORATED HDPE, SDR 11 PIPE
33 05 06 16" PERFORATED HDPE, SDR 11 PIPE
33 50 10S 60 MIL HDPE LINER
33 50 20S GEOSYNTHETIC CLAY LINER
DESCRIPTION
WEST EDGE AND SOUTH EDGE
FG ELEVATIONS FOR
LINER ON SHEET GR-3
TYPICAL LINER
(SEE DETAIL THIS SHEET)
LAY GCL UNDER
EXIST. LINER
2' MIN.
2' PROTECTIVE SOIL COVER
2'
LINER TIE-IN ELEVATIONS
TO MATCH EXIST., ELEVATIONS
SHOWN ON GR-1 ARE ESTIMATED
FROM PREVIOUS DESIGN PLANS
EXTRUSION WELD
EXIST. AND PROPOSED
HDPE LINERS
±2'
EXISTING 2FT THICK
COMPACTED CLAY LINER
2' MIN
1
2
FG ELEV. (SEE SHEET GR-3)
EXIST. MOD
5 LINER
MODULE 8
FG ELEVATIONS FOR
SHEET GR-2
FG ELEVATIONS FOR
LINER ON SHEET GR-3
FG ELEVATIONS FOR
SHEET GR-2
(SEE DETAILS 1/DT-4 AND 2/DT-5)
REMOVE AND REPLACE
EXISTING PLYWOOD
TYPICAL LINER
(SEE DETAIL THIS SHEET)
LAY GCL UNDER
EXIST. LINER
2' MIN.
2' PROTECTIVE SOIL COVER
2'
LINER TIE-IN ELEVATIONS
TO MATCH EXIST., ELEVATIONS
SHOWN ON GR-1 ARE ESTIMATED
FROM PREVIOUS DESIGN PLANS
EXIST. MOD
7 LINER
MODULE 8
EXTRUSION WELD
EXIST. AND PROPOSED
HDPE LINERS
5/8" EXTERIOR
GRADE PLYWOOD
REMOVE AND REPLACE
EXISTING PLYWOOD
BACKFILL TO EXISTING SLOPE
LINE AFTER TIE-IN IS COMPLETED
0

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5/2
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#
1
C
E
6'
'
6'
'
4''
4''
10''10''10''10''10''10''10''10''4''
4''
4''
4''
4''
4''
6''
6''
6''
6''
6''
6''
10
'
'
10
'
'
10
'
'
10''10''10''10''10''10''10''10''10''
1
-
LEACHATE COLLECTION SUMP DETAIL
3
-
2
-
4
-
3
-
10" PERFORATED PIPE SECTION VIEW2
-
SUMP SECTION VIEW
5
-
5
-
4
-
EXTRACTION PIPE AT SUMP 5
-
4" PERFORATED PIPE AT TOE OF SLOPE DETAIL
SALT LAKE CITY
CORPORATION
ENGINEERING DIVISION
SALT LAKE CITY
CORPORATION
COMMUNITY AND ECONOMIC
DEVELOPMENT
IC T Y
S
A
L T L
A
K
E
36912
SALT LAKE VALLEY
SOLID WASTE
FACILITY
MODULE 8
DETAILS
DT-2
18 OF 30
6" PERFORATED
PIPE (LEACHATE)
10" PERFORATED
PIPE (LEACHATE)
S
L
O
P
E
SLOPE
TOP OF TRENCH
(GRADE BREAK)
TOP OF SUMP
(GRADE BREAK)
BOTTOM OF SUMP
(GRADE BREAK)TOP OF SUMP
(GRADE BREAK)
20'
1.5'
SEWER ROCK,
SIZE 410" PERFORATED
PIPE (LEACHATE)TYPICAL LINER
(SEE DETAIL
1/DT-1)
FG LINER
ELEV.
10" PERFORATED
PIPES (LEACHATE)
(4) 18" PERFORATED
PIPES (LEACHATE)
SEWER
ROCK, SIZE 4
40'
1.5'
SUMP LINER
(SEE DETAIL 2/DT-1)
3
1
4.5'
TYPICAL LINER
(SEE DETAIL 1/DT-1)
2'
TOP OF SUMP
(GRADE BREAK)
BOTTOM OF SUMP
(GRADE BREAK)
END SUMP LINER,
EXTRUSION WELD
TO TYPICAL LINER
2'2'
PROTECTIVE SOILPROTECTIVE SOIL
20'
TRANSITION FROM
TRENCH TO SUMP
40'
SUMP LINER
(SEE DETAIL 2/DT-1)
TYPICAL LINER
(SEE DETAIL 1/DT-1)
15'
(4) 18" PERFORATED
(LEACHATE)
2' MIN. PROTECTIVE
SOIL COVER
1.5'
6.
3
%
SLO
P
E
6.
3
%
15
%
15
%0.5%0.4%
S
L
O
P
E
SLO
P
E
SUMP CORNER
TYPICAL LINER
(SEE DETAIL 1/DT-1)
SEWER ROCK, SIZE 4
PROTECTIVE SOIL
4" PERFORATED
(LEACHATE)
VARI
E
S
%
S=VARIES
2'
1' MIN.
1
2
G:\Shared drives\Projects\2022 Projects\22-100 Salt Lake City On-Call\Task 2 -Landfill Design\09_Data\Roadway Design\Sheets\5.1_details.dwg
SPECIFICATION
REFERENCE
31 05 13 SEWER ROCK, SIZE 4
31 05 13 PROTECTIVE SOIL (NATIVE REUSE)
31 05 19 HIGH NON-WOVEN STABILIZATION
SEPARATION GEOTEXTILE
33 05 06 4" PERFORATED HDPE, SDR 11 PIPE
33 05 06 10" PERFORATED HDPE, SDR 11 PIPE
33 05 06 18" HDPE, SDR 11 PIPE
33 50 10S 60 MIL HDPE LINER
33 50 20S GEOSYNTHETIC CLAY LINER
DESCRIPTION
HIGH NON-WOVEN
SEPARATION GEOTEXTILE
HIGH NON-WOVEN
SEPARATION GEOTEXTILE
HIGH NON-WOVEN
SEPARATION GEOTEXTILE
4" PERFORATED
PIPE (LEACHATE)
15'
CAP ALL
PIPE ENDS
0.5%
6"
LIMITS OF SUMP LINER,
EXTRUSION WELD
(SEE DETAIL 2/DT-1)
4-18" ELBOWS
10" PERFORATED
(LEACHATE)
18"18"18"18"
(4) 18" PIPES
(LEACHATE)
SUMP
CORNER
END 10" PIPE
FG LINER
ELEV.
END SUMP LINER,
EXTRUSION WELD
TO TYPICAL LINER
25%
PROTECTIVE SOIL
SURFACE BEYOND
±13%
SUMP
CORNER
LINE
SEE NOTE 1
LINER BEYOND
16'
2.5'3'
2'
TOP OF SUMP
ELEV.
NOTES
1.PERFORATE 18" PIPES IN SUMP ONLY
2.FRENCH DRAIN NOT SHOWN FOR
CLARITY 3'
2
-
1
DT-3
2
DT-3
6
DT-1
6
DT-1
10" PERFORATED PIPE
(FRENCH DRAIN)
±3'
3'
1', MINFRENCH DRAIN,
SEE DETAIL 3
THIS SHEET
WEST DRAIN
(GROUNDWATER)
CENTER FRENCH DRAIN
(GROUNDWATER)
NOTES:
1.ALL PIPES SHOWN ON THIS SHEET ARE
SDR 11, HDPE.
2.SEE DETAIL 3/DT-5 FOR ALL PIPE
PERFORATIONS.
6" PERFORATED
PIPE (LEACHATE)
4" PERFORATED
PIPE (LEACHATE)
0

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SALT LAKE CITY
CORPORATION
ENGINEERING DIVISION
SALT LAKE CITY
CORPORATION
COMMUNITY AND ECONOMIC
DEVELOPMENT
IC T Y
S
A
L T L
A
K
E
36912
SALT LAKE VALLEY
SOLID WASTE
FACILITY
MODULE 8
DETAILS
DT-3
19 OF 30
G:\Shared drives\Projects\2022 Projects\22-100 Salt Lake City On-Call\Task 2 -Landfill Design\09_Data\Roadway Design\Sheets\5.1_details.dwg
SPECIFICATION
REFERENCE
03 30 04 CAST-IN-PLACE CONCRETE
03 40 00 PRECAST CONCRETE
31 05 13 GRANULAR BORROW
31 05 13 #4 SEWER ROCK
31 05 13 PROTECTIVE SOIL (NATIVE REUSE)
31 05 19 HIGH NON-WOVEN STABILIZATION
SEPARATION GEOTEXTILE
31 23 16 UNCLASSIFIED EXCAVATION
33 05 06 4" PERFORATED HDPE, SDR 11 PIPE
33 05 06 10" PERFORATED HDPE, SDR 11 PIPE
33 05 06 18" HDPE, SDR 11 PIPE
33 50 10S 60 MIL HDPE LINER
33 50 20S GEOSYNTHETIC CLAY LINER
DESCRIPTION
3
-
CONCRETE HEADWALL AND SLAB AT LEACHATE EXTRACTION PIPES
1
-
LINER TRANSITION AT LEACHATE EXTRACTION PIPES
4-18" HDPE,
SDR 11 PIPE
3
1
TYPICAL LINER
(SEE DETAIL 1/DT-1)LINER TRANSITION,
SLOPE VARIES
2'
PROTECTIVE SOIL
2'
VARIES
1'2
1
2'
HIGH NON-WOVEN
SEPARATION
GEOTEXTILE
TYPICAL LINER
(SEE DETAIL 1/DT-1)
PROTECTIVE
SOIL
SEWER ROCK,
SIZE 4
2
-
4" & 6" LEACHATE PIPES OVER SUMP
1'
OVER CENTER DRAIN ALL OTHER LOCATIONS
12'-0"
2'-6"
2'-6"
2'-6"
2'-6"
2'-6"
5'-4"
5-#4,
T&B
#4@18", T&B
#5 VERT
DOWEL, TYP
#4 DIAG &
HORIZ, TYP
(3)#4 HORIZ AT
CORNERS, TYP
(3)#4 HORIZ
#5 VERT DOWEL
3" MIN,
TYPC
-
B
-
A
-
DETAIL A
DETAIL B DETAIL C
8"
FLANGE ADAPTER
BLIND FLANGE
SS BOLTS
NOTE: FRENCH DRAIN NOT
SHOWN FOR CLARITY, SEE
DETAIL 3/DT-2 FOR MORE INFO
0

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4
-
CONCRETE HEADWALL AND SLAB AT SOUTH DITCH EXTRACTION PIPE
2%
12"
8"12"
5'-0"
2'-6"
2'-6"
5'-4"
12"
(3)#4 HORIZ AT
CORNERS, TYP
A
-
SECTION A
33%
PLAN
NOTE: SEE DETAIL 3 THIS SHEET FOR
REINFORCEMENT AND SUBGRADE PREP.
2'-6"
BED PIPE TO
SPRINGLINE, TYP
5
-
PRECAST CONCRETE DEADMAN AT SOUTH DITCH EXTRACTION PIPE MIDPOINT
2'-0"
1'-6"
33%
3" WIDE X 12 GA.
GALV. STEEL STRAP
HDPE THRUST COLLAR SUCH
AS ICONIX WALL ANCHOR OR
APPROVED EQUAL
BED PIPE TO
SPRINGLINE, TYP
SEE NOTE 1
NOTES:
1.STRAP ANCHORS SHALL BE 1/2"Ø CONCRETE
SCREW ANCHOR SUCH AS SIMPSON TITAN HD OR
APPROVED EQUAL W/ 9" EMBEDMENT AND 30°
BEVELED WASHER. AT PRE-CASTER OPTION,
CAST-IN-PLACE J-BOLTS MAY ALSO BE USED.
2.FORMED CHANNEL AT THRUST COLLAR. FILL WITH
NON-SHRINK GROUT.
B
B
SECTION B-B
2"2"
2"
SEE NOTE 2
A
-
SECTION A
3'-0"
2"SEE NOTE 1
#3 STIRRUPS &
CROSS-TIES.
HOOK ALL BAR
ENDS, TYP
PRECAST
CONCRETE
DEADMAN
HDPE PIPE WALL
HDPE THRUST COLLAR
KEY CONCRETE BLOCK
INTO UNDISTURBED
NATIVE SOIL.
2 2

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#
4
4
SEE DETAIL 1/LP-2 4
SALT LAKE CITY
CORPORATION
ENGINEERING DIVISION
SALT LAKE CITY
CORPORATION
COMMUNITY AND ECONOMIC
DEVELOPMENT
IC T Y
S
A
L T L
A
K
E
36912
SALT LAKE VALLEY
SOLID WASTE
FACILITY
MODULE 8
DETAILS
DT-4
20 OF 30
G:\Shared drives\Projects\2022 Projects\22-100 Salt Lake City On-Call\Task 2 -Landfill Design\09_Data\Roadway Design\Sheets\5.1_details.dwg
SPECIFICATION
REFERENCE
03 40 00 PRECAST CONCRETE
05 05 10S DEBRIS FENCE
31 05 13 SEWER ROCK, SIZE 4
31 05 13 GRANULAR BORROW
31 05 13 PROTECTIVE SOIL (NATIVE REUSE)
31 05 19 DRAINAGE GEOTEXTILE, CLASS A
31 05 19 HIGH NON-WOVEN STABILIZATION
SEPARATION GEOTEXTILE
31 23 16 UNCLASSIFIED EXCAVATION
32 11 23 UNTREATED BASE COURSE
33 05 06 10" PERFORATED HDPE, SDR 11 PIPE
33 05 06 18" HDPE, SDR 11 PIPE
33 41 00 60" PRECAST COMBO BOX
33 50 10S 60 MIL HDPE LINER
33 50 20S GEOSYNTHETIC CLAY LINER
DESCRIPTION
22'2'
EXISTING DRAINAGE DITCH
(WIDTH AND SHAPE VARY)
TOP OF SLOPE ANCHOR
(SEE DETAIL 5/DT-1)
DEBRIS FENCE
(SEE DETAIL 1/DT-6)
6" THICK UNTREATED
BASE COURSE,
GRADE 3/4
12" THICK GRANULAR BORROW
WEST ROAD CONTROL LINE
(PROFILE ON SHEET PR-4)
1
-
WEST ROAD AND WEST DITCH
EXISTING BERM
AND SWALE
LINER
(SEE DETAIL 1/DT-1)
EXISTING MODULE 5
CLAY LINER
VARIES
4
-
COMBO BOX AT SOUTH DITCH EXTRACTION PIPE
16'
EDGE OF GRAVEL (EOG)EDGE OF GRAVEL (EOG)
SLOPE
SLOPE
2%
TIE IN TO EXISTING MODULE 5 LINER
(SEE LINER TIE-IN DETAIL 3/DT-1)
WEST DITCH
CONTROL LINE,
SEE CS-1
2
1
2
12'
2
1
CATCH POINT OF
2:1 SLOPE AND 2'
PROTECTIVE
SOIL COVER
2'
3'
1' MIN
SEE NOTES 1 & 2
NOTES:
1.RECONDITION WEST DITCH TO EXTENTS SHOWN ON CS-1.
ENSURE MINIMUM WIDTH OF CHANNEL AND MAINTAIN EXISTING
FLOW LINE AS FAR AS PRACTICABLE WHILE REMOVING HIGH
SPOTS AND DEBRIS THAT IMPEDE DRAINAGE FLOW.
2.APPLY NATIVE SEED MIX TO DITCH SIDE SLOPES WHERE
RECONDITIONING REQUIRES REMOVAL OF EXISTING
STABILIZING VEGETATION OR WHERE NATIVE VEGETATION IS
DAMAGED DURING CONSTRUCTION.
3
-
NORTH AND EAST FRENCH DRAINS AT EXIST ROAD CROSSINGS
3'
1' MIN
3' MIN
VARIES
3' MIN
3' MIN
SLOPE OF
EXCAVATION REQ'D
FOR FRENCH DRAIN
PIPE INSTALLATION
EXISTING GRADE AT
ACCESS ROAD OVER
DRAINAGE DITCH CULVERT
NOTE:
THIS DETAIL IS ALSO APPLICABLE
WHERE FRENCH DRAIN FLOW LINE IS
BELOW EXISTING DITCH FLOW LINE.
EXISTING
SUBGRADE
NATIVE BACKFILL,
COMPACT PER 31 23 26
LINER
(SEE DETAIL 1/DT-1)NATIVE BACKFILL,
COMPACT PER 31 23 26
10" PERFORATED HDPE,
SDR 11 PIPE, SEE PR-1 FOR
INVERT ELEVATIONS
SEWER ROCK, SIZE 4
DRAINAGE GEOTEXTILE, CLASS A
LINER TIE-IN ELEVATIONS
(SEE SHEET GR-1)
EXISTING GRADE AT NORTH
DRAINAGE DITCH (VARIES)
UNCLASSIFIED
EXCAVATION
UNCLASSIFIED
EXCAVATION
0

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33%
FINISH GRADE
4202.00'
BOX INVERT
4203.50'
SUMP
4199.00'
10" FL OUT
4204.65'
BED PIPE TO
SPRINGLINE, TYP
5-FOOT COMBO BOX
WITH LINEAR INLET

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#
2
2
2
2
-
NORTH DRAIN AND MOD 5 LINER TIE-IN
2
2
6'-712"
WP
MH COVER PER
APWA PLAN 302
2%
LINEAR
INLET
REMOVE TOP HALF
OF PIPE INSIDE BOX
GROUT SHELF, TYP
A
A
SECTION A-A
2%

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4
4
4
SALT LAKE CITY
CORPORATION
ENGINEERING DIVISION
SALT LAKE CITY
CORPORATION
COMMUNITY AND ECONOMIC
DEVELOPMENT
IC T Y
S
A
L T L
A
K
E
36912
SALT LAKE VALLEY
SOLID WASTE
FACILITY
MODULE 8
DETAILS
DT-5
21 OF 30
1
-
EAST DRAIN AND MOD 7 LINER TIE-IN
2
-
SOUTH ROAD AND SOUTH DRAINAGE DITCH
3
-
PIPE PERFORATION DETAIL
PIPE SIZE HOLE SIZE SPACING
4"1/4" Ø 12"
10"1/2" Ø 12"
10" (SUMP EXTENTS)1/2" Ø 6"
15"1/2" Ø 12"
18" (SUMP EXTENTS)1/2" Ø 6"
G:\Shared drives\Projects\2022 Projects\22-100 Salt Lake City On-Call\Task 2 -Landfill Design\09_Data\Roadway Design\Sheets\5.1_details.dwg
SPECIFICATION
REFERENCE
05 05 10S DEBRIS FENCE
31 05 13 SEWER ROCK, SIZE 4
31 05 13 GRANULAR BORROW
31 05 13 PROTECTIVE SOIL (NATIVE REUSE)
31 05 19 HIGH NON-WOVEN STABILIZATION
SEPARATION GEOTEXTILE
31 23 16 UNCLASSIFIED EXCAVATION
32 11 23 UNTREATED BASE COURSE
33 05 06 4" PERFORATED HDPE, SDR 11 PIPE
33 05 06 10" PERFORATED HDPE, SDR 11 PIPE
33 50 10S 60 MIL HDPE LINER
33 50 20S GEOSYNTHETIC CLAY LINER
DESCRIPTION
TIE IN TO EXISTING MODULE 7 LINER
(SEE LINER TIE-IN DETAIL 4/DT-1)
LINER
(SEE DETAIL 1/DT-1)
NATIVE BACKFILL, TYP
COMPACT PER 31 23 26
SOUTH DITCH CONTROL LINE
(PROFILE ON SHEET PR-3)
UNCLASSIFIED
EXCAVATION
10" PERFORATED HDPE,
SDR 11 PIPE. SEE PR-2
FOR INVERT ELEVATIONS.
SEWER ROCK, SIZE 4
DRAINAGE GEOTEXTILE,
CLASS A
2
1
2
1
UNCLASSIFIED
EXCAVATION, TYP
SLOPE
HOLE (TYP.)HOLE (TYP.)
60° (TYP.)
SPACING
6 HOLES LOCATED
AS SHOWN
END CAP DETAIL
VARIES
LINER TIE-IN ELEVATIONS
(SEE SHEET GR-1)
6'-18'24'2'
DEBRIS FENCE
(SEE DETAIL 1/DT-6)
6" THICK UNTREATED
BASE COURSE,
GRADE 3/4.
12" THICK GRANULAR BORROW
SOUTH ROAD CONTROL LINE
(PROFILE ON SHEET PR-3)
LINER
(SEE DETAIL 1/DT-1)
16'
EDGE OF GRAVEL (EOG)EDGE OF GRAVEL (EOG)
SLOPE
2%
2
1
CATCH POINT OF
2:1 SLOPE AND 2'
PROTECTIVE
SOIL COVER
2'
3'
1' MIN
3'
TOP OF SLOPE ANCHOR
(SEE DETAIL 5/DT-1)
EXISTING EAST DRAINAGE
DITCH GRADE LINE (VARIES)
NATIVE SUBGRADE, TYP
MOD 7
0

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4
4
4
SALT LAKE CITY
CORPORATION
ENGINEERING DIVISION
SALT LAKE CITY
CORPORATION
COMMUNITY AND ECONOMIC
DEVELOPMENT
IC T Y
S
A
L T L
A
K
E
36912
SALT LAKE VALLEY
SOLID WASTE
FACILITY
MODULE 8
DETAILS
DT-6
22 OF 30
G:\Shared drives\Projects\2022 Projects\22-100 Salt Lake City On-Call\Task 2 -Landfill Design\09_Data\Roadway Design\Sheets\5.1_details.dwg
SPECIFICATION
REFERENCE
31 05 13 GRANULAR BORROW
31 05 13 PROTECTIVE SOIL (NATIVE REUSE)
31 05 19 HIGH NON-WOVEN STABILIZATION
SEPARATION GEOTEXTILE
31 23 16 UNCLASSIFIED EXCAVATION
32 31 13 CHAIN LINK FENCES AND GATES
33 05 06 4" PERFORATED HDPE, SDR 11 PIPE
33 50 10S 60 MIL HDPE LINER
33 50 20S GEOSYNTHETIC CLAY LINER
DESCRIPTION
3' MIN. OVERLAPSUBGRADE
ELEVATION
31 23 16
31 05 13 31 05 19
LIMITS AND DEPTHS OF STABILIZATION EXCAVATION
TO BE AUTHORIZED ONLY BY ON SITE ENGINEER
2
-
SUBGRADE STABILIZATION DETAIL
3
-
4' LINER WALL
4'
EXTRUSION WELD
EXIST. AND PROPOSED HDPE
LINERS AT BASE OF 4' VERTICAL
LINER INSTALLATION
5/8" EXTERIOR
GRADE PLYWOOD
THREADED
PLUG
CAST IRON RING AND LID
D & L SUPPLY H-8020 OR
APPROVED EQUAL
FINISH GRADE
4" HDPE
DETECTION PORT DETAIL
EXISTING LINER BEYOND
WALL TO BE REMOVED
4'
SEE SHEET CS-1 FOR
LOCATION AND
BEARING OF WALL
UNCLASSIFIED
EXCAVATION. ANY
TRASH ENCOUNTERED
SHALL BE TAKEN TO
THE TIPPING FACE.
EXISTING LINER
DETECTION PORT
(SEE INSET DETAIL)
4" HDPE
BOTTOM 4' PERFORATED
PER DETAIL 3/DT-4
1'-0"
TYP
CONCRETE
COLLAR
2'
4'
4'X4'X4' DRAINAGE SUMP
WRAPPED IN HIGH NON-WOVEN
SEPARATION FABRIC
#4 SEWER ROCK
2' OVERLAP
HEAVY EQUIP.
PATH
SEE NOTE
3
1
PROTECTIVE SOIL
2'
NOTE:
HEAVY EQUIPMENT PATHS SHALL MEET
ALL LINER WARRANTY REQUIREMENTS
FOR PROTECTIVE SOIL DEPTH,
COMPACTION, MATERIAL COMPOSITION,
ETC. BASED ON ACTUAL EQUIPMENT
LOADING.3
16"
4
-
PROTECTIVE SOIL AT HEAVY EQUIPMENT PATH
LINER
(SEE DETAIL 1/DT-1)
BACKFILL TO MATCH EXISTING
GRADES WITH NATIVE REUSE
MATERIAL COMPACTED PER 31 23 26
0

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10'
4.5'
0.5'1.5'
1
-
CHAINLINK FENCE DETAIL
18'
CONC. POLE
FOUNDATION
SEE NOTE 1
CHAINLINK FENCE NOTES
1.FENCE POSTS SHALL BE 3.5-INCH DIAM. F1043
GROUP IC ELECTRIC RESISTANT WELDED STEEL
PIPE (50KSI)
2.FENCE FABRIC SHALL BE ZINC-COATED, 11 GAUGE,
2-INCH MESH. SELVAGE SHALL BE TWISTED TOP AND
KNUCKLED BOTTOM.
3.7 GAUGE TENSION WIRE. FASTEN FABRIC TO
TENSION WIRE WITH HOG RINGS AT 18" O.C.
4.IN CASE OF CONFLICT BETWEEN DETAILS AND
SPECIFICATIONS, THE MORE STRINGENT
REQUIREMENT SHALL APPLY UNLESS OTHERWISE
APPROVED.
5.BRACING, FITTINGS, AND ALL OTHER DETAILS OF
INSTALLATION SHALL BE IN ACCORDANCE WITH THE
CHAIN LINK FENCE MANUFACTURER'S INSTITUTE
PRODUCT MANUAL (CLF-PM0610)
6.NOMINAL FENCE AND POLE FOUNDATION SIZING
PER SLC ENGINEERING BASED ON TEMPORARY USE.
SEE NOTE 2

1
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3
3
3
SEE NOTE 3
SEE NOTE 3
14'
3
SALT LAKE CITY
CORPORATION
ENGINEERING DIVISION
SALT LAKE CITY
CORPORATION
COMMUNITY AND ECONOMIC
DEVELOPMENT
IC T Y
S
A
L T L
A
K
E
36912
SALT LAKE VALLEY
SOLID WASTE
FACILITY
MODULE 8
STRUCTURAL
NOTES
ST-1
23 OF 30
G:\Shared drives\Projects\2022 Projects\22-100 Salt Lake City On-Call\Task 2 -Landfill Design\09_Data\Roadway Design\Sheets\5.1_details.dwg
STRUCTURAL STEEL:
DESIGN, FABRICATION, AND ERECTION OF STRUCTURAL STEEL SHALL CONFORM TO THE
SPECIFICATIONS AND STANDARDS OF THE AMERICAN INSTITUTE OF STEEL CONSTRUCTION
(AISC), AS CONTAINED IN THE LATEST EDITION OF "AISC MANUAL OF STEEL CONSTRUCTION"
ALL STRUCTURAL STEEL SHALL BE ERECTED PLUMB AND TRUE TO LINE. TEMPORARY
BRACING SHALL BE INSTALLED AND SHALL BE LEFT IN PLACE UNTIL OTHER MEANS IS
PROVIDED TO ADEQUATELY BRACE THE STRUCTURE.
PROVIDE THE FOLLOWING MATERIALS FOR STRUCTURAL STEEL, U.N.O.
ALL STEEL FABRICATION SHALL BE PERFORMED BY A LICENSED FABRICATOR
U.N.O. ALL STRUCTURAL STEEL AND MISCELLANEOUS STEEL PERMANENTLY EXPOSED TO
THE ELEMENTS SHALL BE HOT DIP GALVANIZED AFTER FABRICATION. STAINLESS STEEL
AND WEATHERING STEEL, WHERE SPECIFIED, ARE EXEMPT FROM THE REQUIREMENT.
GALVANIZED SURFACES SHALL BE PROTECTED DURING CONSTRUCTION AND REPAIRED
WITH ZINC RICH PAINT WHERE NECESSARY.
PROVIDE WEEP HOLES IN ALL STEEL AS REQUIRED TO PREVENT ANY ACCUMULATION OF
WATER. KEEP WEEP HOLES CLEAN AND OPEN.
FIELD MODIFICATION OF STRUCTURAL STEEL MEMBERS IS PROHIBITED WITHOUT THE
PRIOR WRITTEN APPROVAL OF THE ENGINEER.
APPLICABLE ASTM SPECIFICATIONS FOR
STRUCTURAL SHAPES
SHAPE ASTM DESIGNATION GRADE
Fy
PIPE SECTIONS A53 GR. B
35 KSI
WELDING:
WELDING PROCEDURES, ELECTRODES, AND WELDER QUALIFICATIONS SHALL CONFORM TO
THE AMERICAN WELDING SOCIETY (AWS) D1.1 AND THE AISC
WELDING ELECTRODES SHALL BE E70XX
GOVERNING DESIGN CODE:
2018 INTERNATIONAL BUILDING CODE (IBC)
DESIGN LOADS AND DESIGN CRITERIA:
RISK CATEGORY I
WIND CRITERIA
WIND VELOCITY (3 SECOND GUST)V = 97MPH STRENGTH
WIND EXPOSURE C
ASCE 7-16 CHAPTER 29 (DIRECTIONAL PROCEDURE) SECTION 29.4.2 - OPEN SIGNS
** DESIGN WIND FORCE FOR DEBRIS FENCE AND PIER FOUNDATIONS BASED ON OPEN
MESH WITH OPENINGS APPROX. 95% OF GROSS AREA. POSTS ARE NOT DESIGNED AS A
SOLID SIGN.**
FOUNDATION AND EARTHWORK:
FOUNDATION DESIGN ACCORDING TO INTERNATIONAL BUILDING CODE
ASSUMED DESIGN BEARING CAPACITY = 1500 PSF
ASSUMED SOIL LATERAL PASSIVE PRESSURE = 200 PSF
UNDER NO CIRCUMSTANCE SHALL FOOTINGS BE PLACED OVERLYING NON-ENGINEERED
FILL, LOOSE SOIL, FROZEN SOIL, SOIL CONTAINING FOREIGN DEBRIS, OR ANY OTHER
DELETERIOUS MATERIAL. UNSUITABLE MATERIAL MUST BE REMOVED AND REPLACED WITH
AN APPROVED STRUCTURAL FILL..
FORMWORK AND/OR EARTH TRENCHES SHALL BE FREE OF STANDING WATER AND FROST. IF
GROUNDWATER IS ENCOUNTERED DURING EXCAVATION, DEWATERING IS REQUIRED TO
BRING THE GROUNDWATER LEVEL BELOW THE EXCAVATION.
CONCRETE FOUNDATION TO BE CAST AGAINST UNDISTURBED NATIVE SOIL.
GENERAL STRUCTURAL NOTES:
IT IS THE CONTRACTOR'S RESPONSIBILITY TO VERIFY ALL EXISTING CONDITIONS AT THE PROJECT SITE
AND TO VERIFY ALL DIMENSIONS AND ELEVATIONS.
DO NOT SCALE THE DRAWINGS.
STRUCTURAL PLANS DO NOT PORTRAY MEANS, METHODS AND SEQUENCE OF CONSTRUCTION.
CONTRACTOR IS RESPONSIBLE FOR ALL SHORING AND BRACING AS NECESSARY DURING
CONSTRUCTION.
VISITS TO THE PROJECT SITE BY REPRESENTATIVES OF CIVIL SOLUTIONS GROUP SHALL NOT BE TAKEN
AS APPROVAL OR SPECIAL INSPECTION.
FAILURE TO FOLLOW PLANS AND/OR DETAILS RESULTS IN A CHANGE TO STRUCTURAL SCOPE. THE
ENGINEER MAY REQUEST REPLACEMENT OF ANY STRUCTURAL ELEMENT(S) THAT DEVIATES FROM THE
PLANS WHERE PRIOR WRITTEN APPROVAL WAS NOT OBTAINED, AT NO ADDITIONAL COST TO THE OWNER.
STRUCTURAL MEMBERS SHALL NOT BE CUT OR ALTERED UNLESS NOTED OTHERWISE IN THE DRAWINGS,
OR WITHOUT WRITTEN APPROVAL OF THE ENGINEER.
THE CONTRACTOR SHALL BE RESPONSIBLE FOR COMPENSATING THE OWNER FOR ANY CHANGES MADE
AS A RESULT OF A DEVIATION FROM THE CONTRACT DOCUMENTS, FAULTY MATERIALS, OR FAULTY
WORKMANSHIP
CONCRETE:
ALL CONCRETE CONSTRUCTION SHALL CONFORM TO THE LATEST, ADOPTED EDITIONS OF
THE STANDARD AND MATERIAL SPECIFICATIONS REFERENCED BELOW
ACI 301 - SPECIFICATIONS FOR STRUCTURAL CONCRETE
ACI 304 - GUIDE FOR MEASURING, MIXING, TRANSPORTING AND PLACING CONCRETE
ACI 305 - HOT WEATHER CONCRETING
ACI 306 - COLD WEATHER CONCRETING
ACI 318 - BUILDING CODE REQUIREMENTS FOR STRUCTURAL CONCRETE
CONCRETE STRENGTH SHALL MEET THE FOLLOWING 28-DAY COMPRESSIVE STRENGTH (f'c)
UNLESS OTHERWISE NOTED IN THE DRAWINGS
CONCRETE STRENGTH AND MIX REQUIRMENTS
MEMBER
28 DAY
COMPRESSIVE
STRENGTH
MAX WATER
CEMENT RATIO
AIR
ENTRAINMENT SLUMP
FOUNDATION
PIERS 4000 PSI 0.45 3% ± 1 12%7" ± 1"
ALL OTHER
EXT. CONC.4500 PSI 0.40 6% ± 1 12%3" ± 1"
REINFORCING STEEL:
ALL CONCRETE REINFORCEMENT TO SHALL BE PLACED IN ACCORDANCE WITH ACI
DETAILING MANUAL MNL-66(20) AND CONCRETE REINFORCING STEEL INSTITUTE (CRSI)
MANUAL OF STANDARD PRACTICE
CONCRETE REINFORCEMENT SHALL CONFORM TO THE FOLLOWING STANDARDS AND
MATERIAL PROPERTIES
DEFORMED BARS ASTM615 GRADE 60
TIES AND STIRRUPS ASTM615 GRADE 60
WHERE A 90°, 135°, OR 180° HOOK IS GRAPHICALLY INDICATED, PROVIDE CORRESPONDING
ACI STANDARD HOOKS, U.N.O.
REINFORCEMENT SHALL HAVE THE FOLLOWING CONCRETE PROTECTION (CLEAR COVER)
PER ACI 318:
CONDITION COVER
CAST AGAINST EARTH 3"
FORMED AND EXPOSED TO EARTH OR WEATHER 2"
ALL REINFORCEMENT SHALL BE SECURELY TIED OR HELD IN PLACE WITH PROPER
ACCESSORIES. DO NOT USE WOOD OR BRICK TO SUPPORT REINFORCEMENT. CHAIRS OR
SPACERS SHALL BE PLASTIC WHEN RESTING ON EXPOSED SURFACES.
ALL BARS SHALL BE KEPT CLEAN AND FREE OF RUST.
UNLESS OTHERWISE NOTED, ALL BENDS SHALL BE A 90° STANDARD HOOK. ALL
CONTINUOUS REINFORCEMENT SHALL TERMINATE WITH A 90° OR CORNER BAR.
USE TYPE II PORTLAND CEMENT
CEMENT TO CONFORM TO ASTM C150
FINE AND COARSE AGGREGATE TO BE CLEAN, HARD, DURABLE AND FREE OF DELETERIOUS
SUBSTANCES. AND SHALL CONFORM TO ASTM C33.
MAXIMUM AGGREGATE SIZE TO BE 3/4", UNO
WATER SHALL BE POTABLE
AIR ENTRAINMENT ADMIXTURE SHALL CONFORM TO ASTM C260
CONCRETE TO BE READY-MIXED AND DELIVERED IN COMPLIANCE WITH ASTM C94
CONCRETE IS TO BE MECHANICALLY VIBRATED AND CONSOLIDATED DURING PLACEMENT
PER ACI STANDARDS.
NO ALUMINUM ITEMS SHALL BE IN OR PLACED IN CONTACT WITH CONCRETE.
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SALT LAKE CITY
CORPORATION
ENGINEERING DIVISION
SALT LAKE CITY
CORPORATION
COMMUNITY AND ECONOMIC
DEVELOPMENT
IC T Y
S
A
L T L
A
K
E
36912
SALT LAKE VALLEY
SOLID WASTE
FACILITY
MODULE 8
STRUCTURAL
DETAILS
ST-2
24 OF 30
G:\Shared drives\Projects\2022 Projects\22-100 Salt Lake City On-Call\Task 2 -Landfill Design\09_Data\Roadway Design\Sheets\5.1_details.dwg
SPECIFICATION
REFERENCE
05 05 10S DEBRIS FENCE
DESCRIPTION
1
-
DEBRIS FENCE POST
2
-
CONCRETE PIER FOUNDATION
3
-
DEBRIS FENCE ELEVATION
(4) 4"x12" NELSON STUDS
@ 36" O.C. VERT
2 HOOPS
AT BASE
(4) #5 VERT
12"x12" #3 HOOP @ 18" VERT
8'-0"
MIN PIPE
EMBED.
4" MIN
CJP
CJP
6" MIN
2'-0" Ø CONCRETE
DRILLED PIER
SLOPE TOP OF CONCRETE PIER
TO PROVIDE POSITIVE DRAINAGE
AWAY FROM STEEL POST
2" MIN
SHOP-DRILL 3 EACH 1
2" Ø AIR
RELIEF HOLES 3 INCHES BELOW
FINISHED GRADE ELEVATION.
SECURE REINFORCING CAGE
UNDER NELSON STUDS SO CAGE
SUPPORTS POST DURING
ERECTION & CONCRETE
PLACEMENT
NOTE: POST TO BE
CONCRETE-FILLED AS FAR AS
PRACTICABLE. DO NOT CAP
LOWER PIPE END. USE 6-8"
SLUMP MIX W/ 1/2" MAX
AGGREGATE.
SEE NOTE
6"
18", TYP
CAP PIPE W/A36 END
PLATE AND BUTT WELD
ALL AROUND, TYP
CONC PIER
SEE DETAIL 2
THIS SHEET
7°
123°
6'
23'
10" STD PIPE
(10 3/4" OD)
20' TYP
THRU-BOLT WITH EYELET FOR
BRAIDED CABLE SUPPORT. SEE
DEBRIS FENCE NOTES 1 & 2.
STEEL NETTING, SEE
DEBRIS FENCE
NOTES 1 & 2
TENSION CABLE GUY
WIRES AND ANCHOR,
SEE DEBRIS FENCE
NOTE 3.
DEBRIS FENCE NOTES:
1.DEBRIS FENCE NETTING AND BRAIDED CABLE SUPPORT
SYSTEM SHALL MATCH EXISTING DEBRIS FENCE INCLUDING
MATERIALS, FINISHES, CONNECTIONS, DETAILS, ETC.
2.CONTRACTOR SHALL COORDINATE WITH NETTING SUPPLIER
TO CONFIRM CABLE SUPPORT LOCATIONS, ARRANGEMENT,
AND TENSION REQUIREMENTS.
3.TENSION CABLE GUY WIRE ANCHORAGE AT FENCE END TO BE
BASED ON COMBINED TENSION OF CONNECTED CABLES.
CONTRACTOR TO SUBMIT ANCHOR TYPE AND ARRANGEMENT
TO ENGINEER FOR APPROVAL.
4.CONTRACTOR IS RESPONSIBLE FOR COORDINATING WITH ALL
DEBRIS FENCE MATERIAL SUPPLIERS TO CREATE AND SUBMIT
FOR APPROVAL A SINGLE SET OF COORDINATED SHOP
DRAWINGS AND PRODUCT SUBMITTALS THAT COVER ALL
ASPECTS OF DEBRIS FENCE CONSTRUCTION INCLUDING,
DETAILING, FABRICATION, DELIVERY, INSTALLATION,
ERECTION, ETC.
STEEL NETTING AND
BRAIDED CABLE SUPPORTS
TO MATCH EXISTING. SEE
DEBRIS FENCE NOTES.
CONC PIER
SEE DETAIL 2
THIS SHEET
STEEL PIPE POST.
SEE DETAIL 1
THIS SHEET
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CUT CUT CUT
CUT CUT CUT
FILL FILL FILL FILL
FI
L
L
FILL
FILL
FILL
FILL
FIL
L
EG: 4221.95
N: 441632.270
E: 488847.152
EG: 4224.01
N: 441634.676
E: 488705.414
EG: 4239.28
N: 443058.132
E: 487338.004
0 125'250'
G:\Shared drives\Projects\2022 Projects\22-100 Salt Lake City On-Call\Task 2 -Landfill Design\09_Data\Roadway Design\Sheets\6.1_Fence Plan.dwg
MOD 4
MOD 11
MOD 5 MOD 3
MOD 6
MOD 7
MOD 8
MOD 10 MOD 9
STOCKPILE AREA FOR
MATERIAL FROM MOD 8
LEGEND
X
EXISTING ROAD/ROUTE
EXISTING ROAD/ROUTE, ABANDON
NEW GRAVEL ROAD (CONTRACT)
NEW OPERATOR ROAD
NEW PUBLIC ACCESS TO MOD 8
EXISTING DEBRIS FENCE
NEW DEBRIS FENCE
2,454 LF - BASE CONTRACT
2,962 LF - FINAL QTY
(508 LF ADDITIONAL)
TEMP 14-FT CHAINLINK FENCE
(SEE DETAIL 1 ON SHEET DT-6)
40 LF PROPOSED
DEBRIS FENCE OPENING,
SEE NOTE 1.
EXTEND DEBRIS FENCE TO
ALIGN WITH UPPER
EXISTING DEBRIS FENCE
EXTEND DEBRIS
FENCE AROUND
TURNOUT (2 SIDES)
EXTEND DEBRIS FENCE
X
INSTALL 40 LF OF 14' CHAIN
LINK FENCE BETWEEN
DEBRIS FENCE ENDS
NOTES
1.DEBRIS FENCE OPENING SHALL BE APPROXIMATELY
20' x 15' (W x H). CONTRACTOR SHALL CONFIRM
OPENING DIMENSIONS WITH LANDFILL STAFF TO
ENSURE OPENING ACCOMMODATES EXISTING
EQUIPMENT WHILE MAXIMIZING DEBRIS CONTAINMENT.

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SALT LAKE CITY
CORPORATION
ENGINEERING DIVISION
SALT LAKE CITY
CORPORATION
COMMUNITY AND ECONOMIC
DEVELOPMENT
IC T Y
S
A
L T L
A
K
E
36912
SALT LAKE VALLEY
SOLID WASTE
FACILITY
MODULE 8
FENCE PLAN
FN-1
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3.0
SUBGRADE

3.1
Construction QC/QA Plan

Subgrade Construction QC/QA Plan

Introduction
This document (Subgrade Construc on Quality Control/Quality Assurance Plan) is intended to generally
document standard procedures u lized to ensure a quality installa on. This document complements,
and does not replace, applicable site-specific project specifica ons.
References: CETCO Bentomat Installa on Guidelines and the 2017 APWA Manual of Standard
Specifica ons Sec ons 31 05 13, 31 23 16, and 31 23 26.

Subgrade Preparation
The subgrade surface to receive geocomposite materials shall be prepared and inspected in accordance
with the project specifica ons. Surfaces shall be smooth and free of sharp rocks or debris.
Subgrade surfaces consis ng of granular soils or gravels are not acceptable due to their large void
frac on and puncture poten al.
When the GCL is placed over an earthen subgrade, the subgrade surface must be prepared in accordance
with the project specifica ons. The engineer’s approval of the subgrade must be obtained prior to
installa on. The finished surface should be firm and unyielding, without abrupt eleva on changes,
voids, cracks, ice, or standing water.
The subgrade surface must be smooth and free of vegeta on, sharp-edged rocks, stones, s cks,
construc on debris, and other foreign ma;er that could contact the GCL. The subgrade should be rolled
with a smooth-drum compactor to remove any wheel ruts greater than 1 inch in depth, footprints, or
other abrupt grade changes. Furthermore, all protrusions extending more than 0.5 inch (12 mm) from
the subgrade surface shall be removed, crushed, or pushed into the surface with a smooth-
drumcompactor. The GCL may be installed on a frozen subgrade, but the subgrade soil in the unfrozen
state should meet the above requirements.

Material
When allowed by Engineer, material obtained from Excava ons may be used as fill, provided organic
material, rubbish, debris, and other objec onable materials are removed.
For op mum soil density use ASTM D2216 and the following industry standards.
1. For A-1 Soils: Method C of ASTM D1557 (Modified Proctor)
2. For All Other Soils: Method C of ASTM D698 (Standard Proctor)

Compaction
Moisten or dewater backfill material to obtain op mum moisture for compac on.
Compact the en re area to 95 percent of the maximum laboratory density and eliminate unstable zones.
Correct deficient compac on condi ons. Replace or repair materials and damaged facili es.
No density determina ons are required on any material containing more than 65 percent material
retained on the number 10 sieve or more than 60 percent material retained on the number 4 sieve. In
lieu of repor ng densi es in such cases, report the sieve analysis to document the material type.

Inspection
Prior to implemen ng any of the work in the sec on to be lined with GCL, the Installer shall carefully
inspect the prepared subgrade of all other sec ons and verify that all work is complete to the point
where the installa on of the sec on may properly commence without adverse impact.
If the Installer has any concerns regarding the prepared subgrade, he shall no fy the Project Engineer.

3.2
Subgrade Acceptance

3.2.1
Laboratory Test Results

WCG
AGGREGATE AND SOILS PHYSICAL PROPERTIES REPORT
PROJECT NAME :SUPPLIER:
PROJECT NO:SOURCE / PLANT:
PROJECT PIN:MATERIAL TYPE:
CID:SPECIFICATIONS:
RESIDENT ENGINEER:REQUIRED TESTS:No Data Entry Req'd
SAMPLE DATE:SAMPLED BY:
TEST DATE:TESTED BY:
LOT LIMITS AND QUANTITY (IF APP)
ITEM #:STATION FROM:TO:
PRODUCTION DAY (IF APP):OFFSET FROM:LT/RT
PLACEMENT TYPE (IF APP):OFFSET TO:LT/RT
AGGREGATE CLASS (IF APP):THICKNESS (in):
LIFT # or ELEV:
LENGTH:0
QUANTITY PREV REPORTED:AREA (SY)0
TOTAL QUANTITY TO DATE:VOLUME (CY)0
Sample 1 ID:23A-37 Sample 2 ID:Sample 3 ID:Sample 4 ID:
Sample 1 Sta:Sample 2 Sta:Sample 3 Sta:Sample 4 Sta:
Sample 1 O/S:Sample 2 O/S:Sample 3 O/S:Sample 4 O/S:
Sample 1 Elev:Sample 2 Elev:Sample 3 Elev:Sample 4 Elev:
Multiple Stockpiles Yes or No % Used Yes or No % Used Yes or No % Used Yes or No % Used
Include in Blend?No No
Sieve Size Sample 1 % Passing IN SPEC?Sample 2 % Passing IN SPEC?Sample 3 % Passing IN SPEC?Sample 4 % Passing IN SPEC?Combined %Passing
450 mm (18")0 --
375 mm (15")0 --
300 mm (12")0 --
250 mm (10")0 --
225 mm (9")0 --
200 mm (8")0 --
150 mm (6")0 --
125 mm (5")0 --
100 mm (4")0 --
75.0 mm (3")0 --
63.0 mm (2-1/2")0 --
50.0 mm (2")0 --
37.5 mm (1-1/2")0
25.0 mm (1")0
19.0 mm (3/4")100 0
12.5 mm (1/2")99 0
9.5 mm (3/8")99 0
6.3 mm (1/4")98 0
4.75mm (No. 4)97 0
2.36 mm (No. 8)93 0
2.00 mm (No. 10)0
1.18mm (No.16)91 0
0.600 mm (No.30)89 0
0.425mm (No. 40)0
0.300mm (No. 50)86 0
0.180mm (No. 80)0
0.150mm (No.100)81 0
0.075mm (No. 200)69.5 0.0
Liquid Limit 0.0 In 0.0 0.0 40.0
Plastic Limit 0.0 0.0 --
Plasticity Limit 0.0 0.0 In 0.0 In 0.0 In 0.0 0.0 10.0
AASHTO T 89/90
Moisture Content, %7.1 0.0
AASHTO T255
Gauge Moisture Content, %Difference Difference Difference Difference 0.0
AASHTO T310 0.0 0.0 0.0
Soil Classification
AASHTO M145
Uncorrected OptMoisture, %=14.1%Uncorrected OptMoisture, %=Uncorrected OptMoisture, %=Uncorrected OptMoisture, %=
Uncorrected MaxDry Density, pcf=106.0
Uncorrected MaxDry Density, pcf=Uncorrected MaxDry Density, pcf=Uncorrected MaxDry Density, pcf=
T180
Corrected Opt
Moisture, %=14.1%Corrected Opt
Moisture, %=
Corrected Opt
Moisture, %=
Corrected Opt
Moisture, %=
Modified
Corrected Max
Dry Density, pcf=106.0 Corrected Max
Dry Density, pcf=
Corrected Max
Dry Density, pcf=
Corrected Max
Dry Density, pcf=
REMARKS:
Laboratory Manager Chelsea Richards Date 10/3/2023
Native
Onsite
A-4
Proctor + Sieve Analysis
Nate Hansen
C.Richards & F.Ocampo
0
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SLV-Landfill Module 8
23-298
Gary Horton
NATIVE
2
A-4-8
N/A
9/29/2023
10/2/2023
Lab Max Dry Density / Opt
Moisture
Specifications Lower
to Upper
LEGEND
Data Entry Required
Value is OUT OF
SPEC
Blended?
SIEVE ANALYSIS
Spec:AASHTO T11 / AASHTO T27
100%
Soils Report Lab Number:
WCG Materials Lab Date:
Maximum Laboratory Density ASTM D698 C
Form Revised 12/6/2016
Maximum Dry Density Optimum Moisture106.0 14.1%
23A-37
9/29/2023
14.1, 106.0
98.0
100.0
102.0
104.0
106.0
108.0
0.0 2.0 4.0 6.0 8.0 10.0 12.0 14.0 16.0 18.0 20.0 22.0 24.0
Dr
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Moisture Content

3.2.2
Field Density Test Reports

1
Field Density Test Report
Project PIN:Project Number:Client:Salt Lake City
Project Name:Salt Lake Valley Solid Waste Facility Module 8 Location:Salt Lake City, Utah
Density Gauge:Model 3500 Serial Number 4395 Date Tested:10/20/2023
Standard Counts:DS 2437 MS 755 Production Date:10/20/2023
Material Description:Native Soil Pit / Source:Native
Placement Area Information
Proctor
Technician:Nate Hansen
Sample Collected?Yes No N/A
Station:From:100+50 To:113+50Sample Station and Offset:
Offset:From:120 LT To:520 LT
Moisture Sample Collected?Yes No N/A
Square YardsSample Station and Offset:
What is being
tested?
Roadway Excavation Granular Borrow Embankment MSE Select Backfill
Backfill Placement Untreated Base Course Type Other:Native Subgrade
Lab No.Max. Density (pcf)Optimum Moisture %Test Type Method Material Description
23A-37 106.0 14.1 Native Soil
1
10 F 8 in.6 14.6 13.8 120.4 105.8 106.0 100 95 P
STA / Location:100+73 LT 506 Module 8 Subgrade
2
10 F 8 in.6 14.8 14.1 119.8 105.0 106.0 99 95 P
STA / Location:103+20 LT 483 Module 8 Subgrade
3
10 F 8 in.6 15.1 14.3 120.5 105.4 106.0 99 95 P
STA / Location:104+37 LT 494 Module 8 Subgrade
4
10 F 8 in.6 15.1 15.0 115.9 100.8 106.0 95 95 P
STA / Location:106+87 LT 476 Module 8 Subgrade
5
10 F 8 in.6 14.4 14.0 117.0 102.6 106.0 97 95 P
STA / Location:109+14 LT 507 Module 8 Subgrade
6
10 F 8 in.6 15.8 15.0 121.0 105.2 106.0 99 95 P
STA / Location:110+09 LT 201 Module 8 Subgrade
7
10 F 8 in.6 15.3 14.4 121.3 106.0 106.0 100 95 P
STA / Location:112+69 LT 431 Module 8 Subgrade
2 areasSize of area being
accepted:925'x50'+375'x400'
/9=21,805.56
#Bid
Item #
Lift
#
Lift
Thickness
Probe
Depth
Moisture
lbs/cf
%
Moisture
Wet
Density
Dry
Density
Max
Density
%
Compaction
% Compaction
Required
Pass
or Fail
2
Random Test Calculations
Test #1 Test #5
Test #2 Test #6
Test #3 Test #7
Test #4
Beginning Station:10050 Beginning Offset:-520 Beginning Station:10790 Beginning Offset:-520
Ending Station:10235 Ending Offset:-470 Ending Station:10975 Ending Offset:-470
Distance Between:185 Distance Between:50 Distance Between:185 Distance Between:50
Random Number:0.126 Random Number:0.283 Random Number:0.671 Random Number:0.266
Beginning Station:10235 Beginning Offset:-520 Beginning Station:10975 Beginning Offset:-520
Ending Station:10420 Ending Offset:-470 Ending Station:11160 Ending Offset:-120
Distance Between:185 Distance Between:50 Distance Between:185 Distance Between:400
Random Number:0.461 Random Number:0.746 Random Number:0.183 Random Number:0.797
Beginning Station:10420 Beginning Offset:-520 Beginning Station:11160 Beginning Offset:-520
Ending Station:10605 Ending Offset:-470 Ending Station:11350 Ending Offset:-120
Distance Between:185 Distance Between:50 Distance Between:190 Distance Between:400
Random Number:0.093 Random Number:0.511 Random Number:0.572 Random Number:0.223
Beginning Station:10605 Beginning Offset:-520
Ending Station:10790 Ending Offset:-470
Distance Between:185 Distance Between:50
Random Number:0.444 Random Number:0.880
Test Station:10073 Test Offset:-506 LT Test Station:10914 Test Offset:-507 LT
Test Station:10320 Test Offset:-483 LT Test Station:11009 Test Offset:-201 LT
Test Station:10437 Test Offset:-494 LT Test Station:11269 Test Offset:-431 LT
Test Station:10687 Test Offset:-476 LT
Random numbers were generated by calculator.
1
Field Density Test Report
Project PIN:Project Number:Client:Salt Lake City
Project Name:Salt Lake Valley Solid Waste Facility Module 8 Location:Salt Lake City, Utah
Density Gauge:Model 3500 Serial Number 4395 Date Tested:10/24/2023
Standard Counts:DS 2462 MS 754 Production Date:10/24/2023
Material Description:Native Soil Pit / Source:Native
Placement Area Information
Proctor
Technician:Nate Hansen
Sample Collected?Yes No N/A
Station:From:109+75 To:113+50Sample Station and Offset:
Offset:From:0 CL To:520 RT
Moisture Sample Collected?Yes No N/A
Square YardsSample Station and Offset:
What is being
tested?
Roadway Excavation Granular Borrow Embankment MSE Select Backfill
Backfill Placement Untreated Base Course Type Other:Native Subgrade
Lab No.Max. Density (pcf)Optimum Moisture %Test Type Method Material Description
23A-37 106.0 14.1 Native Soil
1
10 F 8 in.6 10.7 10.2 116.1 105.2 106.0 99 95 P
STA / Location:109+82 RT 440 Subgrade south of center ditch east side of Module 8
2
10 F 8 in.6 11.9 11.3 117.4 105.5 106.0 100 95 P
STA / Location:110+75 RT 171 Subgrade south of center ditch east side of Module 8
3
10 F 8 in.6 13.4 12.6 119.8 106.4 106.0 100 95 P
STA / Location:111+61 RT 385 Subgrade south of center ditch east side of Module 8
4
10 F 8 in.6 14.1 13.3 120.4 106.3 106.0 100 95 P
STA / Location:112+16 RT 160 Subgrade south of center ditch east side of Module 8
5
10 F 8 in.6 14.6 13.8 120.1 105.5 106.0 100 95 P
STA / Location:113+16 RT 292 Subgrade south of center ditch east side of Module 8
6
10 F 8 in.6 15.5 15.0 118.7 103.2 106.0 97 95 p
STA / Location:111+40 RT 32 Subgrade center ditch east side of Module 8
7
10 F 8 in.6 13.7 13.1 118.2 104.5 106.0 99 95 p
STA / Location:112+99 RT 60 Subgrade center ditch east side of Module 8
Size of area being
accepted:375' x 520'
/9=21,666.67
#Bid
Item #
Lift
#
Lift
Thickness
Probe
Depth
Moisture
lbs/cf
%
Moisture
Wet
Density
Dry
Density
Max
Density
%
Compaction
% Compaction
Required
Pass
or Fail
2
Random Test Calculations
Test #1 Test #5
Test #2 Test #6
Test #3 Test #7
Test #4
Beginning Station:10975 Beginning Offset:120 Beginning Station:11275 Beginning Offset:120
Ending Station:11050 Ending Offset:520 Ending Station:11350 Ending Offset:520
Distance Between:75 Distance Between:400 Distance Between:75 Distance Between:400
Random Number:0.087 Random Number:0.801 Random Number:0.547 Random Number:0.430
Beginning Station:11050 Beginning Offset:120 Beginning Station:10975 Beginning Offset:0
Ending Station:11125 Ending Offset:520 Ending Station:11350 Ending Offset:120
Distance Between:75 Distance Between:400 Distance Between:375 Distance Between:120
Random Number:0.333 Random Number:0.128 Random Number:0.439 Random Number:0.267
Beginning Station:11125 Beginning Offset:120 Beginning Station:10975 Beginning Offset:0
Ending Station:11200 Ending Offset:520 Ending Station:11350 Ending Offset:120
Distance Between:75 Distance Between:400 Distance Between:375 Distance Between:120
Random Number:0.484 Random Number:0.663 Random Number:0.864 Random Number:0.499
Beginning Station:11200 Beginning Offset:120
Ending Station:11275 Ending Offset:520
Distance Between:75 Distance Between:400
Random Number:0.219 Random Number:0.099
Test Station:10982 Test Offset:440 RT Test Station:11316 Test Offset:292 RT
Test Station:11075 Test Offset:171 RT Test Station:11140 Test Offset:32 RT
Test Station:11161 Test Offset:385 RT Test Station:11299 Test Offset:60 RT
Test Station:11216 Test Offset:160 RT
Random numbers were generated by calculator.
1
Field Density Test Report
Project PIN:Project Number:Client:Salt Lake City
Project Name:Salt Lake Valley Solid Waste Facility Module 8 Location:Salt Lake City, Utah
Density Gauge:Model 3500 Serial Number 4395 Date Tested:11/4/2023
Standard Counts:DS 2424 MS 752 Production Date:11/4/2023
Material Description:Native Soil Pit / Source:Native
Placement Area Information
Proctor
Technician:Nate Hansen
Sample Collected?Yes No N/A
Station:From:100+50 To:109+75Sample Station and Offset:
Offset:From:320 LT To:470 LT
Moisture Sample Collected?Yes No N/A
Square YardsSample Station and Offset:
What is being
tested?
Roadway Excavation Granular Borrow Embankment MSE Select Backfill
Backfill Placement Untreated Base Course Type Other:Native Subgrade
Lab No.Max. Density (pcf)Optimum Moisture %Test Type Method Material Description
23A-37 106.0 14.1 Native Soil
1
10 F 8 in.6 11.6 11.2 115.6 104.0 106.0 98 95 P
STA / Location:101+14 LT 442 Module 8 subgrade north of center ditch
2
10 F 8 in.6 12.2 11.6 117.8 105.6 106.0 100 95 P
STA / Location:102+37 LT 394 Module 8 subgrade north of center ditch
3
10 F 8 in.6 13.0 12.2 119.2 106.2 106.0 100 95 P
STA / Location:104+02 LT 328 Module 8 subgrade north of center ditch
4
10 F 8 in.6 12.5 11.9 117.8 105.3 106.0 99 95 P
STA / Location:105+19 LT 458 Module 8 subgrade north of center ditch
5
10 F 8 in.6 12.8 12.1 118.9 106.1 106.0 100 95 P
STA / Location:106+71 LT 439 Module 8 subgrade north of center ditch
6
10 F 8 in.6 13.7 12.9 120.1 106.4 106.0 100 95 P
STA / Location:108+05 LT 331 Module 8 subgrade north of center ditch
7
10 F 8 in.6 13.5 12.8 119.1 105.6 106.0 100 95 P
STA / Location:108+61 LT 391 Module 8 subgrade north of center ditch
Size of area being
accepted:
Continued Report 1 of 3
925' x 150' / 9 =
15,416.67
#Bid
Item #
Lift
#
Lift
Thickness
Probe
Depth
Moisture
lbs/cf
%
Moisture
Wet
Density
Dry
Density
Max
Density
%
Compaction
% Compaction
Required
Pass
or Fail
2
Random Test Calculations
Test #1 Test #5
Test #2 Test #6
Test #3 Test #7
Test #4
Beginning Station:10050 Beginning Offset:-470 Beginning Station:10578 Beginning Offset:-470
Ending Station:10182 Ending Offset:-320 Ending Station:10710 Ending Offset:-320
Distance Between:132 Distance Between:150 Distance Between:132 Distance Between:150
Random Number:0.483 Random Number:0.190 Random Number:0.701 Random Number:0.204
Beginning Station:10182 Beginning Offset:-470 Beginning Station:10710 Beginning Offset:-470
Ending Station:10314 Ending Offset:-320 Ending Station:10842 Ending Offset:-320
Distance Between:132 Distance Between:150 Distance Between:132 Distance Between:150
Random Number:0.420 Random Number:0.506 Random Number:0.723 Random Number:0.926
Beginning Station:10314 Beginning Offset:-470 Beginning Station:10842 Beginning Offset:-470
Ending Station:10446 Ending Offset:-320 Ending Station:10975 Ending Offset:-320
Distance Between:132 Distance Between:150 Distance Between:133 Distance Between:150
Random Number:0.670 Random Number:0.949 Random Number:0.143 Random Number:0.530
Beginning Station:10446 Beginning Offset:-470
Ending Station:10578 Ending Offset:-320
Distance Between:132 Distance Between:150
Random Number:0.552 Random Number:0.082
Test Station:10114 Test Offset:-442 LT Test Station:10671 Test Offset:-439 LT
Test Station:10237 Test Offset:-394 LT Test Station:10805 Test Offset:-331 LT
Test Station:10402 Test Offset:-328 LT Test Station:10861 Test Offset:-391 LT
Test Station:10519 Test Offset:-458 LT
Random numbers were generated by calculator.
1
Field Density Test Report
Project PIN:Project Number:Client:Salt Lake City
Project Name:Salt Lake Valley Solid Waste Facility Module 8 Location:Salt Lake City, Utah
Density Gauge:Model 3500 Serial Number 4395 Date Tested:11/4/2023
Standard Counts:DS 2424 MS 752 Production Date:11/4/2023
Material Description:Native Soil Pit / Source:Native
Placement Area Information
Proctor
Technician:Nate Hansen
Sample Collected?Yes No N/A
Station:From:100+50 To:109+75Sample Station and Offset:
Offset:From:170 CL To:320 LT
Moisture Sample Collected?Yes No N/A
Square YardsSample Station and Offset:
What is being
tested?
Roadway Excavation Granular Borrow Embankment MSE Select Backfill
Backfill Placement Untreated Base Course Type Other:Native Subgrade
Lab No.Max. Density (pcf)Optimum Moisture %Test Type Method Material Description
23A-37 106.0 14.1 Native Soil
8
10 F 8 in.6 13.8 13.0 119.9 106.1 106.0 100 95 P
STA / Location:101+16 LT 273 Module 8 subgrade north of center ditch
9
10 F 8 in.6 14.3 13.5 120.6 106.3 106.0 100 95 P
STA / Location:102+10 LT 227 Module 8 subgrade north of center ditch
10
10 F 8 in.6 13.5 12.8 119.0 105.5 106.0 100 95 P
STA / Location:103+90 LT 207 Module 8 subgrade north of center ditch
11
10 F 8 in.6 13.6 13.2 116.6 103.0 106.0 97 95 P
STA / Location:104+87 LT 310 Module 8 subgrade north of center ditch
12
10 F 8 in.6 15.6 15.2 118.1 102.5 106.0 97 95 P
STA / Location:106+08 LT 238 Module 8 subgrade north of center ditch
13
10 F 8 in.6 13.7 13.0 119.0 105.3 106.0 99 95 P
STA / Location:108+12 LT 184 Module 8 subgrade north of center ditch
14
10 F 8 in.6 13.4 12.8 117.7 104.3 106.0 98 95 P
STA / Location:109+02 LT 222 Module 8 subgrade north of center ditch
Size of area being
accepted:
Continued Report 2 of 3
925' x 150' / 9 =
15,416.67
#Bid
Item #
Lift
#
Lift
Thickness
Probe
Depth
Moisture
lbs/cf
%
Moisture
Wet
Density
Dry
Density
Max
Density
%
Compaction
% Compaction
Required
Pass
or Fail
2
Random Test Calculations
Test #8 Test #12
Test #9 Test #13
Test #10 Test #14
Test #11
Beginning Station:10050 Beginning Offset:-320 Beginning Station:10578 Beginning Offset:-320
Ending Station:10182 Ending Offset:-170 Ending Station:10710 Ending Offset:-170
Distance Between:132 Distance Between:150 Distance Between:132 Distance Between:150
Random Number:0.502 Random Number:0.311 Random Number:0.228 Random Number:0.545
Beginning Station:10182 Beginning Offset:-320 Beginning Station:10710 Beginning Offset:-320
Ending Station:10314 Ending Offset:-170 Ending Station:10842 Ending Offset:-170
Distance Between:132 Distance Between:150 Distance Between:132 Distance Between:150
Random Number:0.209 Random Number:0.622 Random Number:0.775 Random Number:0.906
Beginning Station:10314 Beginning Offset:-320 Beginning Station:10842 Beginning Offset:-320
Ending Station:10446 Ending Offset:-170 Ending Station:10975 Ending Offset:-170
Distance Between:132 Distance Between:150 Distance Between:133 Distance Between:150
Random Number:0.574 Random Number:0.755 Random Number:0.453 Random Number:0.652
Beginning Station:10446 Beginning Offset:-320
Ending Station:10578 Ending Offset:-170
Distance Between:132 Distance Between:150
Random Number:0.313 Random Number:0.065
Test Station:10116 Test Offset:-273 LT Test Station:10608 Test Offset:-238 LT
Test Station:10210 Test Offset:-227 LT Test Station:10812 Test Offset:-184 LT
Test Station:10390 Test Offset:-207 LT Test Station:10902 Test Offset:-222 LT
Test Station:10487 Test Offset:-310 LT
Random numbers were generated by calculator.
1
Field Density Test Report
Project PIN:Project Number:Client:Salt Lake City
Project Name:Salt Lake Valley Solid Waste Facility Module 8 Location:Salt Lake City, Utah
Density Gauge:Model 3500 Serial Number 4395 Date Tested:11/4/2023
Standard Counts:DS 2424 MS 752 Production Date:11/4/2023
Material Description:Native Soil Pit / Source:Native
Placement Area Information
Proctor
Technician:Nate Hansen
Sample Collected?Yes No N/A
Station:From:100+50 To:109+75Sample Station and Offset:
Offset:From:0 CL To:170 LT
Moisture Sample Collected?Yes No N/A
Square YardsSample Station and Offset:
What is being
tested?
Roadway Excavation Granular Borrow Embankment MSE Select Backfill
Backfill Placement Untreated Base Course Type Other:Native Subgrade
Lab No.Max. Density (pcf)Optimum Moisture %Test Type Method Material Description
23A-37 106.0 14.1 Native Soil
15
10 F 8 in.6 11.9 11.2 117.8 105.9 106.0 100 95 P
STA / Location:101+01 LT 91 Module 8 subgrade north of center ditch
16
10 F 8 in.6 11.5 10.9 117.0 105.5 106.0 100 95 P
STA / Location:102+66 LT 136 Module 8 subgrade north of center ditch
17
10 F 8 in.6 11.6 10.9 117.8 106.2 106.0 100 95 P
STA / Location:103+58 LT 39 Module 8 subgrade north of center ditch
18
10 F 8 in.6 12.5 11.8 118.6 106.1 106.0 100 95 P
STA / Location:104+68 LT 78 Module 8 subgrade north of center ditch
19
10 F 8 in.6 13.1 12.3 119.4 106.3 106.0 100 95 P
STA / Location:106+20 LT 94 Module 8 subgrade north of center ditch
20
10 F 8 in.6 11.7 11.1 117.3 105.6 106.0 100 95 P
STA / Location:108+20 LT 26 Module 8 subgrade north of center ditch
21
10 F 8 in.6 12.3 11.7 117.5 105.2 106.0 99 95 P
STA / Location:108+90 LT 84 Module 8 subgrade north of center ditch
Size of area being
accepted:
End Report 3 of 3
925' x 170' / 9 =
17,472.22
#Bid
Item #
Lift
#
Lift
Thickness
Probe
Depth
Moisture
lbs/cf
%
Moisture
Wet
Density
Dry
Density
Max
Density
%
Compaction
% Compaction
Required
Pass
or Fail
2
Random Test Calculations
Test #15 Test #19
Test #16 Test #20
Test #17 Test #21
Test #18
Beginning Station:10050 Beginning Offset:-170 Beginning Station:10578 Beginning Offset:-170
Ending Station:10182 Ending Offset:0 Ending Station:10710 Ending Offset:0
Distance Between:132 Distance Between:170 Distance Between:132 Distance Between:170
Random Number:0.384 Random Number:0.466 Random Number:0.317 Random Number:0.449
Beginning Station:10182 Beginning Offset:-170 Beginning Station:10710 Beginning Offset:-170
Ending Station:10314 Ending Offset:0 Ending Station:10842 Ending Offset:0
Distance Between:132 Distance Between:170 Distance Between:132 Distance Between:170
Random Number:0.640 Random Number:0.202 Random Number:0.832 Random Number:0.846
Beginning Station:10314 Beginning Offset:-170 Beginning Station:10842 Beginning Offset:-170
Ending Station:10446 Ending Offset:0 Ending Station:10975 Ending Offset:0
Distance Between:132 Distance Between:170 Distance Between:133 Distance Between:170
Random Number:0.337 Random Number:0.769 Random Number:0.360 Random Number:0.504
Beginning Station:10446 Beginning Offset:-170
Ending Station:10578 Ending Offset:0
Distance Between:132 Distance Between:170
Random Number:0.164 Random Number:0.541
Test Station:10101 Test Offset:-91 LT Test Station:10620 Test Offset:-94 LT
Test Station:10266 Test Offset:-136 LT Test Station:10820 Test Offset:-26 LT
Test Station:10358 Test Offset:-39 LT Test Station:10890 Test Offset:-84 LT
Test Station:10468 Test Offset:-78 LT
Random numbers were generated by calculator.
1
Field Density Test Report
Project PIN:Project Number:Client:Salt Lake City
Project Name:Salt Lake Valley Solid Waste Facility Module 8 Location:Salt Lake City, Utah
Density Gauge:Model 3500 Serial Number 4396 Date Tested:5/16/2024
Standard Counts:DS 2493 MS 710 Production Date:5/16/2024
Material Description:Native Soil from on site Pit / Source:Native
Placement Area Information
Proctor
Technician:Nate Hansen
Sample Collected?Yes No N/A
Station:From:100+50 To:109+70Sample Station and Offset:
Offset:From:0 CL To:560 RT
Moisture Sample Collected?Yes No N/A
Square YardsSample Station and Offset:
What is being
tested?
Roadway Excavation Granular Borrow Embankment MSE Select Backfill
Backfill Placement Untreated Base Course Type Other:Native Subgrade
Lab No.Max. Density (pcf)Optimum Moisture %Test Type Method Material Description
23A-37 106.0 14.1 Native Soil
1
10 F 8 in.6 12.7 12.1 117.5 104.8 106.0 99 95 P
STA / Location:100+98 RT 315 Final subgrade
2
10 F 8 in.6 13.2 12.5 119.1 105.9 106.0 100 95 P
STA / Location:102+57 RT 411 Final subgrade
3
10 F 8 in.6 12.8 12.6 114.2 101.4 106.0 96 95 P
STA / Location:103+75 RT 230 Final subgrade
4
10 F 8 in.6 13.3 12.6 119.1 105.8 106.0 100 95 P
STA / Location:104+72 RT 111 Final subgrade
5
10 F 8 in.6 13.9 13.1 120.1 106.2 106.0 100 95 P
STA / Location:106+34 RT 343 Final subgrade
6
10 F 8 in.6 15.4 14.5 121.4 106.0 106.0 100 95 P
STA / Location:107+49 RT 483 Final subgrade
7
10 F 8 in.6 13.2 12.6 118.1 104.9 106.0 99 95 P
STA / Location:109+25 RT 172 Final subgrade
Size of area being
accepted:
#Bid
Item #
Lift
#
Lift
Thickness
Probe
Depth
Moisture
lbs/cf
%
Moisture
Wet
Density
Dry
Density
Max
Density
%
Compaction
% Compaction
Required
Pass
or Fail
920' x 560' / 9 =
57,244.44
2
Random Test Calculations
Test #1 Test #5
Test #2 Test #6
Test #3 Test #7
Test #4
Beginning Station:10050 Beginning Offset:0 Beginning Station:10570 Beginning Offset:0
Ending Station:10180 Ending Offset:560 Ending Station:10700 Ending Offset:560
Distance Between:130 Distance Between:560 Distance Between:130 Distance Between:560
Random Number:0.373 Random Number:0.562 Random Number:0.492 Random Number:0.613
Beginning Station:10180 Beginning Offset:0 Beginning Station:10700 Beginning Offset:0
Ending Station:10310 Ending Offset:560 Ending Station:10830 Ending Offset:560
Distance Between:130 Distance Between:560 Distance Between:130 Distance Between:560
Random Number:0.593 Random Number:0.734 Random Number:0.378 Random Number:0.862
Beginning Station:10310 Beginning Offset:0 Beginning Station:10830 Beginning Offset:0
Ending Station:10440 Ending Offset:560 Ending Station:10970 Ending Offset:560
Distance Between:130 Distance Between:560 Distance Between:140 Distance Between:560
Random Number:0.502 Random Number:0.410 Random Number:0.681 Random Number:0.307
Beginning Station:10440 Beginning Offset:0
Ending Station:10570 Ending Offset:560
Distance Between:130 Distance Between:560
Random Number:0.249 Random Number:0.199
Test Station:10098 Test Offset:315 RT Test Station:10634 Test Offset:343 RT
Test Station:10257 Test Offset:411 RT Test Station:10749 Test Offset:483 RT
Test Station:10375 Test Offset:230 RT Test Station:10925 Test Offset:172 RT
Test Station:10472 Test Offset:111 RT
Random numbers were generated by calculator.

3.2.3
GSI’s Certificate of Acceptance of
Subgrade

4.0
GEOSYNTHETIC CLAY
LINER

4.1
Construction QC/QA Plan

Geosynthetic Clay Liner Construction
QC/QA Plan

Introduction
This document (Geosynthe c Clay Liner Construc on Quality Control/Quality Assurance Plan) is intended
to generally document standard procedures u lized to verify a quality installa on. This document
complements, and does not replace, applicable site-specific project plans and specifica ons.
References: CETCO Bentomat Installa on Guidelines.

Equipment Requirements
CETCO GCLs are delivered in rolls typically 2,600-2,950 lbs (1180-1340 kg). Roll dimensions and weights
will vary with the dimensions of the product ordered. It is necessary to support this weight using an
appropriate core pipe, as indicated in Table 1. For any installa on, the core pipe must not deflect more
than 3 inches (75 mm), as measured from end to midpoint when a full GCL roll is li<ed.
Li<ing chains or straps appropriately rated should be used in combina on with a spreader bar made
from an I-beam, as shown in Figure 1.
The spreader bar ensures that li<ing chains or straps do not chafe against the ends of the GCL roll,
allowing it to rotate freely during installa on. Spreader bar and core pipe kits are available through
CETCO.
A front end loader, backhoe, dozer, or other equipment can be u lized with the spreader bar and core
pipe or slings. Alterna vely, a forkli< with a “s nger” a@achment may be used for on-site handling. A
forkli< without a s nger a@achment should not be used to li< or handle the GCL rolls. S nger
a@achments (Figures 2-4) are specially fabricated to fit various forkli< makes and models.
When installing over certain geosynthe c materials, a 4 wheel, all-terrain vehicle (ATV) can be used to
deploy the GCL. An ATV can be driven directly on the GCL provided that no sudden stops, starts, or turns
are made.
Addi onal equipment needed for installa on of CETCO GCLs includes:
· U lity knife and spare blades (for cuDng the GCL)
· Granular bentonite for end-of-roll GCL seams and for sealing around structures and details
· Waterproof tarpaulins (for temporary cover on installed material as well as for stockpiled rolls)
· Op onal flat-bladed vise grips (for posi oning the GCL panel by hand)
The CETCO EASY ROLLER™ GCL Deployment System is a preferred method of installing geosynthe c clay
liners. Use of the EASY ROLLER system eliminates the need for spreader bars and heavy core pipes.
Installa on speed and worker safety are also significantly increased. For further details, contact CETCO.

Shipping, Unloading, and Storage
All lot and roll numbers should be recorded and compared to the packing list. Each roll of GCL should
also be visually inspected during unloading to determine if any packaging has been damaged. Damage,
whether obvious or suspected, should be recorded and the affected rolls marked.
Major damage suspected to have occurred during transit should be reported to the carrier and to CETCO
immediately. The nature of the damage should also be indicated on the bill of lading, with specific lot
and roll numbers noted. Accumula on of some moisture within roll packaging is normal and does not
damage the product.
The party directly responsible for unloading the GCL should refer to this manual prior to shipment to
ascertain the appropriateness of their unloading equipment and procedures. Unloading and on-site
handling of the GCL should be supervised.
In most cases, CETCO GCLs are delivered on flatbed trucks. There are three methods of unloading: core
pipe and spreader bar, slings, or s nger bar. To unload the rolls from the flat-bed using a core pipe and
spreader bar, first insert the core pipe through the core tube. Secure the li<ing chains or straps to each
end of the core pipe and to the spreader bar mounted on the li<ing equipment. Hoist the roll straight up
and make sure its weight is evenly distributed so that it does not lt or sway when li<ed.
All CETCO GCLs are delivered with two 2’x 12’ (50 mm x 3.65 mm) Type V polyester endless slings on
each roll. Before li<ing, check the posi on of the slings. Each sling should be ed off in the choke
posi on, approximately one third (1/3) from the end of the roll. Hoist the roll straight up so that it does
not lt or sway when li<ed.
In some cases, GCL rolls will be stacked in three pyramids on flatbed trucks. If slings are not used, rolls
will require unloading with a s nger bar and extendible boom fork li<. Spreader bars will not work in
this situa on because of the limited access between the stacks of GCL. Three types of s ngers are
available from CETCO, a hook mount, fork mount and pin mount (Figures 2-4). To unload, guide the
s nger through the core tube before li<ing the GCL roll and removing the truck.
An extendable boom fork li< with a s nger bar is required for unloading vans. Rolls in the nose and
center of the van should first be carefully pulled toward the door using the slings provided on the rolls.
Rolls should be stored at the job site away from high-traffic areas but sufficiently close to the ac ve work
area to minimize handling. The designated storage area should be flat, dry, and stable. Moisture
protec on of the GCL is provided by its packaging; however, based on expected weather condi ons, an
addi onal tarpaulin or plas c sheet may be required for added protec on during prolonged outdoor
storage.
Rolls should be stacked in a manner that prevents them from sliding or rolling. This can be accomplished
by chocking the bo@om layer of rolls. Rolls should be stacked no higher than the height at which they
can be safely handled by laborers (typically no higher than four layers of rolls). Rolls should never be
stacked on end.

Subgrade Preparation
Subgrade surfaces consis ng of granular soils or gravels are not acceptable due to their large void
frac on and puncture poten al.
When the GCL is placed over an earthen subgrade, the subgrade surface must be prepared in accordance
with the project specifica ons. The engineer’s approval of the subgrade must be obtained prior to
installa on. The finished surface should be firm and unyielding, without abrupt eleva on changes,
voids, cracks, ice, or standing water.
The subgrade surface must be smooth and free of vegeta on, sharp-edged rocks, stones, s cks,
construc on debris, and other foreign ma@er that could contact the GCL. The subgrade should be rolled
with a smooth-drum compactor to remove any wheel ruts greater than 1 inch in depth, footprints, or
other abrupt grade changes. Furthermore, all protrusions extending more than 0.5 inch (12 mm) from
the subgrade surface shall be removed, crushed, or pushed into the surface with a smooth-drum
compactor. The GCL may be installed on a frozen subgrade, but the subgrade soil in the unfrozen state
should meet the above requirements.

Installation
GCL rolls should be taken to the work area of the site in their original packaging. The orienta on of the
GCL (i.e., which side faces up) may be important if the GCL has two different types of geosynthe cs.
Check with the project engineer to determine if there is a preferred installa on orienta on for the GCL.
If no specific orienta on is required, allow the roll to unwind from the bo@om rather than pulling from
the top (Figure 5A). The arrow s cker on the plas c sleeve indicates the direc on that the GCL will
naturally unroll when placed on the ground (Figure 6). Prior to deployment, the packaging should be
carefully removed without damaging the GCL.
Equipment which could damage the GCL should not be allowed to travel directly on it. Therefore,
acceptable installa on may be accomplished whereby the GCL is unrolled in front of backwards-moving
equipment (Figure 7). If the installa on equipment causes ruDng of the subgrade, the subgrade must
be restored to its originally accepted condi on before placement con nues.
If sufficient access is available, GCL may be deployed by suspending the roll at the top of the slope, with
a group of laborers pulling the material off of the roll, and down the slope (Figure 8).
GCL rolls should not be released on the slope and allowed to unroll freely by gravity.

Care must be taken to minimize the extent to which the GCL is dragged across the subgrade to avoid
damage to the bo@om surface of the GCL. Care must also be taken when adjus ng BENTOMAT CLT
panels to avoid damage to the geotex le surface of one panel of GCL by the textured sheet of another
panel of GCL. A temporary geosynthe c subgrade cover commonly known as a slip sheet or rub sheet
may be used to reduce fric on damage during placement.
The GCL should be placed so that seams are parallel to the direc on of the slope. End-of-panel seams
should also be located at least 3 < (1 m) from the toe and crest of slopes steeper than 4H:1V. End-of-roll
seams on slopes should be used only if the liner is not expected to be in tension.
All GCL panels should lie flat, with no wrinkles or folds, especially at the exposed edges of the panels.
When BENTOMAT geosynthe c clay liners with SUPERGROOVE® is reposi oned, it should be gripped
inside the SUPERGROOVE by folding the edge.
The GCL should not be installed in standing water or during rainy weather. Only as much GCL shall be
deployed as can be covered at the end of the working day with soil, geomembrane, or a temporary
waterproof tarpaulin. The GCL shall not be le< uncovered overnight. If the GCL is hydrated when no
confining stress is present, it may be necessary to remove and replace the hydrated material. CETCO
recommends that premature hydra on be evaluated on a case-by-case basis. The project engineer, CQA
inspector, and CETCO TR-312 should be consulted for specific guidance if premature hydra on occurs.
The type of GCL, dura on of exposure, degree of hydra on, loca on in the liner system, and expected
bearing loads should all be considered.
In many instances, a needle punch reinforced GCL may not require removal/replacement if the following
are true:
· The geotex les have not been separated, torn, or otherwise damaged
· There is no evidence that the needle punching between the two geotex les has been
compromised
· The GCL does not leave deep indenta ons when stepped upon
· Overlapped seams with bentonite enhancement are intact
For the convenience of the installer, hash marks are placed on BENTOMAT goesynthe c clay liners every
5’ (1.5 m) of length.

Anchorage
If required by the project drawings, the end of the GCL roll should be placed in an anchor trench at the
top of a slope. The front edge of the trench should be rounded to eliminate any sharp corners that could
cause excessive stress on the GCL. Loose soil should be removed or compacted into the floor of the
trench.
If a trench is used for anchoring the end of the GCL, soil backfill should be placed in the trench to provide
resistance against pullout. The size and shape of the trench, as well as the appropriate backfill
procedures should be in accordance with the project drawings and specifica ons. Typical dimensions
are shown in Figure 9.
The GCL should be placed in the anchor trench such that it covers the en re trench floor but does not
extend up the rear trench wall.
Sufficient anchorage may alternately be obtained by extending the end of the GCL roll back from the
crest of the slope and placing cover soil. The length of this “runout” anchor should be prepared in
accordance with project drawings and specifica ons.

Seaming
GCL seams are constructed by overlapping adjacent panel edges and ends. Care should be taken to
ensure that the overlap zone is not contaminated with loose soil or other debris. BENTOMAT 200R,
BENTOMAT ST, BENTOMAT DN, and BENTOMAT FLW have SUPERGROOVE® which provides self-seaming
capabili es in their longitudinal overlaps, and therefore do not require supplemental bentonite.
However, for pond applica ons, supplemental bentonite must be used in longitudinal seams, regardless
of the CETCO GCL.
Longitudinal seams should be overlapped a minimum of 6 inches (150 mm) for BENTOMAT geosynthe c
clay liners. For high-head applica ons (greater than 1 foot or 20.48 cm) involving BENTOMAT CL,
BENTOMAT CLT, or BENTOMAT 600 CL, a minimum longitudinal seam overlap of 12 inches (300 mm) and
supplemental bentonite is recommended.
End-of-panel overlapped seams should be overlapped 24 inches (600 mm) for BENTOMAT geosynthe c
clay liners.
End-of-panel overlapped seams are constructed such that they are shingled in the direc on of the grade
to prevent runoff from entering the overlap zone. End-of-panel seams on slopes are permissible,
provided adequate slope stability analysis has been conducted (i.e., the GCL is not expected to be in
tension). Bentonite-enhanced seams are required for all BENTOMAT end-of-panel over lapped seams.
BENTOMAT end-of-panel, bentonite-enhanced, overlapped seams are constructed first by overlapping
the adjacent panels, exposing the underlying panel, and then applying a con nuous bead or fillet of
granular sodium bentonite 12” from the edge of the underlying panel (Figure 11). The minimum
applica on rate at which the bentonite is applied is one-quarter pound per linear foot (0.4 kg/m).
If longitudinal bentonite enhanced seams are required for BENTOMAT 200R, BENTOMAT ST, BENTOMAT
DN, or BENTOMAT SDN, they are constructed by overlapping the adjacent panels a minimum 6 inches
(150 mm), exposing the underlying edge, and applying a con nuous bead of granular bentonite
approximately 3 inches (75 mm) from the edge. For pond applica ons involving BENTOMAT CL or
BENTOMAT CLT, longitudinal seams are constructed by overlapping adjacent panels by 12 inches (300
mm), exposing the underlying edge, and applying a con nuous bead of bentonite approximately 6 inches
(150 mm) from the edge. The minimum applica on rate for the granular bentonite is one quarter pound
per linear foot (0.4 kg/m).

Sealing Around Penetrations and Structures
CuDng the GCL should be performed using a sharp u lity knife. Frequent blade changes are
recommended to avoid irregular tearing of the geotex le components of the GCL during the cuDng
process.
The GCL should be sealed around penetra ons and structures embedded in the subgrade in accordance
with Figures 12 through 14. Granular bentonite shall be used liberally (approximately 0.25 lbs/ln. <. or
0.4 kg/m) to seal the GCL to these structures.

When the GCL is placed over a horizontal pipe penetra on, a “notch” should be excavated into the
subgrade around the penetra on (Figure 12a). The notch should then be backfilled with granular
bentonite. A secondary collar of GCL should be placed around the penetra on, as shown in Figure 12b.
It is helpful to first trace an outline of the penetra on on the GCL and then cut a “star” pa@ern in the
collar to enhance the collar’s fit to the penetra on. Granular bentonite should be applied between the
primary GCL layer and the secondary GCL collar.
Ver cal penetra ons are prepared by notching into the subgrade as shown in Figure 13a. The
penetra on can be completed with two separate pieces of GCL as shown in Figure 13b. Alterna vely, a
secondary collar can be placed as shown in Figure 12a or 12b.
When the GCL is terminated at a structure or wall that is embedded into the subgrade on the floor of the
containment area, the subgrade should be notched. The notch is filled with granular bentonite; the GCL
should be placed over the notch and up against the structure (Figure 14). Connec on to the structure
can be accomplished by placement of soil or stone backfill in this area. When structures or walls are at
the top of a slope, addi onal detailing may be required.

Damage Repair
If the GCL is damaged (torn, punctured, perforated, etc.) during installa on, it may be possible to repair
it by cuDng a patch to fit over the damaged area (Figure 15). The patch should be cut to size such that a
minimum overlap of 12 inches (300 mm) is achieved around all parts of the damaged area. Granular
bentonite should be applied around the damaged area prior to placement of the patch. It may be
necessary to use an adhesive such as wood glue to affix the patch in place so that it is not displaced
during cover placement. Smaller patches may be tucked under the damaged area to prevent patch
movement.

Cover Placement
The final thickness of soil cover on the GCL varies with the applica on. A minimum cover layer must be
at least 2 foot thick to provide confining stress to the GCL, eliminate the poten al for seam separa on
and prevent damage by equipment, erosion, etc.
Cover soils should be free of angular stones or other foreign ma@er that could damage the GCL. Cover
soils should be approved by the engineer with respect to par cle size, uniformity, and chemical
compa bility. Consult CETCO if cover soils have high concentra ons of calcium (e.g. limestone, dolomite,
gypsum, seashell fragments).
Recommended cover soils should have a par cle size distribu on ranging between fines and 1 inch (25
mm), unless a cushioning geotex le is specified.
Soil cover shall be placed over the GCL using construc on equipment that minimizes stresses on the GCL.
A minimum thickness of 2 feet of cover soil should be maintained between the equipment res/tracks
and the GCL at all mes during the covering process. In high-traffic areas such as on roadways, a
minimum thickness of 3 feet is required.
Soil cover should be placed in a manner that prevents the soil from entering the GCL overlap zones. Soil
cover should be pushed up on slopes, not down slopes, to minimize tensile forces on the GCL.
When a textured geomembrane is installed over the GCL, a temporary geosynthe c covering known as a
slip sheet or rub sheet should be used to minimize fric on during placement and to allow the textured
geomembranes to be more easily moved into its final posi on.
Cyclical weDng and drying of GCL covered only with geomembrane can cause overlap separa on. Soil
cover should be placed promptly whenever possible. Geomembranes should be covered with a white
geotex le and/or opera ons layer without delay to minimize the intensity of wet-dry cycling. If there is
the poten al for unconfined cyclic weDng and drying over an extended period of me, the longitudinal
seam overlaps should be increased based on the project engineer’s recommenda on.
To avoid seam separa on, the GCL should not be put in excessive tension by the weight or movement of
textured geomembrane on steep slopes. If there is the poten al for unconfined geomembrane
expansion and contrac on over an extended period of me, the longitudinal seam overlaps should be
increased based upon the project engineer’s recommenda on.

Hydration
Hydra on is usually accomplished by natural rainfall and/or absorp on of moisture from soil. However,
in cases where the containment of non-aqueous liquid is required, it may be necessary to hydrate the
covered GCL with water prior to use.
If manual hydra on is necessary, water can be introduced by flooding the covered lined area or using a
sprinkler system. If flooding, care must be taken to diffuse the energy of the water discharge so that the
cover material is not displaced.
If the GCL is hydrated when no confining stress is present, it may be necessary to remove and replace the
hydrated material.
In many instances a needle punch reinforced GCL may not require removal/replacement if the following
are true:
· The geotex les have not been separated, torn or otherwise damaged
· There is no evidence that the needle punching between the two geotex les has been
compromised
· The GCL does not leave deep indenta ons when stepped upon
· Any overlapped seams with bentonite enhancement are intact

4.2
Contractor Submittals

PROJECT NAME:
SALT LAKE VALLEY SOLID WASTE FACILITY MODULE 8
Wall Consultant Group Project No.:LDF20015 ; GSI Project No.:723027
Section: DOCUMENT 33 50 20S GEOSYNTHETIC CLAY LINER
MANUFACTURER'S CLARIFICATION LETTER
PROVIDED IN THIS SUBMITTAL
2401 PEWAUKEE ROAD • WAUKESHA, WI 53188-6904 • 262-524-7979 • Fax: [phone] • 800-444-5523 • www.geo-synthetics.com

July 20th, 2023

RE: Salt Lake Valley SWM Module 8 - GCL Vehicular Deployment

To whom it may concern:

CETCO® is often asked what equipment, if any, can be allowed to drive upon a placed geosynthetic clay
liner (GCL) to assist with the deployment of geomembrane or other geosynthetics on top of the GCL.
Using low ground pressure equipment for such activities is a common practice. Using low ground
pressure machines for the installation of multiple layer geosynthetics often increases production rates and
results in a much safer work environment.

If there are additional concerns, we would recommend setting up a test plot to make a project-specific
determination. This should entail driving over GCL placed over representative prepared subgrade and
with the equipment being considered, and then observing the trafficked GCL for any induced damage
(e.g., puncture, tearing, etc.).

Of critical note, regardless of any equipment considered, abrupt starts, stops or turns when driving on a
GCL should always be avoided as these actions could impart damage and create wrinkles in the liner
system.

Please call me if you have any further questions.

Best regards,
Rob Stafford
Technical Sales Manager
CETCO® Environmental Products
970-749-6118

PROJECT NAME:
SALT LAKE VALLEY SOLID WASTE FACILITY MODULE 8
Wall Consultant Group Project No.:LDF20015 ; GSI Project No.:723027
Section: DOCUMENT 33 50 20S GEOSYNTHETIC CLAY LINER
1.5.A.1.
MATERIAL DATA SHEET
PROVIDED IN THIS SUBMITTAL
2401 PEWAUKEE ROAD • WAUKESHA, WI 53188-6904 • 262-524-7979 • Fax: [phone] • 800-444-5523 • www.geo-synthetics.com

BENTOMAT®DN
CERTIFIED PROPERTIES

CETCO® Bentomat® DN is a reinforced geosynthetic clay liner (GCL) consisting of a layer of sodium bentonite between two polypropylene
nonwoven geotextiles, which are needle-punched together.

MATERIAL PROPERT Y TEST METHOD TEST FREQUENCY CERTIFIED VALUES
Nonwoven Base Geotextile
Mass/Area1 ASTM D5261 200,000 ft2 (20,000 m2) 6.0 oz/yd2 (203 g/m2) min.
Nonwoven Cap Geotextile Mass/Area1 ASTM D5261 200,000 ft2 (20,000 m2) 6.0 oz/yd2 (203 g/m2) min.
Bentonite Swell Index2 ASTM D5890 1 per 50 tonnes 24 mL/2g min.
Bentonite Fluid Loss2 ASTM D5891 1 per 50 tonnes 18 mL max.
Bentonite Mass/Area3 ASTM D5993 40,000 ft2 (4,000 m2) 0.75 lb/ft2 (3.7 kg/m2) min.
Total Mass/Area3 ASTM D5993 40,000 ft2 (4,000 m2) 0.83 lb/ft2 (4.1 kg/m2) min.
GCL Moisture Content ASTM D5993 40,000 ft2 (4,000 m2) 35% max.
GCL Grab Strength4 ASTM D6768 200,000 ft2 (20,000 m2) 50 lbs/in (8.8 kN/m) min.
GCL Peel Strength ASTM D6496 40,000 ft2 (4,000 m2) 3.5 lbs/in (610 N/m) min.
GCL Hydraulic Conductivity5 ASTM D5887 250,000 ft2 (25,000 m2) 5 x 10-11 m/s max.
GCL Index Flux5 ASTM D5887 250,000 ft2 (25,000 m2) 1 x 10-8 m3/m2/s max.
GCL Hydrated Internal
Shear Strength6 ASTM D6243 1,000,000 ft2 (100,000 m2) 500 psf (24 kPa) typ.@ 200 psf (9.6 kPa)
Notes:
1Geotextile property tests performed on the geotextile components before they are incorporated into the finished GCL product.
2Bentonite property tests performed before the bentonite is incorporated into the finished GCL product.
3Reported at 0% moisture content.
4All tensile strength testing is performed in the machine direction using ASTM D6768.
5Index flux and hydraulic conductivity testing with deaired distilled/deionized water at 80 psi (550 kPa) cell pressure, 77 psi (530 kPa) headwater pressure
and 75 psi (515 kPa) tailwater pressure.
6Peak values measured at 200 psf (9.6 kPa) normal stress for a specimen hydrated for 48 hours. Site-specific materials, GCL products, and test conditions
must be used to verify internal and interface strength of the proposed design.

TR 401-BDN-3.5lb/in
06/2022
PROJECT NAME:
SALT LAKE VALLEY SOLID WASTE FACILITY MODULE 8
Wall Consultant Group Project No.:LDF20015 ; GSI Project No.:723027
Section: DOCUMENT 33 50 20S GEOSYNTHETIC CLAY LINER
1.5.B.1.
MANUFACTURER'S INSTALLATION MANUAL
PROVIDED IN THIS SUBMITTAL
2401 PEWAUKEE ROAD • WAUKESHA, WI 53188-6904 • 262-524-7979 • Fax: [phone] • 800-444-5523 • www.geo-synthetics.com
LINING TECHNOLOGIES | REMEDIATION TECHNOLOGIES | DRILLING SYSTEMS | BUILDING ENVELOPE | CONTRACTING SERVICES
BENTOMAT® INSTALLATION GUIDELINES
GEOSYNTHETIC CLAY LINERS
- 2 -
BENTOMAT®
INSTALLATION GUIDELINES
GEOSYNTHETIC CLAY LINERS
2870 Forbs Avenue Hoffman Estates, IL 60192
847.851.1800 | 800.527.9948
CONTENTS
1. Introduction
2. Equipment Requirements
3. Shipping, Unloading, and Storage
4. Subgrade Preparation
5. Installation
6. Anchorage
7. Seaming
8. Sealing Around Penetrations and Structures
9. Damage Repair
10. Cover Placement
11. Hydration
Page 3
Page 3
Page 5
Page 5
Page 6
Page 8
Page 8
Page 9
Page 10
Page 12
Page 12

NOTICE: THIS DOCUMENT IS INTENDED FOR USE AS A GENERAL GUIDELINE FOR THE INSTALLATION OF CETCO GCLS.
THE INFORMATION AND DATA CONTAINED HEREIN ARE BELIEVED TO BE ACCURATE AND RELIABLE. CETCO MAKES NO
WARRANTY OF ANY KIND AND ACCEPTS NO RESPONSIBILITY FOR THE RESULTS OBTAINED THROUGH APPLICATION
OF THIS INFORMATION. INSTALLATION GUIDELINES ARE SUBJECT TO PERIODIC CHANGES. PLEASE CONSULT OUR
WEBSITE @ WWW.CETCO.COM/LT FOR THE MOST RECENT VERSION.
www.CETCO.com
SECTION 1
INTRODUCTION
1.1
This document provides procedures for the installation of CETCO
GCLs in a manner that maximizes safety, efficiency, and the
physical integrity of the GCL.
1.2
These guidelines are based upon many years of experience at a
variety of sites and should be generally applicable to any type of
lining project using CETCO GCLs. Variance from these guidelines
is at the engineer’s discretion.
1.3
The performance of the GCL is wholly dependent on the quality
of its installation. It is the installer’s responsibility to adhere
to these guidelines, and to the project specifications and
drawings as closely as possible. It is the engineer’s and owner’s
responsibility to provide construction quality assurance (CQA)
for the installation. This will ensure that the installation has
been executed properly. This document covers only installation
procedures.
1.4
For additional guidance, refer to ASTM D5888 (Standard Guide
For Storage and Handling of Geosynthetic Clay Liners) and ASTM
D 6102 (Standard Guide For Installation of Geosynthetic Clay Liners).
SECTION 2
EQUIPMENT REQUIREMENTS
2.1
CETCO GCLs are delivered in rolls typically 2,600-2,950 lbs
(1180-1340 kg). Roll dimensions and weights will vary with the
dimensions of the product ordered. It is necessary to support
this weight using an appropriate core pipe, as indicated in Table
1. For any installation, the core pipe must not deflect more than
3 inches (75 mm), as measured from end to midpoint when a full
GCL roll is lifted.
2.2
Lifting chains or straps appropriately rated should be used
in combination with a spreader bar made from an I-beam, as
shown in Figure 1.
2.3
The spreader bar ensures that lifting chains or straps do not
chafe against the ends of the GCL roll, allowing it to rotate freely
during installation. Spreader bar and core pipe kits are available
through CETCO.
2.4
A front end loader, backhoe, dozer, or other equipment can be
utilized with the spreader bar and core pipe or slings. Alternatively,
a forklift with a “stinger” attachment may be used for on-site
handling. A forklift without a stinger attachment should not be
used to lift or handle the GCL rolls. Stinger attachments (Figures
2-4) are specially fabricated to fit various forklift makes and
models.
Table 1: Core Requirements
Product Nominal GCL Roll Size
Lenth X Diameter Typical GCL Roll Weight Interior Core Size Core Pipe Length x Diameter Minimum Core Pipe
Strength
BENTOMAT DN, SDN 16’ x 24” (4.9 m x 610 mm)2,650 lbs. (1204 kg)3 3/4“ (100 mm)20’ x 3.5” O.D. (6.1 m x 89 mm)XXH
BENTOMAT ST 16’ x 24” (4.9 m x 610 mm)2,650 lbs. (1204 kg)3 3/4“ (100 mm)20’ x 3.5” O.D. (6.1 m x 89 mm)XXH
BENTOMAT STM 16’ x 32” (4.9 m x 814 mm)2,500 lbs. (1130 kg)3 3/4“ (100 mm)20’ x 3.5” O.D. (6.1 m x 89 mm)XXH
BENTOMAT 200R 16’ x 24” (4.9 m x 610 mm)2,650 lbs. (1204 kg)3 3/4“ (100 mm)20’ x 3.5” O.D. (6.1 m x 89 mm) XXH
BENTOMAT CLT 16’ x 26” (4.9 m x 660 mm)2,650 lbs. (1204 kg)3 3/4“ (100 mm)20’ x 3.5” O.D. (6.1 m x 89 mm)XXH
BENTOMAT CL 16’ x 25” (4.9 m x 635 mm)2,650 lbs. (1204 kg)3 3/4“ (100 mm)20’ x 3.5” O.D. (6.1 m x 89 mm)XXH
BENTOMAT 600 CL 16’ x 25” (4.9 m x 635 mm)2,700 lbs. (1227 kg)3 3/4“ (100 mm)20’ x 3.5” O.D. (6.1 m x 89 mm)XXH
- 4 -
BENTOMAT®
INSTALLATION GUIDELINES
GEOSYNTHETIC CLAY LINERS
2870 Forbs Avenue Hoffman Estates, IL 60192
847.851.1800 | 800.527.9948
FIGURE 1 -SPREADER BAR ASSEMBLY
2.5
When installing over certain geosynthetic materials, a 4 wheel,
all-terrain vehicle (ATV) can be used to deploy the GCL. An ATV
can be driven directly on the GCL provided that no sudden stops,
starts, or turns are made.
2.6
Additional equipment needed for installation of CETCO GCLs
includes:
► Utility knife and spare blades (for cutting the GCL)
► Granular bentonite for end-of-roll GCL seams and for
sealing around structures and details
► Waterproof tarpaulins (for temporary cover on installed
material as well as for stockpiled rolls)
► Optional flat-bladed vise grips (for positioning the GCL
panel by hand)
2.7
The CETCO EASY ROLLER™ GCL Deployment System is a
preferred method of installing geosynthetic clay liners. Use of
the EASY ROLLER system eliminates the need for spreader bars
and heavy core pipes. Installation speed and worker safety are
also significantly increased. For further details, contact CETCO.
FIGURE 2 - HOOK MOUNT
FIGURE 3 - FORK MOUNT (WITH FORK POCKETS)
FIGURE 4 - PIN MOUNT
www.CETCO.com
SECTION 3
SHIPPING, UNLOADING, &
STORAGE
3.1
All lot and roll numbers should be recorded and compared to the
packing list. Each roll of GCL should also be visually inspected
during unloading to determine if any packaging has been
damaged. Damage, whether obvious or suspected, should be
recorded and the affected rolls marked.
3.2
Major damage suspected to have occurred during transit should
be reported to the carrier and to CETCO immediately. The nature
of the damage should also be indicated on the bill of lading,
with specific lot and roll numbers noted. Accumulation of some
moisture within roll packaging is normal and does not damage
the product.
3.3
The party directly responsible for unloading the GCL should refer
to this manual prior to shipment to ascertain the appropriateness
of their unloading equipment and procedures. Unloading and
on-site handling of the GCL should be supervised.
3.4
In most cases, CETCO GCLs are delivered on flatbed trucks.
There are three methods of unloading: core pipe and spreader
bar, slings, or stinger bar. To unload the rolls from the flat-bed
using a core pipe and spreader bar, first insert the core pipe
through the core tube. Secure the lifting chains or straps to each
end of the core pipe and to the spreader bar mounted on the
lifting equipment. Hoist the roll straight up and make sure its
weight is evenly distributed so that it does not tilt or sway when
lifted.
3.5
All CETCO GCLs are delivered with two 2’x 12’ (50 mm x 3.65
mm) Type V polyester endless slings on each roll. Before lifting,
check the position of the slings. Each sling should be tied off in
the choke position, approximately one third (1/3) from the end of
the roll. Hoist the roll straight up so that it does not tilt or sway
when lifted.
3.6
In some cases, GCL rolls will be stacked in three pyramids on
flatbed trucks. If slings are not used, rolls will require unloading
with a stinger bar and extendible boom fork lift. Spreader bars
will not work in this situation because of the limited access
between the stacks of GCL. Three types of stingers are available
from CETCO, a hook mount, fork mount and pin mount (Figures
2-4). To unload, guide the stinger through the core tube before
lifting the GCL roll and removing the truck.
3.7
An extendable boom fork lift with a stinger bar is required for
unloading vans. Rolls in the nose and center of the van should
first be carefully pulled toward the door using the slings provided
on the rolls.
3.8
Rolls should be stored at the job site away from high-traffic
areas but sufficiently close to the active work area to minimize
handling. The designated storage area should be flat, dry,
and stable. Moisture protection of the GCL is provided by its
packaging; however, based on expected weather conditions, an
additional tarpaulin or plastic sheet may be required for added
protection during prolonged outdoor storage.
3.9
Rolls should be stacked in a manner that prevents them from
sliding or rolling. This can be accomplished by chocking the
bottom layer of rolls. Rolls should be stacked no higher than the
height at which they can be safely handled by laborers (typically
no higher than four layers of rolls). Rolls should never be stacked
on end.
SECTION 4
SUBGRADE PREPARATION
4.1
Subgrade surfaces consisting of granular soils or gravels are
not acceptable due to their large void fraction and puncture
potential. In applications where the GCL is the only barrier,
subgrade soils should have a particle-size distribution of at
least 80 percent finer than the #60 sieve (0.25 mm). In other
applications, subgrade soils should range between fines and 1
inch (25 mm). In high-head applications (greater than 1 foot or
30.48 cm), CETCO recommends a membrane-laminated GCL
(BENTOMAT CLT, BENTOMAT CL, or BENTOMAT 600 CL).
4.2
When the GCL is placed over an earthen subgrade, the subgrade
surface must be prepared in accordance with the project
specifications. The engineer’s approval of the subgrade must be
obtained prior to installation. The finished surface should be firm
and unyielding, without abrupt elevation changes, voids, cracks,
ice, or standing water.
- 6 -
BENTOMAT®
INSTALLATION GUIDELINES
GEOSYNTHETIC CLAY LINERS
2870 Forbs Avenue Hoffman Estates, IL 60192
847.851.1800 | 800.527.9948
4.3
The subgrade surface must be smooth and free of vegetation,
sharp-edged rocks, stones, sticks, construction debris, and
other foreign matter that could contact the GCL. The subgrade
should be rolled with a smooth-drum compactor to remove any
wheel ruts greater than 1 inch in depth, footprints, or other
abrupt grade changes. Furthermore, all protrusions extending
more than 0.5 inch (12 mm) from the subgrade surface shall be
removed, crushed, or pushed into the surface with a smooth-
drum compactor. The GCL may be installed on a frozen subgrade,
but the subgrade soil in the unfrozen state should meet the
above requirements.
SECTION 5
INSTALLATION
5.1
GCL rolls should be taken to the work area of the site in their
original packaging. The orientation of the GCL (i.e., which side
faces up) may be important if the GCL has two different types
of geosynthetics. Check with the project engineer to determine
if there is a preferred installation orientation for the GCL. If no
specific orientation is required, allow the roll to unwind from the
bottom rather than pulling from the top (Figure 5A). The arrow
sticker on the plastic sleeve indicates the direction that the GCL
will naturally unroll when placed on the ground (Figure 6). Prior to
deployment, the packaging should be carefully removed without
damaging the GCL.
5.2
Equipment which could damage the GCL should not be allowed
to travel directly on it. Therefore, acceptable installation may be
accomplished whereby the GCL is unrolled in front of backwards-
moving equipment (Figure 7). If the installation equipment
causes rutting of the subgrade, the subgrade must be restored
to its originally accepted condition before placement continues.
5.3
If sufficient access is available, GCL may be deployed by
suspending the roll at the top of the slope, with a group of
laborers pulling the material off of the roll, and down the slope
(Figure 8).
5.4
GCL rolls should not be released on the slope and allowed to
unroll freely by gravity.
FIGURE 5 A & B
“NATURAL’ ORIENTATION (5A)
TOP OF THE ROLL (5B)
FIGURE 6 - DIRECTION TO UNROLL GCL ON GROUND PER FIGURE 5A

www.CETCO.com
FIGURE 8 - UNROLLING BENTOMAT
5.5
Care must be taken to minimize the extent to which the GCL is
dragged across the subgrade to avoid damage to the bottom
surface of the GCL. Care must also be taken when adjusting
BENTOMAT CLT panels to avoid damage to the geotextile surface
of one panel of GCL by the textured sheet of another panel of
GCL. A temporary geosynthetic subgrade cover commonly
known as a slip sheet or rub sheet may be used to reduce friction
damage during placement.
5.6
The GCL should be placed so that seams are parallel to the
direction of the slope. End-of-panel seams should also be located
at least 3 ft (1 m) from the toe and crest of slopes steeper than
4H:1V. End-of-roll seams on slopes should be used only if the
liner is not expected to be in tension.
5.7
All GCL panels should lie flat, with no wrinkles or folds, especially
at the exposed edges of the panels. When BENTOMAT
geosynthetic clay liners with SUPERGROOVE® is repositioned, it
should be gripped inside the SUPERGROOVE by folding the edge.
5.8
The GCL should not be installed in standing water or during
rainy weather. Only as much GCL shall be deployed as can be
covered at the end of the working day with soil, geomembrane,
or a temporary waterproof tarpaulin. The GCL shall not be left
uncovered overnight. If the GCL is hydrated when no confining
stress is present, it may be necessary to remove and replace
the hydrated material. CETCO recommends that premature
hydration be evaluated on a case-by-case basis. The project
engineer, CQA inspector, and CETCO TR-312 should be consulted
for specific guidance if premature hydration occurs. The type
of GCL, duration of exposure, degree of hydration, location
in the liner system, and expected bearing loads should all be
considered.
FIGURE 7 - TYPICAL BENTOMAT® INSTALLATION TECHNIQUE
- 8 -
BENTOMAT®
INSTALLATION GUIDELINES
GEOSYNTHETIC CLAY LINERS
2870 Forbs Avenue Hoffman Estates, IL 60192
847.851.1800 | 800.527.9948
In many instances, a needlepunch reinforced GCL may not
require removal/replacement if the following are true:
►The geotextiles have not been separated, torn, or
otherwise damaged
►There is no evidence that the needlepunching between
the two geotextiles has been compromised
►The GCL does not leave deep indentations when
stepped upon
►Overlapped seams with bentonite enhancement (see
Section 7) are intact
5.9
For the convenience of the installer, hash marks are placed on
BENTOMAT goesynthetic clay liners every 5’ (1.5 m) of length.
SECTION 6
ANCHORAGE
6.1
If required by the project drawings, the end of the GCL roll should
be placed in an anchor trench at the top of a slope. The front
edge of the trench should be rounded to eliminate any sharp
corners that could cause excessive stress on the GCL. Loose
soil should be removed or compacted into the floor of the trench.
FIGURE 9 - TYPICAL ANCHOR TRENCH DESIGN
Rounded Corner
GCLVaries
Compacted Soil Backll
18" (450 mm)
Compacted Subgrade24
"

(
6
0
0

m
m
)
6.2
If a trench is used for anchoring the end of the GCL, soil backfill
should be placed in the trench to provide resistance against
pullout. The size and shape of the trench, as well as the
appropriate backfill procedures should be in accordance with
the project drawings and specifications. Typical dimensions are
shown in Figure 9.
6.3
The GCL should be placed in the anchor trench such that it
covers the entire trench floor but does not extend up the rear
trench wall.
6.4
Sufficient anchorage may alternately be obtained by extending
the end of the GCL roll back from the crest of the slope, and
placing cover soil. The length of this “runout” anchor should be
prepared in accordance with project drawings and specifications.
SECTION 7
SEAMING
7.1
GCL seams are constructed by overlapping adjacent panel edges
and ends. Care should be taken to ensure that the overlap zone
is not contaminated with loose soil or other debris. BENTOMAT
200R, BENTOMAT ST, BENTOMAT DN, and BENTOMAT FLW
have SUPERGROOVE® which provides self-seaming capabilities
in their longitudinal overlaps, and therefore do not require
supplemental bentonite. However, for pond applications,
supplemental bentonite must be used in longitudinal seams,
regardless of the CETCO GCL.
www.CETCO.com
FIGURE 10 - SUPERGROOVE®
7.2
Longitudinal seams should be overlapped a minimum of 6
inches (150 mm) for BENTOMAT geosynthetic clay liners. For
high-head applications (greater than 1 foot or 20.48 cm)
involving BENTOMAT CL, BENTOMAT CLT, or BENTOMAT 600 CL,
a minimum longitudinal seam overlap of 12 inches (300 mm)
and supplemental bentonite (per Section 7.6) is recommended.
7.3
End-of-panel overlapped seams should be overlapped 24 inches
(600 mm) for BENTOMAT geosynthetic clay liners.
7.4
End-of-panel overlapped seams are constructed such that they
are shingled in the direction of the grade to prevent runoff from
entering the overlap zone. End-of-panel seams on slopes are
permissible, provided adequate slope stability analysis has
been conducted (i.e., the GCL is not expected to be in tension).
Bentonite-enhanced seams are required for all BENTOMAT end-
of-panel overlapped seams.
7.5
BENTOMAT end-of-panel, bentonite-enhanced, overlapped
seams are constructed first by overlapping the adjacent panels,
exposing the underlying panel, and then applying a continuous
bead or fillet of granular sodium bentonite 12” from the edge of
the underlying panel (Figure 11). The minimum application rate
at which the bentonite is applied is one-quarter pound per linear
foot (0.4 kg/m).
7.6
If longitudinal bentonite enhanced seams are required for
BENTOMAT 200R, BENTOMAT ST, BENTOMAT DN, or BENTOMAT
SDN, they are constructed by overlapping the adjacent panels a
minimum 6 inches (150 mm), exposing the underlying edge, and
applying a continuous bead of granular bentonite approximately
3 inches (75 mm) from the edge. For pond applications involving
BENTOMAT CL or BENTOMAT CLT, longitudinal seams are
constructed by overlapping adjacent panels by 12 inches (300
mm), exposing the underlying edge, and applying a continuous
bead of bentonite approximately 6 inches (150 mm) from the
edge. The minimum application rate for the granular bentonite
is one quarter pound per linear foot (0.4 kg/m).
FIGURE 11
BENTOMAT END-OF-PANEL OVERLAPPED SEAM
SECTION 8
SEALING AROUND PENETRATIONS
AND STRUCTURES
8.1
Cutting the GCL should be performed using a sharp utility knife.
Frequent blade changes are recommended to avoid irregular
tearing of the geotextile components of the GCL during the
cutting process.
8.2
The GCL should be sealed around penetrations and structures
embedded in the subgrade in accordance with Figures
12 through 14. Granular bentonite shall be used liberally
(approximately 0.25 lbs/ln. ft. or 0.4 kg/m) to seal the GCL to
these structures.
- 10 -
BENTOMAT®
INSTALLATION GUIDELINES
GEOSYNTHETIC CLAY LINERS
2870 Forbs Avenue Hoffman Estates, IL 60192
847.851.1800 | 800.527.9948
FIGURE 12 A CROSS-SECTION OF A HORIZONTAL PIPE PENETRATION
FIGURE 12 B ISOMETRIC VIEW OF A COMPLETED HORIZONTAL PIPE PENETRATION
FIGURE 13 A CROSS-SECTION OF A VERTICAL PENETRATION
Granular Bentonite Primary GCL Layer
SubgradeSecondary GCL Collar
1 ft. (300 mm. min. overlap)
Primary GCL Layer Secondary GCL Collar
Vertical Penetration
Granular Bentonite
3" (75 mm) Typical
4" (100 mm) Typical
www.CETCO.com
FIGURE 13B ISOMETRIC VIEW OF THE COMPLETED VERTICAL PENETRATION
FIGURE 14 CROSS-SECTION OF GCL SEAL AGAINST AN EMBEDDED STRUCTURE OR WALL
Soil or Gravel
Prepared Subgrade
Granular Bentonite GCL
12
"

(
3
0
0

m
m
)
4" (100 mm)
Wall
or
Foundation
6" (150 mm)
3" (75 mm)
- 12 -
BENTOMAT®
INSTALLATION GUIDELINES
GEOSYNTHETIC CLAY LINERS
2870 Forbs Avenue Hoffman Estates, IL 60192
847.851.1800 | 800.527.9948
8.3
When the GCL is placed over a horizontal pipe penetration, a
“notch” should be excavated into the subgrade around the
penetration (Figure 12a). The notch should then be backfilled
with granular bentonite. A secondary collar of GCL should be
placed around the penetration, as shown in Figure 12b. It is
helpful to first trace an outline of the penetration on the GCL and
then cut a “star” pattern in the collar to enhance the collar’s fit to
the penetration. Granular bentonite should be applied between
the primary GCL layer and the secondary GCL collar.
8.4
Vertical penetrations are prepared by notching into the subgrade
as shown in Figure 13a. The penetration can be completed with
two separate pieces of GCL as shown in Figure 13b. Alternatively,
a secondary collar can be placed as shown in Figure 12a or 12b.
8.5
When the GCL is terminated at a structure or wall that is
embedded into the subgrade on the floor of the containment
area, the subgrade should be notched, as described in Sections
8.3 and 8.4. The notch is filled with granular bentonite; the GCL
should be placed over the notch and up against the structure
(Figure 14). Connection to the structure can be accomplished by
placement of soil or stone backfill in this area. When structures
or walls are at the top of a slope, additional detailing may be
required. Contact CETCO for specific guidance.
SECTION 9
DAMAGE REPAIR
9.1
If the GCL is damaged (torn, punctured, perforated, etc.) during
installation, it may be possible to repair it by cutting a patch to
fit over the damaged area (Figure 15). The patch should be cut
to size such that a minimum overlap of 12 inches (300 mm)
is achieved around all parts of the damaged area. Granular
bentonite should be applied around the damaged area prior to
placement of the patch. It may be necessary to use an adhesive
such as wood glue to affix the patch in place so that it is not
displaced during cover placement. Smaller patches may be
tucked under the damaged area to prevent patch movement.
FIGURE 15 DAMAGE REPAIR BY PATCHING

SECTION 10
COVER PLACEMENT
10.1
The final thickness of soil cover on the GCL varies with the
application. A minimum cover layer must be at least 1 foot
(300 mm) thick to provide confining stress to the GCL, eliminate
the potential for seam separation and prevent damage by
equipment, erosion, etc.
10.2
Cover soils should be free of angular stones or other foreign
matter that could damage the GCL. Cover soils should be
approved by the engineer with respect to particle size, uniformity,
and chemical compatibility. Consult CETCO if cover soils have
high concentrations of calcium (e.g. limestone, dolomite,
gypsum, seashell fragments).
10.3
Recommended cover soils should have a particle size distribution
ranging between fines and 1 inch (25 mm), unless a cushioning
geotextile is specified.
10.4
Soil cover shall be placed over the GCL using construction
equipment that minimizes stresses on the GCL. A minimum
thickness of 1 foot (300 mm) of cover soil should be maintained
between the equipment tires/tracks and the GCL at all times
during the covering process. In high-traffic areas such as on
roadways, a minimum thickness of 2 feet (600 mm) is required.
www.CETCO.com
10.5
Soil cover should be placed in a manner that prevents the soil
from entering the GCL overlap zones. Soil cover should be
pushed up on slopes, not down slopes, to minimize tensile forces
on the GCL.
10.6
When a textured geomembrane is installed over the GCL, a
temporary geosynthetic covering known as a slip sheet or rub
sheet should be used to minimize friction during placement and
to allow the textured geomembranes to be more easily moved
into its final position.
10.7
Cyclical wetting and drying of GCL covered only with
geomembrane can cause overlap separation. Soil cover should
be placed promptly whenever possible. Geomembranes should
be covered with a white geotextile and/or operations layer
without delay to minimize the intensity of wet-dry cycling. If there
is the potential for unconfined cyclic wetting and drying over an
extended period of time, the longitudinal seam overlaps should
be increased based on the project engineer’s recommendation.
10.8
To avoid seam separation, the GCL should not be put in excessive
tension by the weight or movement of textured geomembrane
on steep slopes. If there is the potential for unconfined
geomembrane expansion and contraction over an extended
period of time, the longitudinal seam overlaps should be
increased based upon the project engineer’s recommendation.
SECTION 11
HYDRATION
11.1
Hydration is usually accomplished by natural rainfall and/
or absorption of moisture from soil. However, in cases where
the containment of non-aqueous liquid is required, it may be
necessary to hydrate the covered GCL with water prior to use.
11.2
If manual hydration is necessary, water can be introduced by
flooding the covered lined area or using a sprinkler system. If
flooding, care must be taken to diffuse the energy of the water
discharge so that the cover material is not displaced.
11.3
If the GCL is hydrated when no confining stress is present, it may
be necessary to remove and replace the hydrated material.
As discussed in Section 5.8, in many instances a needlepunch
reinforced GCL may not require removal/replacement if the
following are true:

► The geotextiles have not been separated, torn or
otherwise damaged
► There is no evidence that the needlepunching
between the two geotextiles has been compromised
► The GCL does not leave deep indentations when
stepped upon
► Any overlapped seams with bentonite enhancement
(see Section 7) are intact
CETCO, a wholly owned subsidiary of AMCOL International Corp.
2870 Forbs Avenue, Hoffman Estates, IL 60192
847.851.1800 | 800.527.9948 | cetco.com
amcol.com
AMCOL® INTERNATIONAL HEADQUARTERS
Headquartered in Hoffman Estates, IL, AMCOL International
Corporation (AMCOL) operates over 68 facilities in Africa, Asia,
Australia, Europe, North America and South America. AMCOL
employs more than 1,750 employees in 26 countries. The
company, established in 1927, currently trades on the New York
Stock Exchange under the symbol “ACO”. AMCOL produces and
markets a wide range of specialty mineral products used for
industrial, environmental and consumer-related applications.
With more than 68 world-wide locations, AMCOL manages
a global supply chain to deliver world-class quality. Our full
range of products and services allow us to bring value to our
customers, but ultimately, our commitment to understanding
customer’s needs is what sets us apart in our industry.
IMPORTANT: The information contained herein is believed to be accurate and reliable.
This document supersedes all previous printed versions. For the most up-to-date
information, please visit www.CETCO.com. CETCO accepts no responsibility for the
results obtained throughout application of this product. CETCO reserves the right to
update information without notice.
© 2010 CETCO | PRINTED IN THE USA ON RECYCLED PAPER
DECEMBER 2010
PROJECT NAME:
SALT LAKE VALLEY SOLID WASTE FACILITY MODULE 8
Wall Consultant Group Project No.:LDF20015 ; GSI Project No.:723027
Section: DOCUMENT 33 50 20S GEOSYNTHETIC CLAY LINER
1.5.B.2
PROPOSED PANEL LAYOUT
PROVIDED IN THIS SUBMITTAL
2401 PEWAUKEE ROAD • WAUKESHA, WI 53188-6904 • 262-524-7979 • Fax: [phone] • 800-444-5523 • www.geo-synthetics.com
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PROJECT NAME:
SALT LAKE VALLEY SOLID WASTE FACILITY MODULE 8
Wall Consultant Group Project No.:LDF20015 ; GSI Project No.:723027
Section: DOCUMENT 33 50 20S GEOSYNTHETIC CLAY LINER
1.6.A.1.
INSTALLER'S PROJECT LIST
PROVIDED IN THIS SUBMITTAL
2401 PEWAUKEE ROAD • WAUKESHA, WI 53188-6904 • 262-524-7979 • Fax: [phone] • 800-444-5523 • www.geo-synthetics.com
2022 Completed Projects List
Project Name Foxhole Landfill 721019 Project Name IPL Ash Pond Closure 721024 Phase 1 of 3
Location Charlotte, NC Location Petersburg, Indiana Continued on Row 41
Owner Mecklenburg County, N.C.Owner Indianapolis Power & LightAddress17131 Lancaster Highway Address 6925 North State Road 57
Engineer CDM Smith - Curtis Wilson & Aaron Weispfenning Engineer ATC Group Services LLC
Client Triangle Grading & Paving Client Blankenerger Brothers, Inc.
Contact Bryan Coley Contact Pat Blankenburger
1 Project Type LFCell 2 Project Type Ash PondProject Manager Steve Brothers Project Manager Cesar Gonzalez
Superintendent Vince Sisoumphou Superintendent Jose Vargas
QC Technician Kamphone Sisoumphou QC Technician Tramaine Watts
Start Date Nov-2021 Start Date Jul-2021
Completion Date Mar-2022 Completion Date Oct-2021
Cross Section GCL Cross Section Geocomposite Cross Section 40 Mil LLDPE Smooth Cross Section GeocompositeSubgrade (SF)602,331 Quantity (SF)609,219 Subgrade (SF)1,145,977 Quantity (SF)469,350
Cross Section 60 Mil Textured Cross Section 20 Mil Rain Cover Cross Section 40 Mil LLDPE Textured Cross Section Geotextile
Quantity (SF)596,511 Quantity (SF)609,318 Quantity (SF)217,938 Quantity (SF)684,000
Project Name Harpers Ferry WWTP 721041 Project Name East St. Louis Auto Shredding 721050
Location Harpers Ferry, Iowa Location East St. Louis, IL
Owner City of Harpers Ferry Owner St. Clair CountyAddress1009 Winfield Road Address 1299 N 1st Street
Engineer Davy Engineering Engineer Andrews Engineering
Client Wapasha Construction Client Kolb Grading
Contact Pat Doyle Contact Adam Jenkins3 Project Type Wastewater Ponds & SAGR's 4 Project Type Landfill
Project Manager Steve Brothers Project Manager Cesar Gonzalez
Superintendent Vince Sisoumphou Superintendent Dan Rodriquez
QC Technician Khamphone Sisoumphou QC Technician Dan RodriquezStart Date Nov-2021 Start Date Oct-2022
Completion Date May-2022 Completion Date Nov-2022
Cross Section 60 Mil Smooth Cross Section Cross Section 60 Mil Smooth Cross Section 12 oz. GeotextileSubgrade (SF)96,511 Quantity (SF) Subgrade (SF)195,648 Quantity (SF)226,200
Cross Section Geotextile Cross Section Cross Section 60 Mil Textured Cross Section
Quantity (SF)23,520 Quantity (SF) Quantity (SF)31,283 Quantity (SF)
Project Name Ameren Peru 722042 Project Name Goodell WWTP 721053
Location Peru, IL Location Goodell, IowaOwnerAmerenOwnerCity of Goodell, Iowa
Address 350 5th Street Address 107 Centennial Street (Fire Station)
Engineer Environmental Resources Management, Inc. Alan Cork P.E.Engineer SEH Inc.
Client O6 Environmental Client Cole ExcavatingContactCody Lonas Contact Jeremy Cole
5 Project Type Ameren Remediation Site 6 Project Type WWTP
Project Manager Steve Brothers Project Manager Steve Brothers
Superintendent Robert Chandler Superintendent Robert ChandlerQC Technician Robert Chandler QC Technician Tramaine Watts
Start Date Oct-2022 Start Date Jun-2022
Completion Date Oct-2022 Completion Date Jun-2022
Cross Section GCL Cross Section Geocomposite Cross Section 60 Mil HD Smooth Cross Section
Subgrade (SF)52,875 Quantity (SF)52,875 Subgrade (SF)103,050 Quantity (SF)
Cross Section 60 Mil Textured Cross Section 8 oz. Geotextile Cross Section Cross Section
Quantity (SF)18,200 Quantity (SF)36,000 Quantity (SF) Quantity (SF)
Project Name Sarasota LF Phase III 721058 Continued on Row 545 Project Name La Cygne Upper AQC Closure T 721059
Location Nokomis, FL Location La Cygne, KS
Owner Sarasota County, FL Owner Evergy Metro, Inc.
Address 4000 Knights Trail Road Address 25166 East 2200 Road
Engineer Jones Edmunds Dale E. Gerber Engineer AECOM
Client Glover Construction Company, Inc.Client Kissick ConstructionContactMark Short Contact Mark Rigdon
7 Project Type Landfill Expansion 8 Project Type AQC Closure
Project Manager Cesar Gonzalez Project Manager Cesar Gonzalez
Superintendent Jose Valverde Superintendent Jose ValverdeQC Technician Martin Villegas QC Technician Martin Villegas
Start Date Jan-2022 Start Date Sep-2021
Completion Date Oct-2022 Completion Date Dec-2021
Cross Section GCL Cross Section 60 Mil Secondary Cross Section 40 Mil Micro Spike Cross Section
Subgrade (SF)2,353,987 Quantity (SF)2,376,692 Subgrade (SF)1,437,480 Quantity (SF)
Cross Section 60 Mil Primary Cross Section Primary Geocomposite Cross Section Closure Turf Cross Section
Quantity (SF)2,365,547 Quantity (SF)2,142,058 Quantity (SF)1,437,480 Quantity (SF)
Project Name Pleasant Prairie LF Closure 722003 Project Name Prince Specialty Products 722010
Location Pleasant Prairie, WI Location New Johnsonville, TN
Owner WE Energies Owner Prince Specialty Products
Address 8000 95th Street Address 795 Foote Lane
Engineer GEI Consultants Engineer ARCADIS US, Inc.Client Edgerton Contractors, Inc.Client Vaughn Contractors, Inc.
Contact Ryan Murphey Contact Kevin Little
9 Project Type Landfill Closure 10 Project Type Basin
Project Manager Cesar Gonzalez Project Manager Steve BrothersSuperintendentVince Sisoumphou Superintendent Robert Chandler
QC Technician Khamphone Sisoumphou QC Technician Robare Long
Start Date Oct-2022 Start Date Jul-2022
Completion Date Oct-2022 Completion Date Sep-2022
Page 1 of 6
2401 PEWAUKEE ROAD • WAUKESHA, WI 53188-6904 • 262-524-7979 • Fax: [phone] • 800-444-5523 • www.geo-synthetics.com
2022 Completed Projects List
Cross Section 40 Mil LL Textured Cross Section Cross Section 60 Mil HDPE Tex/Smooth Cross SectionSubgrade (SF)143,520 Quantity (SF) Subgrade (SF)424,600 Quantity (SF)
Cross Section Geocomposite Cross Section Cross Section 8oz. Geotextile Cross Section
Quantity (SF)145,020 Quantity (SF) Quantity (SF)234,841 Quantity (SF)
Project Name Williams Conway Brine 722005 Project Name Munger Landing Geotube Pad 722032
Location McPhereson, KS Location Duluth, MNOwnerWilliamsOwnerEPA, MPCA, US Army Corps of Engineers & WDNR
Address 775 Landmark Road Address Clyde Ave
Engineer Audubon Engineering Nicole Bruno Engineer US Army Corps of Engineers
Client Prairie Landworks Inc.Client J.F. Brennan Company, Inc.Contact Tom Saffel Contact Casey Evensen
11 Project Type Pond 12 Project Type Geotube Pad
Project Manager Cesar Gonzalez Project Manager Steve Brothers
Superintendent Vince Sisoumphou Viruth Long Superintendent Vince Sisoumphou Raul NQC Technician Kamphone Sisoumphou Robare Long QC Technician Khamphone Sisoumphou
Start Date Mar-2022 Start Date Aug-2022
Completion Date On-Going Completion Date Sep-2022
Cross Section 60 Mil Tex/Smooth Primary Cross Section Geocomposite Cross Section 40 Mil Cross Section
Subgrade (SF)659,891 Quantity (SF)659,891 Subgrade (SF)435,561 Quantity (SF)
Cross Section 60 Mil Tex/Smooth Secondary Cross Section Geonet Cross Section 8 oz. Geotextile Cross Section
Quantity (SF)659,891 Quantity (SF)659,891 Quantity (SF)731,200 Quantity (SF)
Project Name Alliant Energy Columbia PP 722011 Project Name Alliant Energy Lansing 722012
Location Pardeeville, WI Location Lansing, Iowa
Owner Alliant Energy Owner Alliant Energy
Address W8375 Murray Road Address 2320 Power Plant Drive
Engineer SCS Engineers Zana Bajalan Engineer Infrastructure Alternatives, Inc.
Client Ames Construction Client Ames Construction, Inc.Contact Brad Folczyk - Clint Berning Contact Andrew Reynolds
13 Project Type Pond Closure 14 Project Type Tube Laydown Pads
Project Manager Steve Brothers Project Manager Steve Brothers
Superintendent Robert Chandler Superintendent Vince SisoumphouQC Technician Robert Chandler Dan Rodriguez QC Technician Kamphone Sisoumphou
Start Date Oct-2022 Start Date Jul-2022
Completion Date Nov-2022 Completion Date Jul-2022
Cross Section GCL Cross Section 16 oz. Geotextile Cross Section 40 Mil HDPE Textured Cross Section
Subgrade (SF)317,100 Quantity (SF)36,000 Subgrade (SF)308,947 Quantity (SF)
Cross Section 60 Mil HDPE Textured Cross Section Cross Section Cross Section
Quantity (SF)318,099 Quantity (SF) Quantity (SF) Quantity (SF)
Project Name US Steel Granite City 722013 Project Name Ponds Behind Erie Pier 722014 T&M Repair Project
Location Granite City, IL Location Duluth, MN
Owner US Steel Owner EPA, MPCA, US Army Corps of Engineers & WDNR
Address 2000 Edwardsville Road Address 199 S. 40th Avenue W
Engineer Weaver Consultants Group John Bossert Engineer N/AClientDunnett Bay Construction Client EQM
Contact Lucas Kessling Contact Gary Butcher
15 Project Type Cap & Landfill 16 Project Type Pond
Project Manager Steve Brothers Project Manager Steve Brothers Allen BullockSuperintendentFrank Mata Superintendent Viruth Long
QC Technicians Jesus Salazar, Saul Rivas, Frank Mata QC Technician Viruth Long
Start Date Jun-2022 Start Date Apr-2022
Completion Date Sep-2022 Completion Date 4-112-22
Cross Section 40 & 60 Mil HDPE Cross Section Geocomposite & Textile Cross Section Liner Repair Only Cross Section
Subgrade (SF)1,232,774 Quantity (SF)1,186,125 Subgrade (SF) Quantity (SF)
Cross Section Cross Section Cross Section Cross Section
Quantity (SF) Quantity (SF) Quantity (SF) Quantity (SF)
Project Name Wisconsin Dells WWTP 722015 Project Name New Indy Pad 5 722016 T&M Project
Location Wisconsin Dells, WI Location Catawba, SC
Owner City of Wisconsin Dells Owner Dredge America
Address 2 Bowman Road Address 5298 Cureton Ferry RoadEngineerMSA Professional Services, Inc.Engineer N/A
Client Olympic Builders Client Dredge America
Contact Justin Yahnke Contact Sam Robinson Jake Stockham
17 Project Type Digester Tank Liners 18 Project Type Tube PadsProject Manager Cesar Gonzalez Project Manager Steve Brothers
Superintendent Robert Chandler Superintendent Raul Nieves
QC Technician Robert Chandler QC Technician Raul Nieves
Start Date Oct-2022 Start Date May-2022
Completion Date Dec-2022 Completion Date May-2022
Cross Section Cross Section 10 oz. Geotextile Cross Section N/A Cross Section
Subgrade (SF) Quantity (SF)1,280 Subgrade (SF) Quantity (SF)Cross Section 30 Mil RPE Cross Section Cross Section Cross Section
Quantity (SF)1,280 Quantity (SF) Quantity (SF) Quantity (SF)
Page 2 of 6
2401 PEWAUKEE ROAD • WAUKESHA, WI 53188-6904 • 262-524-7979 • Fax: [phone] • 800-444-5523 • www.geo-synthetics.com
2022 Completed Projects List
Project Name Gerald Gentlemen Station 722017 Project Name LASWA Phase IV Cell 2 722018 Part 1 of 3
Location Sutherland, NE Location Valentine, NE Phase 4 Cell 2
Owner Nebraska Public Power District Owner Lexington Area Solid Waste Agency Part 2 & 3 on Row 494AddressNE-25 Sutherland, NE Address 76460 Hwy 21
Engineer Golder Associates Engineer HDR
Client Myers Construction Client Perrett Construction Ltd.
Contact Josh Swift, Alecs Rummery Contact Rob Wemhoff
19 Project Type Supply Impoundment Area 20 Project Type LandfillProject Manager Steve Brothers Project Manager Cesar Gonzalez
Superintendent Frank Mata Superintendent Frank Mata
QC Technician Frank Mata QC Technician Tramaine Watts
Start Date Sep-2022 Start Date Jul-2022
Completion Date Sep-2022 Completion Date Sep-2022
Cross Section GCL Cross Section Cross Section GCL Cross Section 8 oz. GeotextileSubgrade (SF)148,810 Quantity (SF) Subgrade (SF)291,592 Quantity (SF)291,592
Cross Section 60 Mil HDPE Cross Section Cross Section 60 Mil Textured Cross Section Rain Cover R12BV
Quantity (SF)143,780 Quantity (SF) Quantity (SF)291,592 Quantity (SF)251,860
Project Name Elkhart County LF 722019 Project Name Quad Cities Landfill Phase IV 722020
Location Elkhart, IN Location Milan, IL
Owner Elkhart County LF Owner Millenium Waste Inc.Address 59530 Co. Rd 7 Address 13606 Knoxville Road
Engineer IngenAE Engineer Weaver Consultants Group
Client C & E Excavating, Inc.Client Millennium Waste Incorporated
Contact Jeff Bonadies Contact Dominic Remmes21 Project Type Landfill 22 Project Type Landfill
Project Manager Cesar Gonzalez Project Manager Cesar Gonzalez
Superintendent Frank Mata Superintendent Raul Nieves
QC Technician Tramaine Watts QC Technician Raul NievesStart Date Nov-2022 Start Date Sep-2022
Completion Date Nov-2022 Completion Date Nov-2022
Cross Section 60 Mil HDT Cross Section 16 oz. Geotextile Cross Section 60 Mil Textured Cross Section RainflapSubgrade (SF)385,400 Quantity (SF)385,400 Subgrade (SF)182,000 Quantity (SF)23,230
Cross Section Geocomposite Cross Section Cross Section Geotextile Cross Section
Quantity (SF)33,500 Quantity (SF) Quantity (SF)177,800 Quantity (SF)
Project Name Northshore Mining VSF Cover 722021 Project Name Jeffrey Energy Center 722022
Location Babbit, MN Location St. Mary's, KansasOwnerCleveland -Cliffs Northshore Mine Owner Evergy, Inc.
Address Country Road 70 Address 25905 Jeffrey Road
Engineer WSP Golder Engineer SCS Engineers
Client Hoover Construction Co.Client Schmidtlein Excavating, Inc.Contact Craig Spry Contact Jeremy Schmidtlein
23 Project Type Mine 24 Project Type Landfill Cell1C
Project Manager Cesar Gonzalez Project Manager Cesar Gonzalez
Superintendent Vince Sisoumphou Superintendent Jose VargasQC Technician Kamphone Sisoumphou QC Technician Saul Rivas
Start Date Jun-2022 Start Date Sep-2022
Completion Date Jun-2022 Completion Date Sep-2022
Cross Section GCL Cross Section Cross Section 40 Mil LLDPE Cross Section
Subgrade (SF)363,868 Quantity (SF) Subgrade (SF)145,600 Quantity (SF)
Cross Section Cross Section Cross Section Geocomposite Cross Section
Quantity (SF) Quantity (SF) Quantity (SF)145,600 Quantity (SF)
Project Name Bonneville County Landfill 722023 Project Name ALCOA Bauxite Closure 722024 Part 1 of 3
Location Idaho Falls, ID Location Bryant, AR Phase 1
Owner Bonneville County Owner Alcoa USA Corp Brown Mud Lake Part 2 & 3 on Row 528
Address 9449 E. Sunnyside Road Address 2300 County Road 2
Engineer Great West Engineering Engineer Civil & Environmental Consultants, Inc. (CEC)
Client Whitaker Construction Co., Inc.Client McGeorge Contracting Company, Inc.Contact Paul Christensen Contact Anthony Jones Kem McBride
25 Project Type Landfill 26 Project Type Closure
Project Manager Steve Brothers Project Manager Cesar Gonzalez
Superintendent Jose Vargas Superintendent Dan RodriquezQC Technician Saul Rivas QC Technician Dan Rodriquez
Start Date Sep-2022 Start Date Aug-2022
Completion Date Oct-2022 Completion Date Oct-2022
Cross Section GCL Cross Section 16 oz. Geotextile Cross Section 40 Mil LLDPE Cross Section 60 Mil
Subgrade (SF)814,138 Quantity (SF)828,000 Subgrade (SF)881,920 Quantity (SF)35,000
Cross Section 60 Mil HDPE Cross Section Cross Section Geocomposite Cross Section
Quantity (SF)816,859 Quantity (SF) Quantity (SF)881,920 Quantity (SF)
Page 3 of 6
2401 PEWAUKEE ROAD • WAUKESHA, WI 53188-6904 • 262-524-7979 • Fax: [phone] • 800-444-5523 • www.geo-synthetics.com
2022 Completed Projects List
Project Name Grand Marais Water Basin 722025 Project Name NE Ottertail LF 722026
Location Grand Marais, MN Location New York Mills, MN
Owner Minnesota Dept. of Natural Resources Owner Ottertail County Dept. Solid WasteAddress114 S 8th Ave Address 50356 Landfill Road
Engineer MnDNR Jon Hendrickson Engineer FOTH
Client KGM Contractors Inc.Client Hough Incorporated
Contact Heath Line Contact Mike Hough & Bryce Moen
27 Project Type Basin 28 Project Type LandfillProject Manager Steve Brothers Project Manager Steve Brothers
Superintendent Vince Sisoumphou Superintendent Robert Chandler
QC Technician Khamphone Sisoumphou QC Technician Robert Chandler
Start Date Jul-2022 Start Date Oct-2022
Completion Date Jul-2022 Completion Date Oct-2022
Cross Section 60 Mil HDPE Cross Section Cross Section 60 Mil Tex & Smooth Cross SectionSubgrade (SF)11,077 Quantity (SF) Subgrade (SF)51,668 Quantity (SF)
Cross Section Cross Section Cross Section Cross Section
Quantity (SF) Quantity (SF) Quantity (SF) Quantity (SF)
Project Name Ameren Champaigne MGP 722038 T&M Project Project Name Polk County Landfill 722028
Location Edwardsville, IL Location Gentilly, MN
Owner Ameren Champaigne MGP Owner Polk County , MNAddress470 West Union Street Address 15764 270th Street
Engineer Environmental Resources Management Engineer Stantec
Client 06 Environmental Client RJ Zavoral & Sons
Contact Cody Lonas Contact Dan Zavoral & Nick Carlin29 Project Type Remediation 30 Project Type Landfill
Project Manager Cesar Gonzalez Project Manager Steve Brothers
Superintendent Jose Vargas Superintendent Vince Sisoumphou
QC Technician Saul Rivas QC Technician Khamphone SisoumphouStart Date Aug-2022 Start Date Jul-2022
Completion Date Aug-2022 Completion Date Aug-2022
Cross Section N/A Cross Section Cross Section 60 Mil & 40 Mil Cross SectionSubgrade (SF) Quantity (SF) Subgrade (SF)415,152 Quantity (SF)
Cross Section Cross Section Cross Section Cross Section
Quantity (SF) Quantity (SF) Quantity (SF) Quantity (SF)
Project Name Litchfield WWTP 722031 Project Name McAlester Equalization Basin 722048
Location Litchfield, IL Location McAlester, OKOwnerCity of Litchfield Owner City of McAlester
Address 1350 E Ryder Street Address 1360 E. Krebs Ave
Engineer City Engineer Plummer & Associates
Client Korte & Luitjohan Client Downey Contracting, LLCContactGreg Korte Contact Dalton McCaskill
31 Project Type WWTP 32 Project Type Basin
Project Manager Steve Brothers Project Manager Steve Brothers
Superintendent Viruth Long Superintendent Robert ChandlerQC Technician Robare Long QC Technician Robert Chandler
Start Date Sep-2022 Start Date Nov-2022
Completion Date Oct-2022 Completion Date Nov-2022
Cross Section 45 Mil Duraskrim Cross Section Cross Section 60 Mil HD Cross Section
Subgrade (SF)87,702 Quantity (SF) Subgrade (SF)148,882 Quantity (SF)
Cross Section Cross Section Cross Section 10 oz. Geotextile Cross Section
Quantity (SF) Quantity (SF) Quantity (SF)148,552 Quantity (SF)
Page 4 of 6
2401 PEWAUKEE ROAD • WAUKESHA, WI 53188-6904 • 262-524-7979 • Fax: [phone] • 800-444-5523 • www.geo-synthetics.com
2022 Completed Projects List
Project Name Blaines Farm & Fleet 722036 T&M Project Project Name Morgan County LF 722049
Location Rhinelander, WI Location Fort Morgan, CO
Owner Blaines Farm & Fleet Owner Morgan County, ColoradoAddress1601 E Timber Drive Address 21448 Road 22
Engineer TRC Environmental Corp Engineer American Environmental Consulting (AEC)
Client Musson Bros.Client Morgan County
Contact Jeff Vandersanden Contact Cass Yearous
33 Project Type Pond 34 Project Type LandfillProject Manager Steve Brothers Project Manager Cesar Gonzalez
Superintendent Raul Neives Superintendent Viruth Long
QC Technician Robare Long QC Technician Tramaine Watts
Start Date Oct-2022 Start Date Nov-2022
Completion Date Oct-2022 Completion Date Dec-2022
Cross Section 30 Mil Cross Section Cross Section GCL Cross SectionSubgrade (SF)59,400 Quantity (SF) Subgrade (SF)278,650 Quantity (SF)
Cross Section Cross Section Cross Section 60 Mil Textured Cross Section
Quantity (SF) Quantity (SF) Quantity (SF)280,368 Quantity (SF)
Project Name Minnesota Boswell LF Closure 722039 Project Name MEC Walter Scott 722040
Location Cohasset, MN Location Council Bluffs, Iowa
Owner Allete Inc.Owner Mid American Energy Address 1210 NW 3rd Street Address 7215 Navajo Street
Engineer BARR Engineering Engineer HDR
Client TNT Construction Group, LLC Client J.J. Westhoff Construction Co.
Contact Dominic Ellison Contact Jerry Westhoff35 Project Type Ash Pond 36 Project Type Cap
Project Manager Steve Brothers Project Manager Cesar Gonzalez
Superintendent Raul Neives Superintendent Frank Mata
QC Technician Robare Long QC Technician Tramaine WattsStart Date Sep-2022 Start Date Oct-2022
Completion Date Sep-2022 Completion Date Oct-2022
Cross Section 40 Mil LLDPE Cross Section Cross Section 60 Mil HDPE DT Cross Section Transnet 250-2-8Subgrade (SF)503,272 Quantity (SF) Subgrade (SF)369,341 Quantity (SF)221,980
Cross Section Cross Section Cross Section Geocomposite Cross Section
Quantity (SF) Quantity (SF) Quantity (SF)363,700 Quantity (SF)
Page 5 of 6
2401 PEWAUKEE ROAD • WAUKESHA, WI 53188-6904 • 262-524-7979 • Fax: [phone] • 800-444-5523 • www.geo-synthetics.com
2022 Completed Projects List
Project Name LASWA Phase IV Cell 2 722018 Part 2 of 3 Project Name LASWA Phase IV Cell 2 722018 Part 3 of 3
Location Valentine, NE Partial Closure Phase 1&2 Location Valentine, NE Leahcate Pond Lining
Owner Lexington Area Solid Waste Agency Owner Lexington Area Solid Waste AgencyAddress76460 Hwy 21 Address 76460 Hwy 21
Engineer HDR Engineer HDR
Client Perrett Construction Ltd.Client Perrett Construction Ltd.
Contact Rob Wemhoff Contact Rob Wemhoff
37 Project Type Landfill 38 Project Type LandfillProject Manager Cesar Gonzalez Project Manager Cesar Gonzalez
Superintendent Frank Mata Superintendent Frank Mata
QC Technician Tramaine Watts QC Technician Tramaine Watts
Start Date Jul-2022 Start Date Jul-2022
Completion Date Sep-2022 Completion Date Sep-2022
Cross Section 40 Mil LLDPE Cross Section Cross Section GCL Cross Section 12oz. NW GeotextileSubgrade (SF)278,793 Quantity (SF) Subgrade (SF)43,028 Quantity (SF)43,028
Cross Section Geocomposite Cross Section Cross Section 60 Mil HDPE Tex Cross Section
Quantity (SF)278,793 Quantity (SF) Quantity (SF)43,028 Quantity (SF)
Project Name IPL Ash Pond Closure 721024 Phase 2 of 3 Project Name IPL Ash Pond Closure 721024 Phase 3 of 3
Location Petersburg, Indiana Location Petersburg, Indiana
Owner Indianapolis Power & Light Owner Indianapolis Power & LightAddress6925 North State Road 57 Address 6925 North State Road 57
Engineer ATC Group Services LLC Engineer ATC Group Services LLC
Client Blankenerger Brothers, Inc.Client Blankenerger Brothers, Inc.
Contact Pat Blankenburger Contact Pat Blankenburger39 Project Type Ash Pond 40 Project Type Ash Pond
Project Manager Cesar Gonzalez Project Manager Cesar Gonzalez
Superintendent Jose Vargas Superintendent Jose Vargas
QC Technician Tramaine Watts QC Technician Tramaine WattsStart Date Jul-2021 Start Date Jul-2021
Completion Date Oct-2021 Completion Date Oct-2021
Cross Section 40 Mil LLDPE Smooth Cross Section Geocomposite Cross Section 40 Mil LLDPE Smooth Cross Section GeocompositeSubgrade (SF)648,629 Quantity (SF)181,377 Subgrade (SF)429,343 Quantity (SF)98,623
Cross Section 40 Mil LLDPE Textured Cross Section Geotextile Cross Section 40 Mil LLDPE Textured Cross Section Geotextile
Quantity (SF)19,220 Quantity (SF)486,472 Quantity (SF)32,450 Quantity (SF)53,425
Project Name ALCOA Bauxite Closure 722024 Part 2 of 3 Project Name ALCOA Bauxite Closure 722024 Part 3 of 3
Location Bryant, AR Phase 2 Location Bryant, AR Phase 3OwnerAlcoa USA Corp Brown Mud Lake Owner Alcoa USA Corp Brown Mud Lake
Address 2300 County Road 2 Address 2300 County Road 2
Engineer Civil & Environmental Consultants, Inc. (CEC)Engineer Civil & Environmental Consultants, Inc. (CEC)
Client McGeorge Contracting Company, Inc.Client McGeorge Contracting Company, Inc.Contact Anthony Jones Kem McBride Contact Anthony Jones Kem McBride
41 Project Type Closure 42 Project Type Closure
Project Manager Cesar Gonzalez Project Manager Cesar Gonzalez
Superintendent Jose Vargas SuperintendentQC Technician Saul Rivas QC Technician
Start Date Oct-2022 Start Date Jan-2023
Completion Date Nov-2022 Completion Date
Cross Section 40 Mil LLDPE Cross Section Cross Section Cross Section
Subgrade (SF)860,560 Quantity (SF) Subgrade (SF) Quantity (SF)
Cross Section Geocomposite Cross Section Cross Section Cross Section
Quantity (SF)860,560 Quantity (SF) Quantity (SF) Quantity (SF)
Project Name Sarasota LF Phase III 721058 Project Name Sarasota LF Phase III 721058
Location Nokomis, FL Location Nokomis, FL
Owner Sarasota County, FL Owner Sarasota County, FL
Address 4000 Knights Trail Road Address 4000 Knights Trail Road
Engineer Jones Edmunds Dale E. Gerber Jones Edmunds Dale E. Gerber
Client Glover Construction Company, Inc.Client Glover Construction Company, Inc.Contact Mark Short Contact Mark Short
43 Project Type Landfill Expansion 44 Project Type Landfill Expansion
Project Manager Cesar Gonzalez Project Manager Cesar Gonzalez
Superintendent Jose Valverde Superintendent Jose ValverdeQC Technician Martin Villegas QC Technician Martin Villegas
Start Date Jan-2022 Start Date Jan-2022
Completion Date Oct-2022 Completion Date Oct-2022
Cross Section Cross Section Secondary Geocomposite Cross Section Cross Section
Subgrade (SF) Quantity (SF)2,481,407 Subgrade (SF) Quantity (SF)
Cross Section GCL Protective Cover Cross Section 160z. Geotextile Cross Section 40 Mil Tarp Cross Section
Quantity (SF)271,928 Quantity (SF)337,484 Quantity (SF)2,083,267 Quantity (SF)
Page 6 of 6
2401 PEWAUKEE ROAD • WAUKESHA, WI 53188-6904 • 262-524-7979 • Fax: [phone] • 800-444-5523 • www.geo-synthetics.com
PROJECT NAME:
SALT LAKE VALLEY SOLID WASTE FACILITY MODULE 8
Wall Consultant Group Project No.:LDF20015 ; GSI Project No.:723027
Section: DOCUMENT 33 50 20S GEOSYNTHETIC CLAY LINER
2.1.
MANUFACTURER'S SOQ
PROVIDED IN THIS SUBMITTAL
2401 PEWAUKEE ROAD • WAUKESHA, WI 53188-6904 • 262-524-7979 • Fax: [phone] • 800-444-5523 • www.geo-synthetics.com

July 20, 2023

RE: Salt Lake Valley SWM Module 8 (’23)
CETCO Statement of Experience

To whom it may concern:

CETCO® has manufactured GCLs for over 30 years and is backed by 80 years of bentonite mining and
manufacturing experience. As the world’s leading manufacturer of GCLs, CETCO® has the production
capacity of greater than 500,000 square feet per day available to meet the projected delivery dates for
this project. Our two manufacturing plants in the United States (Lovell, Wyoming and Cartersville,
Georgia) have produced several hundred million square feet of GCL, which have been installed in
numerous projects throughout North America.

We appreciate your interest in CETCO® Environmental Products. Please call Rob Stafford at
[phone] if you have any further questions.

Best Regards,
Rob Stafford
Technical Sales Manager
CETCO® Environmental Products

PROJECT NAME:
SALT LAKE VALLEY SOLID WASTE FACILITY MODULE 8
Wall Consultant Group Project No.:LDF20015 ; GSI Project No.:723027
Section: DOCUMENT 33 50 20S GEOSYNTHETIC CLAY LINER
2.5.A.7
GCL INTERFACE FRICTION TEST
PROVIDED IN THIS SUBMITTAL
2401 PEWAUKEE ROAD • WAUKESHA, WI 53188-6904 • 262-524-7979 • Fax: [phone] • 800-444-5523 • www.geo-synthetics.com
Client:TRI Log #:
Project:
Note - Large Displacement Values Reported for 3.0 inches of Displacement
%pcf
Shear Stress
Secant Angle
21.8
3,244
65 85
21.9 21.8
Cetco Bentomat DN GCL (5566)
Hydrated under 250 psf for 48 hours
Degrees
psf
Peak
Friction Angle
Y-intercept
or Adhesion
18.3 18.4
506
Minimum
Secant Angle
Large
Displacement
24.3
Wet - Loading applied and Interface
flooded for a minimum of 16 hours prior
to shear.
Conditioning
Interface Shear Strength of Geosynthetic Clay Liner by Direct Shear (ASTM D6243)
Geo-Synthetics, Inc. (GSI)23-003061-1
Salt Lake Valley Module 8 Richard S. Lacey, P.E.9/25/2023
Analysis & Quality Review/Date
-Specimen No.1 2
2,000 4,000 6,000 8,120
Soil - Subgrade vs.
Cetco Bentomat DN GCL (5566)
Upper
Box
Mohr-Coulomb
Parameters
psf
Test Results, Linear Regression
Lower
Box
Test Notes
23.4
1,732
21.5
2,364
459
Degrees 21.8 21.5
Test Conditions
2,4151,808
3 4
Soil - Subgrade
w = 18.6 gd = 108.6
3,244
Shearing occurred at the interface at all stresses.
12 12
Normal Stress
Bearing Slide Resistance
Box Edge Dimension in
Shearing Rate inches/minute 0.04
12
46
Peak psf
deg.
12
27
1,205
31.1
lbs
Large
Displacement
Shear Stress
Secant Angle 30.9
1,197psf
deg.
0
2,500
5,000
7,500
10,000
0 2,500 5,000 7,500 10,000
Sh
e
a
r

S
t
r
e
s
s

(
p
s
f
)

Normal Stress (psf)
Peak Large Displacement
0
1,000
2,000
3,000
4,000
0 0.5 1 1.5 2 2.5 3
Sh
e
a
r

S
t
r
e
s
s

(
p
s
f
)

Displacement (inches)
2000 psf 4000 psf 6000 psf 8120 psf
Page 1 of 1
Client:TRI Log #:
Project:
Note - Large Displacement Values Reported for 3.0 inches of Displacement
Shear Stress
Secant Angle
Large
Displacement
Shear Stress
Secant Angle 16.8
602psf
deg.
Peak psf
deg.
12
27
1,082
28.4
lbs
2,703
Shearing occurred at the interface at all stresses.
12 12
Shearing Rate inches/minute 0.04
3 4
301
Cetco Bentomat DN GCL (5566)
Hydrated under 250 psf for 48 hours
Degrees 17.8 8.3
Test Conditions
1,9321,309
Normal Stress
Bearing Slide Resistance
Box Edge Dimension in
Asperity Height, Avg. of 5 Meas.20
9.2
645
8.3
875
18 16 17mils
Interface Shear Strength of Geosynthetic Clay Liner by Direct Shear (ASTM D6243)
Geo-Synthetics, Inc. (GSI)23-003061-2
Salt Lake Valley Module 8 Richard S. Lacey, P.E.9/26/2023
Analysis & Quality Review/Date
-Specimen No.1 2
2,000 4,000 6,000 8,120
Cetco Bentomat DN GCL (5566) vs.
Solmax SSTXGM 60 mil HDPE (0105-213334)[textured surface]
Upper
Box
Mohr-Coulomb
Parameters
psf
Test Results, Linear Regression
Lower
Box
Test Notes
65 85
17.8 18.4
Solmax SSTXGM 60 mil HDPE (0105-
213334)[textured surface]
Degrees
psf
Peak
Friction Angle
Y-intercept
or Adhesion
15.1 6.2
398
Minimum
Secant Angle
Large
Displacement
18.1
Wet - Loading applied and Interface
flooded for a minimum of 16 hours prior
to shear.
Conditioning
12
46
8.8
1,255
0
2,500
5,000
7,500
10,000
0 2,500 5,000 7,500 10,000
Sh
e
a
r

S
t
r
e
s
s

(
p
s
f
)

Normal Stress (psf)
Peak Large Displacement
0
500
1,000
1,500
2,000
2,500
3,000
0 0.5 1 1.5 2 2.5 3
Sh
e
a
r

S
t
r
e
s
s

(
p
s
f
)

Displacement (inches)
2000 psf 4000 psf 6000 psf 8120 psf
Page 1 of 1
PROJECT NAME:
SALT LAKE VALLEY SOLID WASTE FACILITY MODULE 8
Wall Consultant Group Project No.: LDF20015 GSI Project No.: 723027
Section: 33 50 20S GEOSYNTHETIC CLAY LINER
1.5.A.3.
MANUFACTURER'S MATERIAL WARRANTY
PROVIDED IN THIS SUBMITTAL
2401 PEWAUKEE ROAD • WAUKESHA, WI 53188-6904 • 262-524-7979 • Fax: [phone] • 800-444-5523 • www.geo-synthetics.com
CETCO LIMITED WARRANTY
Project Name: Salt Lake Valley SWM Module 8
Location: Salt Lake City, UT
Owner: Salt Lake City 349 South 200 East, Suite 600 Salt Lake City, UT 84114
Certificate Number: 024008
Effective Date: 6/22/2024
LIMITED WARRANTY. Subject to the terms and conditions set forth below, Colloid Environmental Technologies Company (“CETCO”) warrants to the owner of the construction project identified above (Salt
Lake Valley SWM Module 8) that the geosynthetic clay liner product supplied by CETCO (Bentomat® DN) will
at the time of delivery by CETCO be free from defects in material.
CLAIMS. The foregoing warranty shall remain in effect for a period of twenty (20) years from the “Effective Date“ specified above. During the Warranty Period, CETCO will replace or, at its option refund the purchase price for, any Products failing to meet the foregoing warranty. Any claim by Owner for any claimed defect hereunder for any cause shall be deemed waived by Owner unless submitted to CETCO in writing within thirty (30) days from the date Owner discovers, or should have discovered any claimed breach. EXCLUSIONS. CETCO shall have no liability for breach of the warranty caused by (A) accident, neglect, abuse or mishandling of the Product, including failure of Owner to use reasonable care in maintaining or storing the Product; or (B) natural occurrences and acts of God, including without limitation, earthquakes, floods, piercing hail, tornadoes or explosions. LIMITATIONS. THE FOREGOING WARRANTY IS IN LIEU OF AND EXCLUDES ALL OTHER WARRANTIES
NOT EXPRESSLY SET FORTH HEREIN, WHETHER EXPRESSED OR IMPLIED BY OPERATION OF LAW OR OTHERWISE, INCLUDING, BUT NOT LIMITED TO, ANY IMPLIED WARRANTIES OF MERCHANTABILITY OR FITNESS FOR A PARTICULAR PURPOSE. CETCO does not authorize any person, including its representatives, to make any representations or warranty, condition or guaranty other than this warranty. Without limitation to the foregoing, any warranty concerning workmanship or non-CETCO materials provided by the installing contractor of the Product or any other subsequent contractor performing work on or to the Product is enforceable against such contractor, and is not provided by, and is not enforceable against, CETCO. Notwithstanding anything to the contrary, no requests, solicitations, or documentation submitted by owner or others, including but not limited to purchase orders, bid proposals, or specifications, may alter or take precedence over this Warranty. Any deviations from the terms of this Warranty are not effective unless separately and specifically negotiated and reduced to a writing signed by a CETCO official with authority to bind CETCO. UNDER NO CIRCUMSTANCES SHALL CETCO BE LIABLE FOR SPECIAL, INDIRECT, INCIDENTAL OR CONSEQUENTIAL DAMAGES, LOSSES OR EXPENSES, WHETHER ARISING DIRECTLY OR INDIRECTLY
FROM THE FAILURE OF ANY PRODUCT TO PERFORM AS WARRANTED OR FROM ANY OTHER CAUSE WHATSOEVER, WHETHER SUCH CLAIM IS BASED ON BREACH OF WARRANTY, BREACH OF CONTRACT, NEGLIGENCE, STRICT LIABILITY OR ANY OTHER LEGAL THEORY. CETCO’s LIABILITY HEREUNDER SHALL IN ANY CASE BE LIMITED TO THE COST OF REPLACEMENT (IN THE FORM ORIGINALLY SHIPPED) OF DEFECTIVE PRODUCTS, OR, AT CETCO’S ELECTION, THE REPAYMENT OF OR CREDITING TO OWNER OF AN AMOUNT EQUAL TO THE PURCHASE PRICE OF SUCH PRODUCTS. The foregoing states the sole and exclusive liability of CETCO and the sole and exclusive remedy of Owner. MISCELLANEOUS. CETCO’s failure at any time to enforce or rely upon any of the terms of conditions stated herein should not be construed to be a waiver of its rights hereunder. This warranty may not be assigned without the prior written approval of CETCO. This warranty shall be interpreted in accordance with the internal laws of the State of Illinois, without regard to the provisions concerning the conflicts of laws. CETCO
PROJECT NAME:
SALT LAKE VALLEY SOLID WASTE FACILITY MODULE 8
Wall Consultant Group Project No.: LDF20015 GSI Project No.: 723027
Section: 33 50 20S GEOSYNTHETIC CLAY LINER
1.5.B.3.
INSTALLATION WARRANTY
PROVIDED IN THIS SUBMITTAL
2401 PEWAUKEE ROAD • WAUKESHA, WI 53188-6904 • 262-524-7979 • Fax: [phone] • 800-444-5523 • www.geo-synthetics.com

Page 1 of 3
2401 PEWAUKEE ROAD • WAUKESHA, WI 53188-6904 • 262-524-7979 • Fax: [phone] • 800-444-5523 • www.geo-synthetics.com
GEO-SYNTHETICS SYSTEMS

TWO-YEAR INSTALLATION WARRANTY FOR
GEO-SYNTHETICS SYSTEMS MEMBRANE LINERS

PROJECT:
Salt Lake Valley SWM Module 8

GSI Project ID No.: 723027

Subject to the terms and conditions set forth below, Geo-Synthetics Systems, warrants to Purchaser,
Salta Lake Valley SWM Module 8 – that the Geosynthetic Clay Liner installed at the Salt Lake
Valley Solid Waste facility in Salt Lake City, Utah was installed by Geo-Synthetics Systems, in
accordance with specifications in a good and workmanlike manner and that the installation of the
liner is free from defects in workmanship for a period of two (2) years effective from 06/22/2024.

This warranty covers only defects in workmanship occurring during the installation of the liner.
This warranty does not cover any damage to, or defects in the liner found to have been a result of
misuse, abuse or conditions existing after it was installed, including, but not limited to, rough
handling; malicious mischief; vandalism; sabotage; fire; acts of God; acts of the public enemy; acts
of war, public rebellion, severe weather conditions of all types; damage due to ice; excessive stress
from any source; floating debris; damage due to machinery; foreign objects or animals. Nor does
this warranty cover any defects which are found to have been a result of improper or defective
design or engineering unless the design or engineering was performed by Geo-Synthetics Systems.

In the event circumstances are found to exist which purchaser believes may give rise to a claim
under this warranty, the following procedure shall be followed.

a) Purchaser shall give Geo-Synthetics Systems written notice of the facts and circumstances of
said claim within ten (10) days of becoming aware of said facts and circumstances.

Said notice shall be by registered or certified mail, return receipt requested, postage prepaid,
addressed to Construction Manager, Geo-Synthetics Systems, 2401 Pewaukee Road, Waukesha,
WI 53188. The words “WARRANTY CLAIM” shall be clearly marked on the face of envelope
in the lower right hand corner. Said notice shall contain, at a minimum, the name and address of
the owner, the name and address of the installation, the name and address of the installer, the
date upon which the material was purchased and the facts known to Purchaser upon which the
claim is based. Failure to strictly comply with all the requirements of this paragraph shall void
this warranty.
Page 2 of 3

2401 PEWAUKEE ROAD • WAUKESHA, WI 53188-6904 • 262-524-7979 • Fax: [phone] • 800-444-5523 • www.geo-synthetics.com

b) Within twenty (20) days after receipt of the notice described in paragraph a., above, Geo-
Synthetics Systems shall notify Purchaser either that it will send a representative to inspect the
allegedly defective liner or that it does not wish to do so. Purchaser shall pay the expenses
incurred by Geo-Synthetics Systems in making the inspection, including current per diem rates
for personnel involved in making the inspection, in the event Geo-Synthetics Systems
determines that the claim is not covered by this warranty.

c) PURCHASER SHALL NOT REPAIR, REPLACE, REMOVE, ALTER OR DISTURB ANY
LINER, NOR SHALL PURCHASER ALLOW ANYONE ELSE TO REPAIR, REPLACE,
REMOVE, ALTER, OR DISTURB ANY LINER PRIOR TO SUCH INSPECTION OR
RECEIPT OF GEO-SYNTHETICS SYSTEMS NOTICE THAT IT ELECTS NOT TO
INSPECT. A FAILURE TO STRICTLY COMPLY WITH THIS PARAGRAPH SHALL
VOID THIS WARRANTY OR MAY LEAD TO A DETERMINATION THAT THE
ALLEGED DEFECTS ARE NOT WITHIN THE SCOPE OF THIS WARRANTY.

d) If Geo-Synthetics Systems determines that the alleged defects are covered by this warranty,
Geo-Synthetics Systems shall, in its sole discretion, either repair the defective liner or provide
Purchaser with replacement liner. THE REMEDIES PROVIDED HEREIN ARE THE
EXCLUSIVE REMEDIES AVAILABLE UNDER THIS WARRANTY. Any determination as
to whether a particular defect is covered by this warranty will be made by Geo-Synthetics
Systems in its sole and complete discretion.

e) Purchaser agrees that it shall provide Geo-Synthetics Systems with clean, dry and unobstructed
access to the liner in order for Geo-Synthetics Systems to perform the inspections and warranty
work which may be required pursuant to this warranty.

THE REMEDIES PROVIDED TO PURCHASER HEREIN ARE THE EXCLUSIVE REMEDIES
AVAILABLE UNDER THIS WARRANTY AND ARE INTENDED FOR THE SOLE BENEFIT
OF PURCHASER. NEITHER THIS WARRANTY NOR ANY RIGHTS HEREUNDER SHALL
BE ASSIGNABLE. GEO-SYNTHETICS SYSTEMS SHALL HAVE NO LIABILITY UNDER
THIS WARRANTY TO THIRD PARTIES OR STRANGERS TO THIS AGREEMENT. THE
WARRANTY SET FORTH ABOVE IS THE ONLY WARRANTY APPLICABLE TO THE
LINER AND ALL OTHER WARRANTIES, EXPRESSED OR IMPLIED, INCLUDING, BUT
NOT LIMITED TO, ANY WARRANTY OF MERCHANTABILITY OR FITNESS FOR A
PARTICULAR PURPOSE ARE DISCLAIMED. IN NO EVENT SHALL GEO-SYNTHETICS
SYSTEMS BE LIABLE FOR ANY DIRECT, INDIRECT, INCIDENTAL, SPECIAL OR
CONSEQUENTIAL DAMAGES FOR, RESULTING FROM, OR IN CONNECTION WITH,
ANY LOSS RESULTING FROM THE USE OF THE LINER. IN THE EVENT THE
EXCLUSIVE REMEDY PROVIDED HEREIN FAILS IN ITS ESSENTIAL PURPOSE, AND IN
THAT EVENT ONLY, PURCHASER SHALL BE ENTITLED TO THE RETURN OF THE
PURCHASE PRICE FOR SO MUCH OF THE MATERIAL AS GEO-SYNTHETICS SYSTEMS
DETERMINES IN ITS SOLE DISCRETION, TO HAVE VIOLATED THE WARRANTY
PROVIDED HEREIN. EXCEPT FOR THE WARRANTY SET FORTH ABOVE, NO
REPRESENTATION OR WARRANTY MADE BY ANY SALES OR OTHER
REPRESENTATIVE OF GEO-SYNTHETICS SYSTEMS, OR ANY OTHER PERSON,
CONCERNING THE LINER SHALL BE BINDING UPON GEO-SYNTHETICS SYSTEMS.
Page 3 of 3
2401 PEWAUKEE ROAD • WAUKESHA, WI 53188-6904 • 262-524-7979 • Fax: [phone] • 800-444-5523 • www.geo-synthetics.com
Any waiver of the terms and conditions of this warranty shall be in writing signed by GEO-
SYNTHETICS SYSTEMS. The failure to insist upon strict compliance with any of the terms and
conditions contained herein shall not act as a waiver of strict compliance with all of the remaining
terms and conditions, or this warranty; and, shall not operate as a waiver as to any of the terms and
conditions of this warranty, and to future claims under this warranty.
GEO-SYNTHETICS SYSTEMS
BY:________________________________
Frank Strnad / Construction Services Director
I have read and agree to be bound by the terms
and conditions of the foregoing warranty.
Signed: ___________________________________
By: ______________________________________
Title: ____________________________________
Company: ________________________________
Date: ____________________________________

5.0
HDPE LINER

5.1
Construction QC/QA Plan

HDPE Liner Construction QC/QA Plan

Introduction
This document (HDPE Liner Construc on Quality Control/Quality Assurance Plan) is intended to generally
document standard procedures u lized to verify a quality installa on. This document complements, and
does not replace, applicable site-specific project plans and specifica ons.
References: Project Manual Sec on 33 50 10S 60 Mil HDPE Liner.

Geomembrane Materials
New, uniform, unmodified high density polyethylene sheet containing no plas cizer, filters, reclaimed
polymers or extenders and the product of only one manufacturer.
Either black or white smooth surface on 1 side, textured black surface on other side.
1. White surface and black layer must be integral to the geomembrane.
2. No gaps in the white layer.
3. White layer must not delaminate during physical tes ng.
4. White layer thickness is Contractor’s op on.
5. White material must be made with the same resin, and stabilized with a non-carbon black ultra-
violet stabilizer to meet warranty condi ons.
6. Edge Trim: 2 maximum.
7. Heat Stabilizers, An oxidants and Processing Aids in Resins: < 0.5.
8. No tears or defects.
9. Meet the requirements of Table 1 of Sec on 33 50 10S of the Project Manual.
Extrudate formulated from the same high density polyethylene resin as the geomembrane.
Sealant caulking, clamps, tape, and rubber pads per the geomembrane manufacturer’s
recommenda ons.
Perform the quality control tests at the frequencies shown in Table 1 of Sec on 33 50 10S of the Project
Manual. Supply copies of tes ng to the Engineer.

Material Delivery
Approved geosynthe c materials shall be delivered to the project site, unloaded and stored in a
prepared area protected from damage by puncture, ponding water, airborne contaminates or traffic.
All materials shall be properly labeled and cross-referenced with packing slips.
Any visible damage to roll goods delivered to the project site shall be documented. Rolls with significant
damage shall be marked and stored separately on site for further evalua on.
A complete material inventory shall be completed and kept up to date to ensure that sufficient quan ty
of the required materials exists on site to fulfill the project requirements.

Site Preparation
The subgrade surface to receive geosynthe c materials shall be prepared and inspected in accordance
with the project specifica ons. Surfaces shall be smooth and free of sharp rocks or debris. The subgrade
surface shall be firm and unyielding, capable of providing a founda on for geosynthe c lining that does
not rut when trafficked over by a forkli@ loaded with a roll of geosynthe c material.
Instruct workers about protec ng geomembrane such as handling the material in high winds; handling of
equipment; discard of u lity knife blades; cleanup of membrane cuCngs; shoes of all personnel walking
on the membrane; smoking; ea ng or drinking; and placing heated equipment on the membrane.
Roll surface of low permeability layer smooth and level. Round edges and grade changes to 12 inch
radius minimum. Fill voids and cracks.
Make surface free of stones or protrusions greater than 0.25-inch diameter, and free of organic and
other deleterious material.
Limit ruts on surface to a maximum depth of 1 inch.
Repair damaged surface prior to installa on of geomembrane.

Installation
Deploy each panel in accordance with panel layout drawings and manufacturer’s recommenda ons.
Provide sufficient material to allow for geomembrane expansion and contrac on.
Install panels so overlapping panel is upgrade of the underlying panel.
Do not fold the geomembrane.
Geosynthe c materials shall be deployed using a spreader bar or carpet pole assembly aFached to a
forkli@ or skit steer assisted by low pressure equipment.
In general, panels will be deployed in a manner that minimizes risk of in-place damage and parallel to
the line of maximum slope.
Each panel deployed will be assigned a unique number that will be used to correlate specific roll data to
the area of the project in which the roll was u lized.
Adequate temporary loading (sandbags) shall be placed on deployed panels to prevent upli@ from wind.
Personnel and equipment shall not damage geosynthe c materials during transporta on, handling, or
deployment.
Geosynthe c placement shall not proceed during precipita on or excess wind condi ons.

Seaming
A. General:
1. On slopes, seam perpendicular to the line of the slope (i.e. down and not across slope) to at
least 6-feet away from the crest or toe of the slope.
2. On module floor, orient seams perpendicular to slope.
3. Minimize number of seams in corners, odd-shaped geometric loca ons, and outside corners.
4. Follow seam coding system.
5. Test Seam: Make test seams to verify that adequate condi ons exist for field searing to
proceed. Produce a test seam at the beginning of each shi@ to determine the peel and
tensile strength of the seam. Engineer may require a sample field seam be made at any me
during seaming produc on to verify equipment.
6. Searing suspensions: If seaming opera on has been suspended for more than 1/2 hour or if
the seaming equipment breaks down, produce a test seam prior to resuming of seaming
opera ons.
7. Do not build in wrinkles during seaming.
B. Qualifica on (Start-Up) Seaming:
1. Seaming samples shall be made for the purpose of qualifying each welding apparatus,
welding technician and material type at a minimum of one every four hours. All coupons
shall exceed the specified strength requirements before proceeding to produc on seaming.
Quality Control must approve trial welds before any welding can be performed.
2. Should a start-up sample fail to meet the strength requirements of the specifica ons, the
welding apparatus and welding technician shall not be accepted and shall not be used in
produc on seaming un l the deficiencies have been remedied and a successful start-up
sample is achieved.
C. Produc on Seaming:
1. Personnel u lized in produc on seaming shall be experienced and properly trained. Each
welding technician will qualify daily demonstra ng successful start-up seaming that must be
approved by Quality Control.
2. Approved methods for field produc on seaming are Fusion or Extrusion.
D. Fusion Welding:
1. Geomembrane seams shall have a finished overlap as called out in the specifica ons. Excess
overlap shall be trimmed prior to welding.
2. Seam areas shall be wiped clean and inspected to verify that the area is free from moisture
and contaminants.
E. Extrusion Welding:
1. Geomembrane seams shall have a finished overlap as called out in the specifica ons.
2. Seam areas shall be wiped clean and inspected to verify that the area is free from moisture
and contaminants.
3. Seam areas shall be temporarily tack welded together, u lizing a handheld air welder, to
hold the patch in place prior to prepara on and extrusion welding.

Field Quality Control and Inspection
A. Geomembrane Tes ng Equipment:
1. Field Tensiometer: Accompanied by evidence of calibra on, used for on-site shear and peel
tes ng of geomembrane seams.
2. Punch Press: Capable of cuCng specimens in accordance with ASTM D 4437.
3. Vacuum Box: Capable of inducing and holding 10 inches of mercury vacuum.
4. Other Tes ng Equipment: As needed by Contractor.
B. Observa ons: Visually inspect the geomembrane sheets, seams, anchors, seals, and repairs for
defects. Test each seam and repair using a vacuum box or air channel pressure. Perform tests in
Engineer’s presence.
1. Fillet Weld, Extrusion Lap Weld, or Single Hot-Wedge Fusion Lap Weld: Use a vacuum box at
4 to 8 inches of mercury.
2. Double Hot-Wedge Seam Weld: Use the following air channel pressure test.
a. Pump air into the air channel between the welds to 35 psi and hold for 5 minutes + 1
minute.
b. At the end of the period, de-pressurize the seam by placing needle hole in the air space
between the welds at the opposite end of the seam and observe the gage.
c. At the end of 5 minutes if the seam maintains at least 30 psi during the test and the
pressure drops within 30 seconds of de-pressuriza on, the seam is acceptable.
d. If the pressure drops below 30 psi during test period, repair needle holes and retest the
seam by the same procedure or perform a vacuum box test along the en re length of
the seam.
e. If the second air pressure test fails, perform a vacuum box test along the en re length of
the seam. If no bubbles appear in the vacuum box, the lower weld will be considered
defec ve and the upper seam is acceptable. if any bubbles appear in the vacuum box,
each defec ve area shall be repaired by extrusion welding and tested again by vacuum
box.
f. Op on: As an op on to the vacuum box, apply a soap solu on to the exposed seam
edge while maintaining the required air channel pressure test. If bubbles appear, mark
and extrusion weld the defec ve area. If no bubbles appear and the test pressure cannot
be maintained, the leak is judged to be in the boFom or second seam, and the length of
the seam tested may be cap stripped. Repair the needle holes.
3. For Seams Where it will be Imprac cable to Perform a Vacuum Test: Insert copper wire for
spark test, prior to welding. Place copper wire in the extrudate of the weld and at the edge
of the top sheet.
C. Seam Tes ng: Perform the tests and meet the quality control criteria of Table 2 in Sec on 33 50
10S of the Project Manual. All 5 shear and 5 peel tests must pass. If 1 does not and is an end
sample (bone), remove 1 bone from each end of the sample. If field tensiometer shows a pass
the Engineer may deem the seam passing. If the bone fails, proceed with repairs.
D. Repairs: Correct the tested field seam as follows.
1. 1. Rerun the field weld test using a new sample.
2. 2. If that second test passes, the Engineer may assume an error was made in the first test
3. and accept the field seam.
4. 3. If that second test fails, either cap the field seam between any two previous passed
5. seam test loca ons that include the failed seam or take another sample on each side of
6. the failed seam loca on (10-feet minimum), and test both.
7. 4. If both pass, cap the field seam between the two loca ons.
8. 5. If either fails, repeat the process of taking samples for test.
E. Acceptance of installed geomembrane shall not occur un l adequacy of field seams and repairs,
including associated control tes ng is complete. Each field seam is bounded by 2 passes test
loca ons.

5.2
Contractor Submittals

PROJECT NAME:
SALT LAKE VALLEY SOLID WASTE FACILITY MODULE 8
Wall Consultant Group Project No.:LDF20015 ; GSI Project No.:723027
Section: DOCUMENT 33 50 10S 60MIL HDPE LINER
1.3.A.1.
MATERIAL DATA SHEET
PROVIDED IN THIS SUBMITTAL
2401 PEWAUKEE ROAD • WAUKESHA, WI 53188-6904 • 262-524-7979 • Fax: [phone] • 800-444-5523 • www.geo-synthetics.com
HDPE 60 mil Black Single Sided Textured ST
TECHNICAL DATA SHEET
PROPERTY(1)TEST METHOD FREQUENCY UNIT 1101450
Imperial
SPECIFICATIONS
Nominal Thickness
Thickness (min. avg.)
Lowest individual (10 values/10)
ASTM D5994
-
Every roll
mils
mils
mils
60
60.0
54.0
Asperity Height (min. avg.)
Textured side
ASTM D7466 Every roll
-
mils 16
Bottom
Resin Density
Melt Index - 190°C/2.16 kg (max.)
ASTM D1505
ASTM D1238
One per batch
One per batch
g/cc
g/10 min
> 0.932
1.0
Density
Carbon Black Content
Carbon Black Dispersion
OIT - Standard (min. avg.)
ASTM D792
ASTM D4218
ASTM D5596
ASTM D8117
Every 10 rolls
Every 2 rolls
Every 10 rolls
One per batch
g/cm³
%
Category
min
≥ 0.940
2.0 - 3.0
Cat. 1 & Cat. 2
100
Tensile Properties (min. avg) (2)
Strength at Yield
Elongation at Yield
Strength at Break
Elongation at Break
ASTM D6693 Every 2 rolls
lbs/in
%
ppi
%
132
13
132
150
Tear Resistance (min. avg.)
Puncture Resistance (min. avg.)
ASTM D1004
ASTM D4833
Every 5 rolls
Every 5 rolls
lbf
lbf
45
120
Dimensional Stability
Stress Crack Resistance (SP-NCTL)
Oven Aging - % retained after 90 days
HP-OIT (min. avg.)
UV Resistance - % retained after 1,600 hr
HP-OIT (min. avg.)
Low Temperature Brittleness
ASTM D1204
ASTM D5397
ASTM D5721
ASTM D5885
ASTM D7238
ASTM D5885
ASTM D746
Certified
One per batch
Per formulation
Per formulation
Certified
%
hr
%
%
°F
± 2
500
80
50
- 106
SUPPLY SPECIFICATIONS(Roll dimensions may vary ±1%)
Roll Dimension - Width -ft 22.5
Roll Dimension - Length -ft 540
Area (Surface/Roll)-ft²12150
1. Testing frequency based on standard roll dimensions and one batch is approximately 180,000 lbs (or one railcar).
2. Machine Direction (MD) and Cross Machine Direction (XMD or TD) average values should be on the basis of 5 specimens each direction.
* All values are nominal test results, except when specified as minimum or maximum.
* The information contained herein is provided for reference purposes only and is not intended as a warranty or guarantee. Final determination of
suitability for use contemplated is the sole responsibility of the user. SOLMAX assumes no liability in connection with the use of this information.
Solmax is not a design professional and has not performed any design services to determine if Solmax's goods comply with any project plans or
specifications, or with the application or use of Solmax's goods to any particular system, project, purpose, installation or specification.
NOTES
31-May-2018Revision date
SOLMAX.COMPage 1 of 1
PROJECT NAME:
SALT LAKE VALLEY SOLID WASTE FACILITY MODULE 8
Wall Consultant Group Project No.:LDF20015 ; GSI Project No.:723027
Section: DOCUMENT 33 50 10S 60MIL HDPE LINER
1.3.B.2.
PROPOSED PANEL LAYOUT
PROVIDED IN THIS SUBMITTAL
2401 PEWAUKEE ROAD • WAUKESHA, WI 53188-6904 • 262-524-7979 • Fax: [phone] • 800-444-5523 • www.geo-synthetics.com
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PROJECT NAME:
SALT LAKE VALLEY SOLID WASTE FACILITY MODULE 8
Wall Consultant Group Project No.:LDF20015 ; GSI Project No.:723027
Section: DOCUMENT 33 50 10S 60MIL HDPE LINER
1.4.A.1.-3.
INSTALLER'S SOQ
PROVIDED IN THIS SUBMITTAL
2401 PEWAUKEE ROAD • WAUKESHA, WI 53188-6904 • 262-524-7979 • Fax: [phone] • 800-444-5523 • www.geo-synthetics.com
GEO-SYNTHETICS SYSTEMS, LLC
Waukesha, WI
Installation Services
2022 | STATEMENT OF QUALIFICATIONS
Tel [phone] | Fax [phone]
geo-synthetics.com

TABLE OF CONTENTS
1.0 Introduction 2
2.0 Installation Services 3
3.0 Project Development 4
* Sales 4
* Estimating 5
* Contracts 5
* Procurement 5
* Management 6
* Safety 6
4.0 Key Personnel 9
5.0 Financial Strength 11
6.0 Insurance 12
7.0 Bonding & Warranties 13
8.0 Quality Control 14
9.0 Field Quality Control Procedures 15
*Key projects listing available on request via fax or e-mail.
GEO-SYNTHETICS SYSTEMS | 2022 STATEMENT OF QUALIFICATIONS | 2
INTRODUCTION
Geo-Synthetics Systems, LLC (GSI) is one of the nation’s largest independent installers of geosynthetic materials. As
an independent installer, GSI can source specification compliant materials from select leading manufacturers. GSI has
established solid working relationships with the industry’s leading suppliers and has positioned itself to be able to procure
the most technically advanced geosynthetic materials currently available. Our 46 years + installation experience, refined
installation techniques and materials purchasing expertise combine to offer our clients unmatched geosynthetic product
solutions on a supplied and installed basis. Project references include successfully completed projects in all the following
areas of geosynthetic application:
* Landfill Closures
* Solid Waste Landfills
* Secondary Containment
* Wastewater Containment
* Industrial Lagoons
* Decorative Ponds
* Methane Barriers
GSI is a well-known and well-respected installer of geosynthetics. We are involved in numerous industry associations
including IAGI (the International Association of Geosynthetics Installers), in which we are instrumental in developing
industry accepted specifications, including the IAGI HDPE Geomembrane Installation Specification (for high density
polyethylene geomembrane liners).
GSI’s client list has traditionally included general contracting firms, engineering companies, private owners, and government
agencies at all levels, located coast to coast in the United States operating in a wide range of industries. We have provided
installation services in all the following market areas:
* Waste Management
* Power and Energy
* Civil Construction
* Pulp and Paper
* Oil and Gas
* Aquaculture
* Agriculture
* Mining
We are confident that upon review of this document, you will feel assured of the geosynthetic construction service
capabilities of GSI.
01
GEO-SYNTHETICS SYSTEMS | 2022 STATEMENT OF QUALIFICATIONS | 3
INSTALLATION SERVICES
GSI’s estimating, project management and construction operations
are based in Waukesha, Wisconsin. Individual installation crews
operate from locations across the country enabling GSI to provide
competitive local service to markets coast to coast. As shown in our
enclosed projects reference list, GSI can demonstrate installation
experience coast to coast within the United States, working for
private and public owners, general contractors, and engineering firms.
GSI has the ability to procure and supply to site all required
geosynthetic materials and to furnish all required site supervision, skilled technicians, in-house quality control technicians,
site labor, deployment equipment and equipment operators, etc., related to the installation of the geosynthetic materials.
Our primary requirements of an owner or general contractor are to unload a portion of the materials prior to our mobilization
to site and to provide the prepared subgrade and related earthworks on site. Scopes of work will of course vary from project
to project depending on the nature of the job, resources of the owner or general contractor and site labor conditions, etc.
Our basic scope of work generally provides for the following:
* Transportation of materials to site
* Unloading (once GSI fully mobilized)
* Deployment of all geosynthetic materials
* Seaming (e.g. fusion and extrusion welding, etc.)
* Quality control (per GSI in-house guidelines)
GSI has extensive installation experience with a full range of geosynthetic materials:
* HDPE and LLDPE Geomembrane Liners
* PVC and Polypropylene Geomembrane Liners
* Hypalon and XR-5 Geomembrane Liners
* Geonets and Geocomposite Drainage Products
* Geotextiles (Woven and Nonwoven)
* Geosynthetic Clay Liners (GCL’s)
* Erosion Control Materials
* Paving Grade Materials
Our geomembrane lining installation experience with HDPE, LLDPE, PVC, Polypropylene, Hypalon and XR-5 liners now exceeds
over 900,000,000 square feet gathered on literally hundreds of projects over the past 46 years.
02
GEO-SYNTHETICS SYSTEMS | 2022 STATEMENT OF QUALIFICATIONS | 4
PROJECT DEVELOPMENT
SALES COVERAGE AND SALES SERVICES
GSI is somewhat unique in its approach to sales as an independent installation company in that it maintains a highly
proactive regionally based sales force charged with the responsibility of seeking out and developing new sales opportunities.
Although the skills set of each individual varies our basic approach to sales is to provide technical knowledge and assistance
to the owner, designer, specifying engineer or contractor as required at either the permitting, design, specification, bid
or construction phase of a project’s development. We wish to position ourselves to be primarily known as the recognized
resource for geosynthetic installation solutions for more challenging projects where our expertise is best utilized.
In addition to fulfilling our clients Requests for Proposal (RFP’s) or Requests for Quote (RFQ’s), our Regional Sales Managers
can assist with all the following:
* Materials Selection
* Materials Specification
* Specification Review
* Budgetary Pricing
* Design Details
* Scheduling
* Submittals
* Credit
GSI’s sales management is based in Waukesha, Wisconsin with Regional Sales Managers reporting to the Construction
Services Director. Regional sales coverage operates from Waukesha as well as another location based in South Dakota.
03
GEO-SYNTHETICS SYSTEMS | 2022 STATEMENT OF QUALIFICATIONS | 5
ESTIMATING
Estimating at GSI is a stand-alone function within the construction services group with the Senior Estimator reporting to
the Construction Manager. Based in Waukesha, Wisconsin, the estimating group at GSI can perform take-off estimates
on hundreds of projects annually (GSI consistently estimates over 400 projects annually with a total bid value in excess of
$100,000,000 per year).
GSI has developed its own “home grown” estimating package in an MS Excel spreadsheet format. The package allows for a
large degree of flexibility in terms of respective scopes of work for GSI as well as the earth works contractor. AutoCad 2011
software is used for all drafting and quantity estimating requirements. All project estimates involve the generation of a
preliminary panel layout drawing and bar chart schedule detailing expected workdays for project completion. Proposals are
generated by the estimating department and may be communicated by e-mail if requested.
CONTRACTS
All contracts are reviewed and signed by the Construction Services Director of the Company. Key items within any GSI
construction services contract will necessarily include well defined scopes of work consistent with GSI’s proposal, clearly
established methodology of payment, payment terms, insurance, bonding, and warranty expectations.
GSI site Superintendents are authorized to accept signed change orders although back-charges to GSI must be authorized
by the Project Manager or the Construction Services Director to be duly accepted.
PROCUREMENT
Procurement of materials with associated manufacturing and shipment to site requires the establishment of an acceptable
line of credit and formation of a signed contract (or accepted materials purchase order) with GSI. Purchase orders to GSI
vendor firms are issued by GSI when a signed contract is fully executed. Within the geosynthetics industry vendor pricing is
guaranteed for relatively brief periods of time due to the susceptibility of geosynthetic materials to resin price fluctuations
(most geosynthetics are made from polyethylene or polypropylene resins, etc.). On rare occasions, Letters of Intent may be
used to secure vendor pricing.
GEO-SYNTHETICS SYSTEMS | 2022 STATEMENT OF QUALIFICATIONS | 6
PROJECT MANAGEMENT
Reporting directly to the Construction Services Director of the Company, the Construction Manager, based in Waukesha,
Wisconsin, has overall responsibility for all geomembrane related installation activities conducted by GSI.
Project Managers reporting to the Construction Manager, are responsible for the scheduling of individual projects including
the coordination of material deliveries to site and timely mobilization to site of GSI installation personnel. Achievement of
project milestone dates is also the responsibility of the GSI Project Manager. These individuals possess extensive practical
field experience and training in project management techniques.
GSI field crews are generally comprised of a single site Superintendent, GSI trained full time welding technicians (at least
one of which is qualified to operate site deployment equipment if necessary), a quality control technician and site laborers.
Additional site laborers may be hired locally if necessary, depending on the nature of the project and materials to be
installed. The site Superintendent has responsibility for day to day activities on site including coordination of activity with
the earthwork’s contractor, third party inspection firm and safety as it relates to GSI personnel on site. GSI is active on 80 to
100 projects annually across the United States.
SAFETY
No work or service rendered by GSI employees shall become so important as to assume priority over the safety of an
employee. All GSI site Superintendents and lead technicians are OSHA trained and certified. The site Superintendent
generally has the responsibility for day to day safety activities on site.
GSI has a written Safety Manual for field activities relating to geomembrane liner installation. The Manual, copies available
upon request, provides guidelines not limited to all the following:
DELIVERIES
unloading vehicles fueling lifting and carrying
lighting loading tie downs
FIELD ACTIVITIES
vehicle safety deployment electrical safety
eye protection fire protection flammable and combustible materials
forklift and loader safety head protection heat exhaustion lifting and carrying
personal protective equipment (PPE) tool safety
GEO-SYNTHETICS SYSTEMS | 2022 STATEMENT OF QUALIFICATIONS | 7
SAFETY (CONTINUED)
GENERAL VEHICLE SAFETY
fueling lights seat belts
severe weather tires transporting employees
wipers defensive driving habits
RECORD KEEPING
accident reporting accident investigation OSHA 300 Log
disciplinary action
GEO-SYNTHETICS SYSTEMS | 2022 STATEMENT OF QUALIFICATIONS | 8
SAFETY (CONTINUED)
The following summarizes GSI response to key items common to typical contractor safety questionnaires:
Do you certify that all individuals assigned to the projectwill be drug and alcohol free?YES
Do you certify that all individuals assigned to the project will be fit for respiratory duty, if
applicable?
YES
Do you certify that all individuals assigned to the project will be fit to safely perform the
required tasks?
YES
Does your safety and health representative visit each site prior to the beginning of
each project?
YES
Do job descriptions for supervisory staff and management include safety and health
responsibilities?
YES
Does your organization have a program for reward and recognition of outstanding
safety performance?
YES
Does your organization have a disciplinary system for unacceptable safety
performance?
YES
Are workers encouraged to intervene when they observe a co-worker performing at
risk?
YES
Are the safety and health hazards associated with job activities / tasks identified before
they begin?
YES
Does your organization have a medical and first aid program?YES
Does your organization have a substance abuse program?YES
Are new employees trained in their craft prior to job placement?YES
Are new employees given a company specific safety orientation?YES
Do you provide CPR or First Aid training for your personnel?YES
Do you maintain a record of all training provided to all employees?YES
GSI is working diligently to continuously improve its safety programs and safety record, with the objective of becoming
exemplary in our industry within the field of safety.
GSI has established site specific safety programs with a view towards zero recordable incidents on any one specific project,
including assignment of site specific safety officers if required (the GSI site Superintendent is generally responsible for all
day to day safety activities on site).
Documentation available upon request.

GEO-SYNTHETICS SYSTEMS | 2022 STATEMENT OF QUALIFICATIONS | 9
KEY PERSONNEL
CONSTRUCTION SERVICES DIRECTOR – FRANK A. STRNAD SR.
Frank has 40 years’ experience in all facets of the construction industry, of those 40 years, 33 have been in Geosynthetic
lining construction. Frank’s qualifications and experience include construction planning and scheduling, budget analysis,
quality control management, vendor and materials management and job costing. He also manages and directs regional
offices as well National accounts directing work across the US. Frank has a Bachelor Of Science degree from The University
Of Redlands – Redlands, CA
ASSISTANT CONTROLLER – JUSTIN SMOCKE
Justin is a Certified Public Accountant with over 10 years of experience in both the public and private sector. He attended
UW-Oshkosh where he received a Bachelor of Business Administration followed by a Master’s in Accounting and Financial
Management from Keller Graduate School of Management. Justin joined GSI in June of 2019 as a Senior Accountant and was
promoted to Assistant Controller in July 2021.
DIRECTOR OF CONSTRUCTION SERVICES SALES – MARK DOWNS
Mark Downs is Director of Construction Services Sales. Mark has been involved in the geosynthetic industry for over 25
years. He has been involved in all aspects of sales and sales management both in distribution and manufacturing, with an
emphasis in geosynthetics products. Mark has been with GSI for 17 years as a Regional Sales Manager.
Prior to GSI, Mark worked 6 years for Integra Plastics, fabricator of geosynthetic materials, with assignments as a Regional
Salesperson and Sales Manager. He then worked 5 years for Raven Industries, manufacturer, and fabricator of geosynthetic
materials, as the NE Regional Sales Representative and Midwest Sales Representative. Mark graduated from Dakota State
University and has a degree in Business with an emphasis in Marketing and Management.
SENIOR PROJECT MANAGER – CESAR GONZALEZ
Cesar has been in the Flexible Membrane Liner industry for 26 years with extensive knowledge in field deployment,
supervision, and project closures. Cesar is heavily involved in all aspects of GSI’s liner division; including but not limited to, a
vast majority of planning and executing crew projects. He is the main point of contact for communication field supervisors
and crews alike.
GENERAL MANAGER – SHAWN S. CURRY
Shawn joined GSI’s management team in 2021, with 16 years of operations management experience leading large service
business units. Prior to joining GSI, Shawn worked for Halliburton Energy Services in in various technical, operational, and
strategic roles before serving as Vice President for a global business unit. Shawn is a graduate from Purdue University with
a Bachelor’s degree in mechanical engineering.
ESTIMATOR – ROBERT TOLLIVER
Robert has BS degrees in Mechanical Engineering and Petroleum Engineering from West Virginia University. Upon
graduation, he worked in the Oil & Gas industry as a Field Engineer with Halliburton in Rock Springs, Wyoming — and later
04
GEO-SYNTHETICS SYSTEMS | 2022 STATEMENT OF QUALIFICATIONS | 10
Consol Energy in Jane Lew, West Virginia. Robert entered the industry in 2016 with Extreme Plastics Plus as an Estimator,
moving to Project Manager and Operations Manager. His roles in costing and managing geosynthetics projects in oil & gas,
mining, and landfills prepared him for joining GSI in March of 2021 as an Estimator.
ESTIMATOR – BARRETT SAWATZKY
Barrett has a Bachelor of Science Degree in Industrial Engineering from Oklahoma State University. Upon graduation he
accepted a position as a Project Estimator with Matcor, Inc a Corrosion Control company out of Oklahoma City, OK. He spent
3 years estimating and managing construction projects from the Rocky Mountain area to the Midcon Region. Barrett has 5
years of experience in the geosynthetics industry. Barrett started with Extreme Plastics Plus, Inc in Oklahoma City, OK in
2017 where he served as a Project Estimator for 4 years estimating all types of geosynthetic projects throughout the United
States. Barrett joined GSI in March of 2021 as a Project Estimator.
ACCOUNT MANAGER – STEVE STORY
With over thirty years in the liner industry, Steve has been a General Contractor in both Canada and the United States. Prior
to joining GSI in late 2021, Steve was in the oil and gas industry, holding management roles for Conoco Phillips, Select Energy
Services, and BHS Canada, as well as consulting for US Silica. Steve attended Colorado Mesa University and studied Geology.
SAFETY AND QUALITY CONTROL MANAGER – ANNA LITHPRASEUTH
Anna is responsible for training all Geo-Synthetics employees on the safety policy and procedures to ensure safe work
habits throughout field projects, warehouses, and the office.  She is involved in different aspects including language and
document translation for crew members, logistics including DOT/Non-DOT compliance and oversees all field quality control
personnel and has extensive knowledge in AutoCad. Anna is a graduate of the University of Wisconsin-Milwaukee and holds
a BA.  She is currently working on her second degree at Columbia Southern University.
SAFETY TRAINING AND CERTIFICATIONS
OSHA Occupational Safety and Health Standards for General Industry
OSHA 510 Certification
ASSP Corporate Safety Management
ASSP Line Management Safety Leadership
ASSP Essential Risk Assessment (ERA)
HUMAN RESOURCES COORDINATOR – TAMMY OSTER
Tammy has over 20 years of experience providing Human Resources and administrative support.  Here at Geo-Synthetics
Systems she is responsible for a wide range of Human Resource functions including scheduling pre-employment physicals and
drug screenings, criminal background checks, onboarding of new and returning employees, ensuring all new-hire paperwork
is completed, new hire orientation and benefits review, as well as submitting paperwork for various personnel changes and
maintaining personnel files. She assists with various administrative duties such as office organization, ordering supplies,
working with vendors, assisting with company state contractor license filings, distributing pay stubs, and providing support to
on-site crew members when requested. Tammy holds a BA in HR Management from Concordia University.
GEO-SYNTHETICS SYSTEMS | 2022 STATEMENT OF QUALIFICATIONS | 11
FINANCIAL STRENGTH
GSI is a financially strong, profitable company.
Geo-Synthetics Systems, LLC. is headquartered in
Waukesha, Wisconsin.
GSI would be pleased to provide a Financial Statement
upon request.
05
2021 STATEMENT OF QUALIFICATIONS | 12
INSURANCE
GSI is a capably insured company. Insurance will
include General Liability Coverage for personal
injury and property damage in the amount
of $2,000,000 and Worker’s Compensation
coverage in the amount required by law. General
Liability insurance is on an Occurrence Basis.
Umbrella Coverage up to $8,000,000 is available.
We would be pleased to provide a sample
Certificate of Insurance upon request.
06
GEO-SYNTHETICS SYSTEMS | 2022 STATEMENT OF QUALIFICATIONS | 13
BONDING & WARRANTIES
GSI has a high capacity for bonding as evidenced by the size of projects listed herein. Performance bonding can typically
be provided at an additional cost based on contract value. Warranty bonds for materials can sometimes be arranged in
consultation with GSI’s supplying manufacturers. Warranty bonds for installation work performed by GSI can also be
arranged at additional cost if requested.
Warranties are always issued on a project specific basis. Warranties on materials will be per the warranty terms offered
by GSI’s supplying manufacturers (typically five years on geomembrane materials). Warranties on installation will be
consistent with industry norms, likely for one or two years depending on the nature of the project. All warranties offered on
a prorated basis.
07
GEO-SYNTHETICS SYSTEMS | 2022 STATEMENT OF QUALIFICATIONS | 14
QUALITY CONTROL
GSI has developed its own in-house Field Quality Control Manual with the intention of offering a consistently high standard
of workmanship to our clientele. The Manual, (see reference document section), provides guidelines related to all aspects of
geosynthetics installation not limited to the following:
MATERIAL DELIVERY
* verification of equipment capabilities
* identification of any damaged materials
* verification of adequate storage provisions
* ensure that materials are properly identified and that labeling matches manufacturers quality control
documentation and shipping bills of lading
GEOMEMBRANE INSTALLATION
* handling and placement
* subgrade requirements and preparation
* anchor trench requirements
* panel layout preparation
* field panel placement
* field seaming (personnel & equipment)
* weather conditions
* seaming, seam preparation & trial welds
* seam sampling
* seam testing (destructive & non-destructive)
* defect and repair procedures
GEOTEXTILE INSTALLATION
* handling and placement
* seams and overlaps
* repairs
GEONETS & GEOCOMPOSITE INSTALLATION
* handling and placement
* seams and overlaps
* repairs
GEOSYNTHETIC CLAY LINER (GCL) INSTALLATION
* handling and placement
* seams and overlaps
* repairs
GSI installation guidelines are consistent with industry-accepted practice and conform to most recognized industry specifications (e.g. IAGI)
08
GEO-SYNTHETICS SYSTEMS | 2022 STATEMENT OF QUALIFICATIONS | 15
QUALITY CONTROL TECHNICIAN
FIELD MANUAL | MARCH 2011
08
GEO-SYNTHETICS SYSTEMS | 2022 STATEMENT OF QUALIFICATIONS | 16
TABLE OF CONTENTS
Introduction ....................................................................................................................................................16
Preparation .....................................................................................................................................................17
Pre-Project Preparation ..............................................................................................................................17
Daily Preparation ............................................................................................................................................19
Field Work .............................................................................................................................................20
Data Collection ..........................................................................................................................................20
Forms ..........................................................................................................................................................21
Inventory Form .......................................................................................................................................21
Parts of the Form: ..............................................................................................................................21
Filling Out the Form ..........................................................................................................................22
Panel Placement Form ..........................................................................................................................23
Parts of the Form: .............................................................................................................................23
Filling Out the Form ..........................................................................................................................24
Trial Weld Form ......................................................................................................................................25
Parts of the Form ..............................................................................................................................25
Filling Out the Form ..........................................................................................................................26
Panel Seaming Form..............................................................................................................................28
Parts of the Form ..............................................................................................................................28
Filling Out the Form ..........................................................................................................................29
Non-Destructive Testing Form ...............................................................................................................31
Parts of the Form ...............................................................................................................................31
Filling Out the Form ..........................................................................................................................32
Destructive Test Form ...........................................................................................................................35
Parts of the Form ..............................................................................................................................35
Filling Out the Form ..........................................................................................................................36
Tracking a Failed Destructive ............................................................................................................36
Repair Form ...........................................................................................................................................38
Parts of the Form ..............................................................................................................................38
Filling Out the Form ..........................................................................................................................39
GEO-SYNTHETICS SYSTEMS | 2022 STATEMENT OF QUALIFICATIONS | 17
Checking Data ................................................................................................................................................40
General .......................................................................................................................................................40
Material Inventory Form .............................................................................................................................40
General ..................................................................................................................................................40
Panel Placement Form ................................................................................................................................41
General ...................................................................................................................................................41
Trial Weld Form ..........................................................................................................................................42
General ..................................................................................................................................................42
Tracking a Failed Trial Seam ...................................................................................................................43
Panel Seaming Form ..................................................................................................................................45
General ..................................................................................................................................................45
Tracking Seaming ..................................................................................................................................46
Non-Destructive Testing Form ...................................................................................................................47
General ..................................................................................................................................................47
Tracking Seaming ..................................................................................................................................48
Destructive Test Form ................................................................................................................................49
General ..................................................................................................................................................49
Repair Form ................................................................................................................................................50
General ..................................................................................................................................................50
Record Drawing ...............................................................................................................................................51
Required Information ..................................................................................................................................51
Drafting Requirements ................................................................................................................................51
Tools ......................................................................................................................................................52
Drafting Standards ................................................................................................................................52
Sketches ...............................................................................................................................................53
APPENDIX .......................................................................................................................................................55
Formulas ...............................................................................................................................................55
Seam Failure Modes ..............................................................................................................................55
Field Forms ............................................................................................................................................55
A-Size Border ........................................................................................................................................55
GEO-SYNTHETICS SYSTEMS | 2022 STATEMENT OF QUALIFICATIONS | 18
INTRODUCTION
Quality control work is one of the most important requirements of our profession. Your work is not only reviewed by GSI QC
Staff, but is used by project owners, engineers, and state regulatory agencies. It is of utmost importance that that your work be
completed timely and accurately.
This manual is to be used as a guide for the most common situations you will encounter in the field, however it will not cover
every situation. If you follow the guidelines laid out in this manual you should be able to work through any situation you
encounter. If you have any questions, please contact the office.
GEO-SYNTHETICS SYSTEMS | 2022 STATEMENT OF QUALIFICATIONS | 19
PREPARATION
As with all things in life, the amount of preparation you put into a project has a direct effect on the success of that project.
Preparation for geosynthetic installation falls into two categories: Pre-Project Preparation and Daily Preparation.
PRE-PROJECT PREPARATION
The key to pre-project preparation is reading the project specifications and/or site quality control/quality assurance manuals.
This should be done prior to arriving at a site. A good time to do this is while you are traveling between projects. As you read
more specifications and QC manuals you will see that there are basically two types, ones that are written well and those that
are written poorly. Well written specifications make it easier to obtain the information you need to do your job. The ones that are
written poorly will require more of your attention to obtain the same information.
Well written specifications are generally broken up into three or four sections. These sections include:
• General Information such as project description, definitions, lines of authority, submittals, ect.
• Products/Materials
• Execution
• Closeout Requirements (optional)
Though you should read the entire specification, most of your efforts should be spent on the execution portion of the
specification.
GEO-SYNTHETICS SYSTEMS | 2022 STATEMENT OF QUALIFICATIONS | 20
There are several items that you should pay extreme attention to. These items include:
• Can you use vehicles on the liner?
• What are the requirements for fueling generators and rub sheets?
• How far out from the slope do panels need to extend?
• Are horizontal seams acceptable and when are they acceptable?
• How often are Trial Seams needed?
• How many test coupons are needed for Trial Seams?
• What are the passing values for Trail Seams?
• What are the Non-Destructive Test requirements?
• How often are Destructive Samples to be taken?
• Who marks out the Destructive Samples and who sends them to the lab?
• How many test coupons are needed for field testing Destructive samples?
• What amount of peel separation is acceptable?
• How are repairs to be handled?
• Any other information relevant to geosynthetics installation. If the project has multiple layers read all the specification
sections provided. This is important because some projects require QC data on all the layers.
As you are reading the specifications, note these items and anything that you feel is important. Prior to starting a project, talk to
your superintendent about the specifications and make sure the other technicians are aware of what is required of them.
GEO-SYNTHETICS SYSTEMS | 2022 STATEMENT OF QUALIFICATIONS | 21
DAILY PREPARATION
Prior to going out in the field ask yourself, do I have everything that I need? It is amazing how many times equipment needed to
do your job is left at the trailer, the truck, or at the hotel. Keep in mind that the following items are needed daily:
• Hard Hat
• Safety Vest
• Safety glasses
• Something to write on
• Something to write with; (pen, or pencil), Pencils are preferred because they do not smear or run out of ink, they can be
used out of position, it is easier to correct mistakes, and they can also be used for drafting
• Eraser
• Drafting supplies (Record Drawing section has details on drafting supplies)
• Markers
• Paint
• Measuring wheel
• Scientific Calculator with square root function
• Scale
• Field forms
Carry the amount of field forms you will need for that work period. Do not carry too few as to run out or too many as to have an
excessive amount of paper with you (that may sound contra productive, but with experience you will know the amount of paper
work that you need). After lunch, ask do I need more supplies before heading back out.
Remember, your field work time is the same as everyone else. When your crew is in the field, you are expected to be in the field.
When your crew leaves for the day, you are expected to have your work complete and be prepared to leave the field with them.
In conclusion, preparation prior to and throughout the project is vital to the success of the project. Please prepare accordingly.
GEO-SYNTHETICS SYSTEMS | 2022 STATEMENT OF QUALIFICATIONS | 22
FIELD WORK
DATA COLLECTION
Collecting field data is the most fundamental part of your job. It is to be collected timely and accurately. There are seven Field
Forms used by GSI. These forms include:
• Complete Field Data Package
• Material Inventory Form
• PreWeld Report
• Destructive Samples Report
• Seam Control Report
• Repair Report
• Panel Placement Log
These forms are not to be altered in any way or on a project by project basis. If you feel your job needs to have something added
to the form, you must contact the office first.
During most jobs, you may be working with a third-party inspector. Try to build good relations with the inspector. Collaborate
with the inspector when necessary. However, You Are To Do Your Own Field Work. You are not to rely on the inspector’s
information only. Collect your own field data.
HELPFUL HINTS:
Some specifications ask that you turn in a copy of your field data to the third-party Engineer daily. Give the third party a copy of
your information, not your original information and ask that they return it to you with any comments within the same time period
that you had to provide it to them. This will allow you to correct any mistakes there may be while still on site.
GEO-SYNTHETICS SYSTEMS | 2022 STATEMENT OF QUALIFICATIONS | 23
FORMS
COMPLETE FIELD DATA PACKAGE

















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Complete Field Data is the main page of the entire quality control field data package. This main page is formulated to autofill
all top portions of each log within the package. When the quality control field data is finalized, this is the first page our
customers will view.
Once the entire document is complete, the Linear Feet total will automatically calculate and displayed on the main page.
PARTS OF THE FORM:
A Job Name – This is the project name given by the office. Do not make up your own name. For example, Grand Marais
Water Access Basins is NOT Grand Marais, MN.
B Job No. – Assigned by the office. Do not make up a number.
C Superintendent – The name of your superintendent for this project.
D Quality Controller – Your name.
E Material Type – Include material type, thickness, texturing and color (if applicable). Examples: 60mil HDPE Textured
White, 40mil LLDPE Smooth Black, 8oz Geotextile, Geocomposite, etc.
GEO-SYNTHETICS SYSTEMS | 2022 STATEMENT OF QUALIFICATIONS | 24
F Owner – Name of the Owner for the project
G Engineer – Name of the Engineer Company for the project
H Contractor – Name of the General Contractor for the project
I Primary or Secondary – Check mark if log is for Primary or Secondary layer
J Pond, Cell, Pad or Other (i.e. Closure) – Check mark what type of project this is
K Description – Phase Number, Cell Number, Pond Number, etc.
L Technician’s Names – Crewmen names responsible for welding on project
M Machine Number – Machine associated with a listed technician responsible for it on project
N Linear Feet – total linear feet welded by listed technician. Will automatically fill in as the rest of logs are filled in with
data throughout the project. This number will constantly change until the entire package has been complete
O PPI Peel FUSION – Passing Peel minimum value for FUSION to be obtained from the project specifications
P PPI Peel EXTRUSION – Passing Peel minimum value for EXTRUSION to be obtained from the project specifications
Q PPI SHEAR – Passing SHEAR minimum value for Fusion and Extrusion to be obtained from the project specifications
R Air Pressure Test – PSI minimum obtained from the project specification
S Air Pressure Hold Time – Test duration obtained from project specification
T Allowable Air Pressure Loss – PSI for acceptable drop is obtained from the project specification
U Notes – Additional information, if not, leave blank
GEO-SYNTHETICS SYSTEMS | 2022 STATEMENT OF QUALIFICATIONS | 25
MATERIAL INVENTORY FORM
MATERIAL INVENTORY FORM Page 1 of 10
PROJECT NAME:
PROJECT NO.:QC NAME:
MATERIAL TYPE:
ROLL NUMBER PANEL/ROLL SIZE SQUARE FOOT COMMENTS
START Inventory
Rev 190114
CONTROLLED
DOCUMENT
PARTS OF THE FORM:
A Project Name — This is the project name given by the office. Do not make up your own name. For example, Ameren
Duck Creek is Ameren Duck Creek NOT Canton IL.
B Project Number — Assigned by the office. Do not make up a number.
C Material Type — Examples 60 mil HD, 40 mil LLDPE, Composite (Include Material Type, Thickness, and Texturing)
D Date
E Name — Your Name
F Page Number
G Roll Number — Manufactures Roll Number found on the core or outer wrapping
H Panel Roll Size — The dimension of the roll or panel. Example: A 60 mil GSE Textured HDPE roll is 22’ x 520.
I Square Foot — The multiplication of the dimension. That is 22 x 520 = 11440 sf.
J Comments — Any additional information.
FILLING OUT THE FORM
1. Inventory Forms are to be filled out at the BEGINNING and END of the project.
2. File Completed Paperwork in a Completed Paperwork File.
MATERIAL INVENTORY FORM Page 1 of 2
PROJECT NAME:(DATE)PROJECT NO.:
MATERIAL TYPE:
ROLL NUMBER PANEL/ROLL SIZE SQUARE FOOT COMMENTS
END Inventory
Rev 190114
CONTROLLED
DOCUMENT
GEO-SYNTHETICS SYSTEMS | 2022 STATEMENT OF QUALIFICATIONS | 26
PREWELD REPORT














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xtĞůĚĂƚĞʹĂƚĞŽĨƚƌŝĂůƐĞĂŵ
x>ŝŶĞƌdLJƉĞʹDĂƚĞƌŝĂůƚLJƉĞďĞŝŶŐǁĞůĚĞĚ;^ͬ^с^ŵŽŽƚŚƚŽ^ŵŽŽƚŚ͕^ͬdс^ŵŽŽƚŚƚŽdĞdžƚƵƌĞĚ͕
dͬdсdĞdžƚƵƌĞĚƚŽdĞdžƚƵƌĞĚͿ
xdŝŵĞʹdŝŵĞŽĨƚƌŝĂůƐĞĂŵ
xKƉĞƌĂƚŽƌEĂŵĞʹEĂŵĞŽĨKƉĞƌĂƚŽƌ;ƚŚŝƐŶĂŵĞƐŚŽƵůĚĂůƐŽďĞůŝƐƚĞĚŽŶƚŚĞŵĂŝŶƉĂŐĞĨŽƌ
ĂĐĐƵƌĂƚĞƌĞƉŽƌƚŝŶŐͿ
xDĂĐŚŝŶĞEŽ͘ʹDĂĐŚŝŶĞŶƵŵďĞƌ;ƚŚŝƐŵĂĐŚŝŶĞŶƵŵďĞƌƐŚŽƵůĚĂůƐŽďĞůŝƐƚĞĚŽŶƚŚĞŵĂŝŶƉĂŐĞ
ĨŽƌĂĐĐƵƌĂƚĞƌĞƉŽƌƚŝŶŐͿdžĂŵƉůĞƐ͗tͲϭϭϮ;ǁĞůĚͿyͲϵϳ;ĞdžƚƌƵƐŝŽŶͿ
xDĂĐŚŝŶĞ^ƉĞĞĚʹtĞĚŐĞƐƉĞĞĚ
xDĂĐŚŝŶĞdĞŵƉ͘ʹtĞĚŐĞŽƌĂƌƌĞůƚĞŵƉĞƌĂƚƵƌĞƐ
xWƌĞŚĞĂƚdĞŵƉ͘ʹWƌĞŚĞĂƚƚĞŵƉĞƌĂƚƵƌĞ
xŵďŝĞŶƚdĞŵƉ͘ʹKƵƚĚŽŽƌĐůŝŵĂƚĞƚĞŵƉĞƌĂƚƵƌĞĂƚƚŚĞƚŝŵĞŽĨƚƌŝĂůƐĞĂŵ
xŽƵƉŽŶƐʹdŚĞŶƵŵďĞƌŽĨƐĂŵƉůĞƐĂƌĞƚŽďĞŽďƚĂŝŶĞĚĨƌŽŵƚŚĞƉƌŽũĞĐƚƐƉĞĐŝĨŝĐĂƚŝŽŶ
xdĞƐƚZĞƐƵůƚƐʹWĂƐƐŽƌ&Ăŝů;WŽƌ&Ϳ
A
B C D E F G H I J KA
B C D E F G H I J KA
B C D E F G H I J K
PARTS OF THE FORM:
A Weld Date – Date of trial seam
B Liner Type – Material type being welded (S/S = Smooth to Smooth, S/T = Smooth to Textured, T/T = Textured to
Textured)
C Time – Time of trial seam
D Operator Name – Name of Operator (this name should also be listed on the main page for accurate reporting)
E Machine No. – Machine number (this machine number should also be listed on the main page for accurate
reporting) Examples: W-112 (weld) X-97 (extrusion)
F Machine Speed – Wedge speed
G Machine Temp. – Wedge or Barrel temperatures
H Preheat Temp. – Preheat temperature
I Ambient Temp. – Outdoor climate temperature at the time of trial seam
J Coupons – The number of samples are to be obtained from the project specification
K Test Results – Pass or Fail (P or F)
GEO-SYNTHETICS SYSTEMS | 2022 STATEMENT OF QUALIFICATIONS | 27
FILLING OUT THE FORM
1. Have the technicians test their own trial seams whenever possible. Explain to the technicians in a morning meeting
that they need a trial seam every X-Hours, X-number of peels, X-number of shears, the values required to pass the
test, and that any incursion into the weld is a failure. Explain that a failed trial seams is not a “Big Thing.” A failed
Destructive Test is a “Big Thing.” The Trial Seam is to make sure equipment is running right.
2. KNOW YOUR SPECIFICATION. Each specification deals with failed trial seams differently. Some specifications
will require a retest until a passing test is obtained. Other specifications may require two consecutive passing trial
seams for each failure. So once again: KNOW YOUR SPECIFICATION.
3. Collect Trial Seam Form at the end of every day
4. Place a new Trial Seam Form at the tensiometer every morning.
5. Start each day with Page 1.
6. Start each day with Trial Seam number one.
7. File Completed Paperwork In a Completed Paperwork File.
8. If a multilayer system is being installed (primary and secondary liners), keep trial seam separated by layer. Trial
seams for the primary layer should be on separate forms from trial seams for the secondary layer.
HELPFUL HINTS:
Use Military Time when filling out the forms, this avoids the need to include am/pm and possible confusion from such. Midnight
12:00 am is 0000, Noon 12:00 pm is 1200, 7:00 am is 0700, 5:00 pm is 1700.
GEO-SYNTHETICS SYSTEMS | 2022 STATEMENT OF QUALIFICATIONS | 28
DESTRUCTIVE SAMPLES REPORT


















/ĨƚŚĞƉƌŽũĞĐƚLJŽƵĂƌĞŽŶŚĂƐŵƵůƚŝƉůĞůĂLJĞƌƐ;ƐƵĐŚĂƐĂƉƌŝŵĂƌLJĂŶĚƐĞĐŽŶĚĂƌLJůŝŶĞƌͿƐƚĂƌƚĚĞƐƚƌƵĐƚ
ŶƵŵďĞƌƐǁŝƚŚ^Ͳϭ͕^ͲϮ͕^ͲϯĂŶĚƐŽŽŶĂŶĚƐŽĨŽƌƚŚĨŽƌ^ĞĐŽŶĚĂƌLJ͘&ŽƌWƌŝŵĂƌLJůĂLJĞƌƐ͕ƐƚĂƌƚĚĞƐƚƌƵĐƚ
ŶƵŵďĞƌƐǁŝƚŚWͲϭ͕WͲϮ͕WͲϯĂŶĚƐŽŽŶĂŶĚƐŽĨŽƌƚŚ͘
x͘^͘EŽ͘ʹĞƐƚƌƵĐƚŝǀĞ^ĂŵƉůĞƚĞƐƚŶƵŵďĞƌ
x^ĞĂŵEŽ͘ʹWĂŶĞůŶƵŵďĞƌƐǁŚĞƌĞƚŚĞƐĂŵƉůĞǁĂƐƚĂŬĞŶĨƌŽŵ
xtĞůĚĂƚĞʹĂƚĞƚŚĞƐĞĂŵǁĂƐǁĞůĚĞĚ
xKƉĞƌĂƚŽƌEĂŵĞʹdĞĐŚŶŝĐŝĂŶǁŚŽƉĞƌĨŽƌŵĞĚƚŚĞƐĞĂŵďĞŝŶŐƚĞƐƚĞĚ
xDĂĐŚŝŶĞEŽ͘ʹDĂĐŚŝŶĞƚŚĂƚƉĞƌĨŽƌŵĞĚƚŚĞƐĞĂŵďĞŝŶŐƚĞƐƚĞĚ
xDĂĐŚŝŶĞ^ƉĞĞĚʹtĞĚŐĞƐƉĞĞĚ
xDĂĐŚŝŶĞdĞŵƉ͘ʹtĞĚŐĞŽƌĂƌƌĞůƚĞŵƉĞƌĂƚƵƌĞƐ
xWƌĞŚĞĂƚdĞŵƉ͘ʹWƌĞŚĞĂƚƚĞŵƉĞƌĂƚƵƌĞ
xŽƵƉŽŶƐʹdŚĞŶƵŵďĞƌŽĨƐĂŵƉůĞƐĂƌĞƚŽďĞŽďƚĂŝŶĞĚĨƌŽŵƚŚĞƉƌŽũĞĐƚƐƉĞĐŝĨŝĐĂƚŝŽŶ
xdĞƐƚZĞƐƵůƚƐʹWĂƐƐŽƌ&Ăŝů;WсWĂƐƐŽƌ&с&ĂŝůͿ

A B C D E F G H I JABCDEFGHIJABCDEFGHIJ
PARTS OF THE FORM:
A D.S. No. – Destructive Sample test number
B Seam No. – Panel numbers where the sample was taken from
C Weld Date – Date the seam was welded
D Operator Name – Technician who performed the seam being tested
E Machine No. – Machine that performed the seam being tested
F Machine Speed – Wedge speed
G Machine Temp. – Wedge or Barrel temperatures
H Preheat Temp. – Preheat temperature
I Coupons – The number of samples are to be obtained from the project specification
J Test Results – Pass or Fail (P = Pass or F = Fail)
GEO-SYNTHETICS SYSTEMS | 2022 STATEMENT OF QUALIFICATIONS | 29
FILLING OUT THE FORM
1. Run form continuously and file when each page is completed.
2. If the project you are on has multiple layers (such as a primary and secondary liner) start destruct numbers with
DS-1, DS-2, DS-3 and so on and so forth for Secondary. For Primary layers, start destruct numbers with DP-1, DP-
2, DP-3 and so on and so forth.
3. If the project you are on has multiple cells or ponds (for example Pond 1, Pond 2 and Pond 3) Start panel numbers at
DP-1001 for pond 1, DP-2001 for Pond 2, and DP-3001 for Pond 3, or 1DP-001 for Pond 1, 2DP-001 for Pond 2, and
3DP-001 for Pond 3.
TRACKING A FAILED DESTRUCTIVE
Tracking a failed destructive test will be outlined in the project specifications. However, there are some fundamentals that must
be followed. A failing destructive must be tracked each direction to passing destructive tests. These additional destructive
tests may or may not be on the same seam as the original destructive test and possibly on a seam welded on different days. In
the panel seaming section you were asked to place each welder on their own welding form and to keep up with seaming as it
occurred. Tracking a failed destructive is easier if you follow this method. Locate the seaming form that contains the seam with
the failed destructive. Follow the times that the welder performed each seam to track the weld path.
By convention, the retest destructive tests will have an A and B component. The A component represents all welding that
occurred after the destructive was placed. The B component represents all welding that occurred before the destructive was
placed (A=After, B=Before). If the retest fails, the next test in the After direction will be A1and the retest in the B direction will be
B1 If these test fail, the next test numbers will be A2 and B2.
For example, if DP-002 fails the rest sequence will be DP-002A, DP-002A1, DP-002A3, DP-002B, DP-002B1, DP-002B2 ect.
When tracking a failed destructive test, the seam segment between retest must be logged on the Repair Form.
GEO-SYNTHETICS SYSTEMS | 2022 STATEMENT OF QUALIFICATIONS | 30
SEAM CONTROL REPORT













^ĞĂŵŽŶƚƌŽůĂŶĚEŽŶͲĞƐƚƌƵĐƚŝǀĞdĞƐƚZĞƉŽƌƚ
^ĞĂŵŽŶƚƌŽů
xĂƚĞʹĂƚĞƐĞĂŵǁĂƐǁĞůĚĞĚ
x^ĞĂŵEŽ͘ʹ^ĞĂŵŶƵŵďĞƌŝƐĂĐŽŵďŝŶĂƚŝŽŶŽĨƚǁŽǁĞůĚĞĚƉĂŶĞůƐ͘&ŽƌĞdžĂŵƉůĞ͕WĂŶĞůϭ;WϭͿ
ǁĞůĚĞĚƚŽWĂŶĞůϮ;WϮͿǁŽƵůĚďĞWϭͬWϮ͘ůǁĂLJƐůŝƐƚƐŵĂůůĞƌŶƵŵďĞƌĨŝƌƐƚ͘
x^ĞĂŵ>ĞŶŐƚŚʹdŚĞůĞŶŐƚŚŽĨƚŚĞƐĞĂŵĂƚǁŚŝĐŚƚǁŽƉĂŶĞůƐĂƌĞǁĞůĚĞĚ͘dŚĞƐĞĂŵůĞŶŐƚŚŵĂLJ
ďĞůŽŶŐĞƌƚŚĂŶƉĂŶĞůŝĨƚŚĞƉĂŶĞůŝƐŽĚĚƐŚĂƉĞĚĂŶĚŵĞĂƐƵƌĞĚŝŶƚŚĞŵŝĚĚůĞ͘
xdŝŵĞtĞůĚĞĚʹdŚĞƚŝŵĞƚŚĞǁĞůĚĞƌƐƚĂƌƚĞĚƚŚĞƐĞĂŵ
xKƉĞƌĂƚŽƌEĂŵĞʹEĂŵĞŽĨƚŚĞŽƉĞƌĂƚŽƌƚŚĂƚǁĞůĚĞĚƚŚĞƐĞĂŵ
xDĂĐŚŝŶĞEŽ͘ʹDĂĐŚŝŶĞŶƵŵďĞƌ;ƚŚŝƐŵĂĐŚŝŶĞŶƵŵďĞƌƐŚŽƵůĚĂůƐŽďĞůŝƐƚĞĚŽŶƚŚĞŵĂŝŶƉĂŐĞ
ĨŽƌĂĐĐƵƌĂƚĞƌĞƉŽƌƚŝŶŐͿdžĂŵƉůĞƐ͗tͲϭϭϮ;ǁĞůĚͿyͲϵϳ;ĞdžƚƌƵƐŝŽŶͿ
xDĂĐŚŝŶĞ^ƉĞĞĚʹtĞĚŐĞƐƉĞĞĚ
xDĂĐŚŝŶĞdĞŵƉ͘ʹtĞĚŐĞŽƌĂƌƌĞůƚĞŵƉĞƌĂƚƵƌĞƐ
xWƌĞŚĞĂƚdĞŵƉ͘ʹWƌĞŚĞĂƚƚĞŵƉĞƌĂƚƵƌĞƐ
EŽŶͲĞƐƚƌƵĐƚŝǀĞdĞƐƚŝŶŐ
xdĞƐƚĂƚĞʹĂƚĞŽĨƚĞƐƚŝŶŐ
xdĞƐƚdLJƉĞʹŝƌƉƌĞƐƐƵƌĞƚĞƐƚŝŶŐ͕^ƉĂƌŬƚĞƐƚŝŶŐ͕ŝƌ>ĂŶĐĞƚĞƐƚŝŶŐ͕sĂĐƵƵŵƚĞƐƚŝŶŐ
xddŝŵĞ/ŶͬW^//ŶʹdĞƐƚƐƚĂƌƚƚŝŵĞŽŶĂŝƌƉƌĞƐƐƵƌĞƚĞƐƚŝŶŐ
xddŝŵĞKƵƚͬW^/KƵƚʹdĞƐƚĞŶĚƚŝŵĞŽŶĂŝƌƉƌĞƐƐƵƌĞƚĞƐƚŝŶŐ
xW^/>ŽƐƐʹůůŽǁĂďůĞĂŝƌƉƌĞƐƐƵƌĞůŽƐƐŝƐŽďƚĂŝŶĞĚĨƌŽŵƚŚĞƉƌŽũĞĐƚƐƉĞĐŝĨŝĐĂƚŝŽŶƐ
xdĞƐƚZĞƐƵůƚƐʹWĂƐƐŽƌ&Ăŝů;WсWĂƐƐŽƌ&с&ĂŝůͿ
A B C D E F G H I J K L M N OABCDEFGHIJKLMNOABCDEFGHIJKLMNO
PARTS OF THE FORM:
SEAM CONTROL
A Date – Date seam was welded
B Seam No. – Seam number is a combination of two welded panels. For example, Panel 1 (P1) welded to Panel 2 (P2)
would be P1/P2. Always list smaller number first.
C Seam Length – The length of the seam at which two panels are welded. The seam length may be longer than panel if
the panel is odd shaped and measured in the middle.
D Time Welded – The time the welder started the seam
E Operator Name – Name of the operator that welded the seam
F Machine No. – Machine number (this machine number should also be listed on the main page for accurate
reporting) Examples: W-112 (weld) X-97 (extrusion)
G Machine Speed – Wedge speed
H Machine Temp. – Wedge or Barrel temperatures
I Preheat Temp. – Preheat temperatures
NON-DESTRUCTIVE TESTING
J Test Date – Date of testing
K Test Type – Air pressure testing, Spark testing, Air Lance testing, Vacuum testing
L AT Time In/PSI In – Test start time on air pressure testing
M AT Time Out/PSI Out– Test end time on air pressure testing
N PSI Loss – Allowable air pressure loss is obtained from the project specifications
O Test Results – Pass or Fail (P = Pass or F = Fail)
GEO-SYNTHETICS SYSTEMS | 2022 STATEMENT OF QUALIFICATIONS | 31
FILLING OUT THE FORM
1. A seam Number is a combination of two welded panels. For example, Panel P-001 welded to P-002 would be seam
P-001/002. Panel P-006 Welded to Panel P-165 would be P-006/165.
If welding a combination of seams or a tie-in, COMBINING SEAMS IS NOT ACCEPTABLE. EACH SEAM MUST
BE LOGGED INDIVIDUALLY! For example, if floor Panel P-001 is going to be welded to slope panels P-014,
P-015, P-016, P-017, P-018, DO NOT log as P-001/1014-018. Each seam segment must be logged individually as
P-001/014; P-001/015; P-001/016; P-001/017; and P-001/018.
2. Do not file form with completed paperwork until all areas have been filled out.
3. When Multiple Layers are being installed, start secondary panels with an S-prefix (S-001/002) and Primary panels
with a P-prefix (P-001/002).
4. If doing multiple cells or ponds, Start panels with prefix and pond number (Pond 1 P-1001/002, Pond 2 P-001/002,
Pond 3 P-3001/002).
5. Keep up with logging as welding happens.
6. Use separate forms for each welder.
7. Start new forms Daily and Start Page Numbers at 1 each day.
8. If two panels have never been welded before (including a tie-in to an existing liner), then the seam needs to be
recorded on a Seaming Form. This includes extrusion welds. Do not log these seams as repairs because they are
not repairs, they are seams.
9. If a seam has been welded before, then it is a repair and needs to be on the Repair Form.
10. ALWAYS LOG THE LOWER PANEL NUMBER FIRST. P-002/001 is incorrect. This should be P-001/002. Look to
see what is around you, take a deep breath and log it right.
11. Occasionally a repair will need to be logged on a seaming log. This generally happens for a fusion repair. Remember
to log the Panel first and then the REPAIR NUMBER. For example, Seam P-001/002 need a 15-foot cap (repair
number R-15). This would be logged as P-001/R-15. Do not Forget to log the other side, P-002/R-15.
12. At a three or four panel intersection that you know will be capped or patched the seam between the panels does
not have to be logged. If you do log the seam you will need to identify the repair in the comments section by Repair
Number.
HELPFUL HINTS:
Keep each welder on his or her own set of seaming forms. This will make it easier to check against the other forms. Also, if a
failed Destructive Tests needs to be tracked this will make that process easier.
GEO-SYNTHETICS SYSTEMS | 2022 STATEMENT OF QUALIFICATIONS | 32
REPAIR REPORT















ZW/ZZWKZd/E'
xZĞƉĂŝƌEƵŵďĞƌʹdŽƌƵŶĐŽŶƐĞĐƵƚŝǀĞůLJ͘Zϭ͕ZϮ͕Zϯ͕ĞƚĐ͘
xĂŵĂŐĞŽĚĞʹĂŵĂŐĞĐŽĚĞƐƉƌŽǀŝĚĞĚĂĨƚĞƌƚŝƚůĞƉŽƌƚŝŽŶŽĨĚŽĐƵŵĞŶƚ͘hƐĞ
ĂĐĐŽƌĚŝŶŐůLJ
x^ĞĂŵEƵŵďĞƌʹ^ĞĂŵŶƵŵďĞƌŝƐĂĐŽŵďŝŶĂƚŝŽŶŽĨƚǁŽǁĞůĚĞĚƉĂŶĞůƐ͘&ŽƌĞdžĂŵƉůĞ͕
WĂŶĞůϭ;WϭͿǁĞůĚĞĚƚŽWĂŶĞůϮ;WϮͿ͘ůǁĂLJƐůŝƐƚƚŚĞƐŵĂůůĞƌŶƵŵďĞƌĨŝƌƐƚ͘
xWĂŶĞůEƵŵďĞƌʹWĂŶĞůŶƵŵďĞƌĂƚǁŚŝĐŚƚŚĞƌĞƉĂŝƌŚĂƐďĞĞŶŵĂĚĞ
x>ŽĐĂƚŝŽŶʹŽŵƉĂƐƐĚŝƌĞĐƚŝŽŶĂƚǁŚŝĐŚƚŚĞƌĞƉĂŝƌŝƐůŽĐĂƚĞĚ͘džĂŵƉůĞ͗ϭϯϲ͛E;EŽƌƚŚͿΘ
ϭϭ͛;ĂƐƚͿ
xZĞƉĂŝƌdLJƉĞʹWсWĂƚĐŚ͕сĂƉ͕сŽŽƚ
xWĂƚĐŚ;&ĞĞƚͿʹdŚĞƐŝnjĞŽĨƚŚĞƌĞƉĂŝƌŝŶĨĞĞƚ͘džĂŵƉůĞ͗ϮyϮ͕Ϯyϰ͕ϯyϮϲ͕ĞƚĐ͘
x^&dŽƚĂůʹ^ƋƵĂƌĞĨĞĞƚƚŽƚĂůŽĨƌĞƉĂŝƌ͘dŚŝƐǁŝůůĂƵƚŽŵĂƚŝĐĂůůLJĨŝůůŝŶŽŶĐĞƚŚĞƉĂƚĐŚƐŝnjĞ
ŚĂƐďĞĞŶĞŶƚĞƌĞĚ͘
xĂƚĞtĞůĚĞĚʹĂƚĞƌĞƉĂŝƌǁĂƐŵĂĚĞ
xKƉĞƌĂƚŽƌEĂŵĞʹEĂŵĞŽĨƚĞĐŚŶŝĐŝĂŶƚŚĂƚƉĞƌĨŽƌŵĞĚƚŚĞƌĞƉĂŝƌ
xĂƚĞŽŵƉůĞƚĞĚʹĂƚĞƚŚĞƌĞƉĂŝƌǁĂƐĐŽŵƉůĞƚĞĚ
xdĞƐƚdLJƉĞʹŝƌƉƌĞƐƐƵƌĞƚĞƐƚŝŶŐ͕^ƉĂƌŬƚĞƐƚŝŶŐ͕ŝƌ>ĂŶĐĞƚĞƐƚŝŶŐ͕sĂĐƵƵŵƚĞƐƚŝŶŐ
xdĞƐƚZĞƐƵůƚƐʹWĂƐƐͬ&Ăŝů;WсWĂƐƐŽƌ&с&ĂŝůͿĨŽƌƌĞͲƚĞƐƚ
xĂƚĞŽĨZĞͲdĞƐƚʹĂƚĞŽĨǁŚŝĐŚƚŚĞƌĞͲƚĞƐƚǁĂƐƉĞƌĨŽƌŵĞĚ͕ŝĨĂƉƉůŝĐĂďůĞ
AA B C D E F G H I J K L M NABCDEFGHIJKLMN
PARTS OF THE FORM:
A Repair Number – To run consecutively. R1, R2, R3, etc.
B Damage Code – Damage codes provided after title portion of document. Use accordingly
C Seam Number – Seam number is a combination of two welded panels. For example, Panel 1 (P1) welded to Panel 2
(P2). Always list the smaller number first.
D Panel Number – Panel number at which the repair has been made
E Location – Compass direction at which the repair is located. Example: 136’ N (North) & 11’ E (East)
F Repair Type – P = Patch, C = Cap, B = Boot
G Patch (Feet) – The size of the repair in feet. Example: 2X2, 2X4, 3X26, etc.
H SF Total – Square feet total of repair. This will automatically fill in once the patch size has been entered.
I Date Welded – Date repair was made
J Operator Name – Name of technician that performed the repair
K Date Completed – Date the repair was completed
L Test Type – Air pressure testing, Spark testing, Air Lance testing, Vacuum testing
M Test Results – Pass/Fail (P = Pass or F = Fail) for re-test
N Date of Re-Test – Date of which the re-test was performed, if applicable
GEO-SYNTHETICS SYSTEMS | 2022 STATEMENT OF QUALIFICATIONS | 33
FILLING OUT THE FORM
1. Keep the form in the field until sheet is filled out.
2. Patch is any repair that is less than half a roll width in any direction.
3. Cap is greater than half a roll width in any direction.
4. Marking Repair Locations:
Multiple Panel Intersection – Easiest to locate. In Seam/Panel No. list the panels that intersect in panel ascending
order. P-001/002/003/004 not P-001/003/004/002. In location section write Intersection.
Repairs on a seam – Must have a N, S, E or W component. List N, S, E or W component as the direction of travel.
That is a repair on seam P-001/002 45 N indicates you started at the south end of the seam and went 45 feet to
the north. Remember panels zero out at a cross seam.
Repairs on panels – The most difficult to log. Must have a N/S and an E/W component. A repair on panel P-003
100 N, 10 E indicates you went 100 ft from the south end of the panel and 10 feet east. Do not log a repair on a
panel with a seam number. That is if the repair is on panel P-003 100 N , 10 E DO NOT WRITE P-003/004 100 N, 10
E (this is a seam repair).
5. Repairs on weld log should be marked as “See Weld Log + Date of Weld Log”.
HELPFUL HINTS:
A patch is any repair that is less than half a roll width in any direction
A cap is greater than half a roll width in any direction
When marking repair locations:
Multiple Panel Intersection – Easiest way to locate is to list the panels that intersect in panel ascending order. For example: P1/
P2/P3/P4, in the LOCATION section, type out “INTERSECTION” instead of listing the cross intersected panels.
Repairs on a seam – Must have a N, S, E, or W component. List N, S, E, or W component as the direction of travel. Example:
There is a repair on seam P1/P2 45’ N. That indicates you started at the south end of the seam and went up 45 feet to the north.
Remember panels zero out at cross seams.
Repairs on panels – The most difficult to log. Must have a N/S and an E/W component. For example: a repair on panel P3 100’ N,
10’ E indicates you went 100 feet from the south end of the panel and then 10 feet east. Do not log a repair on a panel with a seam
number if the repair is on a panel.
Try to record Repair locations starting on one side of the site. Always try to measure in the same direction. This makes it easier
for others looking at our information to follow how the work progressed. Jumping from one direction to another at different areas
of the job site will cause confusion in your logs that you may not be aware of. Remember that other people, that are not on the
jobsite with you daily, have to review your paperwork (i.e. engineers).
GEO-SYNTHETICS SYSTEMS | 2022 STATEMENT OF QUALIFICATIONS | 34
PANEL PLACEMENT LOG













WE>W>DEd
xWĂŶĞůEƵŵďĞƌʹWĂŶĞůŶƵŵďĞƌŝŶƐĞƋƵĞŶĐĞŽĨǁŚĂƚŚĂƐďĞĞŶĚĞƉůŽLJĞĚ
xZŽůůEƵŵďĞƌʹDĂŶƵĨĂĐƚƵƌĞƌ͛ƐƌŽůůŶƵŵďĞƌƉƌŽǀŝĚĞĚŽŶƚŚĞŵĂƚĞƌŝĂů
x/ŶƐƚĂůůĂƚŝŽŶĂƚĞʹĂƚĞŽĨǁŚŝĐŚƚŚĞŵĂƚĞƌŝĂůǁĂƐůĂŝĚ;ƚŚŝƐŝƐŝŵƉŽƌƚĂŶƚƚŽŵĂŬĞƐƵƌĞƚŚĞĚĂŝůLJ
ƚŽƚĂůƐĐŽŝŶĐŝĚĞǁŝƚŚŽƚŚĞƌĂĚŵŝŶŝƐƚƌĂƚŝǀĞƌĞƉŽƌƚƐͿ
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xtŝĚƚŚʹtŝĚƚŚŽĨƚŚĞƉĂŶĞů
x>ĞŶŐƚŚʹ>ĞŶŐƚŚŽĨƚŚĞƉĂŶĞů
x^ƋƵĂƌĞ&ŽŽƚĂŐĞʹtŝůůĂƵƚŽŵĂƚŝĐĂůůLJĐĂůĐƵůĂƚĞǁŚĞŶƚŚĞǁŝĚƚŚĂŶĚůĞŶŐƚŚĂƌĞĞŶƚĞƌĞĚ
xĂŝůLJdŽƚĂůƐʹtŝůůĂƵƚŽŵĂƚŝĐĂůůLJĐĂůĐƵůĂƚĞǁŚĞŶƚŚĞǁŝĚƚŚ͕ůĞŶŐƚŚĂŶĚƐƋƵĂƌĞĨŽŽƚĂŐĞĂƌĞ
ĞŶƚĞƌĞĚ
WĂŶĞůŵƵƐƚŚĂǀĞĂŶĂƉƉƌŽdžŝŵĂƚĞĚŝŵĞŶƐŝŽŶŽĨĂƚůĞĂƐƚŚĂůĨĂƌŽůůǁŝĚƚŚŝŶďŽƚŚĚŝƌĞĐƚŝŽŶƐ;ϭϬĨĞĞƚyϭϬĨĞĞƚͿ͘dŚĞ
ĂƌĞĂŽĨĂƐƋƵĂƌĞŽƌƌĞĐƚĂŶŐůĞŝƐǁŝĚƚŚdžůĞŶŐƚŚ͘dŚĞĂƌĞĂŽĨĂƌŝŐŚƚƚƌŝĂŶŐůĞŝƐЪǁŝĚƚŚdžůĞŶŐƚŚ͘DŽƐƚŽĚĚͲƐŚĂƉĞĚ
ƉĂŶĞůƐĐĂŶďĞƌĞĚƵĐĞĚƚŽĂƐĞƌŝĞƐŽĨƌĞĐƚĂŶŐůĞƐ;ƐƋƵĂƌĞƐͿŽƌƌŝŐŚƚƚƌŝĂŶŐůĞƐ͘/ĨůĞƐƐƚŚĂŶŚĂůĨĂƌŽůůǁŝĚƚŚ͕ĐĂůůŝƚĂĐĂƉ
ŽƌĂŶĞdžƚĞŶƐŝŽŶĂŶĚůŽŐŝƚŽŶƚŚĞZĞƉĂŝƌ&Žƌŵ͘ZĞŵĞŵďĞƌĂƉĂŶĞůŵĂLJďĞĂĨƵůůƌŽůůŽƌĂƉŽƌƚŝŽŶŽĨĂƌŽůů͘/ĨƚŚĞĨƵůů
ƌŽůůŝƐŶŽƚƵƐĞĚ͕ŵĂŬĞƐƵƌĞƚŚĞƌĞŵĂŝŶŝŶŐƉĂƌƚŝĂůƌŽůůŝƐŵĂƌŬĞĚǁŝƚŚƚŚĞƌŽůůŶƵŵďĞƌ͘DĞĂƐƵƌĞŽĚĚƐŚĂƉĞƉĂŶĞůƐ
ƚŚƌŽƵŐŚƚŚĞĐĞŶƚĞƌŽĨƚŚĞƉĂŶĞůĂŶĚŶŽƚƚŚĞĞĚŐĞƐ͘
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ĞĂĐŚůĂLJĞƌ͘Wϭ;WĂŶĞůϭͲƉƌŝŵĂƌLJůĂLJĞƌͿƐŚŽƵůĚďĞƚŚĞƐƚĂƌƚĨŽƌůŽŐŐŝŶŐƚŚĞƉƌŝŵĂƌLJůĂLJĞƌ͘^Ϯ;WĂŶĞůϮͲƐĞĐŽŶĚĂƌLJ
ůĂLJĞƌͿƐŚŽƵůĚďĞƚŚĞƐƚĂƌƚĨŽƌůŽŐŐŝŶŐƚŚĞƐĞĐŽŶĚĂƌLJůĂLJĞƌ͘
<ĞĞƉŝŶŵŝŶĚƚŚĂƚƉůĂĐĞƉĂŶĞůƐĐĂŶďĞĐƵƚĂŶĚƚŚĞĐƵƚƐĞĐƚŝŽŶŵĂLJďĞƐĐƌĂƉƉĞĚŽƌƵƐĞĚŝŶĂŶŽƚŚĞƌůŽĐĂƚŝŽŶ͕ƐƵĐŚĂƐ
ĂĐŽƌŶĞƌ͘zŽƵDh^dĂĐĐŽƵŶƚĨŽƌƚŚŽƐĞĐƵƚƐĞĐƚŝŽŶƐ͘hŶůĞƐƐĂƉĂŶĞůŝƐĐƵƚ͕ƚŚĞǁŝĚƚŚǁŝůůŶŽƚĐŚĂŶŐĞ͘
A B C D E F G H
PARTS OF THE FORM:
A Panel Number – Panel number in sequence of what has been deployed
B Roll Number – Manufacturer’s roll number provided on the material
C Installation Date – Date of which the material was laid (this is important to make sure the daily totals coincide with
other administrative reports)
D Material Type – Material being installed (include material type, thickness and texturing)
E Width – Width of the panel
F Length – Length of the panel
G Square Footage – Will automatically calculate when the width and length are entered
H Daily Totals – Will automatically calculate when the width, length and square footage are entered
FILLING OUT THE FORM
1. Start a NEW FORM DAILY.
2. Page Number Starts at 1 EACH DAY.
3. A Panel Must Have an Approximate Dimension of at Least Half a Roll Width in Both Directions (~11 feet x 11’ feet). If
Less Than Half a Roll Width, Call it a Cap or an Extension and Log it on the Repair Form.
4. Remember a Panel may be a full roll or a portion of a roll. If the full roll is not used make sure the remaining partial is
marked with the ROLL NUMBER.
5. If the project you are on has multiple layers (such as a primary and secondary liner) start panel numbers S-001 for
secondary and P-001 for Primary Liners.
GEO-SYNTHETICS SYSTEMS | 2022 STATEMENT OF QUALIFICATIONS | 35
6. If the project you are on has multiple cells or ponds (for example Pond 1, Pond 2 and Pond 3) Start panel numbers at
P-1001 for pond 1, P-2001 for Pond 2, and P-3001 for Pond 3, or 1P-001 for Pond 1, 2P-001 for Pond 2, and 3P-001
for Pond 3.
7. Keep in mind that place panels can be cut, and the cut section may be scrapped or used in another location such as
a corner. You must account for those cut sections.
8. Unless a panel is cut, the width will not change.
9. The area of a square or rectangle is width x length.
10. The Area of a right triangle is ½ width x length.
11. Most odd shaped panels can be reduced to a series of rectangles (squares) or right triangles.
12. Measure odd shape panels through the center of the panel and not the edges.
13. File Completed Paperwork in a Completed Paperwork File.
HELPFUL HINTS:
A Panel must have an approximate dimension of at least half a roll width in both directions (10 feet X 10 feet). The area of a
square or rectangle is width x length. The area of a right triangle is ½ width x length. Most odd-shaped panels can be reduced to
a series of rectangles (squares) or right triangles. If less than half a roll width, call it a cap or an extension and log it on the Repair
Form. Remember a panel may be a full roll or a portion of a roll. If the full roll is not used, make sure the remaining partial roll is
marked with the roll number. Measure odd shape panels through the center of the panel and not the edges.
If the project you are on has multiple layers (such as primary and secondary liner) start a new placement log for each layer. P1
(Panel 1-primary layer) should be the start for logging the primary layer. S2 (Panel 2-secondary layer) should be the start for
logging the secondary layer.
Keep in mind that place panels can be cut and the cut section may be scrapped or used in another location, such as a corner. You
MUST account for those cut sections. Unless a panel is cut, the width will not change.
GEO-SYNTHETICS SYSTEMS | 2022 STATEMENT OF QUALIFICATIONS | 36
CHECKING DATA
GENERAL
As mentioned earlier, collection of the field data is the most fundamental part of your job. However, checking the data is probably
the most important part. Inaccurate or erroneous data is useless. You are required to check your data daily. Do not assume that
everything you have done in the field is completely correct. Everyone makes mistakes. It is better to correct these mistakes while
you are in the field rather than when your data arrives in the office. The field forms have been setup with redundancies to assist with
checking the data. If you find a mistake while you are onsite it will be easier to go and look at the liner and correct your mistake.
The following sections outline what data checks should be made.
MATERIAL INVENTORY FORM
GENERAL
1. Are Sections A – F filled out?
2. Are Sections G – I filled out?
GEO-SYNTHETICS SYSTEMS | 2022 STATEMENT OF QUALIFICATIONS | 37
PREWELD FORM














WZt>ZWKZd
ŽƵďůĞĐŚĞĐŬLJŽƵƌǁŽƌŬĂŶĚŵĂŬĞƐƵƌĞĂůůƐĞĐƚŝŽŶƐŽĨƚŚĞƚŽƉŽĨƚŚŝƐůŽŐŝƐƉƌĞͲĨŝůůĞĚĨƌŽŵƚŚĞD/E
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LJŽƵĨŝŶĚĂŶĞƌƌŽƌ͕ŐŽďĂĐŬƚŽƚŚĞŵĂŝŶƉĂŐĞƚŽŵĂŬĞĐŽƌƌĞĐƚŝŽŶƐͲƚŚŝƐǁŝůůĂƐƐƵƌĞƚŚĞƌĞƐƚŽĨLJŽƵƌ
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dͬdсdĞdžƚƵƌĞĚƚŽdĞdžƚƵƌĞĚͿ
xdŝŵĞʹdŝŵĞŽĨƚƌŝĂůƐĞĂŵ
xKƉĞƌĂƚŽƌEĂŵĞʹEĂŵĞŽĨKƉĞƌĂƚŽƌ;ƚŚŝƐŶĂŵĞƐŚŽƵůĚĂůƐŽďĞůŝƐƚĞĚŽŶƚŚĞŵĂŝŶƉĂŐĞĨŽƌ
ĂĐĐƵƌĂƚĞƌĞƉŽƌƚŝŶŐͿ
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xWƌĞŚĞĂƚdĞŵƉ͘ʹWƌĞŚĞĂƚƚĞŵƉĞƌĂƚƵƌĞ
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xdĞƐƚZĞƐƵůƚƐʹWĂƐƐŽƌ&Ăŝů;WŽƌ&Ϳ
A
B C D E F G H I J KA
B C D E F G H I J KA
B C D E F G H I J K
GENERAL
1. Are Sections A – X filled out? If Air Temp and Material Type (Column P and Column Q) are not required, Place an NA
in the top box and line to the bottom of the column.
2. Renumber Column M in Time Ascending Order.
PREWELD FORM CHANGE TO PRE WELD FORM
Trial No. Date of Trial Time of Trial Trial No.Date of Trial Time of Trial
1 12/31/09 850 3 12/31/09 850
2 12/31/09 830 2 12/31/09 830
3 12/31/09 815 1 12/31/09 815
4 12/31/09 900 4 12/31/09 900

3. Use Military Time.
4. Are Trial Seams within the time limits indicated in Column H. If the specification requires Trial Seams every 4 hours,
are the trial seams for each welder within that 4-hour limit (exclude lunch time).
5. Are the tested Peel Values (Column V) greater than or equal to the specified values (Column J and K)?
6. Are the tested Shear Values (Column W) greater than or equal to the specified values (Column L)?
7. Do all the values pass?
8. Start a new Trial Weld Form Each Day.
9. Start at Trial Seam No 1 each Day.
TRACKING A FAILED TRIAL SEAM
Tracking a failed trial seam is dependent on the project specifications. It is not uncommon to have specifications that allow for
retesting of a failed trial seam until passing tests are obtained. It is also common to allow for one retest and if this retest fails
two passing retests are required. Additionally, some specifications will require two passing trial seams for each failure. Once
again KNOW YOUR SPECIFICATION.
GEO-SYNTHETICS SYSTEMS | 2022 STATEMENT OF QUALIFICATIONS | 38
Failed trial seams must be tracked to passing trial seams. This is easy to do if you follow the subsequent convention:
Technician XX Fails Trial Seam No. 2. He retests. This test number is now 2R1. 2R1 fails and now XX needs two passing trial
seams. These retests would be 2R2 and 2R3.
TRIAL WELD FORM
Trial No.Date of Trial Pass/Fail
2 12/31/09 F
2R1 12/31/09 F
2R2 12/31/09 P
2R3 12/31/09 P
DESTRUCTIVE TEST FORM


















/ĨƚŚĞƉƌŽũĞĐƚLJŽƵĂƌĞŽŶŚĂƐŵƵůƚŝƉůĞůĂLJĞƌƐ;ƐƵĐŚĂƐĂƉƌŝŵĂƌLJĂŶĚƐĞĐŽŶĚĂƌLJůŝŶĞƌͿƐƚĂƌƚĚĞƐƚƌƵĐƚ
ŶƵŵďĞƌƐǁŝƚŚ^Ͳϭ͕^ͲϮ͕^ͲϯĂŶĚƐŽŽŶĂŶĚƐŽĨŽƌƚŚĨŽƌ^ĞĐŽŶĚĂƌLJ͘&ŽƌWƌŝŵĂƌLJůĂLJĞƌƐ͕ƐƚĂƌƚĚĞƐƚƌƵĐƚ
ŶƵŵďĞƌƐǁŝƚŚWͲϭ͕WͲϮ͕WͲϯĂŶĚƐŽŽŶĂŶĚƐŽĨŽƌƚŚ͘
x͘^͘EŽ͘ʹĞƐƚƌƵĐƚŝǀĞ^ĂŵƉůĞƚĞƐƚŶƵŵďĞƌx^ĞĂŵEŽ͘ʹWĂŶĞůŶƵŵďĞƌƐǁŚĞƌĞƚŚĞƐĂŵƉůĞǁĂƐƚĂŬĞŶĨƌŽŵ
xtĞůĚĂƚĞʹĂƚĞƚŚĞƐĞĂŵǁĂƐǁĞůĚĞĚ
xKƉĞƌĂƚŽƌEĂŵĞʹdĞĐŚŶŝĐŝĂŶǁŚŽƉĞƌĨŽƌŵĞĚƚŚĞƐĞĂŵďĞŝŶŐƚĞƐƚĞĚ
xDĂĐŚŝŶĞEŽ͘ʹDĂĐŚŝŶĞƚŚĂƚƉĞƌĨŽƌŵĞĚƚŚĞƐĞĂŵďĞŝŶŐƚĞƐƚĞĚxDĂĐŚŝŶĞ^ƉĞĞĚʹtĞĚŐĞƐƉĞĞĚxDĂĐŚŝŶĞdĞŵƉ͘ʹtĞĚŐĞŽƌĂƌƌĞůƚĞŵƉĞƌĂƚƵƌĞƐ
xWƌĞŚĞĂƚdĞŵƉ͘ʹWƌĞŚĞĂƚƚĞŵƉĞƌĂƚƵƌĞ
xŽƵƉŽŶƐʹdŚĞŶƵŵďĞƌŽĨƐĂŵƉůĞƐĂƌĞƚŽďĞŽďƚĂŝŶĞĚĨƌŽŵƚŚĞƉƌŽũĞĐƚƐƉĞĐŝĨŝĐĂƚŝŽŶ
xdĞƐƚZĞƐƵůƚƐʹWĂƐƐŽƌ&Ăŝů;WсWĂƐƐŽƌ&с&ĂŝůͿ

A B C D E F G H I JABCDEFGHIJABCDEFGHIJ
GENERAL
1. Are Sections A – 5 filled out?
2. Do Columns M, N, and P on the Destructive Test Form correspond to Columns J, H, and I on the Panel Seaming Form?
3. Do Columns M and S on the Destructive Test Form correspond to Columns H and I on the Repair Form?
4. Do the vales in Column P of the Destructive Test Form meet or exceed the values of H or Column I on the Destructive
Test Form?
5. Do the vales in Column O of the Destructive Test Form meet or exceed the values of K on the Destructive Test Form?
6. Consecutively number Sample I.D. (Column M on the Destructive Test Form. File the completed page when all
information on the sheet has been filed out.
GEO-SYNTHETICS SYSTEMS | 2022 STATEMENT OF QUALIFICATIONS | 39
SEAM CONTROL FORM













^ĞĂŵŽŶƚƌŽůĂŶĚEŽŶͲĞƐƚƌƵĐƚŝǀĞdĞƐƚZĞƉŽƌƚ
^ĞĂŵŽŶƚƌŽů
xĂƚĞʹĂƚĞƐĞĂŵǁĂƐǁĞůĚĞĚ
x^ĞĂŵEŽ͘ʹ^ĞĂŵŶƵŵďĞƌŝƐĂĐŽŵďŝŶĂƚŝŽŶŽĨƚǁŽǁĞůĚĞĚƉĂŶĞůƐ͘&ŽƌĞdžĂŵƉůĞ͕WĂŶĞůϭ;WϭͿǁĞůĚĞĚƚŽWĂŶĞůϮ;WϮͿǁŽƵůĚďĞWϭͬWϮ͘ůǁĂLJƐůŝƐƚƐŵĂůůĞƌŶƵŵďĞƌĨŝƌƐƚ͘
x^ĞĂŵ>ĞŶŐƚŚʹdŚĞůĞŶŐƚŚŽĨƚŚĞƐĞĂŵĂƚǁŚŝĐŚƚǁŽƉĂŶĞůƐĂƌĞǁĞůĚĞĚ͘dŚĞƐĞĂŵůĞŶŐƚŚŵĂLJ
ďĞůŽŶŐĞƌƚŚĂŶƉĂŶĞůŝĨƚŚĞƉĂŶĞůŝƐŽĚĚƐŚĂƉĞĚĂŶĚŵĞĂƐƵƌĞĚŝŶƚŚĞŵŝĚĚůĞ͘
xdŝŵĞtĞůĚĞĚʹdŚĞƚŝŵĞƚŚĞǁĞůĚĞƌƐƚĂƌƚĞĚƚŚĞƐĞĂŵ
xKƉĞƌĂƚŽƌEĂŵĞʹEĂŵĞŽĨƚŚĞŽƉĞƌĂƚŽƌƚŚĂƚǁĞůĚĞĚƚŚĞƐĞĂŵ
xDĂĐŚŝŶĞEŽ͘ʹDĂĐŚŝŶĞŶƵŵďĞƌ;ƚŚŝƐŵĂĐŚŝŶĞŶƵŵďĞƌƐŚŽƵůĚĂůƐŽďĞůŝƐƚĞĚŽŶƚŚĞŵĂŝŶƉĂŐĞ
ĨŽƌĂĐĐƵƌĂƚĞƌĞƉŽƌƚŝŶŐͿdžĂŵƉůĞƐ͗tͲϭϭϮ;ǁĞůĚͿyͲϵϳ;ĞdžƚƌƵƐŝŽŶͿ
xDĂĐŚŝŶĞ^ƉĞĞĚʹtĞĚŐĞƐƉĞĞĚ
xDĂĐŚŝŶĞdĞŵƉ͘ʹtĞĚŐĞŽƌĂƌƌĞůƚĞŵƉĞƌĂƚƵƌĞƐ
xWƌĞŚĞĂƚdĞŵƉ͘ʹWƌĞŚĞĂƚƚĞŵƉĞƌĂƚƵƌĞƐ
EŽŶͲĞƐƚƌƵĐƚŝǀĞdĞƐƚŝŶŐ
xdĞƐƚĂƚĞʹĂƚĞŽĨƚĞƐƚŝŶŐ
xdĞƐƚdLJƉĞʹŝƌƉƌĞƐƐƵƌĞƚĞƐƚŝŶŐ͕^ƉĂƌŬƚĞƐƚŝŶŐ͕ŝƌ>ĂŶĐĞƚĞƐƚŝŶŐ͕sĂĐƵƵŵƚĞƐƚŝŶŐ
xddŝŵĞ/ŶͬW^//ŶʹdĞƐƚƐƚĂƌƚƚŝŵĞŽŶĂŝƌƉƌĞƐƐƵƌĞƚĞƐƚŝŶŐ
xddŝŵĞKƵƚͬW^/KƵƚʹdĞƐƚĞŶĚƚŝŵĞŽŶĂŝƌƉƌĞƐƐƵƌĞƚĞƐƚŝŶŐ
xW^/>ŽƐƐʹůůŽǁĂďůĞĂŝƌƉƌĞƐƐƵƌĞůŽƐƐŝƐŽďƚĂŝŶĞĚĨƌŽŵƚŚĞƉƌŽũĞĐƚƐƉĞĐŝĨŝĐĂƚŝŽŶƐ
xdĞƐƚZĞƐƵůƚƐʹWĂƐƐŽƌ&Ăŝů;WсWĂƐƐŽƌ&с&ĂŝůͿ
A B C D E F G H I J K L M N OABCDEFGHIJKLMNOABCDEFGHIJKLMNO
GENERAL
1. Are Sections A – Q filled out?
2. Seaming Date (Column G) cannot be before panel placement date (Column I on the Panel Placement Form)
3. Place Trial Seam Number (Column M on Trial Seam Form) that corresponds to the seaming time in Column O on Panel
Seaming Form.
Trial No.Date of Trial Time of Trial Technicians
Initials
Welder Type Wedge Barrel Speed Preheat
1 12/31/09 800 XX F-85 750 6
Seam No Date Time Seam
Length
Seamer Int Machine No Wedge
Barrel
Speed
Preheat
Trial No.
P-001/002 12/31/09 830 150 XX F-85 750 6 1
1. Is the time on the Panel Seaming Form (Column K) earlier or later than the time in Column O of the Trial Seam Form? If
the time on the Panel Seaming Form is earlier than the time on the Trial Seam Form YOU HAVE A PROBLEM.
2. Does the Tech and Machine number (Columns H & I on the Panel Seaming Form) match the Technician Initials and. and
Welder Type (Columns R & S) in the Trial Seam Form?
3. Place Destructive Test Number in Comments section (Column P) on the Panel Seaming form if applicable.
4. Non-Destructive Testing Completed (Column Q on the Panel Seaming Form) will be discussed in the next section Non-
Destructive Testing Form.
5. File Panel Seaming Form in a “Completed Field Work” file when all the columns, Including Column Q have been
completed.
6. Start a New Panel Seaming Form per Welder Each Day and restart page number (Column F on the Panel Seaming Form)
at 1 each day.
GEO-SYNTHETICS SYSTEMS | 2022 STATEMENT OF QUALIFICATIONS | 40
TRACKING SEAMING
Periodically copy your Field Drawing. Take a highlighter and highlight the seams “AS THEY APPEAR ON YOUR PANEL SEAMING
FORM. Do not assume that you have logged all seams. Check each seam individually. Any area that is not highlighted at the end
of this exercise has not been logged on the Panel Seaming Form. Go back out to the field and log the missing seams.
NON-DESTRUCTIVE TESTING
GENERAL
1. Are Sections A – U filled out?
2. Is Test Date (Column M on the Non-Destructive Testing Form) before the weld date (Column H on the Panel Seaming form)?
3. Is psi start (Column P) equal to or greater than Start Pressure (Column G)?
4. Is psi start (Column P) minus psi end(Column Q) less than or equal to Accept. Drop (Column I)? IF NOT, YOU HAVE
PROBLEMS! (P - Q) ≤ I
5. Is Time End (Column S) minus Time Start (Column R) greater than or equal to Test Time (Column H)? IF NOT, YOU HAVE
PROBLEM(S – R) ≥ H
6. Remember tracking format from Filling Out in the Non-Destructive Testing Field Work section: ELOS is Entire Length of
Seam and seam segments must be in the form of SEOS-100, 100-250, 250-275 Capped by R15, 467-NEOS.
7. Check Seam Number (Column L) against Test Location (Column U). If the Seam is Completed, find corresponding seam on
the Panel Seaming Form and place the completion date in the Non-Destructive Testing Complete (Column Q) on the Panel
Seaming Form.
8. Do not assume that, “We welded today and we air tested to day so all the seams we welded are air tested”. Go through each
non-destructive test individually.
9. When Column Q on the Panel Seaming Form is completed, file the form in a Completed Field Work file.
10. Remember a partially tested seam may possibly complete the Panel Seaming Form. For example: If seam P-001/002 is
500 ft and tech XX welded from the SEOS to 250 N, and welder YY welded from 250 N to NEOS and nondestructive testing
was completed form 250 N to NEOS, this section can be logged on the Panel Seaming Form for that corresponding seam
segment. If that completes that Panel seaming Form, file it. However, the seam segment from the SEOS to 250 N is not
completed and the form needs to stay in the field.
11. File completed Non-Destructive Form in a Completed Field Work file.
12. Start a new Non-Destructive Testing Form daily and start at page number 1.
TRACKING SEAMING
Periodically copy your Field Drawing. Take a highlighter and highlight the seams “AS THEY APPEAR ON YOUR NON-DESTRUCTIVE
TESTING FORM. Do not assume that you have logged all seams. Check each seam individually. Any area that is not highlighted at the
end of this exercise has not been logged on the Non-destructive Testing Form. Go back out to the field and log the missing seams.
GEO-SYNTHETICS SYSTEMS | 2022 STATEMENT OF QUALIFICATIONS | 41
REPAIR FORM















ZW/ZZWKZd/E'
xZĞƉĂŝƌEƵŵďĞƌʹdŽƌƵŶĐŽŶƐĞĐƵƚŝǀĞůLJ͘Zϭ͕ZϮ͕Zϯ͕ĞƚĐ͘xĂŵĂŐĞŽĚĞʹĂŵĂŐĞĐŽĚĞƐƉƌŽǀŝĚĞĚĂĨƚĞƌƚŝƚůĞƉŽƌƚŝŽŶŽĨĚŽĐƵŵĞŶƚ͘hƐĞĂĐĐŽƌĚŝŶŐůLJ
x^ĞĂŵEƵŵďĞƌʹ^ĞĂŵŶƵŵďĞƌŝƐĂĐŽŵďŝŶĂƚŝŽŶŽĨƚǁŽǁĞůĚĞĚƉĂŶĞůƐ͘&ŽƌĞdžĂŵƉůĞ͕WĂŶĞůϭ;WϭͿǁĞůĚĞĚƚŽWĂŶĞůϮ;WϮͿ͘ůǁĂLJƐůŝƐƚƚŚĞƐŵĂůůĞƌŶƵŵďĞƌĨŝƌƐƚ͘
xWĂŶĞůEƵŵďĞƌʹWĂŶĞůŶƵŵďĞƌĂƚǁŚŝĐŚƚŚĞƌĞƉĂŝƌŚĂƐďĞĞŶŵĂĚĞ
x>ŽĐĂƚŝŽŶʹŽŵƉĂƐƐĚŝƌĞĐƚŝŽŶĂƚǁŚŝĐŚƚŚĞƌĞƉĂŝƌŝƐůŽĐĂƚĞĚ͘džĂŵƉůĞ͗ϭϯϲ͛E;EŽƌƚŚͿΘϭϭ͛;ĂƐƚͿ
xZĞƉĂŝƌdLJƉĞʹWсWĂƚĐŚ͕сĂƉ͕сŽŽƚxWĂƚĐŚ;&ĞĞƚͿʹdŚĞƐŝnjĞŽĨƚŚĞƌĞƉĂŝƌŝŶĨĞĞƚ͘džĂŵƉůĞ͗ϮyϮ͕Ϯyϰ͕ϯyϮϲ͕ĞƚĐ͘
x^&dŽƚĂůʹ^ƋƵĂƌĞĨĞĞƚƚŽƚĂůŽĨƌĞƉĂŝƌ͘dŚŝƐǁŝůůĂƵƚŽŵĂƚŝĐĂůůLJĨŝůůŝŶŽŶĐĞƚŚĞƉĂƚĐŚƐŝnjĞŚĂƐďĞĞŶĞŶƚĞƌĞĚ͘xĂƚĞtĞůĚĞĚʹĂƚĞƌĞƉĂŝƌǁĂƐŵĂĚĞ
xKƉĞƌĂƚŽƌEĂŵĞʹEĂŵĞŽĨƚĞĐŚŶŝĐŝĂŶƚŚĂƚƉĞƌĨŽƌŵĞĚƚŚĞƌĞƉĂŝƌ
xĂƚĞŽŵƉůĞƚĞĚʹĂƚĞƚŚĞƌĞƉĂŝƌǁĂƐĐŽŵƉůĞƚĞĚ
xdĞƐƚdLJƉĞʹŝƌƉƌĞƐƐƵƌĞƚĞƐƚŝŶŐ͕^ƉĂƌŬƚĞƐƚŝŶŐ͕ŝƌ>ĂŶĐĞƚĞƐƚŝŶŐ͕sĂĐƵƵŵƚĞƐƚŝŶŐ
xdĞƐƚZĞƐƵůƚƐʹWĂƐƐͬ&Ăŝů;WсWĂƐƐŽƌ&с&ĂŝůͿĨŽƌƌĞͲƚĞƐƚ
xĂƚĞŽĨZĞͲdĞƐƚʹĂƚĞŽĨǁŚŝĐŚƚŚĞƌĞͲƚĞƐƚǁĂƐƉĞƌĨŽƌŵĞĚ͕ŝĨĂƉƉůŝĐĂďůĞ
AA B C D E F G H I J K L M NABCDEFGHIJKLMN
GENERAL
1. Are Sections A – P filled out?
2. Check Repair Tech (Column K on Repair Form) with Technicians Initials (Column R on Trial Weld Form).
3. Is Test Date(Column N on Repair Form) before Repair Date (Column J on Repair Form?
4. Run Page Number Consecutively.
5. File Form when all fields have been completed.
PANEL PLACEMENT FORM













WE>W>DEd
xWĂŶĞůEƵŵďĞƌʹWĂŶĞůŶƵŵďĞƌŝŶƐĞƋƵĞŶĐĞŽĨǁŚĂƚŚĂƐďĞĞŶĚĞƉůŽLJĞĚ
xZŽůůEƵŵďĞƌʹDĂŶƵĨĂĐƚƵƌĞƌ͛ƐƌŽůůŶƵŵďĞƌƉƌŽǀŝĚĞĚŽŶƚŚĞŵĂƚĞƌŝĂů
x/ŶƐƚĂůůĂƚŝŽŶĂƚĞʹĂƚĞŽĨǁŚŝĐŚƚŚĞŵĂƚĞƌŝĂůǁĂƐůĂŝĚ;ƚŚŝƐŝƐŝŵƉŽƌƚĂŶƚƚŽŵĂŬĞƐƵƌĞƚŚĞĚĂŝůLJ
ƚŽƚĂůƐĐŽŝŶĐŝĚĞǁŝƚŚŽƚŚĞƌĂĚŵŝŶŝƐƚƌĂƚŝǀĞƌĞƉŽƌƚƐͿ
xDĂƚĞƌŝĂůdLJƉĞʹDĂƚĞƌŝĂůďĞŝŶŐŝŶƐƚĂůůĞĚ;ŝŶĐůƵĚĞŵĂƚĞƌŝĂůƚLJƉĞ͕ƚŚŝĐŬŶĞƐƐĂŶĚƚĞdžƚƵƌŝŶŐͿ
xtŝĚƚŚʹtŝĚƚŚŽĨƚŚĞƉĂŶĞů
x>ĞŶŐƚŚʹ>ĞŶŐƚŚŽĨƚŚĞƉĂŶĞůx^ƋƵĂƌĞ&ŽŽƚĂŐĞʹtŝůůĂƵƚŽŵĂƚŝĐĂůůLJĐĂůĐƵůĂƚĞǁŚĞŶƚŚĞǁŝĚƚŚĂŶĚůĞŶŐƚŚĂƌĞĞŶƚĞƌĞĚ
xĂŝůLJdŽƚĂůƐʹtŝůůĂƵƚŽŵĂƚŝĐĂůůLJĐĂůĐƵůĂƚĞǁŚĞŶƚŚĞǁŝĚƚŚ͕ůĞŶŐƚŚĂŶĚƐƋƵĂƌĞĨŽŽƚĂŐĞĂƌĞĞŶƚĞƌĞĚ
WĂŶĞůŵƵƐƚŚĂǀĞĂŶĂƉƉƌŽdžŝŵĂƚĞĚŝŵĞŶƐŝŽŶŽĨĂƚůĞĂƐƚŚĂůĨĂƌŽůůǁŝĚƚŚŝŶďŽƚŚĚŝƌĞĐƚŝŽŶƐ;ϭϬĨĞĞƚyϭϬĨĞĞƚͿ͘dŚĞĂƌĞĂŽĨĂƐƋƵĂƌĞŽƌƌĞĐƚĂŶŐůĞŝƐǁŝĚƚŚdžůĞŶŐƚŚ͘dŚĞĂƌĞĂŽĨĂƌŝŐŚƚƚƌŝĂŶŐůĞŝƐЪǁŝĚƚŚdžůĞŶŐƚŚ͘DŽƐƚŽĚĚͲƐŚĂƉĞĚ
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A B C D E F G H
GENERAL
1. Are Sections A – F filled out?
2. Are Sections G – I filled out?
3. Sum roll lengths (Column J) for each corresponding roll in Column H and place and date total in column J of the
Material Inventory Form.
Example: Roll 5838 is 520 feet long. Roll 5838 was used for panels P-001 (100 ft), P-002 (200), and P-003 (160
ft) 100+200+160=460 ft. 520-460=60 ft
In Comments Section (J) of Material Inventory Form write 60’ remaining 12/31/10.
4. Remember to use a new form Panel Placement Form daily.
5. File completed paperwork in a “Completed Paperwork File”.
This check will prevent using too much material off any roll. If your tally is larger than the roll length, you may possibly have the
wrong roll number on a panel. For instance, if panels P-001+P-002+P-003=570 ft, something is wrong.
GEO-SYNTHETICS SYSTEMS | 2022 STATEMENT OF QUALIFICATIONS | 42
RECORD DRAWING
The third aspect of your position, in addition to collecting and checking the field data, is to create a field record drawing of the
project that is required by most specifications. This record drawing needs to accurately reflect the panels, seams, and repairs
and their relationship to each other. As you know a picture is worth a thousand words. This record drawing is used by GSI QC
Staff in double checking the field data and is often submitted to the Project Owner to be meet regulatory requirements.
REQUIRED INFORMATION
Because the record drawing is so important it needs to accurately reflect how the material was installed, tested, and repaired.
This means it needs to be done to scale and include all the information collected on the field forms. Information that needs to be
included on the record drawing includes:
• Panel Numbers
• Seams drawn to the correct Length
• Seam Orientation, especially important in corners
• Destructive Test Locations
• Repair Types and Locations
• Site Orientation, which way is North. This may not always be the same, ask the Third-Party Engineer or the General
Contactor if there is a site-specific North. The outlines that are created in the office for your use most times have a
North arrow on them, but you need to verify that this is correct
• Any Changes to the Layout of the Site. Sometimes the outlines and panel layouts you are provided may be different
from what is being built. If this occurs, you need to track this on your record drawing. This is necessary to determine if
the project got bigger or smaller so adjustments can be made to make sure GSI gets paid for the work we have done.
• The correct name and location of the project and the material used. This is often also provided on panel layouts and
outlines, but if it is not you need to obtain this information so company records can be updated
• Information about the drawing and who completed the drawing. Note what layer and material is shown and include
your name as the person who prepared the record drawing
DRAFTING REQUIREMENTS
To produce an accurate and complete record drawing requires some drafting skills. These skills are basic and can be aided by
the proper equipment. The idea is to take something complicated and make it easier to understand. Too much information on a
drawing can be as bad as too little information. Using symbols and abbreviations makes this possible.
TOOLS
The tools necessary to create a record drawing do not have to be complex. A piece of paper, pencil, and a simple ruler is all
that would be needed to create a basic record drawing. Because not all record drawings are basic the following list of tools is
recommended:
GEO-SYNTHETICS SYSTEMS | 2022 STATEMENT OF QUALIFICATIONS | 43
• Three sided Engineer’s Scale with 20, 30, 40, 50 and 60 feet to the inch scales
• A mechanical pencil and eraser
• Drafting Triangles with 30, 45, 60, and 90 degree angles
• Multi-function calculator with Square Root function
• T-Square or straight-edge
• Drawing Board or other similar hard surface
• Paper large enough to draw the project at an appropriate scale
• Compass
• Protractor
Some people think that it is necessary to have a computer program to create an accurate record drawing. This is not true
because if the information that was collected is not accurate the drawing will not be accurate either. THE COMPUTER CANNOT
MAKE A GOOD DRAWING FROM BAD INFORMATION. The tools listed above are a complete list of what you should have. If
you do not have all these tools that is not an excuse for poor record drawings, because most drawings can be completed with
three basic tools listed in the first paragraph.
DRAFTING STANDARDS
For your record drawing to accurately reflect the installation it must conform to some basic standards. Some of these standards
are universal and some are company specific.
• Scale: Use one of the Common Engineering Scale (20, 30, 40, 50, or 60). 40 and 50 scale are the most common for
the projects we do. With 60 scale it becomes too difficult to write the necessary information on the drawing because
the panels are too small. 20 and 30 scale are fine for small projects and allow room for more information. You need to
decide based on the size of the project and the paper you have what scale to use. 40 scale would work well in the field
because every quarter inch is 10 feet if you do not have a 3-sided scale with you a regular tape measure would work.
• Text should read from left to right and top to bottom without turning the sheet. Try to orient your panel numbers this
way it makes it much easier to read. Not all information will be able to be placed this way due to space restrictions.
• Straight, Perpendicular, and Parallel. These three concepts make drawings much easier to read.
• Straight: When completing your record drawing to send to the office utilize your straight edge to make your lines
straight. Do not freehand at this point, it can make drawings distorted
• Perpendicular: While our panels do not always create right angles to each other, when they do it is important to draw
as such. If this standard is not followed the error is multiplied across the drawing and the panels will not line-up as
they do in the field
• Parallel: Every roll is 22 feet wide for its entire length. So, unless a panel is trimmed to fit each panel should be
parallel to the one next to it. Panels should not be drawn as 18 feet wide on the South end and 23 feet wide on the
North end
GEO-SYNTHETICS SYSTEMS | 2022 STATEMENT OF QUALIFICATIONS | 44
• Symbols and Text. GSI has its own set of symbols to indicate different types of repairs and seams. Abbreviations are
also used to identify Panels, Repairs and Destructive Tests
• Patches are symbolized by a filled circle. These circles should approximate the size of the repairs
• Cap Patches are symbolized by filled rectangles. Draw the rectangles the size of the repairs
• Boots are symbolized by a circle with an X inside. Each pipe should be marked as a boot
• Extrusion Welds are designated by a zig-zag line. This should be for the entire length of the weld
• Fusion Welds are designated by a straight line
• Panel Numbers should be written as described in previous sections to match the designation on the Field Forms
• Repairs should be numbered as R## the same as on the Field Forms. If repairs are numbered on the Repair Forms,
they need to be numbered on the Record Drawing and vice versa. Repairs do not have to be numbered unless
required by the specification. Numbering does make it easier to track repairs.
• Destructive Tests should be written the same as on the Field Forms as described in previous sections. Destructive
Tests are symbolized as an open square followed by the Destructive Test Number.
SKETCHES
One of the most helpful things you can do is to create sketches of areas of the liner to be incorporated in your record drawing.
Make sketches of complicated areas: corners, toe to slope tie-ins, new to old tie-ins, and any areas with multiple repairs in
proximity. These sketches can be aided by pictures. If you are having trouble drawing an area take many pictures to help the
drafters in the office create the record drawing.
Sketches also keep your record drawing clean because it does not have to be in the field with you. Sketch the work completed
each day and then add it to your record drawing.
Drawing a liner installation is not always the easiest task because you are taking a three-dimensional thing and trying to
represent it in two dimensions. This is especially difficult in corners and other areas where the grade change is extreme.
Whatever the difficulty the drawing needs to be representative of the field data, you should not change the field data to
make a drawing look better.
GEO-SYNTHETICS SYSTEMS | 2022 STATEMENT OF QUALIFICATIONS | 45
APPENDIX
Information that may be useful to you in the field:
FORMULAS
L=Length
W=Width
R=Radius
D=Diameter = R x 2
C=Circumference
A=Area
B=Base Length of a Right Triangle
H=Height of a Right Triangle
Area of a Rectangle A = L x W
Area of a Right Triangle A = (B x H)/2
Length of the Long Side of a Right Triangle L = √(B2+H2)
Area of a Circle A = 3.14 x R2
Circumference of a Circle C = 2 x R x 3.14
SEAM FAILURE MODES
Pages 53 and 54
QC TECHNICIANS QUICK REFERENCE GUIDE
Pages 55 and 56
A-SIZE BORDER WITH DRAFTING SYMBOLS
Attached
FIELD FORMS
Attached
GEO-SYNTHETICS, LLC.FIELD QUALITY CONTROL MANUAL
Attached
GEO-SYNTHETICS SYSTEMS | 2022 STATEMENT OF QUALIFICATIONS | 46
QC TECHNICIAN QUICK REFERENCE GUIDE
Panel Placement
1. Is the paperwork filled out?
Trial welds
1. Is the paperwork filled out?
2. Do all the tests meet the required passing values
3. Are test within the proper time intervals
Welding
1. Is the paperwork filled out?
2. Are all panels welded on the day that they were placed?
3. Do trial seams match the tech and welding machine used that day
4. Are trial seams within the proper time interval
Nondestructive Testing
1. Is the paperwork filled out?
2. Do all the tests pass
3. Are the test within the proper time interval
4. Do tests correlate to welded seams and dates
Destructive Testing
1. Is the paperwork filled out?
2. Do all the tests meet the required passing values
3. Does the tech and machine correlate to the tech and machine on the seaming log
4. Does the destructive location correlate to the repair location?
5. If the destructive failed, was it tracked properly
Repairs
1. Is the paperwork filled out?
2. Does the repair tech have a trial seam?
3. Are Repairs located correctly on the drawing
4. Does the repair location correlate to the destructive location?
GEO-SYNTHETICS SYSTEMS | 2022 STATEMENT OF QUALIFICATIONS | 47
QC TECHNICIAN QUICK REFERENCE GUIDE
Drawing
1. Is your drawing up to date
2. Do repair locations and destructive locations on drawing match the repair logs
Drafting Symbols
2022 Completed Projects List
Project Name Foxhole Landfill 721019 Project Name IPL Ash Pond Closure 721024 Phase 1 of 3
Location Charlotte, NC Location Petersburg, Indiana Continued on Row 41
Owner Mecklenburg County, N.C.Owner Indianapolis Power & LightAddress17131 Lancaster Highway Address 6925 North State Road 57
Engineer CDM Smith - Curtis Wilson & Aaron Weispfenning Engineer ATC Group Services LLC
Client Triangle Grading & Paving Client Blankenerger Brothers, Inc.
Contact Bryan Coley Contact Pat Blankenburger
1 Project Type LFCell 2 Project Type Ash PondProject Manager Steve Brothers Project Manager Cesar Gonzalez
Superintendent Vince Sisoumphou Superintendent Jose Vargas
QC Technician Kamphone Sisoumphou QC Technician Tramaine Watts
Start Date Nov-2021 Start Date Jul-2021
Completion Date Mar-2022 Completion Date Oct-2021
Cross Section GCL Cross Section Geocomposite Cross Section 40 Mil LLDPE Smooth Cross Section GeocompositeSubgrade (SF)602,331 Quantity (SF)609,219 Subgrade (SF)1,145,977 Quantity (SF)469,350
Cross Section 60 Mil Textured Cross Section 20 Mil Rain Cover Cross Section 40 Mil LLDPE Textured Cross Section Geotextile
Quantity (SF)596,511 Quantity (SF)609,318 Quantity (SF)217,938 Quantity (SF)684,000
Project Name Harpers Ferry WWTP 721041 Project Name East St. Louis Auto Shredding 721050
Location Harpers Ferry, Iowa Location East St. Louis, IL
Owner City of Harpers Ferry Owner St. Clair CountyAddress1009 Winfield Road Address 1299 N 1st Street
Engineer Davy Engineering Engineer Andrews Engineering
Client Wapasha Construction Client Kolb Grading
Contact Pat Doyle Contact Adam Jenkins3 Project Type Wastewater Ponds & SAGR's 4 Project Type Landfill
Project Manager Steve Brothers Project Manager Cesar Gonzalez
Superintendent Vince Sisoumphou Superintendent Dan Rodriquez
QC Technician Khamphone Sisoumphou QC Technician Dan RodriquezStart Date Nov-2021 Start Date Oct-2022
Completion Date May-2022 Completion Date Nov-2022
Cross Section 60 Mil Smooth Cross Section Cross Section 60 Mil Smooth Cross Section 12 oz. GeotextileSubgrade (SF)96,511 Quantity (SF) Subgrade (SF)195,648 Quantity (SF)226,200
Cross Section Geotextile Cross Section Cross Section 60 Mil Textured Cross Section
Quantity (SF)23,520 Quantity (SF) Quantity (SF)31,283 Quantity (SF)
Project Name Ameren Peru 722042 Project Name Goodell WWTP 721053
Location Peru, IL Location Goodell, IowaOwnerAmerenOwnerCity of Goodell, Iowa
Address 350 5th Street Address 107 Centennial Street (Fire Station)
Engineer Environmental Resources Management, Inc. Alan Cork P.E.Engineer SEH Inc.
Client O6 Environmental Client Cole ExcavatingContactCody Lonas Contact Jeremy Cole
5 Project Type Ameren Remediation Site 6 Project Type WWTP
Project Manager Steve Brothers Project Manager Steve Brothers
Superintendent Robert Chandler Superintendent Robert ChandlerQC Technician Robert Chandler QC Technician Tramaine Watts
Start Date Oct-2022 Start Date Jun-2022
Completion Date Oct-2022 Completion Date Jun-2022
Cross Section GCL Cross Section Geocomposite Cross Section 60 Mil HD Smooth Cross Section
Subgrade (SF)52,875 Quantity (SF)52,875 Subgrade (SF)103,050 Quantity (SF)
Cross Section 60 Mil Textured Cross Section 8 oz. Geotextile Cross Section Cross Section
Quantity (SF)18,200 Quantity (SF)36,000 Quantity (SF) Quantity (SF)
Project Name Sarasota LF Phase III 721058 Continued on Row 545 Project Name La Cygne Upper AQC Closure T 721059
Location Nokomis, FL Location La Cygne, KS
Owner Sarasota County, FL Owner Evergy Metro, Inc.
Address 4000 Knights Trail Road Address 25166 East 2200 Road
Engineer Jones Edmunds Dale E. Gerber Engineer AECOM
Client Glover Construction Company, Inc.Client Kissick ConstructionContactMark Short Contact Mark Rigdon
7 Project Type Landfill Expansion 8 Project Type AQC Closure
Project Manager Cesar Gonzalez Project Manager Cesar Gonzalez
Superintendent Jose Valverde Superintendent Jose ValverdeQC Technician Martin Villegas QC Technician Martin Villegas
Start Date Jan-2022 Start Date Sep-2021
Completion Date Oct-2022 Completion Date Dec-2021
Cross Section GCL Cross Section 60 Mil Secondary Cross Section 40 Mil Micro Spike Cross Section
Subgrade (SF)2,353,987 Quantity (SF)2,376,692 Subgrade (SF)1,437,480 Quantity (SF)
Cross Section 60 Mil Primary Cross Section Primary Geocomposite Cross Section Closure Turf Cross Section
Quantity (SF)2,365,547 Quantity (SF)2,142,058 Quantity (SF)1,437,480 Quantity (SF)
Project Name Pleasant Prairie LF Closure 722003 Project Name Prince Specialty Products 722010
Location Pleasant Prairie, WI Location New Johnsonville, TN
Owner WE Energies Owner Prince Specialty Products
Address 8000 95th Street Address 795 Foote Lane
Engineer GEI Consultants Engineer ARCADIS US, Inc.Client Edgerton Contractors, Inc.Client Vaughn Contractors, Inc.
Contact Ryan Murphey Contact Kevin Little
9 Project Type Landfill Closure 10 Project Type Basin
Project Manager Cesar Gonzalez Project Manager Steve BrothersSuperintendentVince Sisoumphou Superintendent Robert Chandler
QC Technician Khamphone Sisoumphou QC Technician Robare Long
Start Date Oct-2022 Start Date Jul-2022
Completion Date Oct-2022 Completion Date Sep-2022
Page 1 of 6
2401 PEWAUKEE ROAD • WAUKESHA, WI 53188-6904 • 262-524-7979 • Fax: [phone] • 800-444-5523 • www.geo-synthetics.com
2022 Completed Projects List
Cross Section 40 Mil LL Textured Cross Section Cross Section 60 Mil HDPE Tex/Smooth Cross SectionSubgrade (SF)143,520 Quantity (SF) Subgrade (SF)424,600 Quantity (SF)
Cross Section Geocomposite Cross Section Cross Section 8oz. Geotextile Cross Section
Quantity (SF)145,020 Quantity (SF) Quantity (SF)234,841 Quantity (SF)
Project Name Williams Conway Brine 722005 Project Name Munger Landing Geotube Pad 722032
Location McPhereson, KS Location Duluth, MNOwnerWilliamsOwnerEPA, MPCA, US Army Corps of Engineers & WDNR
Address 775 Landmark Road Address Clyde Ave
Engineer Audubon Engineering Nicole Bruno Engineer US Army Corps of Engineers
Client Prairie Landworks Inc.Client J.F. Brennan Company, Inc.Contact Tom Saffel Contact Casey Evensen
11 Project Type Pond 12 Project Type Geotube Pad
Project Manager Cesar Gonzalez Project Manager Steve Brothers
Superintendent Vince Sisoumphou Viruth Long Superintendent Vince Sisoumphou Raul NQC Technician Kamphone Sisoumphou Robare Long QC Technician Khamphone Sisoumphou
Start Date Mar-2022 Start Date Aug-2022
Completion Date On-Going Completion Date Sep-2022
Cross Section 60 Mil Tex/Smooth Primary Cross Section Geocomposite Cross Section 40 Mil Cross Section
Subgrade (SF)659,891 Quantity (SF)659,891 Subgrade (SF)435,561 Quantity (SF)
Cross Section 60 Mil Tex/Smooth Secondary Cross Section Geonet Cross Section 8 oz. Geotextile Cross Section
Quantity (SF)659,891 Quantity (SF)659,891 Quantity (SF)731,200 Quantity (SF)
Project Name Alliant Energy Columbia PP 722011 Project Name Alliant Energy Lansing 722012
Location Pardeeville, WI Location Lansing, Iowa
Owner Alliant Energy Owner Alliant Energy
Address W8375 Murray Road Address 2320 Power Plant Drive
Engineer SCS Engineers Zana Bajalan Engineer Infrastructure Alternatives, Inc.
Client Ames Construction Client Ames Construction, Inc.Contact Brad Folczyk - Clint Berning Contact Andrew Reynolds
13 Project Type Pond Closure 14 Project Type Tube Laydown Pads
Project Manager Steve Brothers Project Manager Steve Brothers
Superintendent Robert Chandler Superintendent Vince SisoumphouQC Technician Robert Chandler Dan Rodriguez QC Technician Kamphone Sisoumphou
Start Date Oct-2022 Start Date Jul-2022
Completion Date Nov-2022 Completion Date Jul-2022
Cross Section GCL Cross Section 16 oz. Geotextile Cross Section 40 Mil HDPE Textured Cross Section
Subgrade (SF)317,100 Quantity (SF)36,000 Subgrade (SF)308,947 Quantity (SF)
Cross Section 60 Mil HDPE Textured Cross Section Cross Section Cross Section
Quantity (SF)318,099 Quantity (SF) Quantity (SF) Quantity (SF)
Project Name US Steel Granite City 722013 Project Name Ponds Behind Erie Pier 722014 T&M Repair Project
Location Granite City, IL Location Duluth, MN
Owner US Steel Owner EPA, MPCA, US Army Corps of Engineers & WDNR
Address 2000 Edwardsville Road Address 199 S. 40th Avenue W
Engineer Weaver Consultants Group John Bossert Engineer N/AClientDunnett Bay Construction Client EQM
Contact Lucas Kessling Contact Gary Butcher
15 Project Type Cap & Landfill 16 Project Type Pond
Project Manager Steve Brothers Project Manager Steve Brothers Allen BullockSuperintendentFrank Mata Superintendent Viruth Long
QC Technicians Jesus Salazar, Saul Rivas, Frank Mata QC Technician Viruth Long
Start Date Jun-2022 Start Date Apr-2022
Completion Date Sep-2022 Completion Date 4-112-22
Cross Section 40 & 60 Mil HDPE Cross Section Geocomposite & Textile Cross Section Liner Repair Only Cross Section
Subgrade (SF)1,232,774 Quantity (SF)1,186,125 Subgrade (SF) Quantity (SF)
Cross Section Cross Section Cross Section Cross Section
Quantity (SF) Quantity (SF) Quantity (SF) Quantity (SF)
Project Name Wisconsin Dells WWTP 722015 Project Name New Indy Pad 5 722016 T&M Project
Location Wisconsin Dells, WI Location Catawba, SC
Owner City of Wisconsin Dells Owner Dredge America
Address 2 Bowman Road Address 5298 Cureton Ferry RoadEngineerMSA Professional Services, Inc.Engineer N/A
Client Olympic Builders Client Dredge America
Contact Justin Yahnke Contact Sam Robinson Jake Stockham
17 Project Type Digester Tank Liners 18 Project Type Tube PadsProject Manager Cesar Gonzalez Project Manager Steve Brothers
Superintendent Robert Chandler Superintendent Raul Nieves
QC Technician Robert Chandler QC Technician Raul Nieves
Start Date Oct-2022 Start Date May-2022
Completion Date Dec-2022 Completion Date May-2022
Cross Section Cross Section 10 oz. Geotextile Cross Section N/A Cross Section
Subgrade (SF) Quantity (SF)1,280 Subgrade (SF) Quantity (SF)Cross Section 30 Mil RPE Cross Section Cross Section Cross Section
Quantity (SF)1,280 Quantity (SF) Quantity (SF) Quantity (SF)
Page 2 of 6
2401 PEWAUKEE ROAD • WAUKESHA, WI 53188-6904 • 262-524-7979 • Fax: [phone] • 800-444-5523 • www.geo-synthetics.com
2022 Completed Projects List
Project Name Gerald Gentlemen Station 722017 Project Name LASWA Phase IV Cell 2 722018 Part 1 of 3
Location Sutherland, NE Location Valentine, NE Phase 4 Cell 2
Owner Nebraska Public Power District Owner Lexington Area Solid Waste Agency Part 2 & 3 on Row 494AddressNE-25 Sutherland, NE Address 76460 Hwy 21
Engineer Golder Associates Engineer HDR
Client Myers Construction Client Perrett Construction Ltd.
Contact Josh Swift, Alecs Rummery Contact Rob Wemhoff
19 Project Type Supply Impoundment Area 20 Project Type LandfillProject Manager Steve Brothers Project Manager Cesar Gonzalez
Superintendent Frank Mata Superintendent Frank Mata
QC Technician Frank Mata QC Technician Tramaine Watts
Start Date Sep-2022 Start Date Jul-2022
Completion Date Sep-2022 Completion Date Sep-2022
Cross Section GCL Cross Section Cross Section GCL Cross Section 8 oz. GeotextileSubgrade (SF)148,810 Quantity (SF) Subgrade (SF)291,592 Quantity (SF)291,592
Cross Section 60 Mil HDPE Cross Section Cross Section 60 Mil Textured Cross Section Rain Cover R12BV
Quantity (SF)143,780 Quantity (SF) Quantity (SF)291,592 Quantity (SF)251,860
Project Name Elkhart County LF 722019 Project Name Quad Cities Landfill Phase IV 722020
Location Elkhart, IN Location Milan, IL
Owner Elkhart County LF Owner Millenium Waste Inc.Address 59530 Co. Rd 7 Address 13606 Knoxville Road
Engineer IngenAE Engineer Weaver Consultants Group
Client C & E Excavating, Inc.Client Millennium Waste Incorporated
Contact Jeff Bonadies Contact Dominic Remmes21 Project Type Landfill 22 Project Type Landfill
Project Manager Cesar Gonzalez Project Manager Cesar Gonzalez
Superintendent Frank Mata Superintendent Raul Nieves
QC Technician Tramaine Watts QC Technician Raul NievesStart Date Nov-2022 Start Date Sep-2022
Completion Date Nov-2022 Completion Date Nov-2022
Cross Section 60 Mil HDT Cross Section 16 oz. Geotextile Cross Section 60 Mil Textured Cross Section RainflapSubgrade (SF)385,400 Quantity (SF)385,400 Subgrade (SF)182,000 Quantity (SF)23,230
Cross Section Geocomposite Cross Section Cross Section Geotextile Cross Section
Quantity (SF)33,500 Quantity (SF) Quantity (SF)177,800 Quantity (SF)
Project Name Northshore Mining VSF Cover 722021 Project Name Jeffrey Energy Center 722022
Location Babbit, MN Location St. Mary's, KansasOwnerCleveland -Cliffs Northshore Mine Owner Evergy, Inc.
Address Country Road 70 Address 25905 Jeffrey Road
Engineer WSP Golder Engineer SCS Engineers
Client Hoover Construction Co.Client Schmidtlein Excavating, Inc.Contact Craig Spry Contact Jeremy Schmidtlein
23 Project Type Mine 24 Project Type Landfill Cell1C
Project Manager Cesar Gonzalez Project Manager Cesar Gonzalez
Superintendent Vince Sisoumphou Superintendent Jose VargasQC Technician Kamphone Sisoumphou QC Technician Saul Rivas
Start Date Jun-2022 Start Date Sep-2022
Completion Date Jun-2022 Completion Date Sep-2022
Cross Section GCL Cross Section Cross Section 40 Mil LLDPE Cross Section
Subgrade (SF)363,868 Quantity (SF) Subgrade (SF)145,600 Quantity (SF)
Cross Section Cross Section Cross Section Geocomposite Cross Section
Quantity (SF) Quantity (SF) Quantity (SF)145,600 Quantity (SF)
Project Name Bonneville County Landfill 722023 Project Name ALCOA Bauxite Closure 722024 Part 1 of 3
Location Idaho Falls, ID Location Bryant, AR Phase 1
Owner Bonneville County Owner Alcoa USA Corp Brown Mud Lake Part 2 & 3 on Row 528
Address 9449 E. Sunnyside Road Address 2300 County Road 2
Engineer Great West Engineering Engineer Civil & Environmental Consultants, Inc. (CEC)
Client Whitaker Construction Co., Inc.Client McGeorge Contracting Company, Inc.Contact Paul Christensen Contact Anthony Jones Kem McBride
25 Project Type Landfill 26 Project Type Closure
Project Manager Steve Brothers Project Manager Cesar Gonzalez
Superintendent Jose Vargas Superintendent Dan RodriquezQC Technician Saul Rivas QC Technician Dan Rodriquez
Start Date Sep-2022 Start Date Aug-2022
Completion Date Oct-2022 Completion Date Oct-2022
Cross Section GCL Cross Section 16 oz. Geotextile Cross Section 40 Mil LLDPE Cross Section 60 Mil
Subgrade (SF)814,138 Quantity (SF)828,000 Subgrade (SF)881,920 Quantity (SF)35,000
Cross Section 60 Mil HDPE Cross Section Cross Section Geocomposite Cross Section
Quantity (SF)816,859 Quantity (SF) Quantity (SF)881,920 Quantity (SF)
Page 3 of 6
2401 PEWAUKEE ROAD • WAUKESHA, WI 53188-6904 • 262-524-7979 • Fax: [phone] • 800-444-5523 • www.geo-synthetics.com
2022 Completed Projects List
Project Name Grand Marais Water Basin 722025 Project Name NE Ottertail LF 722026
Location Grand Marais, MN Location New York Mills, MN
Owner Minnesota Dept. of Natural Resources Owner Ottertail County Dept. Solid WasteAddress114 S 8th Ave Address 50356 Landfill Road
Engineer MnDNR Jon Hendrickson Engineer FOTH
Client KGM Contractors Inc.Client Hough Incorporated
Contact Heath Line Contact Mike Hough & Bryce Moen
27 Project Type Basin 28 Project Type LandfillProject Manager Steve Brothers Project Manager Steve Brothers
Superintendent Vince Sisoumphou Superintendent Robert Chandler
QC Technician Khamphone Sisoumphou QC Technician Robert Chandler
Start Date Jul-2022 Start Date Oct-2022
Completion Date Jul-2022 Completion Date Oct-2022
Cross Section 60 Mil HDPE Cross Section Cross Section 60 Mil Tex & Smooth Cross SectionSubgrade (SF)11,077 Quantity (SF) Subgrade (SF)51,668 Quantity (SF)
Cross Section Cross Section Cross Section Cross Section
Quantity (SF) Quantity (SF) Quantity (SF) Quantity (SF)
Project Name Ameren Champaigne MGP 722038 T&M Project Project Name Polk County Landfill 722028
Location Edwardsville, IL Location Gentilly, MN
Owner Ameren Champaigne MGP Owner Polk County , MNAddress470 West Union Street Address 15764 270th Street
Engineer Environmental Resources Management Engineer Stantec
Client 06 Environmental Client RJ Zavoral & Sons
Contact Cody Lonas Contact Dan Zavoral & Nick Carlin29 Project Type Remediation 30 Project Type Landfill
Project Manager Cesar Gonzalez Project Manager Steve Brothers
Superintendent Jose Vargas Superintendent Vince Sisoumphou
QC Technician Saul Rivas QC Technician Khamphone SisoumphouStart Date Aug-2022 Start Date Jul-2022
Completion Date Aug-2022 Completion Date Aug-2022
Cross Section N/A Cross Section Cross Section 60 Mil & 40 Mil Cross SectionSubgrade (SF) Quantity (SF) Subgrade (SF)415,152 Quantity (SF)
Cross Section Cross Section Cross Section Cross Section
Quantity (SF) Quantity (SF) Quantity (SF) Quantity (SF)
Project Name Litchfield WWTP 722031 Project Name McAlester Equalization Basin 722048
Location Litchfield, IL Location McAlester, OKOwnerCity of Litchfield Owner City of McAlester
Address 1350 E Ryder Street Address 1360 E. Krebs Ave
Engineer City Engineer Plummer & Associates
Client Korte & Luitjohan Client Downey Contracting, LLCContactGreg Korte Contact Dalton McCaskill
31 Project Type WWTP 32 Project Type Basin
Project Manager Steve Brothers Project Manager Steve Brothers
Superintendent Viruth Long Superintendent Robert ChandlerQC Technician Robare Long QC Technician Robert Chandler
Start Date Sep-2022 Start Date Nov-2022
Completion Date Oct-2022 Completion Date Nov-2022
Cross Section 45 Mil Duraskrim Cross Section Cross Section 60 Mil HD Cross Section
Subgrade (SF)87,702 Quantity (SF) Subgrade (SF)148,882 Quantity (SF)
Cross Section Cross Section Cross Section 10 oz. Geotextile Cross Section
Quantity (SF) Quantity (SF) Quantity (SF)148,552 Quantity (SF)
Page 4 of 6
2401 PEWAUKEE ROAD • WAUKESHA, WI 53188-6904 • 262-524-7979 • Fax: [phone] • 800-444-5523 • www.geo-synthetics.com
2022 Completed Projects List
Project Name Blaines Farm & Fleet 722036 T&M Project Project Name Morgan County LF 722049
Location Rhinelander, WI Location Fort Morgan, CO
Owner Blaines Farm & Fleet Owner Morgan County, ColoradoAddress1601 E Timber Drive Address 21448 Road 22
Engineer TRC Environmental Corp Engineer American Environmental Consulting (AEC)
Client Musson Bros.Client Morgan County
Contact Jeff Vandersanden Contact Cass Yearous
33 Project Type Pond 34 Project Type LandfillProject Manager Steve Brothers Project Manager Cesar Gonzalez
Superintendent Raul Neives Superintendent Viruth Long
QC Technician Robare Long QC Technician Tramaine Watts
Start Date Oct-2022 Start Date Nov-2022
Completion Date Oct-2022 Completion Date Dec-2022
Cross Section 30 Mil Cross Section Cross Section GCL Cross SectionSubgrade (SF)59,400 Quantity (SF) Subgrade (SF)278,650 Quantity (SF)
Cross Section Cross Section Cross Section 60 Mil Textured Cross Section
Quantity (SF) Quantity (SF) Quantity (SF)280,368 Quantity (SF)
Project Name Minnesota Boswell LF Closure 722039 Project Name MEC Walter Scott 722040
Location Cohasset, MN Location Council Bluffs, Iowa
Owner Allete Inc.Owner Mid American Energy Address 1210 NW 3rd Street Address 7215 Navajo Street
Engineer BARR Engineering Engineer HDR
Client TNT Construction Group, LLC Client J.J. Westhoff Construction Co.
Contact Dominic Ellison Contact Jerry Westhoff35 Project Type Ash Pond 36 Project Type Cap
Project Manager Steve Brothers Project Manager Cesar Gonzalez
Superintendent Raul Neives Superintendent Frank Mata
QC Technician Robare Long QC Technician Tramaine WattsStart Date Sep-2022 Start Date Oct-2022
Completion Date Sep-2022 Completion Date Oct-2022
Cross Section 40 Mil LLDPE Cross Section Cross Section 60 Mil HDPE DT Cross Section Transnet 250-2-8Subgrade (SF)503,272 Quantity (SF) Subgrade (SF)369,341 Quantity (SF)221,980
Cross Section Cross Section Cross Section Geocomposite Cross Section
Quantity (SF) Quantity (SF) Quantity (SF)363,700 Quantity (SF)
Page 5 of 6
2401 PEWAUKEE ROAD • WAUKESHA, WI 53188-6904 • 262-524-7979 • Fax: [phone] • 800-444-5523 • www.geo-synthetics.com
2022 Completed Projects List
Project Name LASWA Phase IV Cell 2 722018 Part 2 of 3 Project Name LASWA Phase IV Cell 2 722018 Part 3 of 3
Location Valentine, NE Partial Closure Phase 1&2 Location Valentine, NE Leahcate Pond Lining
Owner Lexington Area Solid Waste Agency Owner Lexington Area Solid Waste AgencyAddress76460 Hwy 21 Address 76460 Hwy 21
Engineer HDR Engineer HDR
Client Perrett Construction Ltd.Client Perrett Construction Ltd.
Contact Rob Wemhoff Contact Rob Wemhoff
37 Project Type Landfill 38 Project Type LandfillProject Manager Cesar Gonzalez Project Manager Cesar Gonzalez
Superintendent Frank Mata Superintendent Frank Mata
QC Technician Tramaine Watts QC Technician Tramaine Watts
Start Date Jul-2022 Start Date Jul-2022
Completion Date Sep-2022 Completion Date Sep-2022
Cross Section 40 Mil LLDPE Cross Section Cross Section GCL Cross Section 12oz. NW GeotextileSubgrade (SF)278,793 Quantity (SF) Subgrade (SF)43,028 Quantity (SF)43,028
Cross Section Geocomposite Cross Section Cross Section 60 Mil HDPE Tex Cross Section
Quantity (SF)278,793 Quantity (SF) Quantity (SF)43,028 Quantity (SF)
Project Name IPL Ash Pond Closure 721024 Phase 2 of 3 Project Name IPL Ash Pond Closure 721024 Phase 3 of 3
Location Petersburg, Indiana Location Petersburg, Indiana
Owner Indianapolis Power & Light Owner Indianapolis Power & LightAddress6925 North State Road 57 Address 6925 North State Road 57
Engineer ATC Group Services LLC Engineer ATC Group Services LLC
Client Blankenerger Brothers, Inc.Client Blankenerger Brothers, Inc.
Contact Pat Blankenburger Contact Pat Blankenburger39 Project Type Ash Pond 40 Project Type Ash Pond
Project Manager Cesar Gonzalez Project Manager Cesar Gonzalez
Superintendent Jose Vargas Superintendent Jose Vargas
QC Technician Tramaine Watts QC Technician Tramaine WattsStart Date Jul-2021 Start Date Jul-2021
Completion Date Oct-2021 Completion Date Oct-2021
Cross Section 40 Mil LLDPE Smooth Cross Section Geocomposite Cross Section 40 Mil LLDPE Smooth Cross Section GeocompositeSubgrade (SF)648,629 Quantity (SF)181,377 Subgrade (SF)429,343 Quantity (SF)98,623
Cross Section 40 Mil LLDPE Textured Cross Section Geotextile Cross Section 40 Mil LLDPE Textured Cross Section Geotextile
Quantity (SF)19,220 Quantity (SF)486,472 Quantity (SF)32,450 Quantity (SF)53,425
Project Name ALCOA Bauxite Closure 722024 Part 2 of 3 Project Name ALCOA Bauxite Closure 722024 Part 3 of 3
Location Bryant, AR Phase 2 Location Bryant, AR Phase 3OwnerAlcoa USA Corp Brown Mud Lake Owner Alcoa USA Corp Brown Mud Lake
Address 2300 County Road 2 Address 2300 County Road 2
Engineer Civil & Environmental Consultants, Inc. (CEC)Engineer Civil & Environmental Consultants, Inc. (CEC)
Client McGeorge Contracting Company, Inc.Client McGeorge Contracting Company, Inc.Contact Anthony Jones Kem McBride Contact Anthony Jones Kem McBride
41 Project Type Closure 42 Project Type Closure
Project Manager Cesar Gonzalez Project Manager Cesar Gonzalez
Superintendent Jose Vargas SuperintendentQC Technician Saul Rivas QC Technician
Start Date Oct-2022 Start Date Jan-2023
Completion Date Nov-2022 Completion Date
Cross Section 40 Mil LLDPE Cross Section Cross Section Cross Section
Subgrade (SF)860,560 Quantity (SF) Subgrade (SF) Quantity (SF)
Cross Section Geocomposite Cross Section Cross Section Cross Section
Quantity (SF)860,560 Quantity (SF) Quantity (SF) Quantity (SF)
Project Name Sarasota LF Phase III 721058 Project Name Sarasota LF Phase III 721058
Location Nokomis, FL Location Nokomis, FL
Owner Sarasota County, FL Owner Sarasota County, FL
Address 4000 Knights Trail Road Address 4000 Knights Trail Road
Engineer Jones Edmunds Dale E. Gerber Jones Edmunds Dale E. Gerber
Client Glover Construction Company, Inc.Client Glover Construction Company, Inc.Contact Mark Short Contact Mark Short
43 Project Type Landfill Expansion 44 Project Type Landfill Expansion
Project Manager Cesar Gonzalez Project Manager Cesar Gonzalez
Superintendent Jose Valverde Superintendent Jose ValverdeQC Technician Martin Villegas QC Technician Martin Villegas
Start Date Jan-2022 Start Date Jan-2022
Completion Date Oct-2022 Completion Date Oct-2022
Cross Section Cross Section Secondary Geocomposite Cross Section Cross Section
Subgrade (SF) Quantity (SF)2,481,407 Subgrade (SF) Quantity (SF)
Cross Section GCL Protective Cover Cross Section 160z. Geotextile Cross Section 40 Mil Tarp Cross Section
Quantity (SF)271,928 Quantity (SF)337,484 Quantity (SF)2,083,267 Quantity (SF)
Page 6 of 6
2401 PEWAUKEE ROAD • WAUKESHA, WI 53188-6904 • 262-524-7979 • Fax: [phone] • 800-444-5523 • www.geo-synthetics.com
PROJECT NAME:
SALT LAKE VALLEY SOLID WASTE FACILITY MODULE 8
Wall Consultant Group Project No.:LDF20015 ; GSI Project No.:723027
Section: DOCUMENT 33 50 10S 60MIL HDPE LINER
1.4.A.4.
INSTALLATION MANUAL
PROVIDED IN THIS SUBMITTAL
2401 PEWAUKEE ROAD • WAUKESHA, WI 53188-6904 • 262-524-7979 • Fax: [phone] • 800-444-5523 • www.geo-synthetics.com
1

GEO-SYNTHETICS, LLC.
HDPE AND LLDPE GEOMEMBRANE
FIELD QUALITY CONTROL
MANUAL

2

1.0 INTRODUCTION ............................................................................................................................................................. 3
1.1 Purpose ............................................................................................................................................................................................... 3
1.2 Scope .................................................................................................................................................................................................. 3
1.3 Reference ……………………………………………………………………………………………………………………...….. 3
2.0 MATERIAL DELIVERY .................................................................................................................................................... 3
2.1 Unloading ........................................................................................................................................................................................... 3
2.2 Storing and Stacking .......................................................................................................................................................................... 3
2.3 Documentation of Material Delivery ................................................................................................................................................. 3
3.0 EARTH WORK ................................................................................................................................................................. 4
3.1 Standard Responsibilities ................................................................................................................................................................... 4
3.2 Minimum QC Guidelines ................................................................................................................................................................... 4
3.3 Crest Anchorage System .................................................................................................................................................................... 4
4.0 FIELD PANEL PLACEMENT ........................................................................................................................................... 4
4.1. Panel Layout ..................................................................................................................................................................................... 4
4.2 Identification ...................................................................................................................................................................................... 4
4.3 Documentation of Panel Placement ................................................................................................................................................... 5
4.4 Method of Placement ......................................................................................................................................................................... 5
4.5 Damage Repairs ................................................................................................................................................................................. 5
5.0 GEOMEMBRANE FIELD SEAMING ............................................................................................................................... 5
5.1 General Requirements ........................................................................................................................................................................ 5
5.1.1 Layout ........................................................................................................................................................................................ 5
5.1.2 Personnel .................................................................................................................................................................................... 6
5.1.3 Equipment .................................................................................................................................................................................. 6
5.2 Seam Preparation ............................................................................................................................................................................... 6
5.2.1 Fusion Welding .......................................................................................................................................................................... 6
5.2.2 Extrusion Fillet Welding ............................................................................................................................................................ 6
5.3 Seaming Procedures ........................................................................................................................................................................... 7
5.4 Seaming Documentation .................................................................................................................................................................... 7
6.0 GEOMEMBRANE SEAM TESTING ................................................................................................................................ 8
6.1 Trial Welds ......................................................................................................................................................................................... 8
6.1.1 General ....................................................................................................................................................................................... 8
6.1.2 Trial Weld Length ...................................................................................................................................................................... 8
6.1.3 Sample Procedure ...................................................................................................................................................................... 8
6.1.4 Trial weld documentation .......................................................................................................................................................... 8
6.2 Air Pressure Testing ........................................................................................................................................................................... 9
6.2.1 Concept ...................................................................................................................................................................................... 9
6.2.2 Equipment for Air Testing ......................................................................................................................................................... 9
6.2.3 Procedure for Air Testing .......................................................................................................................................................... 9
6.2.4 Procedures for Non-Complying Tests ..................................................................................................................................... 10
6.2.5 Air Pressure Testing Documentation ....................................................................................................................................... 10
6.3 Vacuum Testing ............................................................................................................................................................................... 10
6.3.1 Concept .................................................................................................................................................................................... 10
6.3.2 Equipment for Vacuum Testing ............................................................................................................................................... 10
6.3.3 Procedure for Vacuum Testing ................................................................................................................................................ 10
6.3.4 Procedure for Non-Complying Test ........................................................................................................................................ 11
6.3.5 Vacuum Testing Documentation ............................................................................................................................................. 11
6.4 Destructive Testing .......................................................................................................................................................................... 11
6.4.1 Concept .................................................................................................................................................................................... 11
6.4.2 Procedure for Destructive Testing ........................................................................................................................................... 11
6.4.3 Procedure in the event of Destructive Test Failure ................................................................................................................. 12
7.0 DEFECTS AND REPAIRS ............................................................................................................................................. 13
7.1 Superintendent’s Review ................................................................................................................................................................. 13
7.2 Technician’s Responsibilities .......................................................................................................................................................... 13
7.3 Repair Procedures ............................................................................................................................................................................ 13
7.4 Verification of Repairs ..................................................................................................................................................................... 13
8.0 ATTACHMENT DETAIL ................................................................................................................................................. 13

3
1.0 INTRODUCTION
1.1 Purpose
This manual addresses the Quality Control Program developed and utilized by Geo-
Synthetics Systems, LLC. Installation personnel are present to assure the quality of
workmanship and the installation integrity of geomembranes and other Geosynthetic
products. It should be noted that a Site-Specific Quality Control Plan will Take
Precedence Over This Manual.

1.2 Scope
This manual addresses the installation of HDPE and LLDPE geomembrane. Geo-
Synthetics Systems, LLC. recognizes that careful and specific documentation of the
installation is required to substantiate this Quality Control Program.

1.3 Reference
GM-13 Test Methods, Test Properties and Testing Frequency for HDPE Smooth and
Textured Geomembranes Standards, Revision 15: 09, September 2019, or latest
approved version.

2.0 MATERIAL DELIVERY
2.1 Unloading
Proper safe handling methods including appropriate equipment and experienced
personnel should be used to unload geomembrane products. Geosynthetic materials
should be unloaded with equipment that will not damage the rolls. Fabric straps,
spreader bars or stinger bars should be used for handling geosynthetic rolls.
2.2 Storing and Stacking
Each roll delivered to the site shall be labeled by the fabricator. The label or marking
shall have manufacturers name, material thickness, roll identification roll dimensions,
weight.

Geosynthetic materials should be stored in a well-drained area adjacent to the work
area. Synthetic materials may be stacked but should not be stacked to a height that
would damage the roll cores. Stacking procedures are based upon the manufacturer’s
specification guidelines; in addition to any company/site-specific written requirements.
2.3 Documentation of Material Delivery
A QAQC Technician shall be present, whenever possible, to observe and assist in
material delivery and unloading on site. The QAQC Technician shall:
- Verify that the equipment used on site is adequate and does not risk damage to
the geomembrane or other materials.
- Mark rolls or portions of rolls, which appear to be in “good” and deployable
condition with a white “X” mark.
- Mark rolls or portions of rolls, which appear, damaged with a RED dot. Isolate
the damaged material from the “good rolls.”
- Verify that storage of materials ensures adequate protections against dirt, theft,
vandalism and passage of vehicles.
- Ensure that rolls are properly labeled and that labeling corresponds with Quality
Control documentation and Shipping Bills of Lading.
4
- Assist Third Party QA Representative, if present, with material sampling or
record keeping.
- Maintains Material Delivery Checklist, to include roll numbers, date, truck
number, bill of lading number, roll size, storage method and any damage noted.
3.0 EARTH WORK
3.1 Standard Responsibilities
The general and/or earthwork contractor shall be responsible for preparing and
maintaining the subgrade in a condition suitable for installation of the liner unless
specifically agreed otherwise.
3.2 Minimum QC Guidelines
In cases where no site-specific earthwork quality control guidelines exist, the following
guidelines shall be followed.
- Surfaces to be lined shall be smooth and free of debris, roots, angular or sharp
rocks, and rocks larger than one half (1/2”) inch diameter. All fill shall consist of
well-graded material free of organics, trash, clay balls, or other deleterious
material that may cause damage to the liner. The subgrade shall be compacted
in accordance with design specifications but in no event less than is required to
provide a firm unyielding foundation sufficient to permit the movement of
vehicles and welding equipment over the subgrade without causing rutting or
other deleterious effects. The subgrade shall have no sudden or abrupt
changes in grade.

- The earthwork contractor shall protect the subgrade from desiccation, flooding
and freezing. Protection, if required, may consist of a thin plastic protective
cover (or other material as approved by the engineer) installed over the
completed subgrade.
3.3 Crest Anchorage System
The anchor trench shall be excavated by the general or earthwork contractor to lines
and widths shown on the design drawing prior to geomembrane placement. Corners in
the anchor trench shall be slightly rounded where the geomembrane adjoins the trench
to minimize sharp bends in the geomembrane.

4.0 FIELD PANEL PLACEMENT
4.1. Panel Layout
Prior to commencement of liner deployment, layout drawings shall be produced to
indicate the panel configuration and approximate location of seams for the project to be
approved by the project engineer. Geo-Synthetics, LLC. will attempt to install field
panels at the location indicated on the layout drawing. If the panels are deployed in a
location other than that indicated on the drawing, the revised location shall be noted in
the field as an “as-built” drawing, which will be modified at the completion of the project
to reflect actual panel locations. GSI and or third party QA consultants as determined on
a site-specific basis will maintain as-Built drawings.

4.2 Identification
Each panel used for the installation shall be given a numeric or alphanumeric identifier
consistent with the layout drawing
5
4.3 Documentation of Panel Placement
Information relating to geomembrane panel placement including date, time, panel
number, panel dimensions and location will be maintained on the Panel Placement form.
If a portion of a roll is set back to be used at another time, the roll number will be written
on the remainder of the roll in several places on the outside of the roll and at least once
on the inside to prevent numbers from being scraped off during shipment.
4.4 Method of Placement
Geomembrane deployment will generally not be done during any precipitation, in the
presence of excessive moisture (i.e. fog, dew), in an area of standing water or during
high winds.

Rolls should only be transported from the storage area using appropriate equipment as
outlined in Section 2. Method and equipment used to deploy the panels must not
damage the geomembrane or the supporting subgrade surface. No personnel working
on the geomembrane will wear shoes that can damage the geomembrane or engage in
action that could result in damage to the geomembrane. Adequate temporary loading
and / or anchoring, (i.e. sand bags, tires) which will not damage the liner, will be placed
to prevent uplift by wind.

Rolls should be supported during installation so that the fabric intended for the upper
surface is a away from the installation vehicle. Geomembrane rolls can be installed by
either manually pulling geomembrane panels in to place or by backing the transportation
equipment over the suitable subgrade.

Geomembrane panels should be installed in a relaxed condition free of wrinkles and
folds.

Whenever possible, geomembrane panels should be installed beginning at the high
elevation and proceeding to the lowest elevation.

Only the amount of geomembrane that can be seamed in one day should be installed at
any given time.

Equipment traveling on the geomembrane for installation of overlying geosynthetics
should be limited to lightweight ATVs with a maximum bearing capacity of 8 psi.
4.5 Damage Repairs
Any damage to a panel of geomembrane will be repaired in accordance with Section 7
5.0 GEOMEMBRANE FIELD SEAMING
5.1 General Requirements
5.1.1 Layout
In general, seams shall be oriented parallel to the slope, i.e., oriented along, not
across the slope for any slope greater than 10 to 1. Whenever possible, horizontal
seams should be located on the base of the cell, not less than five (5) feet from the
toe of the slope. Each seam made in the field shall be numbered in a manner that
is compatible with the panel layout drawing. Seaming information to include seam
number, welder ID, machine number, temperature setting and weather conditions
will be maintained on GSI Panel Seaming form.
6
5.1.2 Personnel
All personnel performing seaming operations shall be trained in the operation of the
specific seaming equipment being used and will qualify by successfully welding a
test seam as described in Section 6.1. The project superintendent or master
seamer will provide direct supervision of all personnel seaming to verify proper
welding procedures are followed.
5.1.3 Equipment
Fusion Welding
Fusion welding consists of placing a heated wedge, mounted on a self-propelled
vehicular unit, between two (2) overlapped sheets which are heated above the
polyethylene’s melting point. After being heated by the wedge, the overlapped
panels pass through a set of preset pressure wheels which compress the two (2)
panels together to form a weld. The fusion welder is equipped with a temperature
readout device that continuously monitors the temperature of the wedge.

Extrusion Fillet Welding
Extrusion fillet welding consists of introducing a ribbon of molten resin along the
edge if the seam overlap of the two (2) sheets to be welded. A hot air preheat and
a molten polymer causes some of the material of each sheet to be liquefied
resulting in a homogeneous bond between the molten weld bead and the surfaces
of the sheets. The extrusion welder is equipped with gauges giving the temperature
in the apparatus and the preheat temperature at the nozzle.
5.2 Seam Preparation
5.2.1 Fusion Welding
Overlap the panels of geomembrane approximately four (4) to six (6) inches prior to
welding.

Adjust the panels so seams are aligned with the fewest possible number of
wrinkles.

A protective layer may be used, at the discretion of the GSI Project
Superintendent, directly below the overlap of geomembrane that is to be seamed.

Clean the seam area prior to seaming to assure the area is clean and free of
moisture, dust, dirt, and debris of any kind. No grinding is required for fusion
welding.
5.2.2 Extrusion Fillet Welding
Overlap the panels of geomembrane a minimum of three (3) inches.

Temporarily bond the panels of geomembrane to be welded taking care not to
damage the geomembrane.

Clean seam area prior to seaming to assure the area is clean and free of moisture,
dust, dirt, and debris of any kind.

Grind seam overlap prior to welding within one (1) hour of the welding operation in
a manner that does not damage the membrane. Grind marks should be covered
with extrudate whenever possible. In all cases grinding should not extend more
than one quarter(1/4”) inch past the edge of the area covered by the extrudate
during welding.
7

Purge the extruder prior to beginning the seam to remove all heat-degraded
extrudate from the barrel. The purged extrudate will be placed on scrap material
so as to prevent contact with good liner.

Keep welding rods clean and dry.
5.3 Seaming Procedures
Seaming shall extend to the outside edge of panels to be placed in the anchor trench.

While welding a seam, monitor and maintain the proper overlap.

Inspect seam area to assure area is clean and free of moisture, dust, dirt and debris of
any kind.

Welding technicians will check operating temperature and speed as needed.

Align panels at the seam overlap to minimize wrinkles.

Fish mouths or wrinkles at seam overlaps that cannot be welded through shall be cut
along the ridge in order to achieve a flat overlap. The cut fish mouth or wrinkles shall be
patched with an oval or round patch of the same geomembrane extending a minimum of
six (6) inches beyond the cut in all directions.

All seams between two (2) rows of seamed panels shall be welded during the coolest
time of the day to allow for contraction of the geomembrane.

Prior to welding seams, the top and bottom overlap of intersecting fusion welded seams
will be trimmed six (6) inches. Intersecting extrusion fillet welded seams will be ground
to flatten the extrusion bead prior to welding butt seams.

All “T” joints produced as a result of cross / butt seams shall be extrusion fillet welded.
Overlap on each “leg” of the “T” joint will be trimmed back six (6) inches. Then grind
four- (4) inches minimum on each of the three legs of the “T” and extrusion weld all of
the area prepared by grinding.

Welding technicians will cut a test strip at the beginning and end of every seam. Prior to
welding the next seam, the test strip will be tested for peel. These results are to be
logged on the Panel Seaming form (FTB or NFTB). The QAQC Technician will observe
all test strips and may request additional test strips, based on observations.

In the event failing seam test strips are encountered, the welding machine will be taken
out of service until a passing trial weld is obtained, and additional test strips will be taken
to localize the flaw.

The QAQC Technician may, after consulting with GSI’s Project Superintendent, take
destructive samples from any seam, if defects are suspected.
5.4 Seaming Documentation
The QAQC Coordinator or a designated assistant will document all seaming operations.
Welding technicians will mark on the liner with a permanent marker at the start and end
of all seams the information regarding date, time, welder initials, machine number and
set temperature. QAQC technician or assistant will record date, time, seam number
welder ID, machine ID, set temperature, weather conditions and speed as determined
from trial welds on the Seaming Information Form.
8

Welding technicians will check operating temperature and speed as needed and mark
the information along the seam.

QAQC Technician will make periodic checks on welding operations to verify overlap,
cleanliness, etc.
6.0 GEOMEMBRANE SEAM TESTING
6.1 Trial Welds
6.1.1 General
Welding technicians prior to each seaming period shall conduct trial welds, every
five - (5) hours as weather conditions dictate or as requested by QAQC
Technicians if welding problems are suspected. Trial welds will be conducted at
the start of the day, before initial deployment; again at the start of the afternoon
work and/or per the discretion of the QAQC Site Manager. All trial welds will be
conducted under the same conditions as will be encountered during actual
seaming for each mil thickness. Unless authorized, once qualified by a passing
trial weld, welding technicians will not change parameters (temperature, speed,
and wheel adjustment). Re-tests due to changing atmospheric conditions follows
the guidelines of the GRI GM-13 Standard.
6.1.2 Trial Weld Length
The trial weld shall be at least five (5) feet long for extrusion welders and fifteen
(15) feet long for fusion welder and should be made by joining two (2) pieces of
geomembrane at least nine (9) inches in width.
6.1.3 Sample Procedure
Visually inspect the seam for squeeze out, footprints, pressure and general
appearance.

Cut three (3) one-inch wide specimens, one from the middle of the seam. The
specimens shall then be tested in peel using a field tensiometer and shall exhibit a
film-tearing bond (FTB). If any specimen fails, the entire procedure shall be
repeated. In the case of double track fusion welded seams, both welds must
exhibit a FTB in order to be considered passing.

If repeat tests performed utilizing reasonable sets of welding parameters also fails,
the seaming apparatus shall not be accepted and shall not be used for seaming
until the deficiencies are corrected and a passing test seam is achieved.
6.1.4 Trial weld documentation
QAQC Technician and / or assistant will be present during peel testing and will
record date, time, operator, machine number, ambient and operating
temperatures, speed setting, peel values and pass / repair designation.

All test result records shall be maintained on GSI’s Trail Weld form.

The GSI’s QAQC Technician will give final approval to proceed with welding after
observing trial welds.
9
6.2 Air Pressure Testing
6.2.1 Concept
The welded seam created by the fusion welding process is composed of a primary
seam and a secondary track that creates an unwelded channel. The presence of
an unwelded channel permits GSI fusion seams to be tested by inflating the sealed
channel with air to a predetermined pressure and observing the stability of the
pressurized channel over time.
6.2.2 Equipment for Air Testing
An air pump (manual or motor driven) capable of generating and sustaining a
pressure between 25 to 35 psi.

A rubber hose with fittings and connections.

A sharp, hollow needle or other approved pressure feed device with a pressure
gauge capable of reading and sustaining a pressure between 25 to 30 psi.
6.2.3 Procedure for Air Testing
Seal both ends of the seam to be tested.

Insert needle or other approved pressure feed device into the sealed channel
created by the fusion weld.

Inflate the test channel to a pressure of approximately 30-psi, and maintain the
pressure with the range listed in Initial Pressure Schedule. Close valve, observe
and record initial pressure after approximately 2 minutes.

Observe and record the air pressure five (5) minutes after “relaxing period” ends
and initial pressure setting is recorded. If loss of pressure does not stabilize,
locate faulty area and repair in accordance with Section 7..

At the conclusion of the pressure test, the end of the air-channel opposite the
pressure gauge is cut. A decrease in gauge pressure must be observed or the air
channel will be considered “blocked” and the test will have to be repeated from the
point of the blockage. If the point of blockage cannot be found cut the air channel
In the middle of the seam and treat each half as a separate test.

INITIAL PRESSURE SCHEDULE *
MATERIAL (MIL) MIN. PSI MAX. PSI
40 24 30
60 27 35
80 30 35
100 30 35
*Initial pressure settings are read after a two-minute “relaxing period.” The purpose of this
“relaxing period” is to permit the air temperature and pressure to stabilize.

MAXIMUM PERMISSIBLE DIFFERENTIAL
AFTER 5 MINUTES – HDPE
MATERIAL (MIL) PRESSURE DIFF.
40 4 psi
10
60 3 psi
80 2 psi
100 2 psi

6.2.4 Procedures for Non-Complying Tests
In the event of a Non-Complying Air Pressure Test, the following procedure shall
be followed:
 Check seam and re-test seams.
 If a seam will not maintain the specified pressure, the seam should be visually
inspected to localize the flaw. If this method is unsuccessful, cut one (1) inch
samples from each end of the seam.
 Perform destructive peel tests on the samples using the field tensiometer.
 If all samples pass destructive peel testing, remove the overlap left by the wedge
welder and vacuum test the entire length of seam in accordance with Section
6.3. If a leak is located by the vacuum test, repair by extrusion fillet welding.
Test the repair by vacuum testing. If vacuum testing discovers no leak, the
seam will be considered as passing non-destructive testing.
 If one or more samples fail the destructive peel test, additional samples will be
taken in accordance with Section 6.4.3 or at the Site Superintendents discretion.
When two (2)-passing samples are located, the seam between these two (2)
locations will be considered non-complying. The overlap left by the wedge
welder will be heat tacked in place along the entire length of seam and the non-
complying portion of seam will be extrusion fillet welded and test vacuum testing
in accordance with Section 6.3.
6.2.5 Air Pressure Testing Documentation
All information regarding air-pressure testing (date, initial time and pressure, final
time and pressure, pass / repair designation and technicians initials) will be written
at both ends of the seam or portion of seam tested. All of the above information
will also be logged on the GSI Non-Destructive Testing form.

6.3 Vacuum Testing
6.3.1 Concept
This test is used when the geometry of the weld makes air pressure testing
impossible or impractical or when attempting to locate the precise location of a
defect believed to exist after air pressure testing.
6.3.2 Equipment for Vacuum Testing
Vacuum box assembly consisting of a rigid housing, a transparent viewing window,
soft neoprene gasket attached to the bottom, port hole or valve assembly and a
vacuum gauge.

A rubber pressure / vacuum hose with fittings and connections.

A bucket and means to apply a soapy solution.

A soapy solution.
6.3.3 Procedure for Vacuum Testing
Trim excess overlap from the seam, if any.

11
Turn on the vacuum pump to reduce the vacuum box to a maximum of 5-psi.

Apply a generous amount of a strong solution of liquid detergent and water to the
area to be tested.

Place the vacuum box over the area to be tested and apply sufficient downward
pressure to “seat” the seal strip against the liner.

Close the bleed valve and open the vacuum valve.

Apply a minimum of 4 inches of mercury vacuum to the area as indicated by the
gauge on the vacuum box.

Ensure that a leak tight seal is created.

Observe area for leaks, close the vacuum valve and open the bleed valve, move
the box over the next adjoining area with a minimum of three (3) inch overlap and
repeat the process.
6.3.4 Procedure for Non-Complying Test
Mark all areas where soap bubbles appear and repair the marked areas in
accordance with Section 7.

Re-test repaired areas.
6.3.5 Vacuum Testing Documentation
Vacuum testing crew will use a permanent marker to write on liner indicating
tester’s initials, date and pass / repair designation on all areas tested.

The QAQC Technician or testing crew on GSI Non-destructive Testing form will
maintain records of vacuum testing.

6.4 Destructive Testing
6.4.1 Concept
The purpose of destructive testing is to determine and evaluate seam strength.
These tests require direct sampling and thus subsequent patching. Therefore,
destructive testing should be held to a minimum to reduce the amount of repairs to
the geomembrane.
6.4.2 Procedure for Destructive Testing
Destructive Test samples shall be marked and cut out randomly at a minimum
average frequency of one test location every 500 feet of seam length.

Location of destructive samples will be selected by QAQC Technician (or third
party QA), with samples to be cut by GSI construction personnel.

Destructive samples should be taken and tested as soon as possible after the
seams are welded in order to detect possible problems in a timely manner.

QAQC Technician will observe all destructive testing and record date, time, seam
number, location, and test results on GSI Destructive Testing form.

12
All destructive test locations with pass / repair designation will be marked on liner
with a permanent markers.

The destructive samples should be twelve (12) inches wide with a seam eighteen
(18) inches long centered lengthwise in the sample. The sample may be
increased in size to accommodate independent laboratory testing by the owner’s
request or by specific project specifications.

A one- (1) inch specimen shall be cut from each end of the test seam for field-
testing. The two one- (1) inches wide specimens shall be tested in the field on a
tensiometer for peel. If either field specimen fails to pass, it will be assumed the
sample fails destructive testing. The procedure outlined in Section 6.4.3 shall be
followed to locate passing samples to send to the laboratory.

Independent Laboratory Destructive samples will be tested for “Shear Strength”
and “Peel Adhesion” in accordance with the current revision of GRI GM 19. Four
(4) of Five (5) specimens must meet or exceed the required seam strength while
the 5th specimen must meet or exceed 80% of the specified value. In addition,
peel separation should not exceed 25% to pass the destructive test.

Minimum Weld Properties for Standard HDPE Geomembranes (1)(2)
Property Test Method 40 60 80 100
Peel Strength ppi (fusion) ASTM D 6392 60 91 121 151
Peel Strength ppi (extrusion) ASTM D 6392 52 78 104 130
Shear Strength ppi (fusion & extrusion)ASTM D 6392 80 120 160 200
(1) These values apply to both co extruded and flat cast produced geomembranes and white –
surfaced and conductive products. (2) Tested at 2 inches / minute.

Minimum Weld Properties for Standard LLDPE Geomembranes (1)(2)
Property Test Method 40 60 80 100
Peel Strength ppi (fusion) ASTM D 6392 50 75 100 125
Peel Strength ppi (extrusion) ASTM D 6392 44 66 88 114
Shear Strength ppi (fusion & extrusion)ASTM D 6392 60 90 120 150
(1) These values apply to both co extruded and flat cast produced geomembranes and white –
surfaced and conductive products. (2) Tested at 2 inches / minute.

6.4.3 Procedure in the event of Destructive Test Failure
Cut additional field samples for testing. In the case of a field production seam, the
samples must lay a minimum of ten (10) feet in each direction from the location of
the failed seam sample. Perform a field test for peel strength. If these field
samples pass, then laboratory samples can be cut and forwarded to the laboratory
for full testing.

If the laboratory samples pass, reconstruct the seam between the two - (2) passing
sample locations according to procedures detailed in Section 7

If either of the samples fail, then additional samples are taken in accordance with
the above procedure until two (2) passing samples are found to establish the zone
in which the seam should be reconstructed.

13
All passing seams must be bounded by two (2) locations from which samples
passing laboratory destructive tests have been taken.

In cases of reconstructed seam exceed 150 feet, a destructive samples must be
taken and pass destructive testing from within the zone in which the seam has
been reconstructed.
7.0 DEFECTS AND REPAIRS
7.1 Superintendent’s Review
Geo-Synthetics, LLC. QAQC Technician and Project Superintendent shall conduct a
detailed walk through and visually check all seams and non-seam areas of the
geomembrane for defects, holes, blisters and signs of damage during installation.
7.2 Technician’s Responsibilities
All other Geo-Synthetics, LLC. installation personnel shall, at all times, be on the lookout
for damaged areas. Damaged areas shall be marked and repaired.
7.3 Repair Procedures
Any portions of the geomembrane or geomembrane seam showing a flaw, or failing a
destructive or non-destructive test shall be repaired. Several procedures exist for repair
and GSI Project Superintendent shall make the decision as to the appropriate repair
procedure. Procedures available for repair:

Patching used to repair large holes, tears and destructive sample locations. All patched
shall extend at least six (6) inches beyond the edges of the defect and all corners of the
patches shall be rounded.

Grinding and welding - used to repair sections of extruded fillet seams.

Spot-welding or seaming - used to repair small tears, pinholes or other minor localized
flaws.

Capping - used to repair lengths of failed extrusion of fusion welded seams.

Extrude overlap along the length of failed fusion welded seams.

Removal of a bad seam and replacement with a strip of new material seamed into place.
7.4 Verification of Repairs
Every repair shall be non-destructively tested using the methods set out in Section 6.3
which pass the non-destructive test, shall be deemed adequate. Repairs in excess of
150 feet require a destructive test. Repair test results shall be logged on GSI Repair
Report form. The repair location shall be recorded on an as-built drawing.
8.0 ATTACHMENT DETAIL
Geomembrane should be installed around penetrations, pipes structures and other
appurtenances according to the engineer’s design and contract drawings.

Geomembrane may be secured with use of stainless steel battens or clamps, or
engineer designed and approved mechanical fasteners.

14
The procedures described herein are those in effect as of March 30, 2020. Geo-Synthetics
Systems, LLC. reserves the right to deviate from these procedures in order to keep
abreast of changes in technology.

PROJECT NAME:
SALT LAKE VALLEY SOLID WASTE FACILITY MODULE 8
Wall Consultant Group Project No.:LDF20015 ; GSI Project No.:723027
Section: DOCUMENT 33 50 10S 60MIL HDPE LINER
1.4.A.5.
MANUFACTURER'S APPROVAL LETTER
PROVIDED IN THIS SUBMITTAL
2401 PEWAUKEE ROAD • WAUKESHA, WI 53188-6904 • 262-524-7979 • Fax: [phone] • 800-444-5523 • www.geo-synthetics.com

To Whom It May Concern:

Geo-Synthetics Systems, Inc. (GSI) has been provided with a copy of Solmax’s proprietary product manual
containing the data sheets of all Solmax’s products and the Solmax Field Installation Quality Assurance Manual.

As a result, GSI is recognized as an authorized installer of HDPE and LLDPE smooth Geomembrane, textured
Geomembrane, GCL, Geonet, Geocomposite and Geotextile products.

Solmax does not warrant or guarantee the work of any approved installer as installers. They are independent
contractors which provide specific installation services and do not act as agents or representatives of Solmax.

Sincerely,
Larry D Lydick
Larry D Lydick
Sales Manager, Environmental Infrastructure, Americas
832-392-5770

May 25, 2023
Approved Installer Confirmation –
Geo-Synthetics Systems, Inc.
te

PROJECT NAME:
SALT LAKE VALLEY SOLID WASTE FACILITY MODULE 8
Wall Consultant Group Project No.:LDF20015 ; GSI Project No.:723027
Section: DOCUMENT 33 50 10S 60MIL HDPE LINER
2.1
MANUFACTURER'S SOQ
PROVIDED IN THIS SUBMITTAL
2401 PEWAUKEE ROAD • WAUKESHA, WI 53188-6904 • 262-524-7979 • Fax: [phone] • 800-444-5523 • www.geo-synthetics.com
Let’s build infrastructure better
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® Registered trademark of SOLMAX in many countries of the world.
REV 0223
PROJECT NAME:
SALT LAKE VALLEY SOLID WASTE FACILITY MODULE 8
Wall Consultant Group Project No.:LDF20015 ; GSI Project No.:723027
Section: DOCUMENT 33 50 10S 60MIL HDPE LINER
1.3.A.2.
MATERIAL CERTIFICATION
PROVIDED IN THIS SUBMITTAL
2401 PEWAUKEE ROAD • WAUKESHA, WI 53188-6904 • 262-524-7979 • Fax: [phone] • 800-444-5523 • www.geo-synthetics.com
LIST OF GEOMEMBRANE ROLLS
PROJECT NUMBER:
SALES ORDER:
PACKING SLIP NUMBER:
G723027.01
SO-095742
Pre-SO-095742-2
SALT LAKE VALLEY MOD 8PROJECT NAME :
ROLL
NUMBER
RESIN LOT NUMBER MANUFACT.
DATE
RESIN
MELT INDEX
190/2.16
g/10 min
D1238
RESIN
DENSITY
g/cc
D1505
OIT
min
D8117
HPOIT
min
D5885
ESCR
SP-NCTL
hours
D5397
Product Code : 1101450
HDPE 60 mil Black Single Sided Textured ST 1.0 > 0.932 100 500
0105-213316 PQF820200 2023-08-06 0.10 0.937 120 >500 Certified
0101-209565
0105-213317 PQF820200 2023-08-06 0.10 0.937 120 >500 Certified
0101-209565
0105-213318 PQF820200 2023-08-06 0.10 0.937 120 >500 Certified
0101-209565
0105-213319 PQF820200 2023-08-06 0.10 0.937 120 >500 Certified
0101-209565
0105-213320 PQF820200 2023-08-06 0.10 0.937 120 >500 Certified
0101-209565
0105-213321 PQF820200 2023-08-06 0.10 0.937 120 >500 Certified
0101-209565
0105-213322 PQF820200 2023-08-06 0.10 0.937 120 >500 Certified
0101-209565
0105-213323 PQF820200 2023-08-07 0.10 0.937 120 >500 Certified
0101-209565
0105-213324 PQF820200 2023-08-07 0.10 0.937 120 >500 Certified
0101-209565
0105-213325 PQF820200 2023-08-07 0.10 0.937 120 >500 Certified
0101-209565
0105-213326 PQF820200 2023-08-07 0.10 0.937 120 >500 Certified
0101-209565
0105-213327 PQF820200 2023-08-07 0.10 0.937 120 >500 Certified
0101-209565
0105-213328 PQF820200 2023-08-07 0.10 0.937 120 >500 Certified
0101-209565
0105-213329 PQF820200 2023-08-07 0.10 0.937 120 >500 Certified
0101-209565
19103 GUNDLE RD,, HOUSTON, TX, UNITED STATES, 77073
Solmax Geosynthetics LLC
SOLMAX.COM
18 Aug 2023
Solmax is not a design professional and has not performed any design services to determine if Solmax's goods comply with any project plans or specifications, or with the
application or use of Solmax's goods to any particular system, project, purpose, installation or specification.
Page 1 of 8
LIST OF GEOMEMBRANE ROLLS
PROJECT NUMBER:
SALES ORDER:
PACKING SLIP NUMBER:
G723027.01
SO-095742
Pre-SO-095742-2
SALT LAKE VALLEY MOD 8PROJECT NAME :
0105-213330 PQF820200 2023-08-07 0.10 0.937 120 >500 Certified
0101-209565
0105-213333 PQF820200 2023-08-07 0.10 0.937 120 >500 Certified
0101-209565
0105-213334 PQF820200 2023-08-07 0.10 0.937 120 >500 Certified
0101-209565
0105-213335 PQF820200 2023-08-08 0.10 0.937 120 >500 Certified
0101-209565
0105-213336 PQF820200 2023-08-08 0.10 0.937 120 >500 Certified
0101-209565
0105-213337 PQF820200 2023-08-08 0.10 0.937 120 >500 Certified
0101-209565
0105-213338 PQF820200 2023-08-08 0.10 0.937 120 >500 Certified
0101-209565
0105-213339 PQF820200 2023-08-08 0.10 0.937 120 >500 Certified
0101-209565
0105-213340 PQF820200 2023-08-08 0.10 0.937 120 >500 Certified
0101-209565
0105-213342 PQF820200 2023-08-08 0.10 0.937 120 >500 Certified
0101-209565
0105-213343 PQF820200 2023-08-08 0.10 0.937 120 >500 Certified
0101-209565
0105-213344 PQE821700 2023-08-08 0.10 0.937 120 >500 Certified
0101-209650
0105-213345 PQE821700 2023-08-08 0.10 0.937 120 >500 Certified
0101-209650
0105-213346 PQE821700 2023-08-08 0.10 0.937 120 >500 Certified
0101-209650
0105-213347 PQE821700 2023-08-09 0.10 0.937 120 >500 Certified
0101-209650
0105-213349 PQE821700 2023-08-09 0.10 0.937 120 >500 Certified
0101-209650
0105-213350 PQE821700 2023-08-09 0.10 0.937 120 >500 Certified
0101-209650
0105-213351 PQE821700 2023-08-09 0.10 0.937 120 >500 Certified
0101-209650
19103 GUNDLE RD,, HOUSTON, TX, UNITED STATES, 77073
Solmax Geosynthetics LLC
SOLMAX.COM
18 Aug 2023
Solmax is not a design professional and has not performed any design services to determine if Solmax's goods comply with any project plans or specifications, or with the
application or use of Solmax's goods to any particular system, project, purpose, installation or specification.
Page 2 of 8
LIST OF GEOMEMBRANE ROLLS
PROJECT NUMBER:
SALES ORDER:
PACKING SLIP NUMBER:
G723027.01
SO-095742
Pre-SO-095742-2
SALT LAKE VALLEY MOD 8PROJECT NAME :
0105-213353 PQE821700 2023-08-09 0.10 0.937 120 >500 Certified
0101-209650
0105-213355 PQE821700 2023-08-09 0.10 0.937 120 >500 Certified
0101-209650
0105-213356 PQE821700 2023-08-09 0.10 0.937 120 >500 Certified
0101-209650
0105-213357 PQE821700 2023-08-09 0.10 0.937 120 >500 Certified
0101-209650
0105-213358 PQE821700 2023-08-09 0.10 0.937 120 >500 Certified
0101-209650
0105-213359 PQE821700 2023-08-09 0.10 0.937 120 >500 Certified
0101-209650
0105-213360 PQE821700 2023-08-10 0.10 0.937 120 >500 Certified
0101-209650
0105-213361 PQE821700 2023-08-10 0.10 0.937 120 >500 Certified
0101-209650
0105-213362 PQE821700 2023-08-10 0.10 0.937 120 >500 Certified
0101-209650
0105-213363 PQE821700 2023-08-10 0.10 0.937 120 >500 Certified
0101-209650
0105-213364 PQE821700 2023-08-10 0.10 0.937 120 >500 Certified
0101-209650
0105-213365 PQE821700 2023-08-10 0.10 0.937 120 >500 Certified
0101-209650
0105-213366 PQE821700 2023-08-10 0.10 0.937 120 >500 Certified
0101-209650
0105-213367 PQE821680 2023-08-10 0.10 0.938 120 >500 Certified
0101-209757
0105-213368 PQE821680 2023-08-10 0.10 0.938 120 >500 Certified
0101-209757
0105-213369 PQE821680 2023-08-10 0.10 0.938 120 >500 Certified
0101-209757
0105-213370 PQE821680 2023-08-10 0.10 0.938 120 >500 Certified
0101-209757
0105-213372 PQE821680 2023-08-10 0.10 0.938 120 >500 Certified
0101-209757
19103 GUNDLE RD,, HOUSTON, TX, UNITED STATES, 77073
Solmax Geosynthetics LLC
SOLMAX.COM
18 Aug 2023
Solmax is not a design professional and has not performed any design services to determine if Solmax's goods comply with any project plans or specifications, or with the
application or use of Solmax's goods to any particular system, project, purpose, installation or specification.
Page 3 of 8
LIST OF GEOMEMBRANE ROLLS
PROJECT NUMBER:
SALES ORDER:
PACKING SLIP NUMBER:
G723027.01
SO-095742
Pre-SO-095742-2
SALT LAKE VALLEY MOD 8PROJECT NAME :
0105-213373 PQE821680 2023-08-11 0.10 0.938 120 >500 Certified
0101-209757
0105-213374 PQE821680 2023-08-11 0.10 0.938 120 >500 Certified
0101-209757
0105-213375 PQE821680 2023-08-11 0.10 0.938 120 >500 Certified
0101-209757
0105-213376 PQE821680 2023-08-11 0.10 0.938 120 >500 Certified
0101-209757
0105-213377 PQE821680 2023-08-11 0.10 0.938 120 >500 Certified
0101-209757
0105-213378 PQE821680 2023-08-11 0.10 0.938 120 >500 Certified
0101-209757
0105-213379 PQE821680 2023-08-11 0.10 0.938 120 >500 Certified
0101-209757
0105-213380 PQE821680 2023-08-11 0.10 0.938 120 >500 Certified
0101-209757
0105-213381 PQE821680 2023-08-11 0.10 0.938 120 >500 Certified
0101-209757
0105-213382 PQE821680 2023-08-11 0.10 0.938 120 >500 Certified
0101-209757
0105-213383 PQE821680 2023-08-11 0.10 0.938 120 >500 Certified
0101-209757
0105-213384 PQE821680 2023-08-11 0.10 0.938 120 >500 Certified
0101-209757
0105-213385 PQE821680 2023-08-12 0.10 0.938 120 >500 Certified
0101-209757
0105-213386 PQE821680 2023-08-12 0.10 0.938 120 >500 Certified
0101-209757
0105-213387 PQE821680 2023-08-12 0.10 0.938 120 >500 Certified
0101-209757
0105-213388 PQE821680 2023-08-12 0.10 0.938 120 >500 Certified
0101-209757
0105-213389 PQE821680 2023-08-12 0.10 0.938 120 >500 Certified
0101-209757
0105-213390 PQE821680 2023-08-12 0.10 0.938 120 >500 Certified
0101-209757
19103 GUNDLE RD,, HOUSTON, TX, UNITED STATES, 77073
Solmax Geosynthetics LLC
SOLMAX.COM
18 Aug 2023
Solmax is not a design professional and has not performed any design services to determine if Solmax's goods comply with any project plans or specifications, or with the
application or use of Solmax's goods to any particular system, project, purpose, installation or specification.
Page 4 of 8
LIST OF GEOMEMBRANE ROLLS
PROJECT NUMBER:
SALES ORDER:
PACKING SLIP NUMBER:
G723027.01
SO-095742
Pre-SO-095742-2
SALT LAKE VALLEY MOD 8PROJECT NAME :
0105-213391 PQE821680 2023-08-12 0.10 0.938 120 >500 Certified
0101-209757
0105-213392 PQE821680 2023-08-12 0.10 0.938 120 >500 Certified
0101-209757
0105-213393 PQE821680 2023-08-12 0.10 0.938 120 >500 Certified
0101-209757
0105-213394 PQE821680 2023-08-12 0.10 0.938 120 >500 Certified
0101-209757
0105-213395 PQE821680 2023-08-12 0.10 0.938 120 >500 Certified
0101-209757
0105-213396 PQE821680 2023-08-12 0.10 0.938 120 >500 Certified
0101-209757
0105-213397 PQE821680 2023-08-13 0.10 0.938 120 >500 Certified
0101-209757
0105-213398 PQE821680 2023-08-13 0.10 0.938 120 >500 Certified
0101-209757
0105-213399 PQE821680 2023-08-13 0.10 0.938 120 >500 Certified
0101-209757
0105-213400 PQE821680 2023-08-13 0.10 0.938 120 >500 Certified
0101-209757
0105-213401 PQE821670 2023-08-13 0.10 0.939 120 >500 Certified
0101-209791
0105-213402 PQE821670 2023-08-13 0.10 0.939 120 >500 Certified
0101-209791
0105-213403 PQE821670 2023-08-13 0.10 0.939 120 >500 Certified
0101-209791
0105-213404 PQE821670 2023-08-13 0.10 0.939 120 >500 Certified
0101-209791
0105-213405 PQE821670 2023-08-13 0.10 0.939 120 >500 Certified
0101-209791
0105-213406 PQE821670 2023-08-13 0.10 0.939 120 >500 Certified
0101-209791
0105-213407 PQE821670 2023-08-13 0.10 0.939 120 >500 Certified
0101-209791
0105-213408 PQE821670 2023-08-14 0.10 0.939 120 >500 Certified
0101-209791
19103 GUNDLE RD,, HOUSTON, TX, UNITED STATES, 77073
Solmax Geosynthetics LLC
SOLMAX.COM
18 Aug 2023
Solmax is not a design professional and has not performed any design services to determine if Solmax's goods comply with any project plans or specifications, or with the
application or use of Solmax's goods to any particular system, project, purpose, installation or specification.
Page 5 of 8
LIST OF GEOMEMBRANE ROLLS
PROJECT NUMBER:
SALES ORDER:
PACKING SLIP NUMBER:
G723027.01
SO-095742
Pre-SO-095742-2
SALT LAKE VALLEY MOD 8PROJECT NAME :
0105-213409 PQE821670 2023-08-14 0.10 0.939 120 >500 Certified
0101-209791
0105-213410 PQE821670 2023-08-14 0.10 0.939 120 >500 Certified
0101-209791
0105-213411 PQE821670 2023-08-14 0.10 0.939 120 >500 Certified
0101-209791
0105-213412 PQE821670 2023-08-14 0.10 0.939 120 >500 Certified
0101-209791
0105-213413 PQE821670 2023-08-14 0.10 0.939 120 >500 Certified
0101-209791
0105-213414 PQE821670 2023-08-14 0.10 0.939 120 >500 Certified
0101-209791
0105-213415 PQE821670 2023-08-14 0.10 0.939 120 >500 Certified
0101-209791
0105-213416 PQE821670 2023-08-14 0.10 0.939 120 >500 Certified
0101-209791
0105-213417 PQE821670 2023-08-14 0.10 0.939 120 >500 Certified
0101-209791
0105-213418 PQE821670 2023-08-14 0.10 0.939 120 >500 Certified
0101-209791
0105-213419 PQE821670 2023-08-14 0.10 0.939 120 >500 Certified
0101-209791
0105-213420 PQE821670 2023-08-15 0.10 0.939 120 >500 Certified
0101-209791
0105-213421 PQE821670 2023-08-15 0.10 0.939 120 >500 Certified
0101-209791
0105-213423 PQE821670 2023-08-15 0.10 0.939 120 >500 Certified
0101-209791
0105-213424 PQE821670 2023-08-15 0.10 0.939 120 >500 Certified
0101-209791
0105-213425 PQE821670 2023-08-15 0.10 0.939 120 >500 Certified
0101-209791
0105-213426 PQE821670 2023-08-15 0.10 0.939 120 >500 Certified
0101-209791
0105-213427 PQE821670 2023-08-15 0.10 0.939 120 >500 Certified
0101-209791
19103 GUNDLE RD,, HOUSTON, TX, UNITED STATES, 77073
Solmax Geosynthetics LLC
SOLMAX.COM
18 Aug 2023
Solmax is not a design professional and has not performed any design services to determine if Solmax's goods comply with any project plans or specifications, or with the
application or use of Solmax's goods to any particular system, project, purpose, installation or specification.
Page 6 of 8
LIST OF GEOMEMBRANE ROLLS
PROJECT NUMBER:
SALES ORDER:
PACKING SLIP NUMBER:
G723027.01
SO-095742
Pre-SO-095742-2
SALT LAKE VALLEY MOD 8PROJECT NAME :
0105-213428 PQE821670 2023-08-15 0.10 0.939 120 >500 Certified
0101-209791
0105-213429 PQE821670 2023-08-15 0.10 0.939 120 >500 Certified
0101-209791
0105-213430 PQE821670 2023-08-15 0.10 0.939 120 >500 Certified
0101-209791
0105-213431 PQE821670 2023-08-15 0.10 0.939 120 >500 Certified
0101-209791
0105-213432 PQE821670 2023-08-16 0.10 0.939 120 >500 Certified
0101-209791
0105-213433 PQE821670 2023-08-16 0.10 0.939 120 >500 Certified
0101-209791
0105-213434 PQE821670 2023-08-16 0.10 0.939 120 >500 Certified
0101-209791
0105-213435 PQE821670 2023-08-16 0.10 0.939 120 >500 Certified
0101-209791
0105-213436 PQE821670 2023-08-16 0.10 0.939 120 >500 Certified
0101-209791
0105-213437 PQE821670 2023-08-16 0.10 0.939 120 >500 Certified
0101-209791
0105-213438 PQE821670 2023-08-16 0.10 0.939 120 >500 Certified
0101-209791
0105-213439 PQE821670 2023-08-16 0.10 0.939 120 >500 Certified
0101-209791
0105-213440 PQE821670 2023-08-16 0.10 0.939 120 >500 Certified
0101-209791
0105-213441 PQE821670 2023-08-16 0.10 0.939 120 >500 Certified
0101-209791
0105-213442 PQE821670 2023-08-16 0.10 0.939 120 >500 Certified
0101-209791
0105-213443 PQE821670 2023-08-16 0.10 0.939 120 >500 Certified
0101-209791
0105-213444 PQE821670 2023-08-17 0.10 0.939 120 >500 Certified
0101-209791
0105-213445 PQE821670 2023-08-17 0.10 0.939 120 >500 Certified
0101-209791
19103 GUNDLE RD,, HOUSTON, TX, UNITED STATES, 77073
Solmax Geosynthetics LLC
SOLMAX.COM
18 Aug 2023
Solmax is not a design professional and has not performed any design services to determine if Solmax's goods comply with any project plans or specifications, or with the
application or use of Solmax's goods to any particular system, project, purpose, installation or specification.
Page 7 of 8
LIST OF GEOMEMBRANE ROLLS
PROJECT NUMBER:
SALES ORDER:
PACKING SLIP NUMBER:
G723027.01
SO-095742
Pre-SO-095742-2
SALT LAKE VALLEY MOD 8PROJECT NAME :
0105-213446 PQE821670 2023-08-17 0.10 0.939 120 >500 Certified
0101-209791
0105-213447 PQE821670 2023-08-17 0.10 0.939 120 >500 Certified
0101-209791
0105-213448 PQE821670 2023-08-17 0.10 0.939 120 >500 Certified
0101-209791
0105-213449 PQE821670 2023-08-17 0.10 0.939 120 >500 Certified
0101-209791
0105-213451 PQE821670 2023-08-17 0.10 0.939 120 >500 Certified
0101-209791
0105-213452 PQE821670 2023-08-17 0.10 0.939 120 >500 Certified
0101-209791
0105-213453 PQE821670 2023-08-17 0.10 0.939 120 >500 Certified
0101-209791
0105-213454 PQE821670 2023-08-17 0.10 0.939 120 >500 Certified
0101-209791
0105-213455 PQE821670 2023-08-17 0.10 0.939 120 >500 Certified
0101-209791
0105-213456 PQE821670 2023-08-18 0.10 0.939 120 >500 Certified
0101-209791
QUANTITY (ROLLS):132
19103 GUNDLE RD,, HOUSTON, TX, UNITED STATES, 77073
Solmax Geosynthetics LLC
SOLMAX.COM
18 Aug 2023
Solmax is not a design professional and has not performed any design services to determine if Solmax's goods comply with any project plans or specifications, or with the
application or use of Solmax's goods to any particular system, project, purpose, installation or specification.
Page 8 of 8
TEST RESULTS
G723027.01
SO-095742
Pre-SO-095742-2
MANUFACTURING QUALITY CONTROL
SALT LAKE VALLEY MOD 8
PROJECT NUMBER:
SALES ORDER:
PACKING SLIP NUMBER:
PROJECT NAME :
PRODUCT:
HDPE 60 mil Black Single Sided Textured ST
1101450
Properties Thickness
ave/min.
GeoM
Density
Carbon
Black
Content
Carbon
Black
Dispersion
Tensile
Yield Break
Strength Elong. Strength Elong.
Tear
Resist.
Puncture
Resist.
Dimension
Stability
Asperity
Height
In/Out
Unit mils g/cc %Cat 1 and 2 ppi %ppi %lbs lbs %mils
Test Method D5994 D792 D4218 D5596 D6693 D1004 D4833 D1204 D7466
Frequency Each roll Every 10
rolls
Every 2
rolls
Every 10
rolls
Every 2 rolls Every 5
rolls
Every 5
rolls
Every roll
Specification 60.0 / 54.0 ≥ 0.940 2.0 - 3.0 Cat. 1 & Cat. 2 132 13 132 150 45 120 16 / 16
0105-213316 MD 61.0 / 57.0 0.942 2.26 10/10 views 148.5 20.9 241 599 49 139 / 33.1
XD 154.4 18.7 223 586 50
0105-213317 MD 60.6 / 55.5 0.942 2.26 10/10 views 148.5 20.9 241 599 49 139 / 37.7
XD 154.4 18.7 223 586 50
0105-213318 MD 61.4 / 59.0 0.942 2.21 10/10 views 152.3 20.4 258 629 49 139 / 33.5
XD 152.7 18.0 231 592 50
0105-213319 MD 63.2 / 59.5 0.942 2.21 10/10 views 152.3 20.4 258 629 49 139 / 33.7
XD 152.7 18.0 231 592 50
0105-213320 MD 61.2 / 57.0 0.942 2.23 10/10 views 154.0 20.4 255 609 49 139 / 32.8
XD 158.3 18.8 244 607 50
0105-213321 MD 61.2 / 56.5 0.942 2.23 10/10 views 154.0 20.4 255 609 52 137 / 37.1
XD 158.3 18.8 244 607 51
0105-213322 MD 60.3 / 57.5 0.942 2.30 10/10 views 160.2 19.7 260 628 52 137 / 30.6
XD 167.4 17.6 244 608 51
0105-213323 MD 63.4 / 59.5 0.942 2.30 10/10 views 160.2 19.7 260 628 52 137 / 27.9
XD 167.4 17.6 244 608 51
0105-213324 MD 64.2 / 59.0 0.942 2.30 10/10 views 137.2 19.7 229 611 52 137 / 26.5
XD 146.9 16.2 213 580 51
0105-213325 MD 62.2 / 60.5 0.942 2.30 10/10 views 137.2 19.7 229 611 52 137 / 24.4
XD 146.9 16.2 213 580 51
0105-213326 MD 61.0 / 59.0 0.941 2.47 10/10 views 144.5 18.7 235 624 54 136 / 26.7
XD 155.7 15.6 229 610 54
0105-213327 MD 61.1 / 54.0 0.941 2.47 10/10 views 144.5 18.7 235 624 54 136 / 24.3
XD 155.7 15.6 229 610 54
0105-213328 MD 62.6 / 59.0 0.941 2.38 10/10 views 140.2 19.8 217 604 54 136 / 25.5
XD 133.4 16.9 213 611 54
Solmax is not a design professional and has not performed any design services to determine if Solmax's goods comply with any project plans or specifications, or with the
application or use of Solmax's goods to any particular system, project, purpose, installation or specification.
19103 GUNDLE RD,, HOUSTON, TX, UNITED STATES, 77073
Page 1 of 8
SOLMAX.COM
Solmax Geosynthetics LLC
18 Aug 2023
TEST RESULTS
G723027.01
SO-095742
Pre-SO-095742-2
MANUFACTURING QUALITY CONTROL
SALT LAKE VALLEY MOD 8
PROJECT NUMBER:
SALES ORDER:
PACKING SLIP NUMBER:
PROJECT NAME :
0105-213329 MD 61.0 / 59.0 0.941 2.38 10/10 views 140.2 19.8 217 604 54 136 / 26.3
XD 133.4 16.9 213 611 54
0105-213330 MD 62.0 / 59.0 0.941 2.38 10/10 views 138.2 19.0 231 618 54 136 / 27.6
XD 145.0 15.5 210 584 54
0105-213333 MD 62.5 / 57.5 0.941 2.31 10/10 views 155.5 19.8 279 660 48 138 / 20.9
XD 170.1 15.9 237 669 51
0105-213334 MD 62.9 / 60.5 0.941 2.31 10/10 views 155.5 19.8 279 660 48 138 / 27.0
XD 170.1 15.9 237 669 51
0105-213335 MD 60.3 / 59.0 0.941 2.31 10/10 views 155.5 19.8 279 660 48 138 / 25.3
XD 170.1 15.9 237 669 51
0105-213336 MD 61.4 / 59.5 0.943 2.48 10/10 views 141.4 20.2 254 646 55 139 / 23.8
XD 143.2 17.5 226 607 50
0105-213337 MD 60.3 / 55.5 0.943 2.48 10/10 views 141.4 20.2 254 646 55 139 / 26.6
XD 143.2 17.5 226 607 50
0105-213338 MD 60.2 / 59.0 0.943 2.44 10/10 views 139.9 19.9 222 615 55 139 / 26.7
XD 141.2 16.9 203 579 50
0105-213339 MD 60.2 / 54.5 0.943 2.44 10/10 views 139.9 19.9 222 615 55 139 / 26.7
XD 141.2 16.9 203 579 50
0105-213340 MD 63.0 / 60.0 0.943 2.44 10/10 views 138.3 20.2 230 632 55 139 / 28.4
XD 137.5 16.6 217 614 50
0105-213342 MD 60.3 / 57.5 0.943 2.25 10/10 views 140.5 20.1 247 632 52 134 / 23.2
XD 150.0 17.7 223 603 48
0105-213343 MD 60.8 / 57.0 0.943 2.25 10/10 views 140.5 20.1 247 632 52 134 / 22.6
XD 150.0 17.7 223 603 48
0105-213344 MD 60.1 / 58.5 0.943 2.25 10/10 views 143.6 19.5 248 645 52 134 / 20.9
XD 153.1 17.6 229 610 48
0105-213345 MD 60.5 / 58.5 0.943 2.25 10/10 views 143.6 19.5 248 645 52 134 / 20.0
XD 153.1 17.6 229 610 48
0105-213346 MD 60.3 / 56.5 0.943 2.34 10/10 views 159.1 20.7 267 622 49 144 / 18.9
XD 168.0 17.3 241 610 51
0105-213347 MD 63.1 / 58.5 0.943 2.34 10/10 views 159.1 20.7 267 622 49 144 36.8 /
XD 168.0 17.3 241 610 51
0105-213349 MD 62.6 / 59.0 0.943 2.33 10/10 views 149.5 21.1 284 680 49 144 / 20.5
XD 158.9 18.3 237 593 51
0105-213350 MD 60.9 / 58.0 0.943 2.33 10/10 views 149.5 21.1 284 680 49 144 / 18.7
XD 158.9 18.3 237 593 51
0105-213351 MD 60.6 / 55.5 0.943 2.14 10/10 views 146.6 21.2 260 645 49 144 / 19.1
XD 161.6 18.3 250 633 51
Solmax is not a design professional and has not performed any design services to determine if Solmax's goods comply with any project plans or specifications, or with the
application or use of Solmax's goods to any particular system, project, purpose, installation or specification.
19103 GUNDLE RD,, HOUSTON, TX, UNITED STATES, 77073
Page 2 of 8
SOLMAX.COM
Solmax Geosynthetics LLC
18 Aug 2023
TEST RESULTS
G723027.01
SO-095742
Pre-SO-095742-2
MANUFACTURING QUALITY CONTROL
SALT LAKE VALLEY MOD 8
PROJECT NUMBER:
SALES ORDER:
PACKING SLIP NUMBER:
PROJECT NAME :
0105-213353 MD 61.6 / 56.5 0.943 2.14 10/10 views 146.6 21.2 260 645 50 140 / 20.8
XD 161.6 18.3 250 633 51
0105-213355 MD 60.1 / 57.5 0.943 2.23 10/10 views 149.5 18.8 237 598 50 140 / 23.8
XD 153.7 17.0 223 629 51
0105-213356 MD 61.3 / 57.0 0.943 2.08 10/10 views 149.4 19.5 261 641 50 140 / 23.3
XD 155.6 17.5 240 621 51
0105-213357 MD 62.1 / 59.0 0.943 2.08 10/10 views 149.4 19.5 261 641 50 140 / 21.2
XD 155.6 17.5 240 621 51
0105-213358 MD 60.2 / 58.0 0.941 2.16 10/10 views 161.2 19.5 271 639 50 141 / 20.6
XD 166.4 17.7 232 581 52
0105-213359 MD 63.8 / 58.5 0.941 2.16 10/10 views 161.2 19.5 271 639 50 141 / 21.8
XD 166.4 17.7 232 581 52
0105-213360 MD 62.8 / 59.0 0.941 2.20 10/10 views 143.3 20.2 264 652 50 141 / 20.5
XD 154.3 17.2 246 614 52
0105-213361 MD 63.4 / 60.5 0.941 2.20 10/10 views 143.3 20.2 264 652 50 141 / 18.7
XD 154.3 17.2 246 614 52
0105-213362 MD 61.1 / 56.5 0.941 2.18 10/10 views 155.7 21.1 279 647 50 141 / 19.7
XD 162.7 17.6 253 628 52
0105-213363 MD 60.9 / 56.5 0.941 2.18 10/10 views 155.7 21.1 279 647 51 140 / 20.2
XD 162.7 17.6 253 628 48
0105-213364 MD 60.2 / 57.0 0.941 2.28 10/10 views 147.7 22.8 282 682 51 140 / 23.0
XD 152.5 17.6 226 594 48
0105-213365 MD 60.4 / 58.5 0.941 2.28 10/10 views 147.7 22.8 282 682 51 140 / 22.7
XD 152.5 17.6 226 594 48
0105-213366 MD 60.3 / 55.0 0.941 2.31 10/10 views 152.9 20.8 266 629 51 140 / 32.9
XD 165.2 17.7 250 661 48
0105-213367 MD 61.5 / 58.5 0.941 2.31 10/10 views 152.9 20.8 266 629 51 140 / 28.9
XD 165.2 17.7 250 661 48
0105-213368 MD 61.3 / 57.5 0.940 2.13 10/10 views 164.4 19.8 272 646 50 141 / 22.6
XD 161.3 18.9 249 624 53
0105-213369 MD 61.1 / 57.0 0.940 2.13 10/10 views 164.4 19.8 272 646 50 141 / 20.2
XD 161.3 18.9 249 624 53
0105-213370 MD 62.9 / 59.5 0.940 2.44 10/10 views 167.6 20.2 276 631 50 141 / 25.3
XD 183.2 17.6 246 592 53
0105-213372 MD 61.5 / 59.0 0.940 2.44 10/10 views 167.6 20.2 276 631 50 141 / 20.3
XD 183.2 17.6 246 592 53
0105-213373 MD 61.6 / 59.0 0.940 2.34 10/10 views 154.2 18.8 215 595 50 141 / 21.7
XD 146.6 16.5 213 585 53
Solmax is not a design professional and has not performed any design services to determine if Solmax's goods comply with any project plans or specifications, or with the
application or use of Solmax's goods to any particular system, project, purpose, installation or specification.
19103 GUNDLE RD,, HOUSTON, TX, UNITED STATES, 77073
Page 3 of 8
SOLMAX.COM
Solmax Geosynthetics LLC
18 Aug 2023
TEST RESULTS
G723027.01
SO-095742
Pre-SO-095742-2
MANUFACTURING QUALITY CONTROL
SALT LAKE VALLEY MOD 8
PROJECT NUMBER:
SALES ORDER:
PACKING SLIP NUMBER:
PROJECT NAME :
0105-213374 MD 60.2 / 58.0 0.940 2.34 10/10 views 154.2 18.8 215 595 50 138 / 19.9
XD 146.6 16.5 213 585 48
0105-213375 MD 62.5 / 59.5 0.940 2.37 10/10 views 137.1 18.3 221 613 50 138 / 23.4
XD 142.8 16.6 206 583 48
0105-213376 MD 60.9 / 59.0 0.940 2.37 10/10 views 137.1 18.3 221 613 51 136 / 23.1
XD 142.8 16.6 206 583 49
0105-213377 MD 60.6 / 54.0 0.940 2.25 10/10 views 135.3 19.7 233 630 51 136 / 21.2
XD 143.1 16.1 208 563 49
0105-213378 MD 61.5 / 59.5 0.940 2.25 10/10 views 135.3 19.7 233 630 51 136 / 22.4
XD 143.1 16.1 208 563 49
0105-213379 MD 60.6 / 58.5 0.942 2.37 10/10 views 157.3 20.4 379 657 46 134 / 25.9
XD 169.3 16.5 243 604 47
0105-213380 MD 61.0 / 58.5 0.942 2.37 10/10 views 157.3 20.4 379 657 46 134 / 27.6
XD 169.3 16.5 243 604 47
0105-213381 MD 63.6 / 61.0 0.942 2.34 10/10 views 169.6 20.1 291 636 46 134 / 27.1
XD 174.6 17.0 346 909 47
0105-213382 MD 60.9 / 58.5 0.942 2.34 10/10 views 169.6 20.1 291 636 46 134 / 25.4
XD 174.6 17.0 346 909 47
0105-213383 MD 60.9 / 57.0 0.942 2.21 10/10 views 136.0 19.5 194 618 46 134 / 34.0
XD 163.4 17.6 298 579 47
0105-213384 MD 63.0 / 59.0 0.942 2.21 10/10 views 136.0 19.5 194 618 54 141 / 19.6
XD 163.4 17.6 298 579 52
0105-213385 MD 61.8 / 59.5 0.942 2.43 10/10 views 146.4 19.3 246 650 54 141 / 22.5
XD 149.6 16.2 213 577 52
0105-213386 MD 61.4 / 59.0 0.942 2.43 10/10 views 146.4 19.3 246 650 54 141 / 21.3
XD 149.6 16.2 213 577 52
0105-213387 MD 61.9 / 60.5 0.942 2.43 10/10 views 146.2 18.3 231 620 54 141 / 21.8
XD 148.5 16.5 220 609 52
0105-213388 MD 62.8 / 60.0 0.942 2.43 10/10 views 146.2 18.3 231 620 54 141 / 24.8
XD 148.5 16.5 220 609 52
0105-213389 MD 62.0 / 58.0 0.940 2.44 10/10 views 137.7 18.8 222 605 52 138 / 24.0
XD 143.8 16.4 212 611 50
0105-213390 MD 60.0 / 59.0 0.940 2.44 10/10 views 137.7 18.8 222 605 52 138 / 21.6
XD 143.8 16.4 212 611 50
0105-213391 MD 60.8 / 58.5 0.940 2.34 10/10 views 148.2 19.6 248 630 52 138 / 24.0
XD 157.5 17.6 226 595 50
0105-213392 MD 61.0 / 58.0 0.940 2.34 10/10 views 148.2 19.6 248 630 52 138 / 26.3
XD 157.5 17.6 226 595 50
Solmax is not a design professional and has not performed any design services to determine if Solmax's goods comply with any project plans or specifications, or with the
application or use of Solmax's goods to any particular system, project, purpose, installation or specification.
19103 GUNDLE RD,, HOUSTON, TX, UNITED STATES, 77073
Page 4 of 8
SOLMAX.COM
Solmax Geosynthetics LLC
18 Aug 2023
TEST RESULTS
G723027.01
SO-095742
Pre-SO-095742-2
MANUFACTURING QUALITY CONTROL
SALT LAKE VALLEY MOD 8
PROJECT NUMBER:
SALES ORDER:
PACKING SLIP NUMBER:
PROJECT NAME :
0105-213393 MD 61.2 / 59.0 0.940 2.25 10/10 views 152.5 19.0 253 625 52 138 / 26.4
XD 161.8 17.8 242 615 50
0105-213394 MD 62.3 / 60.0 0.940 2.25 10/10 views 152.5 19.0 253 625 59 149 / 22.3
XD 161.8 17.8 242 615 55
0105-213395 MD 62.7 / 60.5 0.940 2.50 10/10 views 154.8 18.9 261 642 59 149 / 21.0
XD 159.2 17.6 237 612 55
0105-213396 MD 62.3 / 59.0 0.940 2.50 10/10 views 154.8 18.9 261 642 59 149 / 35.7
XD 159.2 17.6 237 612 55
0105-213397 MD 62.4 / 58.5 0.940 2.41 10/10 views 146.1 21.4 245 652 59 149 / 34.6
XD 145.2 20.6 223 624 55
0105-213398 MD 61.0 / 56.5 0.940 2.41 10/10 views 146.1 21.4 245 652 59 149 / 29.4
XD 145.2 20.6 223 624 55
0105-213399 MD 61.1 / 56.5 0.941 2.39 10/10 views 138.3 18.4 238 636 53 140 / 31.1
XD 142.1 17.8 218 604 49
0105-213400 MD 60.4 / 57.5 0.941 2.39 10/10 views 138.3 18.4 238 636 53 140 / 31.2
XD 142.1 17.8 218 604 49
0105-213401 MD 61.1 / 55.5 0.941 2.33 10/10 views 141.7 18.1 232 616 53 140 / 28.2
XD 141.6 17.0 215 605 49
0105-213402 MD 60.0 / 58.0 0.941 2.33 10/10 views 141.7 18.1 232 616 53 140 / 20.1
XD 141.6 17.0 215 605 49
0105-213403 MD 60.4 / 57.5 0.941 2.26 10/10 views 149.9 18.7 240 617 53 140 / 25.4
XD 154.5 17.2 235 626 49
0105-213404 MD 61.0 / 59.0 0.941 2.26 10/10 views 149.9 18.7 240 617 56 145 / 24.0
XD 154.5 17.2 235 626 59
0105-213405 MD 61.6 / 58.0 0.941 2.44 10/10 views 155.9 18.5 253 630 56 145 / 21.7
XD 161.6 16.7 235 614 59
0105-213406 MD 63.8 / 58.5 0.941 2.44 10/10 views 155.9 18.5 253 630 56 145 / 21.7
XD 161.6 16.7 235 614 59
0105-213407 MD 61.0 / 58.0 0.941 2.44 10/10 views 141.9 20.6 248 626 56 145 / 21.5
XD 152.4 17.8 230 601 59
0105-213408 MD 62.9 / 61.0 0.941 2.44 10/10 views 141.9 20.6 248 626 56 145 / 25.9
XD 152.4 17.8 230 601 59
0105-213409 MD 61.3 / 57.0 0.942 2.35 10/10 views 166.2 18.1 294 681 59 142 / 28.5
XD 161.5 17.8 237 587 62
0105-213410 MD 60.9 / 58.5 0.942 2.35 10/10 views 166.2 18.1 294 681 59 142 / 26.2
XD 161.5 17.8 237 587 62
0105-213411 MD 61.2 / 59.5 0.942 2.29 10/10 views 138.2 18.4 241 646 59 142 / 24.7
XD 135.5 17.9 210 590 62
Solmax is not a design professional and has not performed any design services to determine if Solmax's goods comply with any project plans or specifications, or with the
application or use of Solmax's goods to any particular system, project, purpose, installation or specification.
19103 GUNDLE RD,, HOUSTON, TX, UNITED STATES, 77073
Page 5 of 8
SOLMAX.COM
Solmax Geosynthetics LLC
18 Aug 2023
TEST RESULTS
G723027.01
SO-095742
Pre-SO-095742-2
MANUFACTURING QUALITY CONTROL
SALT LAKE VALLEY MOD 8
PROJECT NUMBER:
SALES ORDER:
PACKING SLIP NUMBER:
PROJECT NAME :
0105-213412 MD 60.4 / 54.5 0.942 2.29 10/10 views 138.2 18.4 241 646 59 142 / 22.7
XD 135.5 17.9 210 590 62
0105-213413 MD 60.7 / 58.5 0.942 2.41 10/10 views 149.5 21.4 233 667 59 142 / 22.3
XD 140.3 20.1 214 624 62
0105-213414 MD 60.1 / 58.0 0.942 2.41 10/10 views 149.5 21.4 233 667 55 143 / 25.4
XD 140.3 20.1 214 624 52
0105-213415 MD 60.0 / 56.5 0.942 2.36 10/10 views 150.9 18.6 248 628 55 143 / 23.9
XD 157.9 17.8 211 555 52
0105-213416 MD 62.3 / 59.0 0.942 2.36 10/10 views 150.9 18.6 248 628 55 143 / 20.9
XD 157.9 17.8 211 555 52
0105-213417 MD 62.6 / 58.5 0.942 2.51 10/10 views 148.1 19.8 247 611 55 143 / 21.3
XD 160.6 17.7 236 604 52
0105-213418 MD 61.2 / 58.5 0.942 2.51 10/10 views 148.1 19.8 247 611 55 143 / 21.2
XD 160.6 17.7 236 604 52
0105-213419 MD 60.7 / 55.5 0.942 2.41 10/10 views 163.5 19.0 287 665 53 145 / 23.5
XD 172.8 17.7 239 585 52
0105-213420 MD 63.0 / 60.0 0.942 2.41 10/10 views 163.5 19.0 287 665 53 145 / 34.4
XD 172.8 17.7 239 585 52
0105-213421 MD 60.0 / 58.5 0.942 2.83 10/10 views 138.5 18.6 253 666 53 145 / 28.7
XD 132.7 17.5 207 573 52
0105-213423 MD 61.3 / 57.0 0.942 2.83 10/10 views 138.5 18.6 253 666 53 145 / 26.2
XD 132.7 17.5 207 573 52
0105-213424 MD 61.0 / 58.0 0.942 2.41 10/10 views 133.3 21.0 234 608 53 145 / 32.2
XD 142.1 18.1 227 573 52
0105-213425 MD 60.5 / 55.0 0.942 2.41 10/10 views 133.3 21.0 234 608 48 140 / 33.3
XD 142.1 18.1 227 573 48
0105-213426 MD 61.0 / 54.0 0.942 2.42 10/10 views 158.8 19.6 272 648 48 140 / 23.4
XD 162.4 17.9 248 628 48
0105-213427 MD 61.0 / 58.5 0.942 2.42 10/10 views 158.8 19.6 272 648 48 140 / 30.0
XD 162.4 17.9 248 628 48
0105-213428 MD 61.0 / 57.0 0.942 2.38 10/10 views 155.4 20.4 267 637 48 140 / 30.4
XD 157.0 19.6 236 571 48
0105-213429 MD 62.0 / 56.5 0.942 2.38 10/10 views 155.4 20.4 267 637 48 140 / 23.4
XD 157.0 19.6 236 571 48
0105-213430 MD 61.0 / 56.5 0.941 2.33 10/10 views 153.4 20.9 286 662 49 138 / 30.6
XD 160.7 19.9 247 597 52
0105-213431 MD 60.9 / 56.0 0.941 2.33 10/10 views 153.4 20.9 286 662 49 138 / 29.6
XD 160.7 19.9 247 597 52
Solmax is not a design professional and has not performed any design services to determine if Solmax's goods comply with any project plans or specifications, or with the
application or use of Solmax's goods to any particular system, project, purpose, installation or specification.
19103 GUNDLE RD,, HOUSTON, TX, UNITED STATES, 77073
Page 6 of 8
SOLMAX.COM
Solmax Geosynthetics LLC
18 Aug 2023
TEST RESULTS
G723027.01
SO-095742
Pre-SO-095742-2
MANUFACTURING QUALITY CONTROL
SALT LAKE VALLEY MOD 8
PROJECT NUMBER:
SALES ORDER:
PACKING SLIP NUMBER:
PROJECT NAME :
0105-213432 MD 61.5 / 59.5 0.941 2.51 10/10 views 135.3 20.1 243 629 49 138 / 23.6
XD 138.0 16.9 234 623 52
0105-213433 MD 62.4 / 58.5 0.941 2.51 10/10 views 135.3 20.1 243 629 49 138 / 24.2
XD 138.0 16.9 234 623 52
0105-213434 MD 61.6 / 60.0 0.941 2.44 10/10 views 137.4 19.5 219 589 49 138 / 22.0
XD 141.5 16.6 216 594 52
0105-213435 MD 61.1 / 58.5 0.941 2.44 10/10 views 137.4 19.5 219 589 51 139 / 21.8
XD 141.5 16.6 216 594 49
0105-213436 MD 62.0 / 60.0 0.941 2.59 10/10 views 147.6 18.5 232 610 51 139 / 24.2
XD 147.9 16.6 229 619 49
0105-213437 MD 61.0 / 58.5 0.941 2.59 10/10 views 147.6 18.5 232 610 51 139 / 22.7
XD 147.9 16.6 229 619 49
0105-213438 MD 60.9 / 58.5 0.941 2.50 10/10 views 151.4 20.6 266 642 51 139 / 25.3
XD 155.4 18.5 245 614 49
0105-213439 MD 60.6 / 56.0 0.941 2.50 10/10 views 151.4 20.6 266 642 51 139 / 25.9
XD 155.4 18.5 245 614 49
0105-213440 MD 61.9 / 58.5 0.944 2.42 10/10 views 175.6 19.5 297 651 49 142 / 22.9
XD 176.3 17.6 236 644 48
0105-213441 MD 60.2 / 57.0 0.944 2.42 10/10 views 175.6 19.5 297 651 49 142 / 18.1
XD 176.3 17.6 236 644 48
0105-213442 MD 60.7 / 58.5 0.944 2.37 10/10 views 160.2 20.5 292 674 49 142 / 23.5
XD 169.7 18.6 236 561 48
0105-213443 MD 60.6 / 57.5 0.944 2.37 10/10 views 160.2 20.5 292 674 49 142 / 20.1
XD 169.7 18.6 236 561 48
0105-213444 MD 62.4 / 59.0 0.944 2.40 10/10 views 135.9 19.3 234 611 49 142 / 22.9
XD 139.7 16.5 216 573 48
0105-213445 MD 61.2 / 59.5 0.944 2.40 10/10 views 135.9 19.3 234 611 49 140 / 20.0
XD 139.7 16.5 216 573 48
0105-213446 MD 61.4 / 59.5 0.944 2.44 10/10 views 142.5 19.6 237 635 49 140 / 22.1
XD 139.4 16.5 215 579 48
0105-213447 MD 61.1 / 57.0 0.944 2.44 10/10 views 142.5 19.6 237 635 49 140 / 20.0
XD 139.4 16.5 215 579 48
0105-213448 MD 62.2 / 60.5 0.944 2.49 10/10 views 140.4 20.2 235 615 49 140 / 23.6
XD 145.0 17.0 217 576 48
0105-213449 MD 62.7 / 59.5 0.944 2.49 10/10 views 140.4 20.2 235 615 49 140 / 20.9
XD 145.0 17.0 217 576 48
0105-213451 MD 61.2 / 56.5 0.941 2.34 10/10 views 153.7 20.4 270 654 50 137 / 22.7
XD 160.8 17.4 234 592 48
Solmax is not a design professional and has not performed any design services to determine if Solmax's goods comply with any project plans or specifications, or with the
application or use of Solmax's goods to any particular system, project, purpose, installation or specification.
19103 GUNDLE RD,, HOUSTON, TX, UNITED STATES, 77073
Page 7 of 8
SOLMAX.COM
Solmax Geosynthetics LLC
18 Aug 2023
TEST RESULTS
G723027.01
SO-095742
Pre-SO-095742-2
MANUFACTURING QUALITY CONTROL
SALT LAKE VALLEY MOD 8
PROJECT NUMBER:
SALES ORDER:
PACKING SLIP NUMBER:
PROJECT NAME :
0105-213452 MD 62.0 / 59.0 0.941 2.34 10/10 views 153.4 19.0 259 649 50 137 / 22.3
XD 165.0 17.7 232 586 48
0105-213453 MD 60.2 / 57.5 0.941 2.34 10/10 views 153.4 19.0 259 649 50 137 / 20.8
XD 165.0 17.7 232 586 48
0105-213454 MD 61.5 / 58.5 0.941 2.57 10/10 views 142.5 20.2 263 647 50 137 / 20.3
XD 153.3 17.3 243 621 48
0105-213455 MD 61.0 / 56.5 0.941 2.57 10/10 views 142.5 20.2 263 647 55 145 / 20.8
XD 153.3 17.3 243 621 54
0105-213456 MD 63.7 / 60.5 0.941 2.42 10/10 views 133.8 21.4 259 657 55 145 / 27.7
XD 148.3 17.6 233 615 54
Solmax is not a design professional and has not performed any design services to determine if Solmax's goods comply with any project plans or specifications, or with the
application or use of Solmax's goods to any particular system, project, purpose, installation or specification.
19103 GUNDLE RD,, HOUSTON, TX, UNITED STATES, 77073
Page 8 of 8
SOLMAX.COM
Solmax Geosynthetics LLC
18 Aug 2023
PROJECT NAME:
SALT LAKE VALLEY SOLID WASTE FACILITY MODULE 8
Wall Consultant Group Project No.: LDF20015 GSI Project No.: 723027
Section: 33 50 10S 60 MIL HDPE LINER
1.3.A.3
MANUFACTURER'S MATERIAL WARRANTY
PROVIDED IN THIS SUBMITTAL
2401 PEWAUKEE ROAD • WAUKESHA, WI 53188-6904 • 262-524-7979 • Fax: [phone] • 800-444-5523 • www.geo-synthetics.com
Owner:Salt Lake Valley Solid Waste Facility
PROJECT:Salt Lake Valley Landfill Mod 8
Project Address:6030 California Ave, Salt Lake City, Utah, 84104
Warranty Number:GSI-07-07-24
Product(s):
Effective Date:June 22, 2024
WHEREAS pursuant to the Sales Purchase Order referenced herein
e
WHEREAS the Project was designed exclusively by the Owner and/or its general contractor, professionals (such as engineers,
WHEREAS the Warrantor is not a design professional nor did the Warrantor participate in the design/conception of the Project;
NOW, THEREFORE, in consideration of the foregoing, and subject to the terms and conditions of this Limited Warranty, the
Warrantor hereby represents and warrants to the Owner that as of the date of sale of the Product to the Purchaser for the said
Project, the Product specifications and that the Product will be free from manufacturing defects which
or negligent use of the Product as well as damages caused by acts of God, natural disasters such as earthquakes, floods, piercing hail,
t include usage for which the Product was not designed or intended,
faulty design and/or construction of the facility into which the Product is installed, failure to install the Product in compliance with
sure of the Product to harmful chemicals. Chemical resistance
performance is the responsibility of the Owner since it has cont oduction/ design/composition and
The Warrantor shall not be held liable or responsible to the Owner nor be deemed to have defaulted under or breached this Limited
Warranty for failure or delay in fulfilling or performing any term of this Limited Warranty when such failure or delay is caused by or
results from causes beyond the reasonable control of the Warrantor, including but not limited to fire, floods, embargoes, war, acts
of war (whether war is declared or not), insurrections, riots, civil commotions, the existence or administration of any laws, rules or
regulations, strikes, lockouts or other labor disturbances, acts of God or acts, omissions or delays in acting by any governmental
20 years from the Effective Date
Sales Order N°:
WARRANTY TERM:
WARRANTOR:
WARRANTOR ADDRESS:
LIMITATIONS AND DISCLAIMERS
THIS LIMITED WARRANTY IS IN LIEU OF ALL OTHER WARRANTIES, EXPRESSED OR IMPLIED, INCLUDING, BUT NOT LIMITED TO ANY
WARRANTY OF MERCHANTABILITY, HABITABILITY OR FITNESS FOR A PARTICULAR PURPOSE, WHICH ARE EXPRESSLY EXCLUDED
under is the sole and exclusive obligation of Warrantor with regard to the Product. Warrantor
shall have no liability for any claim except as specified hereunder. Warrantor shall not be liable for labor or any other costs
incurred in connection with the use, repair, removal, installation or replacement of any Product covered by this Limited Warranty,
or for any direct or indirect damages, labor, removal, installation, incidental or consequential damages, loss of profits or sales,
injury to property or any other damages, losses or contingencies due to or arising out of the Product, whether under alleged
breach of contract, tort, personal injury, property damage, environmental liability or otherwise, regardless of whether or not the
Product is subject to a defect.
authority; provided, however, that the Warrantor shall use reasonable commercial efforts to avoid or remove such causes of non-
performance, and shall continue performance hereunder with reasonable dispatch whenever such causes are removed. This Limited
Warranty does not cover damages or defects resulting from normal wear and tear, faulty installation, maintenance or repair, misuse
LIMITED WARRANTY
1101450 HDPE 60 mil Black Single Sided Textured ST
SO-095742,
Solmax Geosynthetics, LLC
19103 Gundle Road, Houston, Texas, 77073
Page 1 of 2GSI-07-07-24, Salt Lake Valley Landfill Mod 8,
MF-VEN-04, Rev.10, 2021-09
p1 = 7.4 7.9 9.1
preparation or covering materials; existing conditions, including, but not limited to, subsurface conditions beneath the geosynthetic
product such as a settlement of the ground, cave-in, etc., excessive pressures or stresses from any source or improper application.
There shall be no intended or incidental third-party beneficiary hereof. In no event shall Warrantor have any liability for any patent
defects or discrepancies which were or could have been discovered prior to the installation of the Product.
Subject to the terms and conditions hereof, after receipt of a timely valid claim hereunder, Warrantor will have the right to inspect
and determine the cause of any alleged defect in the Product and if coverage is confirmed, then Warrantor shall have the option, in
its sole discretion, to repair the affected area of the Product or to ship replacement product reasonably equivalent to the affected
area of the Product proven to be subject to the covered defect. Warrantor is not a design professional and has not performed any
design services for the Project and disclaims any alleged design liability regarding use of the Product at or for the Project, it being
ed
to perform repairs or replacements under this Limited Warranty until the area to be repaired or replaced is clean, dry and
unencumbered, including, without limitation, the area having been made available for repair and/or replacement free from all water,
dirt, sludge, residuals and liquids of any kind. If Warrantor determines that a claim is invalid, Owner shall reimburse Warrantor for its
inspection and analysis costs.
Notwithstanding any contrary provision hereof, in no event shall any liability of Warrantor hereunder exceed the actual per square
foot cost of the Product required to repair e
shall, starting on the first (1st) anniversary of the
Effective Date, be reduced each year during the Warranty Term by a calculated fraction, where the numerator corresponds to the
expired number of years in the Warranty Term prior to Warrantor
corresponds to the Warranty Term.
Any claim for any alleged defect under this Limited Warranty must be made in writing, by certified mail, to Warrantor at the
e within ten (10) business days of the Owner becoming aware of the alleged defect. Any failure
to timely issue such notice shall void any warranty coverage.
Warrantor makes no representations, expressed or implied, not specified herein. No representative, agent or employee of
Warrantor, or any other person, including the Buyer, is authorized to assume for Warrantor any additional liability or responsibility
except as described above. In the event any term or provision of this Limited Warranty is inconsistent with or in conflict with any
writing, purchase order, representations, statements, contract, or any other document, then, to the extent such inconsistency or
conflict exists, the terms and conditions of this Limited Warranty shall control in all respects. The Limited Warranty is valid only for
the original Owner and is not assignable or transferable under any circumstances. The terms hereof shall be governed by the laws
provided in the contract or Sales Order entered into between the Warrantor and the Buyer and any dispute arising out and in
connection with this Limited Warranty shall be settled in accordance with the provisions of the said contract or Sales Order. If it is
determined and adjudicated that the exclusive remedy provided herein fails in its essential purpose, then in that event only, Owner
shall be entitled to a return of that portion of the purchase price equal to the Liability Limit (as reduced as provided above) for so
much of the Product as Warrantor determines to be defective. If any provision of this Limited Warranty is held to be invalid or
unenforceable, such provision shall be deemed to be modified to the extent necessary for the balance hereof to be enforceable, and
this Limited Warranty shall be enforced to the maximum extent permittable.
NOTWITHSTANDING ANY CONTRARY PROVISION HEREOF, AN EXPRESS CONDITION PRECEDENT TO ANY AND ALL OBLIGATION OF
RECEIPT OF FULL PAYMENT FOR THE PRODUCT.
exposure conditions (including chemicals, concentration, time and temperature). As such, any proposed product, including the
Product, should be thoroughly evaluated for its intended application by m
e Product by machinery, equipment, people, animals; improper site
Page 2 of 2GSI-07-07-24, Salt Lake Valley Landfill Mod 8,
MF-VEN-04, Rev.10, 2021-09
p1 = 7.4 7.9 9.1
PROJECT NAME:
SALT LAKE VALLEY SOLID WASTE FACILITY MODULE 8
Wall Consultant Group Project No.: LDF20015 GSI Project No.: 723027
Section: 33 50 10S 60 MIL HDPE LINER
1.3.B.1.
INSTALLER'S INSTALLATION WARRANTY
PROVIDED IN THIS SUBMITTAL
2401 PEWAUKEE ROAD • WAUKESHA, WI 53188-6904 • 262-524-7979 • Fax: [phone] • 800-444-5523 • www.geo-synthetics.com

Page 1 of 3
2401 PEWAUKEE ROAD • WAUKESHA, WI 53188-6904 • 262-524-7979 • Fax: [phone] • 800-444-5523 • www.geo-synthetics.com
GEO-SYNTHETICS SYSTEMS

TWO-YEAR INSTALLATION WARRANTY FOR
GEO-SYNTHETICS SYSTEMS MEMBRANE LINERS

PROJECT:
Salt Lake Valley SWM Module 8

GSI Project ID No.: 723027

Subject to the terms and conditions set forth below, Geo-Synthetics Systems, warrants to Purchaser,
Salta Lake Valley SWM Module 8 – that the 60 mil Geomembrane installed at the Salt Lake Valley
Solid Waste facility in Salt Lake City, Utah was installed by Geo-Synthetics Systems, in accordance
with specifications in a good and workmanlike manner and that the installation of the liner is free
from defects in workmanship for a period of two (2) years effective from 06/22/2024.

This warranty covers only defects in workmanship occurring during the installation of the liner.
This warranty does not cover any damage to, or defects in the liner found to have been a result of
misuse, abuse or conditions existing after it was installed, including, but not limited to, rough
handling; malicious mischief; vandalism; sabotage; fire; acts of God; acts of the public enemy; acts
of war, public rebellion, severe weather conditions of all types; damage due to ice; excessive stress
from any source; floating debris; damage due to machinery; foreign objects or animals. Nor does
this warranty cover any defects which are found to have been a result of improper or defective
design or engineering unless the design or engineering was performed by Geo-Synthetics Systems.

In the event circumstances are found to exist which purchaser believes may give rise to a claim
under this warranty, the following procedure shall be followed.

a) Purchaser shall give Geo-Synthetics Systems written notice of the facts and circumstances of
said claim within ten (10) days of becoming aware of said facts and circumstances.

Said notice shall be by registered or certified mail, return receipt requested, postage prepaid,
addressed to Construction Manager, Geo-Synthetics Systems, 2401 Pewaukee Road, Waukesha,
WI 53188. The words “WARRANTY CLAIM” shall be clearly marked on the face of envelope
in the lower right hand corner. Said notice shall contain, at a minimum, the name and address of
the owner, the name and address of the installation, the name and address of the installer, the
date upon which the material was purchased and the facts known to Purchaser upon which the
claim is based. Failure to strictly comply with all the requirements of this paragraph shall void
this warranty.
Page 2 of 3

2401 PEWAUKEE ROAD • WAUKESHA, WI 53188-6904 • 262-524-7979 • Fax: [phone] • 800-444-5523 • www.geo-synthetics.com

b) Within twenty (20) days after receipt of the notice described in paragraph a., above, Geo-
Synthetics Systems shall notify Purchaser either that it will send a representative to inspect the
allegedly defective liner or that it does not wish to do so. Purchaser shall pay the expenses
incurred by Geo-Synthetics Systems in making the inspection, including current per diem rates
for personnel involved in making the inspection, in the event Geo-Synthetics Systems
determines that the claim is not covered by this warranty.

c) PURCHASER SHALL NOT REPAIR, REPLACE, REMOVE, ALTER OR DISTURB ANY
LINER, NOR SHALL PURCHASER ALLOW ANYONE ELSE TO REPAIR, REPLACE,
REMOVE, ALTER, OR DISTURB ANY LINER PRIOR TO SUCH INSPECTION OR
RECEIPT OF GEO-SYNTHETICS SYSTEMS NOTICE THAT IT ELECTS NOT TO
INSPECT. A FAILURE TO STRICTLY COMPLY WITH THIS PARAGRAPH SHALL
VOID THIS WARRANTY OR MAY LEAD TO A DETERMINATION THAT THE
ALLEGED DEFECTS ARE NOT WITHIN THE SCOPE OF THIS WARRANTY.

d) If Geo-Synthetics Systems determines that the alleged defects are covered by this warranty,
Geo-Synthetics Systems shall, in its sole discretion, either repair the defective liner or provide
Purchaser with replacement liner. THE REMEDIES PROVIDED HEREIN ARE THE
EXCLUSIVE REMEDIES AVAILABLE UNDER THIS WARRANTY. Any determination as
to whether a particular defect is covered by this warranty will be made by Geo-Synthetics
Systems in its sole and complete discretion.

e) Purchaser agrees that it shall provide Geo-Synthetics Systems with clean, dry and unobstructed
access to the liner in order for Geo-Synthetics Systems to perform the inspections and warranty
work which may be required pursuant to this warranty.

THE REMEDIES PROVIDED TO PURCHASER HEREIN ARE THE EXCLUSIVE REMEDIES
AVAILABLE UNDER THIS WARRANTY AND ARE INTENDED FOR THE SOLE BENEFIT
OF PURCHASER. NEITHER THIS WARRANTY NOR ANY RIGHTS HEREUNDER SHALL
BE ASSIGNABLE. GEO-SYNTHETICS SYSTEMS SHALL HAVE NO LIABILITY UNDER
THIS WARRANTY TO THIRD PARTIES OR STRANGERS TO THIS AGREEMENT. THE
WARRANTY SET FORTH ABOVE IS THE ONLY WARRANTY APPLICABLE TO THE
LINER AND ALL OTHER WARRANTIES, EXPRESSED OR IMPLIED, INCLUDING, BUT
NOT LIMITED TO, ANY WARRANTY OF MERCHANTABILITY OR FITNESS FOR A
PARTICULAR PURPOSE ARE DISCLAIMED. IN NO EVENT SHALL GEO-SYNTHETICS
SYSTEMS BE LIABLE FOR ANY DIRECT, INDIRECT, INCIDENTAL, SPECIAL OR
CONSEQUENTIAL DAMAGES FOR, RESULTING FROM, OR IN CONNECTION WITH,
ANY LOSS RESULTING FROM THE USE OF THE LINER. IN THE EVENT THE
EXCLUSIVE REMEDY PROVIDED HEREIN FAILS IN ITS ESSENTIAL PURPOSE, AND IN
THAT EVENT ONLY, PURCHASER SHALL BE ENTITLED TO THE RETURN OF THE
PURCHASE PRICE FOR SO MUCH OF THE MATERIAL AS GEO-SYNTHETICS SYSTEMS
DETERMINES IN ITS SOLE DISCRETION, TO HAVE VIOLATED THE WARRANTY
PROVIDED HEREIN. EXCEPT FOR THE WARRANTY SET FORTH ABOVE, NO
REPRESENTATION OR WARRANTY MADE BY ANY SALES OR OTHER
REPRESENTATIVE OF GEO-SYNTHETICS SYSTEMS, OR ANY OTHER PERSON,
CONCERNING THE LINER SHALL BE BINDING UPON GEO-SYNTHETICS SYSTEMS.
Page 3 of 3
2401 PEWAUKEE ROAD • WAUKESHA, WI 53188-6904 • 262-524-7979 • Fax: [phone] • 800-444-5523 • www.geo-synthetics.com
Any waiver of the terms and conditions of this warranty shall be in writing signed by GEO-
SYNTHETICS SYSTEMS. The failure to insist upon strict compliance with any of the terms and
conditions contained herein shall not act as a waiver of strict compliance with all of the remaining
terms and conditions, or this warranty; and, shall not operate as a waiver as to any of the terms and
conditions of this warranty, and to future claims under this warranty.
GEO-SYNTHETICS SYSTEMS
BY:________________________________
Frank Strnad / Construction Services Director
I have read and agree to be bound by the terms
and conditions of the foregoing warranty.
Signed: ___________________________________
By: ______________________________________
Title: ____________________________________
Company: ________________________________
Date: ____________________________________
PROJECT NAME:
SALT LAKE VALLEY SOLID WASTE FACILITY MODULE 8
Wall Consultant Group Project No.: LDF20015 GSI Project No.: 723027
Section: 33 50 10S 60 MIL HDPE LINER
1.3.B.3.
FIELD QUALITY CONTROL DATA
PROVIDED IN THIS SUBMITTAL
2401 PEWAUKEE ROAD • WAUKESHA, WI 53188-6904 • 262-524-7979 • Fax: [phone] • 800-444-5523 • www.geo-synthetics.com

5.3
Pre-Weld Test Reports

12/17/24 Page 1 of 13 Job: 723027 Salt Lake SWMF Mod 8
4 86010/23/2023
S To T
3.5 86010/23/2023
S To S
3.5 86010/23/2023
S To T
55010/24/2023
S To S
3.5 86010/25/2023
S To T
3.0 86010/25/2023
S To T
Preweld Test Report
Job Number: 723027 Job Name: Salt Lake SWMF Mod 8
Superintendent: Jose VargasLayer: Primary
Material: Solmax 60 Mil HDPE Textured (White)
Peel Test Extrusion Miniumum: 78 PPI
Peel Test Fusion Miniumum: 92 PPI
Shear Test Miniumum: 120 PPI
QC Technician: Saul Rivas
Shear
Shear
Shear
Shear
Shear
Shear
10:44 am
188 187
1 65
11:02 am
183 171
2 65
1:37 pm
196 185
3 65
9:30 am
180 177
550 4 49
8:00 am
188 170
5 50
8:45 am
177 171
6 50
Max Incursion Percentage: 25 %

Mach.
Speed
Coupon 1

A B

Preheat Temp

Mach.
Temp

Operator
Name

Test
Results

Preweld
ID
Coupon 4

A B

Weld Time

Weld Date

Ambient
Temp
Blas Rivas
Francisco
Perez
Jr Jose
Martinez
Dionicio
Ledezma
Francisco
Perez
Blas Rivas
Powered By:
Geo-Synthetics Systems, LLC.
Liner Type
Peel
Peel
Peel
Peel
Peel
Peel
185 187 188
184 174 00
148 188 00
175 173 00
169 181 182
179 177 173

Machine
Number
Coupon 2

A B
Coupon 5

A B
W123
W124
W120
X105
W124
W123
151 150 145 151 158 154 150 145 139
FTB FTB FTB FTB FTB FTB FTB FTB FTB
139 140 114 148 121 120 115 00 00
FTB FTB FTB FTB FTB FTB FTB FTB FTB
135 127 138 145 129 129 129 00 00
FTB FTB FTB FTB FTB FTB FTB FTB FTB
135 00 00 151 00 140 00 00 00
FTB FTB FTB FTB FTB FTB FTB FTB FTB
164 154 148 168 159 175 167 164 157
FTB FTB FTB FTB FTB FTB FTB FTB FTB
157 149 160 167 162 161 158 165 157
FTB FTB FTB FTB FTB FTB FTB FTB FTB
Coupon 3

A B
156
136
141
144
144
163
PassInc %
PassInc %
PassInc %
PassInc %
PassInc %
PassInc %
FTB
FTB
FTB
FTB
FTB
FTB
12/17/24 Page 2 of 13 Job: 723027 Salt Lake SWMF Mod 8
3.5 86010/23/2023
S To T
3.0 86010/25/2023
S To T
3.5 86010/30/2023
S To T
3.5 86010/30/2023
S To T
3.5 86010/30/2023
S To T
3.5 86010/31/2023
S To T
55010/30/2023
S To S
3.5 86010/31/2023
S To T
3.5 86010/31/2023
S To T
3.5 86010/31/2023
S To T
3.5 86010/31/2023
S To T
Shear
Shear
Shear
Shear
Shear
Shear
Shear
Shear
Shear
Shear
Shear
2:00 pm
173 170
7 66
10:45 am
180 177
8 56
11:10 am
202 187
9 45
11:11 am
189 202
10 45
11:12 am
202 189
11 45
9:45 am
189 192
12 47
1:57 pm
168 174
550 13 55
9:25 am
189 202
14 46
9:46 am
201 212
15 46
12:49 pm
187 202
16 54
12:44 pm
202 201
17 56

Mach.
Speed
Coupon 1

A B

Preheat Temp

Mach.
Temp

Operator
Name

Test
Results

Preweld
ID
Coupon 4

A B

Weld Time

Weld Date

Ambient
Temp
Francisco
Perez
Francisco
Perez
Blas Rivas
Jr Jose
Martinez
Francisco
Perez
Blas Rivas
Dionicio
Ledezma
Jr Jose
Martinez
Francisco
Perez
Blas Rivas
Francisco
Perez
Powered By:
Liner Type
Peel
Peel
Peel
Peel
Peel
Peel
Peel
Peel
Peel
Peel
Peel
179 169 166
187 201 00
141 169 00
205 200 0-
196 206 00
192 202 00
181 184 00
206 197 00
199 201 00
197 193 00
187 195 00

Machine
Number
Coupon 2

A B
Coupon 5

A B
W124
W124
W123
W120
W124
W123
X105
W120
W124
W123
W124
159 152 153 166 161 168 161 172 171
FTB FTB FTB FTB FTB FTB FTB FTB FTB
168 166 169 128 141 125 149 00 00
FTB FTB FTB FTB FTB FTB FTB FTB FTB
128 131 131 136 128 118 129 00 00
FTB FTB FTB FTB FTB FTB FTB FTB FTB
131 128 151 149 144 187 141 00 00
FTB FTB FTB FTB FTB FTB FTB FTB FTB
152 141 132 136 144 141 149 00 00
FTB FTB FTB FTB FTB FTB FTB FTB FTB
125 131 131 141 138 152 146 00 00
FTB FTB FTB FTB FTB FTB FTB FTB FTB
145 00 00 122 00 134 00 00 00
FTB FTB FTB FTB FTB FTB FTB FTB FTB
155 149 141 145 149 139 148 00 00
FTB FTB FTB FTB FTB FTB FTB FTB FTB
145 139 148 139 117 151 138 00 00
FTB FTB FTB FTB FTB FTB FTB FTB FTB
143 132 118 137 141 132 138 00 00
FTB FTB FTB FTB FTB FTB FTB FTB FTB
155 133 136 148 134 142 143 00 00
FTB FTB FTB FTB FTB FTB FTB FTB FTB
Coupon 3

A B
162
171
128
145
147
134
129
139
134
126
123
PassInc %
PassInc %
PassInc %
PassInc %
PassInc %
PassInc %
PassInc %
PassInc %
PassInc %
PassInc %
PassInc %
FTB
FTB
FTB
FTB
FTB
FTB
FTB
FTB
FTB
FTB
FTB
12/17/24 Page 3 of 13 Job: 723027 Salt Lake SWMF Mod 8
3.5 86010/31/2023
S To T
55011/01/2023
S To S
55011/01/2023
S To S
3.5 86011/01/2023
S To S
3.5 86011/01/2023
S To S
3 85011/01/2023
S To S
3.5 86011/01/2023
S To S
3.5 86011/02/2023
S To S
3.5 86011/02/2023
S To S
3.5 86011/02/2023
S To S
3 86011/02/2023
S To S
Shear
Shear
Shear
Shear
Shear
Shear
Shear
Shear
Shear
Shear
Shear
12:43 pm
202 200
860 18 56
8:00 am
202 197
550 19 44
12:39 pm
186 192
550 20 50
12:50 pm
202 199
21 50
12:52 pm
200 190
22 50
7:00 am
156 157
23 70
2:21 pm
184 172
24 50
10:15 am
217 120
25 55
10:20 am
209 202
26 50
10:20 am
198 193
27 50
3:12 pm
188 162
28 55
Mach.
Speed
Coupon 1

A B

Preheat Temp

Mach.
Temp

Operator
Name

Test
Results

Preweld
ID
Coupon 4

A B

Weld Time

Weld Date

Ambient
Temp
Jr Jose
Martinez
Dionicio
Ledezma
Dionicio
Ledezma
Francisco
Perez
Blas Rivas
Blas Rivas
Jr Jose
Martinez
Francisco
Perez
Jr Jose
Martinez
Blas Rivas
Blas Rivas
Powered By:
Liner Type
Peel
Peel
Peel
Peel
Peel
Peel
Peel
Peel
Peel
Peel
Peel
187 186 00
195 201 00
171 182 00
206 197 00
188 189 00
156 154 153
188 179 182
219 209 00
211 211 00
198 196 00
166 164 00

Machine
Number
Coupon 2

A B
Coupon 5

A B
W120
X105
X105
W124
W123
W118
W120
W124
W120
W123
W123
125 116 144 144 132 138 136 00 00
FTB FTB FTB FTB FTB FTB FTB FTB FTB
154 00 00 147 00 165 00 00 00
FTB FTB FTB FTB FTB FTB FTB FTB FTB
139 00 00 132 00 129 00 00 00
FTB FTB FTB FTB FTB FTB FTB FTB FTB
124 140 133 138 127 141 139 00 00
FTB FTB FTB FTB FTB FTB FTB FTB FTB
138 132 127 147 127 135 122 00 00
FTB FTB FTB FTB FTB FTB FTB FTB FTB
112 123 124 122 123 121 128 124 121
FTB FTB FTB FTB FTB FTB FTB FTB FTB
109 107 117 124 140 119 133 112 133
FTB FTB FTB FTB FTB FTB FTB FTB FTB
145 136 148 160 151 156 147 00 00
FTB FTB FTB FTB FTB FTB FTB FTB FTB
138 155 133 159 169 147 142 00 00
FTB FTB FTB FTB FTB FTB FTB FTB FTB
145 136 129 142 136 145 126 00 00
FTB FTB FTB FTB FTB FTB FTB FTB FTB
150 142 140 127 148 132 140 00 00
FTB FTB FTB FTB FTB FTB FTB FTB FTB
Coupon 3

A B
141
143
141
135
130
124
110
148
162
136
131
PassInc %
PassInc %
PassInc %
PassInc %
PassInc %
PassInc %
PassInc %
PassInc %
PassInc %
PassInc %
PassInc %
FTB
FTB
FTB
FTB
FTB
FTB
FTB
FTB
FTB
FTB
FTB
12/17/24 Page 4 of 13 Job: 723027 Salt Lake SWMF Mod 8
3.5 86011/02/2023
S To S
3 86011/02/2023
S To S
3.5 86011/03/2023
S To S
3.5 86011/03/2023
S To S
3.5 86011/03/2023
S To S
3 86011/03/2023
S To S
3.5 86011/03/2023
S To S
3.5 86011/04/2023
S To S
3.5 86011/04/2023
S To S
3.5 86011/04/2023
S To S
3 86011/04/2023
S To S
Shear
Shear
Shear
Shear
Shear
Shear
Shear
Shear
Shear
Shear
Shear
3:24 pm
201 188
29 55
3:11 pm
179 167
30 55
9:20 am
213 211
31 50
9:49 am
228 227
32 50
8:59 am
222 224
33 50
1:08 pm
156 157
34 55
2:55 pm
202 187
35 55
9:45 am
211 216
36 48
9:50 am
224 217
37 48
9:45 am
220 204
38 48
3:08 pm
201 196
39 55

Mach.
Speed
Coupon 1

A B

Preheat Temp

Mach.
Temp

Operator
Name

Test
Results

Preweld
ID
Coupon 4

A B

Weld Time

Weld Date

Ambient
Temp
Francisco
Perez
Jr Jose
Martinez
Francisco
Perez
Jr Jose
Martinez
Blas Rivas
Jr Jose
Martinez
Francisco
Perez
Blas Rivas
Francisco
Perez
Jr Jose
Martinez
Jr Jose
Martinez
Powered By:
Liner Type
Peel
Peel
Peel
Peel
Peel
Peel
Peel
Peel
Peel
Peel
Peel
194 190 00
158 169 00
214 205 00
218 220 00
229 218 00
155 160 150
185 189 184
208 210 00
211 208 00
206 199 00
206 189 190

Machine
Number
Coupon 2

A B
Coupon 5

A B
W124
W120
W124
W120
W123
W120
W124
W123
W124
W120
W120
145 136 136 159 164 152 136 00 00
FTB FTB FTB FTB FTB FTB FTB FTB FTB
164 155 161 144 132 142 133 00 00
FTB FTB FTB FTB FTB FTB FTB FTB FTB
153 157 147 149 142 147 144 00 00
FTB FTB FTB FTB FTB FTB FTB FTB FTB
155 144 146 159 141 149 137 00 00
FTB FTB FTB FTB FTB FTB FTB FTB FTB
145 133 132 152 149 143 135 00 00
FTB FTB FTB FTB FTB FTB FTB FTB FTB
140 127 128 155 150 126 138 143 144
FTB FTB FTB FTB FTB FTB FTB FTB FTB
137 150 137 153 170 153 154 145 161
FTB FTB FTB FTB FTB FTB FTB FTB FTB
137 127 129 123 132 144 148 00 00
FTB FTB FTB FTB FTB FTB FTB FTB FTB
128 122 123 137 137 142 137 00 00
FTB FTB FTB FTB FTB FTB FTB FTB FTB
160 144 138 159 144 164 151 00 00
FTB FTB FTB FTB FTB FTB FTB FTB FTB
132 164 158 140 140 136 129 140 131
FTB FTB FTB FTB FTB FTB FTB FTB FTB
Coupon 3

A B
137
137
149
139
148
156
142
141
142
149
118
PassInc %
PassInc %
PassInc %
PassInc %
PassInc %
PassInc %
PassInc %
PassInc %
PassInc %
PassInc %
PassInc %
FTB
FTB
FTB
FTB
FTB
FTB
FTB
FTB
FTB
FTB
FTB
12/17/24 Page 5 of 13 Job: 723027 Salt Lake SWMF Mod 8
55011/06/2023
S To S
55011/06/2023
S To S
55011/06/2023
S To S
3.5 86011/10/2023
S To S
3.5 86011/10/2023
S To S
3.5 86011/10/2023
S To S
3.5 86011/11/2023
S To S
3.5 86011/11/2023
S To S
3.5 86011/11/2023
S To S
3.5 86011/10/2023
S To S
3.5 86011/12/2023
S To S
Shear
Shear
Shear
Shear
Shear
Shear
Shear
Shear
Shear
Shear
Shear
7:36 am
156 00
550 40 50
7:33 am
158 00
550 41 50
7:43 am
145 00
550 42 49
10:10 am
228 229
43 45
10:30 am
230 230
44 45
10:49 am
187 187
45 45
9:35 am
242 239
46 45
9:40 am
210 213
47 45
9:55 am
230 230
48 45
1:49 pm
209 216
49 53
8:36 am
245 248
50 45
Mach.
Speed
Coupon 1

A B

Preheat Temp

Mach.
Temp

Operator
Name

Test
Results

Preweld
ID
Coupon 4

A B

Weld Time

Weld Date

Ambient
Temp
Dionicio
Ledezma
Blas Rivas
Jr Jose
Martinez
Blas Rivas
Francisco
Perez
Jr Jose
Martinez
Blas Rivas
Jr Jose
Martinez
Francisco
Perez
Blas Rivas
Blas Rivas
Powered By:
Liner Type
Peel
Peel
Peel
Peel
Peel
Peel
Peel
Peel
Peel
Peel
Peel
00 00 00
00 00 00
00 00 00
224 226 00
236 228 00
189 188 00
240 240 00
212 209 00
225 235 00
202 222 00
250 243 00

Machine
Number
Coupon 2

A B
Coupon 5

A B
X105
X92
X115
W123
W124
W120
W123
W120
W124
W123
W123
112 00 00 00 00 00 00 00 00
FTB FTB FTB FTB FTB FTB FTB FTB FTB
123 00 00 00 00 00 00 00 00
FTB FTB FTB FTB FTB FTB FTB FTB FTB
111 00 00 00 00 00 00 00 00
FTB FTB FTB FTB FTB FTB FTB FTB FTB
127 125 134 120 126 135 125 00 00
FTB FTB FTB FTB FTB FTB FTB FTB FTB
156 146 129 154 158 147 139 00 00
FTB FTB FTB FTB FTB FTB FTB FTB FTB
141 124 124 144 122 152 134 00 00
FTB FTB FTB FTB FTB FTB FTB FTB FTB
128 135 137 148 144 127 150 00 00
FTB FTB FTB FTB FTB FTB FTB FTB FTB
134 133 146 135 143 143 142 00 00
FTB FTB FTB FTB FTB FTB FTB FTB FTB
136 135 158 156 130 155 154 00 00
FTB FTB FTB FTB FTB FTB FTB FTB FTB
134 139 146 129 133 134 129 00 00
FTB FTB FTB FTB FTB FTB FTB FTB FTB
135 142 154 152 147 142 152 00 00
FTB FTB FTB FTB FTB FTB FTB FTB FTB
Coupon 3

A B
00
00
00
135
140
153
149
139
160
143
141
PassInc %
PassInc %
PassInc %
PassInc %
PassInc %
PassInc %
PassInc %
PassInc %
PassInc %
PassInc %
PassInc %
FTB
FTB
FTB
FTB
FTB
FTB
FTB
FTB
FTB
FTB
FTB
12/17/24 Page 6 of 13 Job: 723027 Salt Lake SWMF Mod 8
3.5 86011/12/2023
S To S
3.5 86011/12/2023
S To S
4 86011/12/2023
S To S
3 86011/12/2023
S To S
55011/13/2023
S To S
55011/13/2023
S To S
3.5 86011/14/2023
S To S
3.5 86011/14/2023
S To S
3.5 86011/14/2023
S To S
3.5 86011/14/2023
S To S
3.5 86011/14/2023
S To S
Shear
Shear
Shear
Shear
Shear
Shear
Shear
Shear
Shear
Shear
Shear
8:50 am
243 254
51 45
9:01 am
241 247
52 45
1:25 pm
168 157
53 50
12:51 pm
154 163
54 55
7:52 am
175 178
550 55 45
7:45 am
177 151
550 56 45
8:17 am
230 229
57 48
8:20 am
212 210
58 48
9:20 am
218 218
59 48
12:50 pm
208 202
60 52
12:51 pm
197 192
61 52

Mach.
Speed
Coupon 1

A B

Preheat Temp

Mach.
Temp

Operator
Name

Test
Results

Preweld
ID
Coupon 4

A B

Weld Time

Weld Date

Ambient
Temp
Jr Jose
Martinez
Francisco
Perez
Blas Rivas
Jr Jose
Martinez
Jr Jose
Martinez
Dionicio
Ledezma
Blas Rivas
Jr Jose
Martinez
Francisco
Perez
Jr Jose
Martinez
Blas Rivas
Powered By:
Liner Type
Peel
Peel
Peel
Peel
Peel
Peel
Peel
Peel
Peel
Peel
Peel
246 242 00
241 242 00
171 155 00
169 167 00
149 157 00
144 152 00
211 218 00
211 204 00
221 220 00
198 201 00
199 187 00

Machine
Number
Coupon 2

A B
Coupon 5

A B
W120
W124
W123
W120
X92
X105
W123
W120
W124
W120
W123
158 158 141 173 163 144 142 00 00
FTB FTB FTB FTB FTB FTB FTB FTB FTB
153 143 144 193 171 145 146 00 00
FTB FTB FTB FTB FTB FTB FTB FTB FTB
120 126 116 121 134 125 126 00 00
FTB FTB FTB FTB FTB FTB FTB FTB FTB
137 117 144 132 145 131 147 00 00
FTB FTB FTB FTB FTB FTB FTB FTB FTB
129 00 00 131 00 133 00 00 00
FTB FTB FTB FTB FTB FTB FTB FTB FTB
145 00 00 134 00 136 00 00 00
FTB FTB FTB FTB FTB FTB FTB FTB FTB
136 135 145 155 140 139 122 00 00
FTB FTB FTB FTB FTB FTB FTB FTB FTB
136 147 161 136 157 157 152 00 00
FTB FTB FTB FTB FTB FTB FTB FTB FTB
149 145 139 137 139 142 144 00 00
FTB FTB FTB FTB FTB FTB FTB FTB FTB
132 131 137 163 132 140 134 00 00
FTB FTB FTB FTB FTB FTB FTB FTB FTB
144 128 129 137 120 143 129 00 00
FTB FTB FTB FTB FTB FTB FTB FTB FTB
Coupon 3

A B
145
136
124
150
132
126
139
143
133
130
126
PassInc %
PassInc %
PassInc %
PassInc %
PassInc %
PassInc %
PassInc %
PassInc %
PassInc %
PassInc %
PassInc %
FTB
FTB
FTB
FTB
FTB
FTB
FTB
FTB
FTB
FTB
FTB
12/17/24 Page 7 of 13 Job: 723027 Salt Lake SWMF Mod 8
3.5 86011/14/2023
S To S
3.5 86011/15/2023
S To S
3.5 86011/15/2023
S To S
3.5 86011/15/2023
S To S
3.5 86011/15/2023
S To S
3.5 86011/15/2023
S To S
3.5 86011/15/2023
S To S
55011/15/2023
S To S
55011/15/2023
S To S
55011/17/2023
S To S
4.5 86005/24/2024
S To S
Shear
Shear
Shear
Shear
Shear
Shear
Shear
Shear
Shear
Shear
Shear
1:10 pm
204 200
62 52
8:35 am
255 249
63 45
9:05 am
252 254
64 45
8:39 am
254 249
65 45
1:10 pm
189 166
66 52
1:17 pm
158 162
67 52
1:10 pm
197 188
68 52
1:15 pm
179 170
550 69 52
2:37 pm
168 164
550 70 55
1:25 pm
166 159
550 71 55
12:05 pm
211 213
72 55
Mach.
Speed
Coupon 1

A B

Preheat Temp

Mach.
Temp

Operator
Name

Test
Results

Preweld
ID
Coupon 4

A B

Weld Time

Weld Date

Ambient
Temp
Francisco
Perez
Blas Rivas
Jr Jose
Martinez
Francisco
Perez
Jr Jose
Martinez
Blas Rivas
Francisco
Perez
Dionicio
Ledezma
Blas Rivas
Dionicio
Ledezma
Francisco
Perez
Powered By:
Liner Type
Peel
Peel
Peel
Peel
Peel
Peel
Peel
Peel
Peel
Peel
Peel
205 200 00
245 239 00
252 244 00
239 244 00
175 177 00
166 164 00
184 159 00
174 166 00
170 166 00
155 163 00
212 213 211

Machine
Number
Coupon 2

A B
Coupon 5

A B
W124
W123
W120
W124
W120
W123
W124
X105
X92
X105
W122
166 146 131 142 146 131 147 00 00
FTB FTB FTB FTB FTB FTB FTB FTB FTB
152 150 166 147 146 159 163 00 00
FTB FTB FTB FTB FTB FTB FTB FTB FTB
174 162 148 155 167 153 147 00 00
FTB FTB FTB FTB FTB FTB FTB FTB FTB
174 146 151 149 145 185 184 00 00
FTB FTB FTB FTB FTB FTB FTB FTB FTB
136 122 128 133 139 134 121 00 00
FTB FTB FTB FTB FTB FTB FTB FTB FTB
122 129 131 124 128 126 129 00 00
FTB FTB FTB FTB FTB FTB FTB FTB FTB
126 134 133 131 136 141 134 00 00
FTB FTB FTB FTB FTB FTB FTB FTB FTB
135 00 00 129 00 135 00 00 00
FTB FTB FTB FTB FTB FTB FTB FTB FTB
155 00 00 124 00 129 00 00 00
FTB FTB FTB FTB FTB FTB FTB FTB FTB
126 00 00 132 00 139 00 00 00
FTB FTB FTB FTB FTB FTB FTB FTB FTB
152 131 166 149 146 164 160 145 157
FTB FTB FTB FTB FTB FTB FTB FTB FTB
Coupon 3

A B
130
159
168
192
121
130
134
141
112
134
154
PassInc %
PassInc %
PassInc %
PassInc %
PassInc %
PassInc %
PassInc %
PassInc %
PassInc %
PassInc %
PassInc %
FTB
FTB
FTB
FTB
FTB
FTB
FTB
FTB
FTB
FTB
FTB
12/17/24 Page 8 of 13 Job: 723027 Salt Lake SWMF Mod 8
4.5 86005/24/2024
S To S
4.5 86005/24/2024
S To S
4.5 86005/24/2024
S To T
4.5 86005/24/2024
S To T
3.5 86005/25/2024
S To T
4.5 86005/28/2024
S To S
4.5 86005/28/2024
S To T
4.5 86005/28/2024
S To S
4.5 86005/28/2024
S To T
4.5 86005/28/2024
S To S
3.5 86005/28/2024
S To T
Shear
Shear
Shear
Shear
Shear
Shear
Shear
Shear
Shear
Shear
Shear
12:02 pm
198 209
73 55
12:06 pm
202 201
74 55
12:02 pm
200 205
75 55
12:50 pm
209 200
76 55
7:00 am
208 200
77 50
12:10 pm
198 190
78 70
12:14 pm
185 196
79 70
12:18 pm
200 187
80 70
12:20 pm
187 190
81 70
12:31 pm
200 184
82 70
4:12 pm
187 191
83 76

Mach.
Speed
Coupon 1

A B

Preheat Temp

Mach.
Temp

Operator
Name

Test
Results

Preweld
ID
Coupon 4

A B

Weld Time

Weld Date

Ambient
Temp
Blas Rivas
Sr Jose
Martinez
Blas Rivas
Francisco
Perez
Sr Jose
Martinez
Blas Rivas
Blas Rivas
Francisco
Perez
Francisco
Perez
Sr Jose
Martinez
Sr Jose
Martinez
Powered By:
Liner Type
Peel
Peel
Peel
Peel
Peel
Peel
Peel
Peel
Peel
Peel
Peel
194 214 199
198 200 199
200 197 199
202 199 205
158 205 202
193 202 187
200 184 189
190 184 197
182 192 202
194 188 187
174 180 194

Machine
Number
Coupon 2

A B
Coupon 5

A B
W123
W120
W123
W124
W120
W123
W123
W122
W122
W120
W120
133 154 152 159 147 143 157 143 152
FTB FTB FTB FTB FTB FTB FTB FTB FTB
150 151 161 145 139 151 143 133 157
FTB FTB FTB FTB FTB FTB FTB FTB FTB
145 153 141 133 144 168 124 133 141
FTB FTB FTB FTB FTB FTB FTB FTB FTB
144 148 141 124 139 144 136 151 148
FTB FTB FTB FTB FTB FTB FTB FTB FTB
131 142 136 133 141 139 155 149 134
FTB FTB FTB FTB FTB FTB FTB FTB FTB
144 128 142 125 133 140 152 130 147
FTB FTB FTB FTB FTB FTB FTB FTB FTB
133 141 141 124 129 131 130 133 137
FTB FTB FTB FTB FTB FTB FTB FTB FTB
136 128 131 119 133 124 141 133 128
FTB FTB FTB FTB FTB FTB FTB FTB FTB
141 132 133 133 127 143 136 125 137
FTB FTB FTB FTB FTB FTB FTB FTB FTB
139 134 128 136 131 133 136 129 131
FTB FTB FTB FTB FTB FTB FTB FTB FTB
124 147 128 121 117 117 132 133 147
FTB FTB FTB FTB FTB FTB FTB FTB FTB
Coupon 3

A B
148
114
136
138
128
139
122
120
129
124
131
PassInc %
PassInc %
PassInc %
PassInc %
PassInc %
PassInc %
PassInc %
PassInc %
PassInc %
PassInc %
PassInc %
FTB
FTB
FTB
FTB
FTB
FTB
FTB
FTB
FTB
FTB
FTB
12/17/24 Page 9 of 13 Job: 723027 Salt Lake SWMF Mod 8
5.5 86005/29/2024
S To S
4.5 86005/29/2024
S To S
4.5 86005/29/2024
S To T
4.5 86005/29/2024
S To S
4 86005/29/2024
S To T
4.5 86005/30/2024
S To S
4.5 86005/30/2024
S To S
4.5 86005/30/2024
S To S
4.5 86005/30/2024
S To T
4 86005/30/2024
S To S
3.5 86005/30/2024
S To T
Shear
Shear
Shear
Shear
Shear
Shear
Shear
Shear
Shear
Shear
Shear
10:39 am
189 175
84 67
10:57 am
167 174
85 67
10:58 am
188 181
86 67
1:03 pm
155 157
87 72
2:48 pm
148 141
88 76
10:06 am
177 179
89 68
10:06 am
177 179
90 68
10:38 am
158 162
91 67
9:50 am
185 175
92 67
2:00 pm
155 150
93 76
3:12 pm
145 149
94 77

Mach.
Speed
Coupon 1

A B

Preheat Temp

Mach.
Temp

Operator
Name

Test
Results

Preweld
ID
Coupon 4

A B

Weld Time

Weld Date

Ambient
Temp
Francisco
Perez
Blas Rivas
Blas Rivas
Sr Jose
Martinez
Francisco
Perez
Blas Rivas
Blas Rivas
Francisco
Perez
Francisco
Perez
Sr Jose
Martinez
Blas Rivas
Powered By:
Liner Type
Peel
Peel
Peel
Peel
Peel
Peel
Peel
Peel
Peel
Peel
Peel
179 182 174
169 181 175
175 172 164
164 171 174
154 151 155
172 182 180
172 182 180
185 180 168
164 159 166
148 144 148
151 150 147

Machine
Number
Coupon 2

A B
Coupon 5

A B
W122
W123
W123
W120
W122
W123
W123
W122
W122
W120
W123
125 131 134 134 124 127 126 134 121
FTB FTB FTB FTB FTB FTB FTB FTB FTB
132 124 131 131 129 121 127 120 131
FTB FTB FTB FTB FTB FTB FTB FTB FTB
134 130 133 136 124 129 131 131 121
FTB FTB FTB FTB FTB FTB FTB FTB FTB
119 124 131 121 124 131 126 118 141
FTB FTB FTB FTB FTB FTB FTB FTB FTB
119 114 132 127 118 122 133 129 127
FTB FTB FTB FTB FTB FTB FTB FTB FTB
131 141 129 132 122 141 119 134 138
FTB FTB FTB FTB FTB FTB FTB FTB FTB
131 141 129 132 122 141 119 134 138
FTB FTB FTB FTB FTB FTB FTB FTB FTB
131 129 136 122 128 119 132 124 120
FTB FTB FTB FTB FTB FTB FTB FTB FTB
128 141 122 127 120 122 128 120 123
FTB FTB FTB FTB FTB FTB FTB FTB FTB
120 128 124 124 129 117 125 118 126
FTB FTB FTB FTB FTB FTB FTB FTB FTB
122 118 127 119 124 131 134 131 117
FTB FTB FTB FTB FTB FTB FTB FTB FTB
Coupon 3

A B
119
127
124
116
124
127
127
141
131
111
114
PassInc %
PassInc %
PassInc %
PassInc %
PassInc %
PassInc %
PassInc %
PassInc %
PassInc %
PassInc %
PassInc %
FTB
FTB
FTB
FTB
FTB
FTB
FTB
FTB
FTB
FTB
FTB
12/17/24 Page 10 of 13 Job: 723027 Salt Lake SWMF Mod 8
4 86005/31/2024
S To S
4 86005/31/2024
S To T
4.5 86005/31/2024
S To S
4 86005/31/2024
S To S
4 86005/31/2024
S To T
3.3 86006/01/2024
S To T
4.5 86006/03/2024
S To S
4.5 86006/03/2024
S To T
3.3 86006/03/2024
S To S
3.3 86006/03/2024
S To T
4 86006/03/2024
S To S
Shear
Shear
Shear
Shear
Shear
Shear
Shear
Shear
Shear
Shear
Shear
10:36 am
167 159
95 68
10:14 am
188 178
96 69
11:06 am
160 158
97 70
11:30 am
161 160
98 72
12:07 pm
160 159
99 75
7:46 am
170 164
100 66
9:50 am
166 155
101 72
9:37 am
160 149
102 72
10:28 am
169 174
103 72
10:30 am
172 169
104 72
12:01 pm
162 179
105 79

Mach.
Speed
Coupon 1

A B

Preheat Temp

Mach.
Temp

Operator
Name

Test
Results

Preweld
ID
Coupon 4

A B

Weld Time

Weld Date

Ambient
Temp
Francisco
Perez
Francisco
Perez
Blas Rivas
Sr Jose
Martinez
Sr Jose
Martinez
Blas Rivas
Francisco
Perez
Francisco
Perez
Blas Rivas
Blas Rivas
Sr Jose
Martinez
Powered By:
Liner Type
Peel
Peel
Peel
Peel
Peel
Peel
Peel
Peel
Peel
Peel
Peel
168 174 181
177 171 169
166 164 176
167 137 167
174 164 177
174 189 178
165 161 158
163 154 158
160 174 149
166 172 175
175 179 172

Machine
Number
Coupon 2

A B
Coupon 5

A B
W122
W122
W118
W120
W120
W118
W122
W122
W118
W118
W120
122 139 124 127 143 119 121 132 127
FTB FTB FTB FTB FTB FTB FTB FTB FTB
124 141 114 126 138 117 129 132 131
FTB FTB FTB FTB FTB FTB FTB FTB FTB
126 134 114 131 129 114 122 126 139
FTB FTB FTB FTB FTB FTB FTB FTB FTB
121 139 134 124 128 124 138 115 139
FTB FTB FTB FTB FTB FTB FTB FTB FTB
121 138 122 126 111 128 121 135 129
FTB FTB FTB FTB FTB FTB FTB FTB FTB
121 138 111 124 121 114 134 138 134
FTB FTB FTB FTB FTB FTB FTB FTB FTB
127 119 123 114 120 123 119 116 116
FTB FTB FTB FTB FTB FTB FTB FTB FTB
127 104 123 119 123 116 129 115 123
FTB FTB FTB FTB FTB FTB FTB FTB FTB
128 134 129 128 135 110 123 131 113
FTB FTB FTB FTB FTB FTB FTB FTB FTB
119 121 132 133 128 149 133 121 124
FTB FTB FTB FTB FTB FTB FTB FTB FTB
117 128 133 123 127 114 125 114 129
FTB FTB FTB FTB FTB FTB FTB FTB FTB
Coupon 3

A B
143
131
131
123
104
138
130
107
133
140
134
PassInc %
PassInc %
PassInc %
PassInc %
PassInc %
PassInc %
PassInc %
PassInc %
PassInc %
PassInc %
PassInc %
FTB
FTB
FTB
FTB
FTB
FTB
FTB
FTB
FTB
FTB
FTB
12/17/24 Page 11 of 13 Job: 723027 Salt Lake SWMF Mod 8
3.5 86006/03/2024
S To T
4.5 86006/05/2024
S To S
3.5 86006/05/2024
S To T
3.3 86006/05/2024
S To S
3.3 86006/05/2024
S To T
4 86006/05/2024
S To S
4 86006/05/2024
T To S
4 86006/05/2024
S To T
4.5 86006/06/2024
S To S
4 86006/06/2024
S To S
4.5 86006/07/2024
S To S
Shear
Shear
Shear
Shear
Shear
Shear
Shear
Shear
Shear
Shear
Shear
2:21 pm
146 144
106 88
10:18 am
161 159
107 76
10:24 am
162 170
108 78
10:29 am
160 157
109 78
10:30 am
176 167
110 78
2:09 pm
160 164
111 88
2:12 pm
162 160
112 88
3:21 pm
145 144
113 90
11:00 am
160 168
114 78
11:02 am
168 171
115 78
10:58 am
160 162
116 80

Mach.
Speed
Coupon 1

A B

Preheat Temp

Mach.
Temp

Operator
Name

Test
Results

Preweld
ID
Coupon 4

A B

Weld Time

Weld Date

Ambient
Temp
Francisco
Perez
Francisco
Perez
Francisco
Perez
Blas Rivas
Blas Rivas
Sr Jose
Martinez
Sr Jose
Martinez
Francisco
Perez
Francisco
Perez
Blas Rivas
Francisco
Perez
Powered By:
Liner Type
Peel
Peel
Peel
Peel
Peel
Peel
Peel
Peel
Peel
Peel
Peel
155 162 160
162 159 145
147 166 164
162 154 162
167 161 169
166 169 164
162 161 157
148 152 150
166 168 170
161 161 160
158 161 162

Machine
Number
Coupon 2

A B
Coupon 5

A B
W122
W122
W122
W118
W118
W120
W120
W122
W122
W120
W122
114 121 121 122 129 118 132 121 120
FTB FTB FTB FTB FTB FTB FTB FTB FTB
126 121 104 123 118 129 120 130 125
FTB FTB FTB FTB FTB FTB FTB FTB FTB
120 124 116 127 123 132 127 130 117
FTB FTB FTB FTB FTB FTB FTB FTB FTB
115 123 124 129 141 114 122 133 125
FTB FTB FTB FTB FTB FTB FTB FTB FTB
131 133 136 121 127 120 129 134 129
FTB FTB FTB FTB FTB FTB FTB FTB FTB
121 111 129 128 124 115 129 123 124
FTB FTB FTB FTB FTB FTB FTB FTB FTB
112 119 126 119 119 124 128 123 111
FTB FTB FTB FTB FTB FTB FTB FTB FTB
111 108 115 132 119 124 120 123 123
FTB FTB FTB FTB FTB FTB FTB FTB FTB
123 120 129 126 129 119 132 121 128
FTB FTB FTB FTB FTB FTB FTB FTB FTB
111 125 132 124 110 120 121 121 134
FTB FTB FTB FTB FTB FTB FTB FTB FTB
131 124 129 124 129 132 121 121 128
FTB FTB FTB FTB FTB FTB FTB FTB FTB
Coupon 3

A B
119
122
132
131
127
119
124
116
124
119
124
PassInc %
PassInc %
PassInc %
PassInc %
PassInc %
PassInc %
PassInc %
PassInc %
PassInc %
PassInc %
PassInc %
FTB
FTB
FTB
FTB
FTB
FTB
FTB
FTB
FTB
FTB
FTB
12/17/24 Page 12 of 13 Job: 723027 Salt Lake SWMF Mod 8
4 86006/07/2024
S To S
4 86006/07/2024
S To T
4 86006/07/2024
S To S
4 86006/07/2024
S To T
4.5 86006/07/2024
S To T
3.5 86006/08/2024
S To S
3.5 86006/08/2024
T To S
4 86006/10/2024
S To S
55006/01/2024
S To S
55006/01/2024
S To S
55006/01/2024
S To S
Shear
Shear
Shear
Shear
Shear
Shear
Shear
Shear
Shear
Shear
Shear
12:32 pm
162 152
117 84
12:34 pm
162 157
118 80
1:34 pm
149 151
119 84
1:30 pm
158 160
120 82
3:00 pm
145 151
121 88
7:35 am
165 164
122 74
7:38 am
158 155
123 74
9:09 am
155 159
124 76
7:24 am
145 149
550 125 69
7:19 am
158 157
550 126 69
12:40 pm
160 158
550 127 89

Mach.
Speed
Coupon 1

A B

Preheat Temp

Mach.
Temp

Operator
Name

Test
Results

Preweld
ID
Coupon 4

A B

Weld Time

Weld Date

Ambient
Temp
Blas Rivas
Blas Rivas
Sr Jose
Martinez
Sr Jose
Martinez
Francisco
Perez
Blas Rivas
Blas Rivas
Blas Rivas
Dionicio
Ledezma
Blas Rivas
Blas Rivas
Powered By:
Liner Type
Peel
Peel
Peel
Peel
Peel
Peel
Peel
Peel
Peel
Peel
Peel
158 160 158
154 161 157
150 155 149
161 158 155
150 149 151
160 158 161
150 158 154
158 157 158
151 149 149
160 158 160
154 155 158

Machine
Number
Coupon 2

A B
Coupon 5

A B
W127
W127
W120
W120
W122
W127
W127
W127
X105
X92
X92
121 120 126 121 126 132 128 118 122
FTB FTB FTB FTB FTB FTB FTB FTB FTB
122 118 124 124 123 111 128 130 124
FTB FTB FTB FTB FTB FTB FTB FTB FTB
119 124 111 121 128 131 120 127 124
FTB FTB FTB FTB FTB FTB FTB FTB FTB
124 120 128 124 132 124 121 116 111
FTB FTB FTB FTB FTB FTB FTB FTB FTB
110 116 119 117 118 118 121 120 124
FTB FTB FTB FTB FTB FTB FTB FTB FTB
144 140 133 141 128 132 130 135 128
FTB FTB FTB FTB FTB FTB FTB FTB FTB
124 129 128 125 139 131 133 131 134
FTB FTB FTB FTB FTB FTB FTB FTB FTB
132 130 132 119 124 125 111 122 124
FTB FTB FTB FTB FTB FTB FTB FTB FTB
124 00 00 124 00 132 00 129 00
FTB FTB FTB FTB FTB FTB FTB FTB FTB
132 00 00 133 00 122 00 127 00
FTB FTB FTB FTB FTB FTB FTB FTB FTB
124 00 00 122 00 129 00 124 00
FTB FTB FTB FTB FTB FTB FTB FTB FTB
Coupon 3

A B
118
118
124
120
115
139
141
123
122
128
119
PassInc %
PassInc %
PassInc %
PassInc %
PassInc %
PassInc %
PassInc %
PassInc %
PassInc %
PassInc %
PassInc %
FTB
FTB
FTB
FTB
FTB
FTB
FTB
FTB
FTB
FTB
FTB
12/17/24 Page 13 of 13 Job: 723027 Salt Lake SWMF Mod 8
55006/01/2024
S To S
55006/04/2024
S To S
55006/04/2024
S To S
55006/08/2024
S To S
55006/08/2024
S To S
55006/10/2024
S To S
55006/10/2024
S To S
55006/11/2024
S To S
55006/11/2024
S To S
55006/12/2024
S To S
Shear
Shear
Shear
Shear
Shear
Shear
Shear
Shear
Shear
Shear
12:38 pm
145 140
550 128 86
7:13 am
158 155
550 129 72
7:22 am
158 160
550 130 70
7:47 am
160 164
550 131 70
8:36 am
164 160
550 132 74
3:13 pm
160 158
550 133 88
3:26 am
158 155
550 134 88
7:37 am
155 158
550 135 74
7:46 am
160 158
550 136 74
3:56 pm
144 147
550 137 90

Mach.
Speed
Coupon 1

A B

Preheat Temp

Mach.
Temp

Operator
Name

Test
Results

Preweld
ID
Coupon 4

A B

Weld Time

Weld Date

Ambient
Temp
Dionicio
Ledezma
Dionicio
Ledezma
Blas Rivas
Dionicio
Ledezma
Blas Rivas
Blas Rivas
Dionicio
Ledezma
Blas Rivas
Dionicio
Ledezma
Dionicio
Ledezma
Powered By:
Liner Type
Peel
Peel
Peel
Peel
Peel
Peel
Peel
Peel
Peel
Peel
149 148 149
158 151 152
158 162 165
160 157 158
158 162 159
160 145 158
158 160 148
157 158 158
160 158 158
145 150 151

Machine
Number
Coupon 2

A B
Coupon 5

A B
X105
X115
X92
X115
X105
X105
X115
X105
X115
X115
122 00 00 111 00 123 00 116 00
FTB FTB FTB FTB FTB FTB FTB FTB FTB
124 00 00 119 00 122 00 124 00
FTB FTB FTB FTB FTB FTB FTB FTB FTB
132 00 00 131 00 124 00 139 00
FTB FTB FTB FTB FTB FTB FTB FTB FTB
123 00 00 129 00 124 00 126 00
FTB FTB FTB FTB FTB FTB FTB FTB FTB
126 00 00 124 00 129 00 131 00
FTB FTB FTB FTB FTB FTB FTB FTB FTB
128 00 00 127 00 129 00 122 00
FTB FTB FTB FTB FTB FTB FTB FTB FTB
124 00 00 124 00 129 00 127 00
FTB FTB FTB FTB FTB FTB FTB FTB FTB
129 00 00 127 00 133 00 130 00
FTB FTB FTB FTB FTB FTB FTB FTB FTB
130 00 00 128 00 132 00 129 00
FTB FTB FTB FTB FTB FTB FTB FTB FTB
115 00 00 112 00 119 00 128 00
FTB FTB FTB FTB FTB FTB FTB FTB FTB
Coupon 3

A B
118
126
130
128
120
130
126
124
131
110
PassInc %
PassInc %
PassInc %
PassInc %
PassInc %
PassInc %
PassInc %
PassInc %
PassInc %
PassInc %
FTB
FTB
FTB
FTB
FTB
FTB
FTB
FTB
FTB
FTB
Page1 of 1
Job No. :
Primary X PPI
Secondary X PPI
Other PPI
Operator Mach Mach Mach Preheat Ambient Test
am pm Name/ ID No. Speed Temp Temp Temp A B A B A B A B A B Results
16 20 Peel 120 117 119 117 118 114 113 116 123 118
S TO S Shear
17 00 Peel 98 96 100 104 110
T TO T Shear
740 Peel 124 123 126 128 131
T TO T Shear
800 Peel 134 135 132 136 135 142 142 128 143 132
S TO S Shear
12 00 Peel 128 132 135 135 137
T TO T Shear
Peel
TO Shear
500 80
161 167
Pond
Cell
Shear Test Minimum
Pass
Pass
Pass
9/5/24 Aron Ramirez X-112
78
LUIS ESPINAL724046
Peel Test Extrusion Minimum
Superintendent:
Material Type:
Project Name:SALT LAKE VALLEY SOLID WASTE MANAGEMENT
Job Description:
60MIL HDPE TEXTURED
132 146 141 144 148
166 168 167 160 164
79
79550 500
500
9/6/24 Angel Balderas W-145 6
5509/6/24 Aron Ramirez X-112
860 Pass156 172 154 152 157
68
Pass152 153 150 153 152
5509/6/24 Aron Ramirez X-112
68
Angel Balderas W-145
Coupon 5Coupon 2
1536
PREWELD REPORT
Coupon 1 Coupon 3 Coupon 4
Quality Controller:
Peel Test Fusion Minimum
Weld Date
166
Liner Type
Time
9/5/24 860 157
91
120PadT&M
REPAIRS
Liner Types S = Smooth T = Textured SG = Super Grip MS= Microspike MD= MicroDrain
FRANCISCO GONZALEZ
Preweld Report Geo-Synthetics Systems, LLC. Confidential-Rev. 240314

5.4
Destructive Sample Reports

Date: 2023-11-03
Mail To:Bill To:
Steve Brothers
GSI
2401 Pewaukee Road
Waukesha , Wi ,
GSI
e-mail:
[e-mail] [e-mail]
Dear Mr. Brothers,
Thank you for consulting with TRI/Environmental, Inc. (TRI) for your geosynthetics testing needs. TRI is pleased to
submit this final report for laboratory testing.
Project:Salt Lake Valley Solid Waste Facility Module 8/Salt Lake City LF
TRI Job Reference Number:79632
Material(s) Tested:(20) Heat Fusion Weld Seam(s)
Test(s) Requested:SAME DAY Peel and Shear
(ASTM D 6392/GRI GM19/D 4437/NSF 54/882 mod.)
Codes:
AD Adhesion Failure (100% Peel)
BRK Break in sheeting away from Seam edge.
SE Break in sheeting at edge of seam.
AD-BRK Break in sheeting after some adhesion failure - partial peel.
SIP Separation in the plane of the sheet (leaving the bond intact).
FTB Film tearing bond (all non "AD" failures).
NON-FTB 100% peel.
If you have any questions or require any additional information, please call us at 1-800-880-8378.
Sincerely,
sigfile
geolab
Geosynthetic Services Division
http://www.geosyntheticstestinc.com
Page: 1 of 11
DESTRUCTIVE SEAM QUALITY ASSURANCE TEST RESULTS
TRI Client:GSI
Project:Salt Lake Valley Solid Waste Facility Module 8/Salt Lake City LF
Material:60 mil. HDPE
SAME DAY Peel and Shear (ASTM D 6392/GRI GM19/D 4437/NSF 54/882 mod.)
TRI Log#:79632
TEST REPLICATE NUMBER
PARAMETER 1 2 3 4 5 MEAN
Sample ID:DS-1 | Weld: Heat Fusion
Side: A Peel A
Peel Strength (ppi)143 164 142 146 138 147
Peel Incursion (%)<5 <5 <5 <5 <5
Peel Locus Of Failure Code SE SE SE SE SE
Peel NSF Failure Code FTB FTB FTB FTB FTB
Side: B Peel B
Peel Strength (ppi)141 138 129 153 141 140
Peel Incursion (%)<5 <5 <5 <5 <5
Peel Locus Of Failure Code SE SE SE SE SE
Peel NSF Failure Code FTB FTB FTB FTB FTB
Shear Shear
Shear Strength (ppi)170 189 185 192 191 185
Shear Elongation @ Break (%)>50 >50 >50 >50 >50
Sample ID:DS-2 | Weld: Heat Fusion
Side: A Peel A
Peel Strength (ppi)134 145 138 141 134 138
Peel Incursion (%)<5 <5 <5 <5 <5
Peel Locus Of Failure Code SE SE SE SE SE
Peel NSF Failure Code FTB FTB FTB FTB FTB
Side: B Peel B
Peel Strength (ppi)151 132 154 140 153 146
Peel Incursion (%)<5 <5 <5 <5 <5
Peel Locus Of Failure Code SE SE SE SE SE
Peel NSF Failure Code FTB FTB FTB FTB FTB
Shear Shear
Shear Strength (ppi)189 191 192 194 195 192
Shear Elongation @ Break (%)>50 >50 >50 >50 >50
Page: 2 of 11
DESTRUCTIVE SEAM QUALITY ASSURANCE TEST RESULTS
TRI Client:GSI
Project:Salt Lake Valley Solid Waste Facility Module 8/Salt Lake City LF
Material:60 mil. HDPE
SAME DAY Peel and Shear (ASTM D 6392/GRI GM19/D 4437/NSF 54/882 mod.)
TRI Log#:79632
TEST REPLICATE NUMBER
PARAMETER 1 2 3 4 5 MEAN
Sample ID:DS-3 | Weld: Heat Fusion
Side: A Peel A
Peel Strength (ppi)149 148 154 149 149 150
Peel Incursion (%)<5 <5 <5 <5 <5
Peel Locus Of Failure Code SE SE SE SE SE
Peel NSF Failure Code FTB FTB FTB FTB FTB
Side: B Peel B
Peel Strength (ppi)159 156 158 159 159 158
Peel Incursion (%)<5 <5 <5 <5 <5
Peel Locus Of Failure Code SE SE SE SE SE
Peel NSF Failure Code FTB FTB FTB FTB FTB
Shear Shear
Shear Strength (ppi)191 192 192 195 194 193
Shear Elongation @ Break (%)>50 >50 >50 >50 >50
Sample ID:DS-4 | Weld: Heat Fusion
Side: A Peel A
Peel Strength (ppi)140 162 143 141 144 146
Peel Incursion (%)<5 <5 <5 <5 <5
Peel Locus Of Failure Code SE SE SE SE SE
Peel NSF Failure Code FTB FTB FTB FTB FTB
Side: B Peel B
Peel Strength (ppi)143 150 156 157 162 154
Peel Incursion (%)<5 <5 <5 <5 <5
Peel Locus Of Failure Code SE SE SE SE SE
Peel NSF Failure Code FTB FTB FTB FTB FTB
Shear Shear
Shear Strength (ppi)185 191 188 181 189 187
Shear Elongation @ Break (%)>50 >50 >50 >50 >50
Page: 3 of 11
DESTRUCTIVE SEAM QUALITY ASSURANCE TEST RESULTS
TRI Client:GSI
Project:Salt Lake Valley Solid Waste Facility Module 8/Salt Lake City LF
Material:60 mil. HDPE
SAME DAY Peel and Shear (ASTM D 6392/GRI GM19/D 4437/NSF 54/882 mod.)
TRI Log#:79632
TEST REPLICATE NUMBER
PARAMETER 1 2 3 4 5 MEAN
Sample ID:DS-5 | Weld: Heat Fusion
Side: A Peel A
Peel Strength (ppi)142 144 138 148 144 143
Peel Incursion (%)<5 <5 <5 <5 <5
Peel Locus Of Failure Code SE SE SE SE SE
Peel NSF Failure Code FTB FTB FTB FTB FTB
Side: B Peel B
Peel Strength (ppi)170 176 170 175 172 173
Peel Incursion (%)<5 <5 <5 <5 <5
Peel Locus Of Failure Code SE SE SE SE SE
Peel NSF Failure Code FTB FTB FTB FTB FTB
Shear Shear
Shear Strength (ppi)185 186 187 193 191 188
Shear Elongation @ Break (%)>50 >50 >50 >50 >50
Sample ID:DS-6 | Weld: Heat Fusion
Side: A Peel A
Peel Strength (ppi)149 148 159 155 148 152
Peel Incursion (%)<5 <5 <5 <5 <5
Peel Locus Of Failure Code SE SE SE SE SE
Peel NSF Failure Code FTB FTB FTB FTB FTB
Side: B Peel B
Peel Strength (ppi)163 168 158 171 165 165
Peel Incursion (%)<5 <5 <5 <5 <5
Peel Locus Of Failure Code SE SE SE SE SE
Peel NSF Failure Code FTB FTB FTB FTB FTB
Shear Shear
Shear Strength (ppi)194 193 191 181 197 191
Shear Elongation @ Break (%)>50 >50 >50 >50 >50
Page: 4 of 11
DESTRUCTIVE SEAM QUALITY ASSURANCE TEST RESULTS
TRI Client:GSI
Project:Salt Lake Valley Solid Waste Facility Module 8/Salt Lake City LF
Material:60 mil. HDPE
SAME DAY Peel and Shear (ASTM D 6392/GRI GM19/D 4437/NSF 54/882 mod.)
TRI Log#:79632
TEST REPLICATE NUMBER
PARAMETER 1 2 3 4 5 MEAN
Sample ID:DS-7 | Weld: Heat Fusion
Side: A Peel A
Peel Strength (ppi)151 153 159 155 159 155
Peel Incursion (%)<5 <5 <5 <5 <5
Peel Locus Of Failure Code SE SE SE SE SE
Peel NSF Failure Code FTB FTB FTB FTB FTB
Side: B Peel B
Peel Strength (ppi)151 155 151 150 157 153
Peel Incursion (%)<5 <5 <5 <5 <5
Peel Locus Of Failure Code SE SE SE SE SE
Peel NSF Failure Code FTB FTB FTB FTB FTB
Shear Shear
Shear Strength (ppi)194 193 193 195 197 194
Shear Elongation @ Break (%)>50 >50 >50 >50 >50
Sample ID:DS-8 | Weld: Heat Fusion
Side: A Peel A
Peel Strength (ppi)144 149 148 144 151 147
Peel Incursion (%)<5 <5 <5 <5 <5
Peel Locus Of Failure Code SE SE SE SE SE
Peel NSF Failure Code FTB FTB FTB FTB FTB
Side: B Peel B
Peel Strength (ppi)169 136 166 135 170 155
Peel Incursion (%)<5 <5 <5 <5 <5
Peel Locus Of Failure Code SE SE SE SE SE
Peel NSF Failure Code FTB FTB FTB FTB FTB
Shear Shear
Shear Strength (ppi)193 196 193 201 198 196
Shear Elongation @ Break (%)>50 >50 >50 >50 >50
Page: 5 of 11
DESTRUCTIVE SEAM QUALITY ASSURANCE TEST RESULTS
TRI Client:GSI
Project:Salt Lake Valley Solid Waste Facility Module 8/Salt Lake City LF
Material:60 mil. HDPE
SAME DAY Peel and Shear (ASTM D 6392/GRI GM19/D 4437/NSF 54/882 mod.)
TRI Log#:79632
TEST REPLICATE NUMBER
PARAMETER 1 2 3 4 5 MEAN
Sample ID:DS-9 | Weld: Heat Fusion
Side: A Peel A
Peel Strength (ppi)143 139 137 146 144 142
Peel Incursion (%)<5 <5 <5 <5 <5
Peel Locus Of Failure Code SE SE SE SE SE
Peel NSF Failure Code FTB FTB FTB FTB FTB
Side: B Peel B
Peel Strength (ppi)153 157 154 154 155 155
Peel Incursion (%)<5 <5 <5 <5 <5
Peel Locus Of Failure Code SE SE SE SE SE
Peel NSF Failure Code FTB FTB FTB FTB FTB
Shear Shear
Shear Strength (ppi)190 190 192 192 194 192
Shear Elongation @ Break (%)>50 >50 >50 >50 >50
Sample ID:DS-10 | Weld: Heat Fusion
Side: A Peel A
Peel Strength (ppi)147 140 141 147 145 144
Peel Incursion (%)<5 <5 <5 <5 <5
Peel Locus Of Failure Code SE SE SE SE SE
Peel NSF Failure Code FTB FTB FTB FTB FTB
Side: B Peel B
Peel Strength (ppi)144 154 161 141 161 152
Peel Incursion (%)<5 <5 <5 <5 <5
Peel Locus Of Failure Code SE SE SE SE SE
Peel NSF Failure Code FTB FTB FTB FTB FTB
Shear Shear
Shear Strength (ppi)186 187 185 189 191 188
Shear Elongation @ Break (%)>50 >50 >50 >50 >50
Page: 6 of 11
DESTRUCTIVE SEAM QUALITY ASSURANCE TEST RESULTS
TRI Client:GSI
Project:Salt Lake Valley Solid Waste Facility Module 8/Salt Lake City LF
Material:60 mil. HDPE
SAME DAY Peel and Shear (ASTM D 6392/GRI GM19/D 4437/NSF 54/882 mod.)
TRI Log#:79632
TEST REPLICATE NUMBER
PARAMETER 1 2 3 4 5 MEAN
Sample ID:DS-11 | Weld: Heat Fusion
Side: A Peel A
Peel Strength (ppi)153 157 151 152 157 154
Peel Incursion (%)<5 <5 <5 <5 <5
Peel Locus Of Failure Code SE SE SE SE SE
Peel NSF Failure Code FTB FTB FTB FTB FTB
Side: B Peel B
Peel Strength (ppi)173 158 164 167 148 162
Peel Incursion (%)<5 <5 <5 <5 <5
Peel Locus Of Failure Code SE SE SE SE SE
Peel NSF Failure Code FTB FTB FTB FTB FTB
Shear Shear
Shear Strength (ppi)194 198 195 198 200 197
Shear Elongation @ Break (%)>50 >50 >50 >50 >50
Sample ID:DS-13 | Weld: Heat Fusion
Side: A Peel A
Peel Strength (ppi)146 147 146 148 151 148
Peel Incursion (%)<5 <5 <5 <5 <5
Peel Locus Of Failure Code SE SE SE SE SE
Peel NSF Failure Code FTB FTB FTB FTB FTB
Side: B Peel B
Peel Strength (ppi)173 159 169 161 168 166
Peel Incursion (%)<5 <5 <5 <5 <5
Peel Locus Of Failure Code SE SE SE SE SE
Peel NSF Failure Code FTB FTB FTB FTB FTB
Shear Shear
Shear Strength (ppi)194 190 193 200 200 195
Shear Elongation @ Break (%)>50 >50 >50 >50 >50
Page: 7 of 11
DESTRUCTIVE SEAM QUALITY ASSURANCE TEST RESULTS
TRI Client:GSI
Project:Salt Lake Valley Solid Waste Facility Module 8/Salt Lake City LF
Material:60 mil. HDPE
SAME DAY Peel and Shear (ASTM D 6392/GRI GM19/D 4437/NSF 54/882 mod.)
TRI Log#:79632
TEST REPLICATE NUMBER
PARAMETER 1 2 3 4 5 MEAN
Sample ID:DS-14 | Weld: Heat Fusion
Side: A Peel A
Peel Strength (ppi)155 153 151 156 161 155
Peel Incursion (%)<5 <5 <5 <5 <5
Peel Locus Of Failure Code SE SE SE SE SE
Peel NSF Failure Code FTB FTB FTB FTB FTB
Side: B Peel B
Peel Strength (ppi)161 158 169 179 160 165
Peel Incursion (%)<5 <5 <5 <5 <5
Peel Locus Of Failure Code SE SE SE SE SE
Peel NSF Failure Code FTB FTB FTB FTB FTB
Shear Shear
Shear Strength (ppi)187 189 190 191 186 189
Shear Elongation @ Break (%)>50 >50 >50 >50 >50
Sample ID:DS-15 | Weld: Heat Fusion
Side: A Peel A
Peel Strength (ppi)101 146 143 142 143 135
Peel Incursion (%)<5 <5 <5 <5 <5
Peel Locus Of Failure Code SE SE SE SE SE
Peel NSF Failure Code FTB FTB FTB FTB FTB
Side: B Peel B
Peel Strength (ppi)144 149 140 142 146 144
Peel Incursion (%)<5 <5 <5 <5 <5
Peel Locus Of Failure Code SE SE SE SE SE
Peel NSF Failure Code FTB FTB FTB FTB FTB
Shear Shear
Shear Strength (ppi)185 185 186 189 189 187
Shear Elongation @ Break (%)>50 >50 >50 >50 >50
Page: 8 of 11
DESTRUCTIVE SEAM QUALITY ASSURANCE TEST RESULTS
TRI Client:GSI
Project:Salt Lake Valley Solid Waste Facility Module 8/Salt Lake City LF
Material:60 mil. HDPE
SAME DAY Peel and Shear (ASTM D 6392/GRI GM19/D 4437/NSF 54/882 mod.)
TRI Log#:79632
TEST REPLICATE NUMBER
PARAMETER 1 2 3 4 5 MEAN
Sample ID:DS-16 | Weld: Heat Fusion
Side: A Peel A
Peel Strength (ppi)142 165 138 169 164 156
Peel Incursion (%)<5 <5 <5 <5 <5
Peel Locus Of Failure Code SE SE SE SE SE
Peel NSF Failure Code FTB FTB FTB FTB FTB
Side: B Peel B
Peel Strength (ppi)143 164 142 152 161 152
Peel Incursion (%)<5 <5 <5 <5 <5
Peel Locus Of Failure Code SE SE SE SE SE
Peel NSF Failure Code FTB FTB FTB FTB FTB
Shear Shear
Shear Strength (ppi)187 188 188 192 189 189
Shear Elongation @ Break (%)>50 >50 >50 >50 >50
Sample ID:DS-17 | Weld: Heat Fusion
Side: A Peel A
Peel Strength (ppi)155 150 148 153 150 151
Peel Incursion (%)<5 <5 <5 <5 <5
Peel Locus Of Failure Code SE SE SE SE SE
Peel NSF Failure Code FTB FTB FTB FTB FTB
Side: B Peel B
Peel Strength (ppi)165 146 171 167 169 164
Peel Incursion (%)<5 <5 <5 <5 <5
Peel Locus Of Failure Code SE SE SE SE SE
Peel NSF Failure Code FTB FTB FTB FTB FTB
Shear Shear
Shear Strength (ppi)196 196 200 201 201 199
Shear Elongation @ Break (%)>50 >50 >50 >50 >50
Page: 9 of 11
DESTRUCTIVE SEAM QUALITY ASSURANCE TEST RESULTS
TRI Client:GSI
Project:Salt Lake Valley Solid Waste Facility Module 8/Salt Lake City LF
Material:60 mil. HDPE
SAME DAY Peel and Shear (ASTM D 6392/GRI GM19/D 4437/NSF 54/882 mod.)
TRI Log#:79632
TEST REPLICATE NUMBER
PARAMETER 1 2 3 4 5 MEAN
Sample ID:DS-18 | Weld: Heat Fusion
Side: A Peel A
Peel Strength (ppi)159 154 151 147 157 154
Peel Incursion (%)<5 <5 <5 <5 <5
Peel Locus Of Failure Code SE SE SE SE SE
Peel NSF Failure Code FTB FTB FTB FTB FTB
Side: B Peel B
Peel Strength (ppi)153 164 152 168 152 158
Peel Incursion (%)<5 <5 <5 <5 <5
Peel Locus Of Failure Code SE SE SE SE SE
Peel NSF Failure Code FTB FTB FTB FTB FTB
Shear Shear
Shear Strength (ppi)194 191 196 198 198 195
Shear Elongation @ Break (%)>50 >50 >50 >50 >50
Sample ID:DS-19 | Weld: Heat Fusion
Side: A Peel A
Peel Strength (ppi)153 156 153 156 163 156
Peel Incursion (%)<5 <5 <5 <5 <5
Peel Locus Of Failure Code SE SE SE SE SE
Peel NSF Failure Code FTB FTB FTB FTB FTB
Side: B Peel B
Peel Strength (ppi)167 166 161 168 147 162
Peel Incursion (%)<5 <5 <5 <5 <5
Peel Locus Of Failure Code SE SE SE SE SE
Peel NSF Failure Code FTB FTB FTB FTB FTB
Shear Shear
Shear Strength (ppi)193 189 195 198 198 195
Shear Elongation @ Break (%)>50 >50 >50 >50 >50
Page: 10 of 11
DESTRUCTIVE SEAM QUALITY ASSURANCE TEST RESULTS
TRI Client:GSI
Project:Salt Lake Valley Solid Waste Facility Module 8/Salt Lake City LF
Material:60 mil. HDPE
SAME DAY Peel and Shear (ASTM D 6392/GRI GM19/D 4437/NSF 54/882 mod.)
TRI Log#:79632
TEST REPLICATE NUMBER
PARAMETER 1 2 3 4 5 MEAN
Sample ID:DS-20 | Weld: Heat Fusion
Side: A Peel A
Peel Strength (ppi)146 153 151 148 151 150
Peel Incursion (%)<5 <5 <5 <5 <5
Peel Locus Of Failure Code SE SE SE SE SE
Peel NSF Failure Code FTB FTB FTB FTB FTB
Side: B Peel B
Peel Strength (ppi)168 174 175 172 172 172
Peel Incursion (%)<5 <5 <5 <5 <5
Peel Locus Of Failure Code SE SE SE SE SE
Peel NSF Failure Code FTB FTB FTB FTB FTB
Shear Shear
Shear Strength (ppi)198 198 195 203 202 199
Shear Elongation @ Break (%)>50 >50 >50 >50 >50
Sample ID:DS-21 | Weld: Heat Fusion
Side: A Peel A
Peel Strength (ppi)144 139 146 150 145 145
Peel Incursion (%)<5 <5 <5 <5 <5
Peel Locus Of Failure Code SE SE SE SE SE
Peel NSF Failure Code FTB FTB FTB FTB FTB
Side: B Peel B
Peel Strength (ppi)155 158 154 163 155 157
Peel Incursion (%)<5 <5 <5 <5 <5
Peel Locus Of Failure Code SE SE SE SE SE
Peel NSF Failure Code FTB FTB FTB FTB FTB
Shear Shear
Shear Strength (ppi)199 193 196 200 203 198
Shear Elongation @ Break (%)>50 >50 >50 >50 >50
Page: 11 of 11
Date: 2023-11-06
Mail To:Bill To:
Steve Brothers
GSI
2401 Pewaukee Road
Waukesha , Wi ,
GSI
e-mail:
[e-mail] [e-mail]
Dear Mr. Brothers,
Thank you for consulting with TRI/Environmental, Inc. (TRI) for your geosynthetics testing needs. TRI is pleased to
submit this final report for laboratory testing.
Project:Salt Lake Valley Solid Waste Facility Module 8/Salt Lake City LF
TRI Job Reference Number:79647
Material(s) Tested:(12) Heat Fusion Weld Seam(s)
Test(s) Requested:SAME DAY Peel and Shear
(ASTM D 6392/GRI GM19/D 4437/NSF 54/882 mod.)
Codes:
AD Adhesion Failure (100% Peel)
BRK Break in sheeting away from Seam edge.
SE Break in sheeting at edge of seam.
AD-BRK Break in sheeting after some adhesion failure - partial peel.
SIP Separation in the plane of the sheet (leaving the bond intact).
FTB Film tearing bond (all non "AD" failures).
NON-FTB 100% peel.
If you have any questions or require any additional information, please call us at 1-800-880-8378.
Sincerely,
Nicole Saucedo
Geosynthetic Services Division
http://www.geosyntheticstestinc.com
Page: 1 of 7
DESTRUCTIVE SEAM QUALITY ASSURANCE TEST RESULTS
TRI Client:GSI
Project:Salt Lake Valley Solid Waste Facility Module 8/Salt Lake City LF
Material:60 mil. HDPE
SAME DAY Peel and Shear (ASTM D 6392/GRI GM19/D 4437/NSF 54/882 mod.)
TRI Log#:79647
TEST REPLICATE NUMBER
PARAMETER 1 2 3 4 5 MEAN
Sample ID:DS-22 | Weld: Heat Fusion
Side: A Peel A
Peel Strength (ppi)126 131 131 133 124 129
Peel Incursion (%)<5 <5 <5 <5 <5
Peel Locus Of Failure Code SE SE SE SE SE
Peel NSF Failure Code FTB FTB FTB FTB FTB
Side: B Peel B
Peel Strength (ppi)154 161 154 160 155 157
Peel Incursion (%)<5 <5 <5 <5 <5
Peel Locus Of Failure Code SE SE SE SE SE
Peel NSF Failure Code FTB FTB FTB FTB FTB
Shear Shear
Shear Strength (ppi)180 182 180 183 181 181
Shear Elongation @ Break (%)>50 >50 >50 >50 >50
Sample ID:DS-23 | Weld: Heat Fusion
Side: A Peel A
Peel Strength (ppi)145 146 142 147 147 145
Peel Incursion (%)<5 <5 <5 <5 <5
Peel Locus Of Failure Code SE SE SE SE SE
Peel NSF Failure Code FTB FTB FTB FTB FTB
Side: B Peel B
Peel Strength (ppi)135 168 138 166 170 155
Peel Incursion (%)<5 <5 <5 <5 <5
Peel Locus Of Failure Code SE SE SE SE SE
Peel NSF Failure Code FTB FTB FTB FTB FTB
Shear Shear
Shear Strength (ppi)192 192 192 195 194 193
Shear Elongation @ Break (%)>50 >50 >50 >50 >50
Page: 2 of 7
DESTRUCTIVE SEAM QUALITY ASSURANCE TEST RESULTS
TRI Client:GSI
Project:Salt Lake Valley Solid Waste Facility Module 8/Salt Lake City LF
Material:60 mil. HDPE
SAME DAY Peel and Shear (ASTM D 6392/GRI GM19/D 4437/NSF 54/882 mod.)
TRI Log#:79647
TEST REPLICATE NUMBER
PARAMETER 1 2 3 4 5 MEAN
Sample ID:DS-24 | Weld: Heat Fusion
Side: A Peel A
Peel Strength (ppi)169 165 163 163 162 164
Peel Incursion (%)<5 <5 <5 <5 <5
Peel Locus Of Failure Code SE SE SE SE SE
Peel NSF Failure Code FTB FTB FTB FTB FTB
Side: B Peel B
Peel Strength (ppi)149 149 145 165 151 152
Peel Incursion (%)<5 <5 <5 <5 <5
Peel Locus Of Failure Code SE SE SE SE SE
Peel NSF Failure Code FTB FTB FTB FTB FTB
Shear Shear
Shear Strength (ppi)200 200 200 203 203 201
Shear Elongation @ Break (%)>50 >50 >50 >50 >50
Sample ID:DS-25 | Weld: Heat Fusion
Side: A Peel A
Peel Strength (ppi)155 151 156 157 153 154
Peel Incursion (%)<5 <5 <5 <5 <5
Peel Locus Of Failure Code SE SE SE SE SE
Peel NSF Failure Code FTB FTB FTB FTB FTB
Side: B Peel B
Peel Strength (ppi)158 155 149 154 165 156
Peel Incursion (%)<5 <5 <5 <5 <5
Peel Locus Of Failure Code SE SE SE SE SE
Peel NSF Failure Code FTB FTB FTB FTB FTB
Shear Shear
Shear Strength (ppi)198 199 199 200 200 199
Shear Elongation @ Break (%)>50 >50 >50 >50 >50
Page: 3 of 7
DESTRUCTIVE SEAM QUALITY ASSURANCE TEST RESULTS
TRI Client:GSI
Project:Salt Lake Valley Solid Waste Facility Module 8/Salt Lake City LF
Material:60 mil. HDPE
SAME DAY Peel and Shear (ASTM D 6392/GRI GM19/D 4437/NSF 54/882 mod.)
TRI Log#:79647
TEST REPLICATE NUMBER
PARAMETER 1 2 3 4 5 MEAN
Sample ID:DS-26 | Weld: Heat Fusion
Side: A Peel A
Peel Strength (ppi)149 148 153 149 149 150
Peel Incursion (%)<5 <5 <5 <5 <5
Peel Locus Of Failure Code SE SE SE SE SE
Peel NSF Failure Code FTB FTB FTB FTB FTB
Side: B Peel B
Peel Strength (ppi)164 168 166 171 163 166
Peel Incursion (%)<5 <5 <5 <5 <5
Peel Locus Of Failure Code SE SE SE SE SE
Peel NSF Failure Code FTB FTB FTB FTB FTB
Shear Shear
Shear Strength (ppi)195 197 195 197 198 196
Shear Elongation @ Break (%)>50 >50 >50 >50 >50
Sample ID:DS-27 | Weld: Heat Fusion
Side: A Peel A
Peel Strength (ppi)163 164 164 171 159 164
Peel Incursion (%)<5 <5 <5 <5 <5
Peel Locus Of Failure Code SE SE SE SE SE
Peel NSF Failure Code FTB FTB FTB FTB FTB
Side: B Peel B
Peel Strength (ppi)148 150 151 145 150 149
Peel Incursion (%)<5 <5 <5 <5 <5
Peel Locus Of Failure Code SE SE SE SE SE
Peel NSF Failure Code FTB FTB FTB FTB FTB
Shear Shear
Shear Strength (ppi)189 191 191 192 192 191
Shear Elongation @ Break (%)>50 >50 >50 >50 >50
Page: 4 of 7
DESTRUCTIVE SEAM QUALITY ASSURANCE TEST RESULTS
TRI Client:GSI
Project:Salt Lake Valley Solid Waste Facility Module 8/Salt Lake City LF
Material:60 mil. HDPE
SAME DAY Peel and Shear (ASTM D 6392/GRI GM19/D 4437/NSF 54/882 mod.)
TRI Log#:79647
TEST REPLICATE NUMBER
PARAMETER 1 2 3 4 5 MEAN
Sample ID:DS-28 | Weld: Heat Fusion
Side: A Peel A
Peel Strength (ppi)139 143 145 145 141 143
Peel Incursion (%)<5 <5 <5 <5 <5
Peel Locus Of Failure Code SE SE SE SE SE
Peel NSF Failure Code FTB FTB FTB FTB FTB
Side: B Peel B
Peel Strength (ppi)141 143 142 143 144 143
Peel Incursion (%)<5 <5 <5 <5 <5
Peel Locus Of Failure Code SE SE SE SE SE
Peel NSF Failure Code FTB FTB FTB FTB FTB
Shear Shear
Shear Strength (ppi)187 188 188 192 191 189
Shear Elongation @ Break (%)>50 >50 >50 >50 >50
Sample ID:DS-29 | Weld: Heat Fusion
Side: A Peel A
Peel Strength (ppi)158 156 166 162 157 160
Peel Incursion (%)<5 <5 <5 <5 <5
Peel Locus Of Failure Code SE SE SE SE SE
Peel NSF Failure Code FTB FTB FTB FTB FTB
Side: B Peel B
Peel Strength (ppi)146 152 168 145 146 151
Peel Incursion (%)<5 <5 <5 <5 <5
Peel Locus Of Failure Code SE SE SE SE SE
Peel NSF Failure Code FTB FTB FTB FTB FTB
Shear Shear
Shear Strength (ppi)199 201 201 205 204 202
Shear Elongation @ Break (%)>50 >50 >50 >50 >50
Page: 5 of 7
DESTRUCTIVE SEAM QUALITY ASSURANCE TEST RESULTS
TRI Client:GSI
Project:Salt Lake Valley Solid Waste Facility Module 8/Salt Lake City LF
Material:60 mil. HDPE
SAME DAY Peel and Shear (ASTM D 6392/GRI GM19/D 4437/NSF 54/882 mod.)
TRI Log#:79647
TEST REPLICATE NUMBER
PARAMETER 1 2 3 4 5 MEAN
Sample ID:DS-30 | Weld: Heat Fusion
Side: A Peel A
Peel Strength (ppi)156 154 157 157 153 155
Peel Incursion (%)<5 <5 <5 <5 <5
Peel Locus Of Failure Code SE SE SE SE SE
Peel NSF Failure Code FTB FTB FTB FTB FTB
Side: B Peel B
Peel Strength (ppi)152 160 155 154 153 155
Peel Incursion (%)<5 <5 <5 <5 <5
Peel Locus Of Failure Code SE SE SE SE SE
Peel NSF Failure Code FTB FTB FTB FTB FTB
Shear Shear
Shear Strength (ppi)187 187 189 188 189 188
Shear Elongation @ Break (%)>50 >50 >50 >50 >50
Sample ID:DS-31 | Weld: Heat Fusion
Side: A Peel A
Peel Strength (ppi)149 147 147 152 145 148
Peel Incursion (%)<5 <5 <5 <5 <5
Peel Locus Of Failure Code SE SE SE SE SE
Peel NSF Failure Code FTB FTB FTB FTB FTB
Side: B Peel B
Peel Strength (ppi)144 146 138 141 140 142
Peel Incursion (%)<5 <5 <5 <5 <5
Peel Locus Of Failure Code SE SE SE SE SE
Peel NSF Failure Code FTB FTB FTB FTB FTB
Shear Shear
Shear Strength (ppi)185 186 186 187 188 186
Shear Elongation @ Break (%)>50 >50 >50 >50 >50
Page: 6 of 7
DESTRUCTIVE SEAM QUALITY ASSURANCE TEST RESULTS
TRI Client:GSI
Project:Salt Lake Valley Solid Waste Facility Module 8/Salt Lake City LF
Material:60 mil. HDPE
SAME DAY Peel and Shear (ASTM D 6392/GRI GM19/D 4437/NSF 54/882 mod.)
TRI Log#:79647
TEST REPLICATE NUMBER
PARAMETER 1 2 3 4 5 MEAN
Sample ID:DS-32 | Weld: Heat Fusion
Side: A Peel A
Peel Strength (ppi)154 152 152 152 149 152
Peel Incursion (%)<5 <5 <5 <5 <5
Peel Locus Of Failure Code SE SE SE SE SE
Peel NSF Failure Code FTB FTB FTB FTB FTB
Side: B Peel B
Peel Strength (ppi)143 143 140 167 169 152
Peel Incursion (%)<5 <5 <5 <5 <5
Peel Locus Of Failure Code SE SE SE SE SE
Peel NSF Failure Code FTB FTB FTB FTB FTB
Shear Shear
Shear Strength (ppi)192 193 192 196 196 194
Shear Elongation @ Break (%)>50 >50 >50 >50 >50
Sample ID:DS-33 | Weld: Heat Fusion
Side: A Peel A
Peel Strength (ppi)156 159 159 158 154 157
Peel Incursion (%)<5 <5 <5 <5 <5
Peel Locus Of Failure Code SE SE SE SE SE
Peel NSF Failure Code FTB FTB FTB FTB FTB
Side: B Peel B
Peel Strength (ppi)162 167 161 146 170 161
Peel Incursion (%)<5 <5 <5 <5 <5
Peel Locus Of Failure Code SE SE SE SE SE
Peel NSF Failure Code FTB FTB FTB FTB FTB
Shear Shear
Shear Strength (ppi)198 196 197 196 199 197
Shear Elongation @ Break (%)>50 >50 >50 >50 >50
Page: 7 of 7
Date: 2023-11-10
Mail To:Bill To:
Steve Brothers
GSI
2401 Pewaukee Road
Waukesha , Wi ,
GSI
e-mail:
[e-mail] [e-mail]
Dear Mr. Brothers,
Thank you for consulting with TRI/Environmental, Inc. (TRI) for your geosynthetics testing needs. TRI is pleased to
submit this final report for laboratory testing.
Project:Salt Lake Valley Solid Waste Facility Module 8/Salt Lake City LF
TRI Job Reference Number:79707
Material(s) Tested: (16) Heat Fusion Weld Seam(s)
Test(s) Requested:
SAME DAY Peel and Shear
(ASTM D 6392/GRI GM19/D 4437/NSF 54/882 mod.)
Codes:
AD Adhesion Failure (100% Peel)
BRK Break in sheeting away from Seam edge.
SE Break in sheeting at edge of seam.
AD-BRK Break in sheeting after some adhesion failure - partial peel.
SIP Separation in the plane of the sheet (leaving the bond intact).
FTB Film tearing bond (all non "AD" failures).
NON-FTB 100% peel.
If you have any questions or require any additional information, please call us at 1-800-880-8378.
Sincerely,
sigfile
Geosynthetic Services Division
http://www.geosyntheticstestinc.com
Page: 1 of 9
DESTRUCTIVE SEAM QUALITY ASSURANCE TEST RESULTS
TRI Client: GSI
Project: Salt Lake Valley Solid Waste Facility Module 8/Salt Lake City LF
Material: 60 mil. HDPE
SAME DAY Peel and Shear (ASTM D 6392/GRI GM19/D 4437/NSF 54/882 mod.)
TRI Log#: 79707
TEST REPLICATE NUMBER
PARAMETER 1 2 3 4 5 MEAN
Sample ID: DS-34 | Weld: Heat Fusion
Side: A Peel A
Peel Strength (ppi)155 156 156 154 155 155
Peel Incursion (%)<5 <5 <5 <5 <5
Peel Locus Of Failure Code SE SE SE SE SE
Peel NSF Failure Code FTB FTB FTB FTB FTB
Side: B Peel B
Peel Strength (ppi)148 143 146 148 146 146
Peel Incursion (%)<5 <5 <5 <5 <5
Peel Locus Of Failure Code SE SE SE SE SE
Peel NSF Failure Code FTB FTB FTB FTB FTB
Shear Shear
Shear Strength (ppi)199 199 198 199 200 199
Shear Elongation @ Break (%)>50 >50 >50 >50 >50
Sample ID: DS-35 | Weld: Heat Fusion
Side: A Peel A
Peel Strength (ppi)153 149 154 156 146 152
Peel Incursion (%)<5 <5 <5 <5 <5
Peel Locus Of Failure Code SE SE SE SE SE
Peel NSF Failure Code FTB FTB FTB FTB FTB
Side: B Peel B
Peel Strength (ppi)152 147 148 149 165 152
Peel Incursion (%)<5 <5 <5 <5 <5
Peel Locus Of Failure Code SE SE SE SE SE
Peel NSF Failure Code FTB FTB FTB FTB FTB
Shear Shear
Shear Strength (ppi)193 192 191 192 193 192
Shear Elongation @ Break (%)>50 >50 >50 >50 >50
Page: 2 of 9
DESTRUCTIVE SEAM QUALITY ASSURANCE TEST RESULTS
TRI Client: GSI
Project: Salt Lake Valley Solid Waste Facility Module 8/Salt Lake City LF
Material: 60 mil. HDPE
SAME DAY Peel and Shear (ASTM D 6392/GRI GM19/D 4437/NSF 54/882 mod.)
TRI Log#: 79707
TEST REPLICATE NUMBER
PARAMETER 1 2 3 4 5 MEAN
Sample ID: DS-36 | Weld: Heat Fusion
Side: A Peel A
Peel Strength (ppi)141 141 137 141 142 140
Peel Incursion (%)<5 <5 <5 <5 <5
Peel Locus Of Failure Code SE SE SE SE SE
Peel NSF Failure Code FTB FTB FTB FTB FTB
Side: B Peel B
Peel Strength (ppi)156 155 159 157 152 156
Peel Incursion (%)<5 <5 <5 <5 <5
Peel Locus Of Failure Code SE SE SE SE SE
Peel NSF Failure Code FTB FTB FTB FTB FTB
Shear Shear
Shear Strength (ppi)172 161 159 166 167 165
Shear Elongation @ Break (%)>50 >50 >50 >50 >50
Sample ID: DS-37 | Weld: Heat Fusion
Side: A Peel A
Peel Strength (ppi)170 161 163 169 170 167
Peel Incursion (%)<5 <5 <5 <5 <5
Peel Locus Of Failure Code SE SE SE SE SE
Peel NSF Failure Code FTB FTB FTB FTB FTB
Side: B Peel B
Peel Strength (ppi)157 160 154 157 170 160
Peel Incursion (%)<5 <5 <5 <5 <5
Peel Locus Of Failure Code SE SE SE SE SE
Peel NSF Failure Code FTB FTB FTB FTB FTB
Shear Shear
Shear Strength (ppi)202 204 201 204 204 203
Shear Elongation @ Break (%)>50 >50 >50 >50 >50
Page: 3 of 9
DESTRUCTIVE SEAM QUALITY ASSURANCE TEST RESULTS
TRI Client: GSI
Project: Salt Lake Valley Solid Waste Facility Module 8/Salt Lake City LF
Material: 60 mil. HDPE
SAME DAY Peel and Shear (ASTM D 6392/GRI GM19/D 4437/NSF 54/882 mod.)
TRI Log#: 79707
TEST REPLICATE NUMBER
PARAMETER 1 2 3 4 5 MEAN
Sample ID: DS-38 | Weld: Heat Fusion
Side: A Peel A
Peel Strength (ppi)160 162 156 159 159 159
Peel Incursion (%)<5 <5 <5 <5 <5
Peel Locus Of Failure Code SE SE SE SE SE
Peel NSF Failure Code FTB FTB FTB FTB FTB
Side: B Peel B
Peel Strength (ppi)150 146 147 144 149 147
Peel Incursion (%)<5 <5 <5 <5 <5
Peel Locus Of Failure Code SE SE SE SE SE
Peel NSF Failure Code FTB FTB FTB FTB FTB
Shear Shear
Shear Strength (ppi)206 201 202 203 204 203
Shear Elongation @ Break (%)>50 >50 >50 >50 >50
Sample ID: DS-39 | Weld: Heat Fusion
Side: A Peel A
Peel Strength (ppi)153 154 152 159 154 154
Peel Incursion (%)<5 <5 <5 <5 <5
Peel Locus Of Failure Code SE SE SE SE SE
Peel NSF Failure Code FTB FTB FTB FTB FTB
Side: B Peel B
Peel Strength (ppi)158 147 166 145 142 152
Peel Incursion (%)<5 <5 <5 <5 <5
Peel Locus Of Failure Code SE SE SE SE SE
Peel NSF Failure Code FTB FTB FTB FTB FTB
Shear Shear
Shear Strength (ppi)200 203 201 203 204 202
Shear Elongation @ Break (%)>50 >50 >50 >50 >50
Page: 4 of 9
DESTRUCTIVE SEAM QUALITY ASSURANCE TEST RESULTS
TRI Client: GSI
Project: Salt Lake Valley Solid Waste Facility Module 8/Salt Lake City LF
Material: 60 mil. HDPE
SAME DAY Peel and Shear (ASTM D 6392/GRI GM19/D 4437/NSF 54/882 mod.)
TRI Log#: 79707
TEST REPLICATE NUMBER
PARAMETER 1 2 3 4 5 MEAN
Sample ID: DS-40 | Weld: Heat Fusion
Side: A Peel A
Peel Strength (ppi)147 152 148 154 152 151
Peel Incursion (%)<5 <5 <5 <5 <5
Peel Locus Of Failure Code SE SE SE SE SE
Peel NSF Failure Code FTB FTB FTB FTB FTB
Side: B Peel B
Peel Strength (ppi)161 142 139 158 159 152
Peel Incursion (%)<5 <5 <5 <5 <5
Peel Locus Of Failure Code SE SE SE SE SE
Peel NSF Failure Code FTB FTB FTB FTB FTB
Shear Shear
Shear Strength (ppi)202 205 205 201 204 203
Shear Elongation @ Break (%)>50 >50 >50 >50 >50
Sample ID: DS-41 | Weld: Heat Fusion
Side: A Peel A
Peel Strength (ppi)160 159 183 162 161 165
Peel Incursion (%)<5 <5 <5 <5 <5
Peel Locus Of Failure Code SE SE SE SE SE
Peel NSF Failure Code FTB FTB FTB FTB FTB
Side: B Peel B
Peel Strength (ppi)150 149 164 146 152 152
Peel Incursion (%)<5 <5 <5 <5 <5
Peel Locus Of Failure Code SE SE SE SE SE
Peel NSF Failure Code FTB FTB FTB FTB FTB
Shear Shear
Shear Strength (ppi)202 202 200 201 202 201
Shear Elongation @ Break (%)>50 >50 >50 >50 >50
Page: 5 of 9
DESTRUCTIVE SEAM QUALITY ASSURANCE TEST RESULTS
TRI Client: GSI
Project: Salt Lake Valley Solid Waste Facility Module 8/Salt Lake City LF
Material: 60 mil. HDPE
SAME DAY Peel and Shear (ASTM D 6392/GRI GM19/D 4437/NSF 54/882 mod.)
TRI Log#: 79707
TEST REPLICATE NUMBER
PARAMETER 1 2 3 4 5 MEAN
Sample ID: DS-42 | Weld: Heat Fusion
Side: A Peel A
Peel Strength (ppi)152 151 156 145 148 150
Peel Incursion (%)<5 <5 <5 <5 <5
Peel Locus Of Failure Code SE SE SE SE SE
Peel NSF Failure Code FTB FTB FTB FTB FTB
Side: B Peel B
Peel Strength (ppi)151 153 158 144 145 150
Peel Incursion (%)<5 <5 <5 <5 <5
Peel Locus Of Failure Code SE SE SE SE SE
Peel NSF Failure Code FTB FTB FTB FTB FTB
Shear Shear
Shear Strength (ppi)169 166 168 163 171 167
Shear Elongation @ Break (%)>50 >50 >50 >50 >50
Sample ID: DS-43 | Weld: Heat Fusion
Side: A Peel A
Peel Strength (ppi)170 166 175 153 153 163
Peel Incursion (%)<5 <5 <5 <5 <5
Peel Locus Of Failure Code SE SE SE SE SE
Peel NSF Failure Code FTB FTB FTB FTB FTB
Side: B Peel B
Peel Strength (ppi)147 147 164 155 152 153
Peel Incursion (%)<5 <5 <5 <5 <5
Peel Locus Of Failure Code SE SE SE SE SE
Peel NSF Failure Code FTB FTB FTB FTB FTB
Shear Shear
Shear Strength (ppi)199 200 198 200 202 200
Shear Elongation @ Break (%)>50 >50 >50 >50 >50
Page: 6 of 9
DESTRUCTIVE SEAM QUALITY ASSURANCE TEST RESULTS
TRI Client: GSI
Project: Salt Lake Valley Solid Waste Facility Module 8/Salt Lake City LF
Material: 60 mil. HDPE
SAME DAY Peel and Shear (ASTM D 6392/GRI GM19/D 4437/NSF 54/882 mod.)
TRI Log#: 79707
TEST REPLICATE NUMBER
PARAMETER 1 2 3 4 5 MEAN
Sample ID: DS-44 | Weld: Heat Fusion
Side: A Peel A
Peel Strength (ppi)156 150 166 159 154 157
Peel Incursion (%)<5 <5 <5 <5 <5
Peel Locus Of Failure Code SE SE SE SE SE
Peel NSF Failure Code FTB FTB FTB FTB FTB
Side: B Peel B
Peel Strength (ppi)144 152 177 165 153 158
Peel Incursion (%)<5 <5 <5 <5 <5
Peel Locus Of Failure Code SE SE SE SE SE
Peel NSF Failure Code FTB FTB FTB FTB FTB
Shear Shear
Shear Strength (ppi)200 198 199 197 199 199
Shear Elongation @ Break (%)>50 >50 >50 >50 >50
Sample ID: DS-45 | Weld: Heat Fusion
Side: A Peel A
Peel Strength (ppi)152 151 149 150 161 153
Peel Incursion (%)<5 <5 <5 <5 <5
Peel Locus Of Failure Code SE SE SE SE SE
Peel NSF Failure Code FTB FTB FTB FTB FTB
Side: B Peel B
Peel Strength (ppi)171 169 173 178 170 172
Peel Incursion (%)<5 <5 <5 <5 <5
Peel Locus Of Failure Code SE SE SE SE SE
Peel NSF Failure Code FTB FTB FTB FTB FTB
Shear Shear
Shear Strength (ppi)194 196 194 195 196 195
Shear Elongation @ Break (%)>50 >50 >50 >50 >50
Page: 7 of 9
DESTRUCTIVE SEAM QUALITY ASSURANCE TEST RESULTS
TRI Client: GSI
Project: Salt Lake Valley Solid Waste Facility Module 8/Salt Lake City LF
Material: 60 mil. HDPE
SAME DAY Peel and Shear (ASTM D 6392/GRI GM19/D 4437/NSF 54/882 mod.)
TRI Log#: 79707
TEST REPLICATE NUMBER
PARAMETER 1 2 3 4 5 MEAN
Sample ID: DS-46 | Weld: Heat Fusion
Side: A Peel A
Peel Strength (ppi)150 148 155 142 146 148
Peel Incursion (%)<5 <5 <5 <5 <5
Peel Locus Of Failure Code SE SE SE SE SE
Peel NSF Failure Code FTB FTB FTB FTB FTB
Side: B Peel B
Peel Strength (ppi)145 146 148 145 146 146
Peel Incursion (%)<5 <5 <5 <5 <5
Peel Locus Of Failure Code SE SE SE SE SE
Peel NSF Failure Code FTB FTB FTB FTB FTB
Shear Shear
Shear Strength (ppi)199 199 200 202 204 201
Shear Elongation @ Break (%)>50 >50 >50 >50 >50
Sample ID: DS-47 | Weld: Heat Fusion
Side: A Peel A
Peel Strength (ppi)152 152 148 148 155 151
Peel Incursion (%)<5 <5 <5 <5 <5
Peel Locus Of Failure Code SE SE SE SE SE
Peel NSF Failure Code FTB FTB FTB FTB FTB
Side: B Peel B
Peel Strength (ppi)148 144 149 150 152 149
Peel Incursion (%)<5 <5 <5 <5 <5
Peel Locus Of Failure Code SE SE SE SE SE
Peel NSF Failure Code FTB FTB FTB FTB FTB
Shear Shear
Shear Strength (ppi)197 199 197 198 199 198
Shear Elongation @ Break (%)>50 >50 >50 >50 >50
Page: 8 of 9
DESTRUCTIVE SEAM QUALITY ASSURANCE TEST RESULTS
TRI Client: GSI
Project: Salt Lake Valley Solid Waste Facility Module 8/Salt Lake City LF
Material: 60 mil. HDPE
SAME DAY Peel and Shear (ASTM D 6392/GRI GM19/D 4437/NSF 54/882 mod.)
TRI Log#: 79707
TEST REPLICATE NUMBER
PARAMETER 1 2 3 4 5 MEAN
Sample ID: DS-48 | Weld: Heat Fusion
Side: A Peel A
Peel Strength (ppi)147 160 146 150 143 149
Peel Incursion (%)<5 <5 <5 <5 <5
Peel Locus Of Failure Code SE SE SE SE SE
Peel NSF Failure Code FTB FTB FTB FTB FTB
Side: B Peel B
Peel Strength (ppi)146 141 142 147 153 146
Peel Incursion (%)<5 <5 <5 <5 <5
Peel Locus Of Failure Code SE SE SE SE SE
Peel NSF Failure Code FTB FTB FTB FTB FTB
Shear Shear
Shear Strength (ppi)197 199 200 198 200 199
Shear Elongation @ Break (%)>50 >50 >50 >50 >50
Sample ID: DS-49 | Weld: Heat Fusion
Side: A Peel A
Peel Strength (ppi)156 154 154 149 153 153
Peel Incursion (%)<5 <5 <5 <5 <5
Peel Locus Of Failure Code SE SE SE SE SE
Peel NSF Failure Code FTB FTB FTB FTB FTB
Side: B Peel B
Peel Strength (ppi)158 156 164 158 158 159
Peel Incursion (%)<5 <5 <5 <5 <5
Peel Locus Of Failure Code SE SE SE SE SE
Peel NSF Failure Code FTB FTB FTB FTB FTB
Shear Shear
Shear Strength (ppi)191 193 190 193 192 192
Shear Elongation @ Break (%)>50 >50 >50 >50 >50
Page: 9 of 9
Date: 2023-11-14
Mail To:Bill To:
Steve Brothers
GSI
2401 Pewaukee Road
Waukesha , Wi ,
GSI
e-mail:
[e-mail] [e-mail]
Dear Mr. Brothers,
Thank you for consulting with TRI/Environmental, Inc. (TRI) for your geosynthetics testing needs. TRI is pleased to
submit this final report for laboratory testing.
Project:Salt Lake Valley Solid Waste Facility Module 8/Salt Lake City LF
TRI Job Reference Number:79717
Material(s) Tested: (23) Heat Fusion Weld Seam(s)
Test(s) Requested:
SAME DAY Peel and Shear
(ASTM D 6392/GRI GM19/D 4437/NSF 54/882 mod.)
Codes:
AD Adhesion Failure (100% Peel)
BRK Break in sheeting away from Seam edge.
SE Break in sheeting at edge of seam.
AD-BRK Break in sheeting after some adhesion failure - partial peel.
SIP Separation in the plane of the sheet (leaving the bond intact).
FTB Film tearing bond (all non "AD" failures).
NON-FTB 100% peel.
If you have any questions or require any additional information, please call us at 1-800-880-8378.
Sincerely,
sigfile
Geosynthetic Services Division
http://www.geosyntheticstestinc.com
Page: 1 of 13
DESTRUCTIVE SEAM QUALITY ASSURANCE TEST RESULTS
TRI Client: GSI
Project: Salt Lake Valley Solid Waste Facility Module 8/Salt Lake City LF
Material: 60 mil. HDPE
SAME DAY Peel and Shear (ASTM D 6392/GRI GM19/D 4437/NSF 54/882 mod.)
TRI Log#: 79717
TEST REPLICATE NUMBER
PARAMETER 1 2 3 4 5 MEAN
Sample ID: DS-50 | Weld: Heat Fusion
Side: A Peel A
Peel Strength (ppi)151 158 144 157 159 154
Peel Incursion (%)<5 <5 <5 <5 <5
Peel Locus Of Failure Code SE SE SE SE SE
Peel NSF Failure Code FTB FTB FTB FTB FTB
Side: B Peel B
Peel Strength (ppi)134 133 132 134 132 133
Peel Incursion (%)<5 <5 <5 <5 <5
Peel Locus Of Failure Code SE SE SE SE SE
Peel NSF Failure Code FTB FTB FTB FTB FTB
Shear Shear
Shear Strength (ppi)185 183 181 182 182 183
Shear Elongation @ Break (%)>50 >50 >50 >50 >50
Sample ID: DS-51 | Weld: Heat Fusion
Side: A Peel A
Peel Strength (ppi)150 133 149 150 152 147
Peel Incursion (%)<5 <5 <5 <5 <5
Peel Locus Of Failure Code SE SE SE SE SE
Peel NSF Failure Code FTB FTB FTB FTB FTB
Side: B Peel B
Peel Strength (ppi)147 139 146 149 147 146
Peel Incursion (%)<5 <5 <5 <5 <5
Peel Locus Of Failure Code SE SE SE SE SE
Peel NSF Failure Code FTB FTB FTB FTB FTB
Shear Shear
Shear Strength (ppi)182 180 181 181 180 181
Shear Elongation @ Break (%)>50 >50 >50 >50 >50
Page: 2 of 13
DESTRUCTIVE SEAM QUALITY ASSURANCE TEST RESULTS
TRI Client: GSI
Project: Salt Lake Valley Solid Waste Facility Module 8/Salt Lake City LF
Material: 60 mil. HDPE
SAME DAY Peel and Shear (ASTM D 6392/GRI GM19/D 4437/NSF 54/882 mod.)
TRI Log#: 79717
TEST REPLICATE NUMBER
PARAMETER 1 2 3 4 5 MEAN
Sample ID: DS-52 | Weld: Heat Fusion
Side: A Peel A
Peel Strength (ppi)143 143 143 139 139 141
Peel Incursion (%)<5 <5 <5 <5 <5
Peel Locus Of Failure Code SE SE SE SE SE
Peel NSF Failure Code FTB FTB FTB FTB FTB
Side: B Peel B
Peel Strength (ppi)139 131 137 138 139 137
Peel Incursion (%)<5 <5 <5 <5 <5
Peel Locus Of Failure Code SE SE SE SE SE
Peel NSF Failure Code FTB FTB FTB FTB FTB
Shear Shear
Shear Strength (ppi)181 178 181 180 178 180
Shear Elongation @ Break (%)>50 >50 >50 >50 >50
Sample ID: DS-53 | Weld: Heat Fusion
Side: A Peel A
Peel Strength (ppi)147 142 146 144 145 145
Peel Incursion (%)<5 <5 <5 <5 <5
Peel Locus Of Failure Code SE SE SE SE SE
Peel NSF Failure Code FTB FTB FTB FTB FTB
Side: B Peel B
Peel Strength (ppi)152 155 157 155 157 155
Peel Incursion (%)<5 <5 <5 <5 <5
Peel Locus Of Failure Code SE SE SE SE SE
Peel NSF Failure Code FTB FTB FTB FTB FTB
Shear Shear
Shear Strength (ppi)179 180 180 176 176 178
Shear Elongation @ Break (%)>50 >50 >50 >50 >50
Page: 3 of 13
DESTRUCTIVE SEAM QUALITY ASSURANCE TEST RESULTS
TRI Client: GSI
Project: Salt Lake Valley Solid Waste Facility Module 8/Salt Lake City LF
Material: 60 mil. HDPE
SAME DAY Peel and Shear (ASTM D 6392/GRI GM19/D 4437/NSF 54/882 mod.)
TRI Log#: 79717
TEST REPLICATE NUMBER
PARAMETER 1 2 3 4 5 MEAN
Sample ID: DS-54 | Weld: Heat Fusion
Side: A Peel A
Peel Strength (ppi)143 142 144 143 144 143
Peel Incursion (%)<5 <5 <5 <5 <5
Peel Locus Of Failure Code SE SE SE SE SE
Peel NSF Failure Code FTB FTB FTB FTB FTB
Side: B Peel B
Peel Strength (ppi)141 138 141 138 158 143
Peel Incursion (%)<5 <5 <5 <5 <5
Peel Locus Of Failure Code SE SE SE SE SE
Peel NSF Failure Code FTB FTB FTB FTB FTB
Shear Shear
Shear Strength (ppi)181 181 182 181 180 181
Shear Elongation @ Break (%)>50 >50 >50 >50 >50
Sample ID: DS-55 | Weld: Heat Fusion
Side: A Peel A
Peel Strength (ppi)144 146 147 145 138 144
Peel Incursion (%)<5 <5 <5 <5 <5
Peel Locus Of Failure Code SE SE SE SE SE
Peel NSF Failure Code FTB FTB FTB FTB FTB
Side: B Peel B
Peel Strength (ppi)150 158 143 160 147 152
Peel Incursion (%)<5 <5 <5 <5 <5
Peel Locus Of Failure Code SE SE SE SE SE
Peel NSF Failure Code FTB FTB FTB FTB FTB
Shear Shear
Shear Strength (ppi)176 181 180 179 178 179
Shear Elongation @ Break (%)>50 >50 >50 >50 >50
Page: 4 of 13
DESTRUCTIVE SEAM QUALITY ASSURANCE TEST RESULTS
TRI Client: GSI
Project: Salt Lake Valley Solid Waste Facility Module 8/Salt Lake City LF
Material: 60 mil. HDPE
SAME DAY Peel and Shear (ASTM D 6392/GRI GM19/D 4437/NSF 54/882 mod.)
TRI Log#: 79717
TEST REPLICATE NUMBER
PARAMETER 1 2 3 4 5 MEAN
Sample ID: DS-56 | Weld: Heat Fusion
Side: A Peel A
Peel Strength (ppi)148 147 146 149 150 148
Peel Incursion (%)<5 <5 <5 <5 <5
Peel Locus Of Failure Code SE SE SE SE SE
Peel NSF Failure Code FTB FTB FTB FTB FTB
Side: B Peel B
Peel Strength (ppi)140 143 135 131 128 135
Peel Incursion (%)<5 <5 <5 <5 <5
Peel Locus Of Failure Code SE SE SE SE SE
Peel NSF Failure Code FTB FTB FTB FTB FTB
Shear Shear
Shear Strength (ppi)182 182 183 181 181 182
Shear Elongation @ Break (%)>50 >50 >50 >50 >50
Sample ID: DS-57 | Weld: Heat Fusion
Side: A Peel A
Peel Strength (ppi)142 139 142 147 148 144
Peel Incursion (%)<5 <5 <5 <5 <5
Peel Locus Of Failure Code SE SE SE SE SE
Peel NSF Failure Code FTB FTB FTB FTB FTB
Side: B Peel B
Peel Strength (ppi)144 138 135 140 142 140
Peel Incursion (%)<5 <5 <5 <5 <5
Peel Locus Of Failure Code SE SE SE SE SE
Peel NSF Failure Code FTB FTB FTB FTB FTB
Shear Shear
Shear Strength (ppi)180 180 180 159 172 174
Shear Elongation @ Break (%)>50 >50 >50 >50 >50
Page: 5 of 13
DESTRUCTIVE SEAM QUALITY ASSURANCE TEST RESULTS
TRI Client: GSI
Project: Salt Lake Valley Solid Waste Facility Module 8/Salt Lake City LF
Material: 60 mil. HDPE
SAME DAY Peel and Shear (ASTM D 6392/GRI GM19/D 4437/NSF 54/882 mod.)
TRI Log#: 79717
TEST REPLICATE NUMBER
PARAMETER 1 2 3 4 5 MEAN
Sample ID: DS-58 | Weld: Heat Fusion
Side: A Peel A
Peel Strength (ppi)145 147 144 151 147 147
Peel Incursion (%)<5 <5 <5 <5 <5
Peel Locus Of Failure Code SE SE SE SE SE
Peel NSF Failure Code FTB FTB FTB FTB FTB
Side: B Peel B
Peel Strength (ppi)140 141 141 140 139 140
Peel Incursion (%)<5 <5 <5 <5 <5
Peel Locus Of Failure Code SE SE SE SE SE
Peel NSF Failure Code FTB FTB FTB FTB FTB
Shear Shear
Shear Strength (ppi)177 176 178 179 179 178
Shear Elongation @ Break (%)>50 >50 >50 >50 >50
Sample ID: DS-59 | Weld: Heat Fusion
Side: A Peel A
Peel Strength (ppi)146 146 145 140 143 144
Peel Incursion (%)<5 <5 <5 <5 <5
Peel Locus Of Failure Code SE SE SE SE SE
Peel NSF Failure Code FTB FTB FTB FTB FTB
Side: B Peel B
Peel Strength (ppi)140 144 142 142 142 142
Peel Incursion (%)<5 <5 <5 <5 <5
Peel Locus Of Failure Code SE SE SE SE SE
Peel NSF Failure Code FTB FTB FTB FTB FTB
Shear Shear
Shear Strength (ppi)188 179 188 188 187 186
Shear Elongation @ Break (%)>50 >50 >50 >50 >50
Page: 6 of 13
DESTRUCTIVE SEAM QUALITY ASSURANCE TEST RESULTS
TRI Client: GSI
Project: Salt Lake Valley Solid Waste Facility Module 8/Salt Lake City LF
Material: 60 mil. HDPE
SAME DAY Peel and Shear (ASTM D 6392/GRI GM19/D 4437/NSF 54/882 mod.)
TRI Log#: 79717
TEST REPLICATE NUMBER
PARAMETER 1 2 3 4 5 MEAN
Sample ID: DS-60 | Weld: Heat Fusion
Side: A Peel A
Peel Strength (ppi)146 145 146 145 143 145
Peel Incursion (%)<5 <5 <5 <5 <5
Peel Locus Of Failure Code SE SE SE SE SE
Peel NSF Failure Code FTB FTB FTB FTB FTB
Side: B Peel B
Peel Strength (ppi)160 162 161 162 162 161
Peel Incursion (%)<5 <5 <5 <5 <5
Peel Locus Of Failure Code SE SE SE SE SE
Peel NSF Failure Code FTB FTB FTB FTB FTB
Shear Shear
Shear Strength (ppi)192 184 190 189 191 189
Shear Elongation @ Break (%)>50 >50 >50 >50 >50
Sample ID: DS-61 | Weld: Heat Fusion
Side: A Peel A
Peel Strength (ppi)139 137 141 143 144 141
Peel Incursion (%)<5 <5 <5 <5 <5
Peel Locus Of Failure Code SE SE SE SE SE
Peel NSF Failure Code FTB FTB FTB FTB FTB
Side: B Peel B
Peel Strength (ppi)159 155 149 148 142 151
Peel Incursion (%)<5 <5 <5 <5 <5
Peel Locus Of Failure Code SE SE SE SE SE
Peel NSF Failure Code FTB FTB FTB FTB FTB
Shear Shear
Shear Strength (ppi)184 187 185 183 182 184
Shear Elongation @ Break (%)>50 >50 >50 >50 >50
Page: 7 of 13
DESTRUCTIVE SEAM QUALITY ASSURANCE TEST RESULTS
TRI Client: GSI
Project: Salt Lake Valley Solid Waste Facility Module 8/Salt Lake City LF
Material: 60 mil. HDPE
SAME DAY Peel and Shear (ASTM D 6392/GRI GM19/D 4437/NSF 54/882 mod.)
TRI Log#: 79717
TEST REPLICATE NUMBER
PARAMETER 1 2 3 4 5 MEAN
Sample ID: DS-62 | Weld: Heat Fusion
Side: A Peel A
Peel Strength (ppi)142 168 141 163 146 152
Peel Incursion (%)<5 <5 <5 <5 <5
Peel Locus Of Failure Code SE SE SE SE SE
Peel NSF Failure Code FTB FTB FTB FTB FTB
Side: B Peel B
Peel Strength (ppi)146 145 147 141 142 144
Peel Incursion (%)<5 <5 <5 <5 <5
Peel Locus Of Failure Code SE SE SE SE SE
Peel NSF Failure Code FTB FTB FTB FTB FTB
Shear Shear
Shear Strength (ppi)185 186 185 183 184 185
Shear Elongation @ Break (%)>50 >50 >50 >50 >50
Sample ID: DS-63 | Weld: Heat Fusion
Side: A Peel A
Peel Strength (ppi)144 143 146 148 162 149
Peel Incursion (%)<5 <5 <5 <5 <5
Peel Locus Of Failure Code SE SE SE SE SE
Peel NSF Failure Code FTB FTB FTB FTB FTB
Side: B Peel B
Peel Strength (ppi)167 162 162 163 165 164
Peel Incursion (%)<5 <5 <5 <5 <5
Peel Locus Of Failure Code SE SE SE SE SE
Peel NSF Failure Code FTB FTB FTB FTB FTB
Shear Shear
Shear Strength (ppi)192 192 189 190 189 190
Shear Elongation @ Break (%)>50 >50 >50 >50 >50
Page: 8 of 13
DESTRUCTIVE SEAM QUALITY ASSURANCE TEST RESULTS
TRI Client: GSI
Project: Salt Lake Valley Solid Waste Facility Module 8/Salt Lake City LF
Material: 60 mil. HDPE
SAME DAY Peel and Shear (ASTM D 6392/GRI GM19/D 4437/NSF 54/882 mod.)
TRI Log#: 79717
TEST REPLICATE NUMBER
PARAMETER 1 2 3 4 5 MEAN
Sample ID: DS-64 | Weld: Heat Fusion
Side: A Peel A
Peel Strength (ppi)145 146 140 149 144 145
Peel Incursion (%)<5 <5 <5 <5 <5
Peel Locus Of Failure Code SE SE SE SE SE
Peel NSF Failure Code FTB FTB FTB FTB FTB
Side: B Peel B
Peel Strength (ppi)157 150 156 157 155 155
Peel Incursion (%)<5 <5 <5 <5 <5
Peel Locus Of Failure Code SE SE SE SE SE
Peel NSF Failure Code FTB FTB FTB FTB FTB
Shear Shear
Shear Strength (ppi)183 181 183 178 180 181
Shear Elongation @ Break (%)>50 >50 >50 >50 >50
Sample ID: DS-65 | Weld: Heat Fusion
Side: A Peel A
Peel Strength (ppi)142 142 143 146 146 144
Peel Incursion (%)<5 <5 <5 <5 <5
Peel Locus Of Failure Code SE SE SE SE SE
Peel NSF Failure Code FTB FTB FTB FTB FTB
Side: B Peel B
Peel Strength (ppi)139 148 148 138 137 142
Peel Incursion (%)<5 <5 <5 <5 <5
Peel Locus Of Failure Code SE SE SE SE SE
Peel NSF Failure Code FTB FTB FTB FTB FTB
Shear Shear
Shear Strength (ppi)182 181 180 181 180 181
Shear Elongation @ Break (%)>50 >50 >50 >50 >50
Page: 9 of 13
DESTRUCTIVE SEAM QUALITY ASSURANCE TEST RESULTS
TRI Client: GSI
Project: Salt Lake Valley Solid Waste Facility Module 8/Salt Lake City LF
Material: 60 mil. HDPE
SAME DAY Peel and Shear (ASTM D 6392/GRI GM19/D 4437/NSF 54/882 mod.)
TRI Log#: 79717
TEST REPLICATE NUMBER
PARAMETER 1 2 3 4 5 MEAN
Sample ID: DS-66 | Weld: Heat Fusion
Side: A Peel A
Peel Strength (ppi)146 149 144 144 143 145
Peel Incursion (%)<5 <5 <5 <5 <5
Peel Locus Of Failure Code SE SE SE SE SE
Peel NSF Failure Code FTB FTB FTB FTB FTB
Side: B Peel B
Peel Strength (ppi)158 161 162 160 166 161
Peel Incursion (%)<5 <5 <5 <5 <5
Peel Locus Of Failure Code SE SE SE SE SE
Peel NSF Failure Code FTB FTB FTB FTB FTB
Shear Shear
Shear Strength (ppi)188 187 186 186 185 186
Shear Elongation @ Break (%)>50 >50 >50 >50 >50
Sample ID: DS-67 | Weld: Heat Fusion
Side: A Peel A
Peel Strength (ppi)143 141 139 140 144 141
Peel Incursion (%)<5 <5 <5 <5 <5
Peel Locus Of Failure Code SE SE SE SE SE
Peel NSF Failure Code FTB FTB FTB FTB FTB
Side: B Peel B
Peel Strength (ppi)145 150 147 147 154 149
Peel Incursion (%)<5 <5 <5 <5 <5
Peel Locus Of Failure Code SE SE SE SE SE
Peel NSF Failure Code FTB FTB FTB FTB FTB
Shear Shear
Shear Strength (ppi)189 186 187 185 186 187
Shear Elongation @ Break (%)>50 >50 >50 >50 >50
Page: 10 of 13
DESTRUCTIVE SEAM QUALITY ASSURANCE TEST RESULTS
TRI Client: GSI
Project: Salt Lake Valley Solid Waste Facility Module 8/Salt Lake City LF
Material: 60 mil. HDPE
SAME DAY Peel and Shear (ASTM D 6392/GRI GM19/D 4437/NSF 54/882 mod.)
TRI Log#: 79717
TEST REPLICATE NUMBER
PARAMETER 1 2 3 4 5 MEAN
Sample ID: DS-68 | Weld: Heat Fusion
Side: A Peel A
Peel Strength (ppi)149 149 149 148 151 149
Peel Incursion (%)<5 <5 <5 <5 <5
Peel Locus Of Failure Code SE SE SE SE SE
Peel NSF Failure Code FTB FTB FTB FTB FTB
Side: B Peel B
Peel Strength (ppi)156 154 151 143 147 150
Peel Incursion (%)<5 <5 <5 <5 <5
Peel Locus Of Failure Code SE SE SE SE SE
Peel NSF Failure Code FTB FTB FTB FTB FTB
Shear Shear
Shear Strength (ppi)186 188 186 184 184 186
Shear Elongation @ Break (%)>50 >50 >50 >50 >50
Sample ID: DS-69 | Weld: Heat Fusion
Side: A Peel A
Peel Strength (ppi)150 152 146 148 144 148
Peel Incursion (%)<5 <5 <5 <5 <5
Peel Locus Of Failure Code SE SE SE SE SE
Peel NSF Failure Code FTB FTB FTB FTB FTB
Side: B Peel B
Peel Strength (ppi)141 157 143 140 141 144
Peel Incursion (%)<5 <5 <5 <5 <5
Peel Locus Of Failure Code SE SE SE SE SE
Peel NSF Failure Code FTB FTB FTB FTB FTB
Shear Shear
Shear Strength (ppi)184 182 185 186 187 185
Shear Elongation @ Break (%)>50 >50 >50 >50 >50
Page: 11 of 13
DESTRUCTIVE SEAM QUALITY ASSURANCE TEST RESULTS
TRI Client: GSI
Project: Salt Lake Valley Solid Waste Facility Module 8/Salt Lake City LF
Material: 60 mil. HDPE
SAME DAY Peel and Shear (ASTM D 6392/GRI GM19/D 4437/NSF 54/882 mod.)
TRI Log#: 79717
TEST REPLICATE NUMBER
PARAMETER 1 2 3 4 5 MEAN
Sample ID: DS-70 | Weld: Heat Fusion
Side: A Peel A
Peel Strength (ppi)156 168 165 150 149 158
Peel Incursion (%)<5 <5 <5 <5 <5
Peel Locus Of Failure Code SE SE SE SE SE
Peel NSF Failure Code FTB FTB FTB FTB FTB
Side: B Peel B
Peel Strength (ppi)165 166 141 143 144 152
Peel Incursion (%)<5 <5 <5 <5 <5
Peel Locus Of Failure Code SE SE SE SE SE
Peel NSF Failure Code FTB FTB FTB FTB FTB
Shear Shear
Shear Strength (ppi)190 190 188 191 188 189
Shear Elongation @ Break (%)>50 >50 >50 >50 >50
Sample ID: DS-71 | Weld: Heat Fusion
Side: A Peel A
Peel Strength (ppi)133 131 137 139 129 134
Peel Incursion (%)<5 <5 <5 <5 <5
Peel Locus Of Failure Code SE SE SE SE SE
Peel NSF Failure Code FTB FTB FTB FTB FTB
Side: B Peel B
Peel Strength (ppi)144 152 143 145 148 146
Peel Incursion (%)<5 <5 <5 <5 <5
Peel Locus Of Failure Code SE SE SE SE SE
Peel NSF Failure Code FTB FTB FTB FTB FTB
Shear Shear
Shear Strength (ppi)161 157 164 168 166 163
Shear Elongation @ Break (%)>50 >50 >50 >50 >50
Page: 12 of 13
DESTRUCTIVE SEAM QUALITY ASSURANCE TEST RESULTS
TRI Client: GSI
Project: Salt Lake Valley Solid Waste Facility Module 8/Salt Lake City LF
Material: 60 mil. HDPE
SAME DAY Peel and Shear (ASTM D 6392/GRI GM19/D 4437/NSF 54/882 mod.)
TRI Log#: 79717
TEST REPLICATE NUMBER
PARAMETER 1 2 3 4 5 MEAN
Sample ID: DS-72 | Weld: Heat Fusion
Side: A Peel A
Peel Strength (ppi)135 130 133 131 129 132
Peel Incursion (%)<5 <5 <5 <5 <5
Peel Locus Of Failure Code SE SE SE SE SE
Peel NSF Failure Code FTB FTB FTB FTB FTB
Side: B Peel B
Peel Strength (ppi)141 138 147 142 149 143
Peel Incursion (%)<5 <5 <5 <5 <5
Peel Locus Of Failure Code SE SE SE SE SE
Peel NSF Failure Code FTB FTB FTB FTB FTB
Shear Shear
Shear Strength (ppi)167 161 167 168 173 167
Shear Elongation @ Break (%)>50 >50 >50 >50 >50
Page: 13 of 13
Date: 2023-11-20
Mail To:Bill To:
Steve Brothers
GSI
2401 Pewaukee Road
Waukesha , Wi ,
GSI
e-mail:
[e-mail] [e-mail]
Dear Mr. Brothers,
Thank you for consulting with TRI/Environmental, Inc. (TRI) for your geosynthetics testing needs. TRI is pleased to
submit this final report for laboratory testing.
Project:Salt Lake Valley Solid Waste Facility Module 8/Salt Lake City LF
TRI Job Reference Number:79776
Material(s) Tested: (13) Heat Fusion Weld Seam(s)
Test(s) Requested:
SAME DAY Peel and Shear
(ASTM D 6392/GRI GM19/D 4437/NSF 54/882 mod.)
Codes:
AD Adhesion Failure (100% Peel)
BRK Break in sheeting away from Seam edge.
SE Break in sheeting at edge of seam.
AD-BRK Break in sheeting after some adhesion failure - partial peel.
SIP Separation in the plane of the sheet (leaving the bond intact).
FTB Film tearing bond (all non "AD" failures).
NON-FTB 100% peel.
If you have any questions or require any additional information, please call us at 1-800-880-8378.
Sincerely,
sigfile
geolab
Geosynthetic Services Division
http://www.geosyntheticstestinc.com
Page: 1 of 8
DESTRUCTIVE SEAM QUALITY ASSURANCE TEST RESULTS
TRI Client: GSI
Project: Salt Lake Valley Solid Waste Facility Module 8/Salt Lake City LF
Material: 60 mil. HDPE
SAME DAY Peel and Shear (ASTM D 6392/GRI GM19/D 4437/NSF 54/882 mod.)
TRI Log#: 79776
TEST REPLICATE NUMBER
PARAMETER 1 2 3 4 5 MEAN
Sample ID: DS-73 | Weld: Heat Fusion
Side: A Peel A
Peel Strength (ppi)149 149 157 163 153 154
Peel Incursion (%)<5 <5 <5 <5 <5
Peel Locus Of Failure Code SE SE SE SE SE
Peel NSF Failure Code FTB FTB FTB FTB FTB
Side: B Peel B
Peel Strength (ppi)144 155 158 151 154 152
Peel Incursion (%)<5 <5 <5 <5 <5
Peel Locus Of Failure Code SE SE SE SE SE
Peel NSF Failure Code FTB FTB FTB FTB FTB
Shear Shear
Shear Strength (ppi)194 195 194 196 195 195
Shear Elongation @ Break (%)>50 >50 >50 >50 >50
Sample ID: DS-74 | Weld: Heat Fusion
Side: A Peel A
Peel Strength (ppi)148 147 149 148 149 148
Peel Incursion (%)<5 <5 <5 <5 <5
Peel Locus Of Failure Code SE SE SE SE SE
Peel NSF Failure Code FTB FTB FTB FTB FTB
Side: B Peel B
Peel Strength (ppi)143 147 158 143 157 150
Peel Incursion (%)<5 <5 <5 <5 <5
Peel Locus Of Failure Code SE SE SE SE SE
Peel NSF Failure Code FTB FTB FTB FTB FTB
Shear Shear
Shear Strength (ppi)190 193 192 194 194 193
Shear Elongation @ Break (%)>50 >50 >50 >50 >50
Page: 2 of 8
DESTRUCTIVE SEAM QUALITY ASSURANCE TEST RESULTS
TRI Client: GSI
Project: Salt Lake Valley Solid Waste Facility Module 8/Salt Lake City LF
Material: 60 mil. HDPE
SAME DAY Peel and Shear (ASTM D 6392/GRI GM19/D 4437/NSF 54/882 mod.)
TRI Log#: 79776
TEST REPLICATE NUMBER
PARAMETER 1 2 3 4 5 MEAN
Sample ID: DS-75 | Weld: Heat Fusion
Side: A Peel A
Peel Strength (ppi)153 152 151 152 157 153
Peel Incursion (%)<5 <5 <5 <5 <5
Peel Locus Of Failure Code SE SE SE SE SE
Peel NSF Failure Code FTB FTB FTB FTB FTB
Side: B Peel B
Peel Strength (ppi)144 167 155 147 149 152
Peel Incursion (%)<5 <5 <5 <5 <5
Peel Locus Of Failure Code SE SE SE SE SE
Peel NSF Failure Code FTB FTB FTB FTB FTB
Shear Shear
Shear Strength (ppi)193 192 193 196 196 194
Shear Elongation @ Break (%)>50 >50 >50 >50 >50
Sample ID: DS-76 | Weld: Heat Fusion
Side: A Peel A
Peel Strength (ppi)153 158 154 144 157 153
Peel Incursion (%)<5 <5 <5 <5 <5
Peel Locus Of Failure Code SE SE SE SE SE
Peel NSF Failure Code FTB FTB FTB FTB FTB
Side: B Peel B
Peel Strength (ppi)142 150 166 148 147 151
Peel Incursion (%)<5 <5 <5 <5 <5
Peel Locus Of Failure Code SE SE SE SE SE
Peel NSF Failure Code FTB FTB FTB FTB FTB
Shear Shear
Shear Strength (ppi)191 191 189 188 188 189
Shear Elongation @ Break (%)>50 >50 >50 >50 >50
Page: 3 of 8
DESTRUCTIVE SEAM QUALITY ASSURANCE TEST RESULTS
TRI Client: GSI
Project: Salt Lake Valley Solid Waste Facility Module 8/Salt Lake City LF
Material: 60 mil. HDPE
SAME DAY Peel and Shear (ASTM D 6392/GRI GM19/D 4437/NSF 54/882 mod.)
TRI Log#: 79776
TEST REPLICATE NUMBER
PARAMETER 1 2 3 4 5 MEAN
Sample ID: DS-77 | Weld: Heat Fusion
Side: A Peel A
Peel Strength (ppi)147 147 152 147 148 148
Peel Incursion (%)<5 <5 <5 <5 <5
Peel Locus Of Failure Code SE SE SE SE SE
Peel NSF Failure Code FTB FTB FTB FTB FTB
Side: B Peel B
Peel Strength (ppi)134 159 134 133 161 144
Peel Incursion (%)<5 <5 <5 <5 <5
Peel Locus Of Failure Code SE SE SE SE SE
Peel NSF Failure Code FTB FTB FTB FTB FTB
Shear Shear
Shear Strength (ppi)188 192 190 194 194 192
Shear Elongation @ Break (%)>50 >50 >50 >50 >50
Sample ID: DS-78 | Weld: Heat Fusion
Side: A Peel A
Peel Strength (ppi)142 147 148 143 151 146
Peel Incursion (%)<5 <5 <5 <5 <5
Peel Locus Of Failure Code SE SE SE SE SE
Peel NSF Failure Code FTB FTB FTB FTB FTB
Side: B Peel B
Peel Strength (ppi)146 145 142 142 139 143
Peel Incursion (%)<5 <5 <5 <5 <5
Peel Locus Of Failure Code SE SE SE SE SE
Peel NSF Failure Code FTB FTB FTB FTB FTB
Shear Shear
Shear Strength (ppi)192 187 190 192 194 191
Shear Elongation @ Break (%)>50 >50 >50 >50 >50
Page: 4 of 8
DESTRUCTIVE SEAM QUALITY ASSURANCE TEST RESULTS
TRI Client: GSI
Project: Salt Lake Valley Solid Waste Facility Module 8/Salt Lake City LF
Material: 60 mil. HDPE
SAME DAY Peel and Shear (ASTM D 6392/GRI GM19/D 4437/NSF 54/882 mod.)
TRI Log#: 79776
TEST REPLICATE NUMBER
PARAMETER 1 2 3 4 5 MEAN
Sample ID: DS-79 | Weld: Heat Fusion
Side: A Peel A
Peel Strength (ppi)144 146 144 148 149 146
Peel Incursion (%)<5 <5 <5 <5 <5
Peel Locus Of Failure Code SE SE SE SE SE
Peel NSF Failure Code FTB FTB FTB FTB FTB
Side: B Peel B
Peel Strength (ppi)143 142 143 145 145 144
Peel Incursion (%)<5 <5 <5 <5 <5
Peel Locus Of Failure Code SE SE SE SE SE
Peel NSF Failure Code FTB FTB FTB FTB FTB
Shear Shear
Shear Strength (ppi)191 192 193 192 191 192
Shear Elongation @ Break (%)>50 >50 >50 >50 >50
Sample ID: DS-80 | Weld: Heat Fusion
Side: A Peel A
Peel Strength (ppi)140 136 156 150 145 145
Peel Incursion (%)<5 <5 <5 <5 <5
Peel Locus Of Failure Code SE SE SE SE SE
Peel NSF Failure Code FTB FTB FTB FTB FTB
Side: B Peel B
Peel Strength (ppi)149 158 154 156 165 156
Peel Incursion (%)<5 <5 <5 <5 <5
Peel Locus Of Failure Code SE SE SE SE SE
Peel NSF Failure Code FTB FTB FTB FTB FTB
Shear Shear
Shear Strength (ppi)187 189 187 190 182 187
Shear Elongation @ Break (%)>50 >50 >50 >50 >50
Page: 5 of 8
DESTRUCTIVE SEAM QUALITY ASSURANCE TEST RESULTS
TRI Client: GSI
Project: Salt Lake Valley Solid Waste Facility Module 8/Salt Lake City LF
Material: 60 mil. HDPE
SAME DAY Peel and Shear (ASTM D 6392/GRI GM19/D 4437/NSF 54/882 mod.)
TRI Log#: 79776
TEST REPLICATE NUMBER
PARAMETER 1 2 3 4 5 MEAN
Sample ID: DS-81 | Weld: Heat Fusion
Side: A Peel A
Peel Strength (ppi)161 161 159 164 158 161
Peel Incursion (%)<5 <5 <5 <5 <5
Peel Locus Of Failure Code SE SE SE SE SE
Peel NSF Failure Code FTB FTB FTB FTB FTB
Side: B Peel B
Peel Strength (ppi)130 121 132 130 127 128
Peel Incursion (%)<5 <5 <5 <5 <5
Peel Locus Of Failure Code SE SE SE SE SE
Peel NSF Failure Code FTB FTB FTB FTB FTB
Shear Shear
Shear Strength (ppi)171 174 168 171 172 171
Shear Elongation @ Break (%)>50 >50 >50 >50 >50
Sample ID: DS-82 | Weld: Heat Fusion
Side: A Peel A
Peel Strength (ppi)140 140 133 137 136 137
Peel Incursion (%)<5 <5 <5 <5 <5
Peel Locus Of Failure Code SE SE SE SE SE
Peel NSF Failure Code FTB FTB FTB FTB FTB
Side: B Peel B
Peel Strength (ppi)140 142 143 144 139 142
Peel Incursion (%)<5 <5 <5 <5 <5
Peel Locus Of Failure Code SE SE SE SE SE
Peel NSF Failure Code FTB FTB FTB FTB FTB
Shear Shear
Shear Strength (ppi)166 164 164 161 164 164
Shear Elongation @ Break (%)>50 >50 >50 >50 >50
Page: 6 of 8
DESTRUCTIVE SEAM QUALITY ASSURANCE TEST RESULTS
TRI Client: GSI
Project: Salt Lake Valley Solid Waste Facility Module 8/Salt Lake City LF
Material: 60 mil. HDPE
SAME DAY Peel and Shear (ASTM D 6392/GRI GM19/D 4437/NSF 54/882 mod.)
TRI Log#: 79776
TEST REPLICATE NUMBER
PARAMETER 1 2 3 4 5 MEAN
Sample ID: DS-83 | Weld: Heat Fusion
Side: A Peel A
Peel Strength (ppi)141 144 148 140 142 143
Peel Incursion (%)<5 <5 <5 <5 <5
Peel Locus Of Failure Code SE SE SE SE SE
Peel NSF Failure Code FTB FTB FTB FTB FTB
Side: B Peel B
Peel Strength (ppi)142 146 151 142 140 144
Peel Incursion (%)<5 <5 <5 <5 <5
Peel Locus Of Failure Code SE SE SE SE SE
Peel NSF Failure Code FTB FTB FTB FTB FTB
Shear Shear
Shear Strength (ppi)189 184 186 184 191 187
Shear Elongation @ Break (%)>50 >50 >50 >50 >50
Sample ID: DS-84 | Weld: Heat Fusion
Side: A Peel A
Peel Strength (ppi)151 146 145 147 146 147
Peel Incursion (%)<5 <5 <5 <5 <5
Peel Locus Of Failure Code SE SE SE SE SE
Peel NSF Failure Code FTB FTB FTB FTB FTB
Side: B Peel B
Peel Strength (ppi)159 159 149 147 153 153
Peel Incursion (%)<5 <5 <5 <5 <5
Peel Locus Of Failure Code SE SE SE SE SE
Peel NSF Failure Code FTB FTB FTB FTB FTB
Shear Shear
Shear Strength (ppi)191 188 191 185 191 189
Shear Elongation @ Break (%)>50 >50 >50 >50 >50
Page: 7 of 8
DESTRUCTIVE SEAM QUALITY ASSURANCE TEST RESULTS
TRI Client: GSI
Project: Salt Lake Valley Solid Waste Facility Module 8/Salt Lake City LF
Material: 60 mil. HDPE
SAME DAY Peel and Shear (ASTM D 6392/GRI GM19/D 4437/NSF 54/882 mod.)
TRI Log#: 79776
TEST REPLICATE NUMBER
PARAMETER 1 2 3 4 5 MEAN
Sample ID: DS-85 | Weld: Heat Fusion
Side: A Peel A
Peel Strength (ppi)167 150 162 151 155 157
Peel Incursion (%)<5 <5 <5 <5 <5
Peel Locus Of Failure Code SE SE SE SE SE
Peel NSF Failure Code FTB FTB FTB FTB FTB
Side: B Peel B
Peel Strength (ppi)147 144 143 149 149 146
Peel Incursion (%)<5 <5 <5 <5 <5
Peel Locus Of Failure Code SE SE SE SE SE
Peel NSF Failure Code FTB FTB FTB FTB FTB
Shear Shear
Shear Strength (ppi)197 197 196 198 197 197
Shear Elongation @ Break (%)>50 >50 >50 >50 >50
Page: 8 of 8
Date: 2024-06-04
Mail To:Bill To:
Steve Brothers
GSI
2401 Pewaukee Road
Waukesha , Wi ,
GSI
72307
e-mail:
[e-mail] [e-mail]
Dear Mr. Brothers,
Thank you for consulting with TRI/Environmental, Inc. (TRI) for your geosynthetics testing needs. TRI is pleased to
submit this final report for laboratory testing.
Project:Salt Lake Valley Solid Waste Facility Module 8/Salt Lake City LF
TRI Job Reference Number:80697
Material(s) Tested:(19) Heat Fusion Weld Seam(s)
Test(s) Requested:SAME DAY Peel and Shear
(ASTM D 6392/GRI GM19/D 4437/NSF 54/882 mod.)
Codes:
AD Adhesion Failure (100% Peel)
BRK Break in sheeting away from Seam edge.
SE Break in sheeting at edge of seam.
AD-BRK Break in sheeting after some adhesion failure - partial peel.
SIP Separation in the plane of the sheet (leaving the bond intact).
FTB Film tearing bond (all non "AD" failures).
NON-FTB 100% peel.
If you have any questions or require any additional information, please call us at 1-800-880-8378.
Sincerely,
Kendall Villarreal
Project Manager
Geosynthetic Services Division
http://www.geosyntheticstestinc.com
Page: 1 of 11
DESTRUCTIVE SEAM QUALITY ASSURANCE TEST RESULTS
TRI Client:GSI
Project:Salt Lake Valley Solid Waste Facility Module 8/Salt Lake City LF
Material:60 mil. HDPE
SAME DAY Peel and Shear (ASTM D 6392/GRI GM19/D 4437/NSF 54/882 mod.)
TRI Log#:80697
TEST REPLICATE NUMBER
PARAMETER 1 2 3 4 5 MEAN
Sample ID:DS-86 | Weld: Heat Fusion
Side: A Peel A
Peel Strength (ppi)154 159 162 148 149 154
Peel Incursion (%)<5 <5 <5 <5 <5
Peel Locus Of Failure Code SE SE SE SE SE
Peel NSF Failure Code FTB FTB FTB FTB FTB
Side: B Peel B
Peel Strength (ppi)143 146 160 139 145 147
Peel Incursion (%)<5 <5 <5 <5 <5
Peel Locus Of Failure Code SE SE SE SE SE
Peel NSF Failure Code FTB FTB FTB FTB FTB
Shear Shear
Shear Strength (ppi)190 194 208 193 195 196
Shear Elongation @ Break (%)>50 >50 >50 >50 >50
Sample ID:DS-87 | Weld: Heat Fusion
Side: A Peel A
Peel Strength (ppi)147 143 150 139 137 143
Peel Incursion (%)<5 <5 <5 <5 <5
Peel Locus Of Failure Code SE SE SE SE SE
Peel NSF Failure Code FTB FTB FTB FTB FTB
Side: B Peel B
Peel Strength (ppi)163 146 158 150 150 153
Peel Incursion (%)<5 <5 <5 <5 <5
Peel Locus Of Failure Code SE SE SE SE SE
Peel NSF Failure Code FTB FTB FTB FTB FTB
Shear Shear
Shear Strength (ppi)195 196 202 195 199 197
Shear Elongation @ Break (%)>50 >50 >50 >50 >50
Page: 2 of 11
DESTRUCTIVE SEAM QUALITY ASSURANCE TEST RESULTS
TRI Client:GSI
Project:Salt Lake Valley Solid Waste Facility Module 8/Salt Lake City LF
Material:60 mil. HDPE
SAME DAY Peel and Shear (ASTM D 6392/GRI GM19/D 4437/NSF 54/882 mod.)
TRI Log#:80697
TEST REPLICATE NUMBER
PARAMETER 1 2 3 4 5 MEAN
Sample ID:DS-88 | Weld: Heat Fusion
Side: A Peel A
Peel Strength (ppi)150 155 170 152 158 157
Peel Incursion (%)<5 <5 <5 <5 <5
Peel Locus Of Failure Code SE SE SE SE SE
Peel NSF Failure Code FTB FTB FTB FTB FTB
Side: B Peel B
Peel Strength (ppi)153 151 177 155 141 155
Peel Incursion (%)<5 <5 <5 <5 <5
Peel Locus Of Failure Code SE SE SE SE SE
Peel NSF Failure Code FTB FTB FTB FTB FTB
Shear Shear
Shear Strength (ppi)199 196 209 198 198 200
Shear Elongation @ Break (%)>50 >50 >50 >50 >50
Sample ID:DS-89 | Weld: Heat Fusion
Side: A Peel A
Peel Strength (ppi)149 148 183 151 152 157
Peel Incursion (%)<5 <5 <5 <5 <5
Peel Locus Of Failure Code SE SE SE SE SE
Peel NSF Failure Code FTB FTB FTB FTB FTB
Side: B Peel B
Peel Strength (ppi)131 133 170 144 167 149
Peel Incursion (%)<5 <5 <5 <5 <5
Peel Locus Of Failure Code SE SE SE SE SE
Peel NSF Failure Code FTB FTB FTB FTB FTB
Shear Shear
Shear Strength (ppi)187 187 189 185 188 187
Shear Elongation @ Break (%)>50 >50 >50 >50 >50
Page: 3 of 11
DESTRUCTIVE SEAM QUALITY ASSURANCE TEST RESULTS
TRI Client:GSI
Project:Salt Lake Valley Solid Waste Facility Module 8/Salt Lake City LF
Material:60 mil. HDPE
SAME DAY Peel and Shear (ASTM D 6392/GRI GM19/D 4437/NSF 54/882 mod.)
TRI Log#:80697
TEST REPLICATE NUMBER
PARAMETER 1 2 3 4 5 MEAN
Sample ID:DS-90 | Weld: Heat Fusion
Side: A Peel A
Peel Strength (ppi)161 156 166 155 162 160
Peel Incursion (%)<5 <5 <5 <5 <5
Peel Locus Of Failure Code SE SE SE SE SE
Peel NSF Failure Code FTB FTB FTB FTB FTB
Side: B Peel B
Peel Strength (ppi)138 148 163 142 146 147
Peel Incursion (%)<5 <5 <5 <5 <5
Peel Locus Of Failure Code SE SE SE SE SE
Peel NSF Failure Code FTB FTB FTB FTB FTB
Shear Shear
Shear Strength (ppi)191 191 199 190 192 193
Shear Elongation @ Break (%)>50 >50 >50 >50 >50
Sample ID:DS-91 | Weld: Heat Fusion
Side: A Peel A
Peel Strength (ppi)158 145 158 156 150 153
Peel Incursion (%)<5 <5 <5 <5 <5
Peel Locus Of Failure Code SE SE SE SE SE
Peel NSF Failure Code FTB FTB FTB FTB FTB
Side: B Peel B
Peel Strength (ppi)137 128 149 140 131 137
Peel Incursion (%)<5 <5 <5 <5 <5
Peel Locus Of Failure Code SE SE SE SE SE
Peel NSF Failure Code FTB FTB FTB FTB FTB
Shear Shear
Shear Strength (ppi)181 183 201 183 182 186
Shear Elongation @ Break (%)>50 >50 >50 >50 >50
Page: 4 of 11
DESTRUCTIVE SEAM QUALITY ASSURANCE TEST RESULTS
TRI Client:GSI
Project:Salt Lake Valley Solid Waste Facility Module 8/Salt Lake City LF
Material:60 mil. HDPE
SAME DAY Peel and Shear (ASTM D 6392/GRI GM19/D 4437/NSF 54/882 mod.)
TRI Log#:80697
TEST REPLICATE NUMBER
PARAMETER 1 2 3 4 5 MEAN
Sample ID:DS-92 | Weld: Heat Fusion
Side: A Peel A
Peel Strength (ppi)150 151 171 153 154 156
Peel Incursion (%)<5 <5 <5 <5 <5
Peel Locus Of Failure Code SE SE SE SE SE
Peel NSF Failure Code FTB FTB FTB FTB FTB
Side: B Peel B
Peel Strength (ppi)139 146 172 141 160 152
Peel Incursion (%)<5 <5 <5 <5 <5
Peel Locus Of Failure Code SE SE SE SE SE
Peel NSF Failure Code FTB FTB FTB FTB FTB
Shear Shear
Shear Strength (ppi)183 185 203 187 186 189
Shear Elongation @ Break (%)>50 >50 >50 >50 >50
Sample ID:DS-93 | Weld: Heat Fusion
Side: A Peel A
Peel Strength (ppi)149 152 159 141 154 151
Peel Incursion (%)<5 <5 <5 <5 <5
Peel Locus Of Failure Code SE SE SE SE SE
Peel NSF Failure Code FTB FTB FTB FTB FTB
Side: B Peel B
Peel Strength (ppi)151 149 165 150 150 153
Peel Incursion (%)<5 <5 <5 <5 <5
Peel Locus Of Failure Code SE SE SE SE SE
Peel NSF Failure Code FTB FTB FTB FTB FTB
Shear Shear
Shear Strength (ppi)188 189 192 191 192 190
Shear Elongation @ Break (%)>50 >50 >50 >50 >50
Page: 5 of 11
DESTRUCTIVE SEAM QUALITY ASSURANCE TEST RESULTS
TRI Client:GSI
Project:Salt Lake Valley Solid Waste Facility Module 8/Salt Lake City LF
Material:60 mil. HDPE
SAME DAY Peel and Shear (ASTM D 6392/GRI GM19/D 4437/NSF 54/882 mod.)
TRI Log#:80697
TEST REPLICATE NUMBER
PARAMETER 1 2 3 4 5 MEAN
Sample ID:DS-94 | Weld: Heat Fusion
Side: A Peel A
Peel Strength (ppi)140 138 155 134 142 142
Peel Incursion (%)<5 <5 <5 <5 <5
Peel Locus Of Failure Code SE SE SE SE SE
Peel NSF Failure Code FTB FTB FTB FTB FTB
Side: B Peel B
Peel Strength (ppi)141 136 152 131 133 139
Peel Incursion (%)<5 <5 <5 <5 <5
Peel Locus Of Failure Code SE SE SE SE SE
Peel NSF Failure Code FTB FTB FTB FTB FTB
Shear Shear
Shear Strength (ppi)191 188 190 188 190 189
Shear Elongation @ Break (%)>50 >50 >50 >50 >50
Sample ID:DS-95 | Weld: Heat Fusion
Side: A Peel A
Peel Strength (ppi)148 148 158 146 146 149
Peel Incursion (%)<5 <5 <5 <5 <5
Peel Locus Of Failure Code SE SE SE SE SE
Peel NSF Failure Code FTB FTB FTB FTB FTB
Side: B Peel B
Peel Strength (ppi)153 154 166 155 152 156
Peel Incursion (%)<5 <5 <5 <5 <5
Peel Locus Of Failure Code SE SE SE SE SE
Peel NSF Failure Code FTB FTB FTB FTB FTB
Shear Shear
Shear Strength (ppi)180 183 200 182 185 186
Shear Elongation @ Break (%)>50 >50 >50 >50 >50
Page: 6 of 11
DESTRUCTIVE SEAM QUALITY ASSURANCE TEST RESULTS
TRI Client:GSI
Project:Salt Lake Valley Solid Waste Facility Module 8/Salt Lake City LF
Material:60 mil. HDPE
SAME DAY Peel and Shear (ASTM D 6392/GRI GM19/D 4437/NSF 54/882 mod.)
TRI Log#:80697
TEST REPLICATE NUMBER
PARAMETER 1 2 3 4 5 MEAN
Sample ID:DS-96 | Weld: Heat Fusion
Side: A Peel A
Peel Strength (ppi)151 140 157 143 157 150
Peel Incursion (%)<5 <5 <5 <5 <5
Peel Locus Of Failure Code SE SE SE SE SE
Peel NSF Failure Code FTB FTB FTB FTB FTB
Side: B Peel B
Peel Strength (ppi)150 159 174 148 158 158
Peel Incursion (%)<5 <5 <5 <5 <5
Peel Locus Of Failure Code SE SE SE SE SE
Peel NSF Failure Code FTB FTB FTB FTB FTB
Shear Shear
Shear Strength (ppi)181 185 201 184 188 188
Shear Elongation @ Break (%)>50 >50 >50 >50 >50
Sample ID:DS-97 | Weld: Heat Fusion
Side: A Peel A
Peel Strength (ppi)145 144 147 145 145 145
Peel Incursion (%)<5 <5 <5 <5 <5
Peel Locus Of Failure Code SE SE SE SE SE
Peel NSF Failure Code FTB FTB FTB FTB FTB
Side: B Peel B
Peel Strength (ppi)162 172 186 163 156 168
Peel Incursion (%)<5 <5 <5 <5 <5
Peel Locus Of Failure Code SE SE SE SE SE
Peel NSF Failure Code FTB FTB FTB FTB FTB
Shear Shear
Shear Strength (ppi)188 186 196 178 186 187
Shear Elongation @ Break (%)>50 >50 >50 >50 >50
Page: 7 of 11
DESTRUCTIVE SEAM QUALITY ASSURANCE TEST RESULTS
TRI Client:GSI
Project:Salt Lake Valley Solid Waste Facility Module 8/Salt Lake City LF
Material:60 mil. HDPE
SAME DAY Peel and Shear (ASTM D 6392/GRI GM19/D 4437/NSF 54/882 mod.)
TRI Log#:80697
TEST REPLICATE NUMBER
PARAMETER 1 2 3 4 5 MEAN
Sample ID:DS-98 | Weld: Heat Fusion
Side: A Peel A
Peel Strength (ppi)139 138 187 141 138 149
Peel Incursion (%)<5 <5 <5 <5 <5
Peel Locus Of Failure Code SE SE SE SE SE
Peel NSF Failure Code FTB FTB FTB FTB FTB
Side: B Peel B
Peel Strength (ppi)141 140 156 169 148 151
Peel Incursion (%)<5 <5 <5 <5 <5
Peel Locus Of Failure Code SE SE SE SE SE
Peel NSF Failure Code FTB FTB FTB FTB FTB
Shear Shear
Shear Strength (ppi)197 194 186 194 194 193
Shear Elongation @ Break (%)>50 >50 >50 >50 >50
Sample ID:DS-99 | Weld: Heat Fusion
Side: A Peel A
Peel Strength (ppi)146 143 145 148 146 146
Peel Incursion (%)<5 <5 <5 <5 <5
Peel Locus Of Failure Code SE SE SE SE SE
Peel NSF Failure Code FTB FTB FTB FTB FTB
Side: B Peel B
Peel Strength (ppi)157 154 155 158 156 156
Peel Incursion (%)<5 <5 <5 <5 <5
Peel Locus Of Failure Code SE SE SE SE SE
Peel NSF Failure Code FTB FTB FTB FTB FTB
Shear Shear
Shear Strength (ppi)183 185 186 188 187 186
Shear Elongation @ Break (%)>50 >50 >50 >50 >50
Page: 8 of 11
DESTRUCTIVE SEAM QUALITY ASSURANCE TEST RESULTS
TRI Client:GSI
Project:Salt Lake Valley Solid Waste Facility Module 8/Salt Lake City LF
Material:60 mil. HDPE
SAME DAY Peel and Shear (ASTM D 6392/GRI GM19/D 4437/NSF 54/882 mod.)
TRI Log#:80697
TEST REPLICATE NUMBER
PARAMETER 1 2 3 4 5 MEAN
Sample ID:DS-100 | Weld: Heat Fusion
Side: A Peel A
Peel Strength (ppi)149 151 146 155 151 150
Peel Incursion (%)<5 <5 <5 <5 <5
Peel Locus Of Failure Code SE SE SE SE SE
Peel NSF Failure Code FTB FTB FTB FTB FTB
Side: B Peel B
Peel Strength (ppi)146 142 148 151 142 146
Peel Incursion (%)<5 <5 <5 <5 <5
Peel Locus Of Failure Code SE SE SE SE SE
Peel NSF Failure Code FTB FTB FTB FTB FTB
Shear Shear
Shear Strength (ppi)179 184 181 184 185 183
Shear Elongation @ Break (%)>50 >50 >50 >50 >50
Sample ID:DS-101 | Weld: Heat Fusion
Side: A Peel A
Peel Strength (ppi)138 135 139 146 135 139
Peel Incursion (%)<5 <5 <5 <5 <5
Peel Locus Of Failure Code SE SE SE SE SE
Peel NSF Failure Code FTB FTB FTB FTB FTB
Side: B Peel B
Peel Strength (ppi)161 161 153 157 156 158
Peel Incursion (%)<5 <5 <5 <5 <5
Peel Locus Of Failure Code SE SE SE SE SE
Peel NSF Failure Code FTB FTB FTB FTB FTB
Shear Shear
Shear Strength (ppi)185 187 183 186 184 185
Shear Elongation @ Break (%)>50 >50 >50 >50 >50
Page: 9 of 11
DESTRUCTIVE SEAM QUALITY ASSURANCE TEST RESULTS
TRI Client:GSI
Project:Salt Lake Valley Solid Waste Facility Module 8/Salt Lake City LF
Material:60 mil. HDPE
SAME DAY Peel and Shear (ASTM D 6392/GRI GM19/D 4437/NSF 54/882 mod.)
TRI Log#:80697
TEST REPLICATE NUMBER
PARAMETER 1 2 3 4 5 MEAN
Sample ID:DS-102 | Weld: Heat Fusion
Side: A Peel A
Peel Strength (ppi)147 169 162 166 163 161
Peel Incursion (%)<5 <5 <5 <5 <5
Peel Locus Of Failure Code SE SE SE SE SE
Peel NSF Failure Code FTB FTB FTB FTB FTB
Side: B Peel B
Peel Strength (ppi)160 167 175 157 166 165
Peel Incursion (%)<5 <5 <5 <5 <5
Peel Locus Of Failure Code SE SE SE SE SE
Peel NSF Failure Code FTB FTB FTB FTB FTB
Shear Shear
Shear Strength (ppi)176 187 184 185 188 184
Shear Elongation @ Break (%)>50 >50 >50 >50 >50
Sample ID:DS-103 | Weld: Heat Fusion
Side: A Peel A
Peel Strength (ppi)150 147 164 149 147 151
Peel Incursion (%)<5 <5 <5 <5 <5
Peel Locus Of Failure Code SE SE SE SE SE
Peel NSF Failure Code FTB FTB FTB FTB FTB
Side: B Peel B
Peel Strength (ppi)147 145 164 150 143 150
Peel Incursion (%)<5 <5 <5 <5 <5
Peel Locus Of Failure Code SE SE SE SE SE
Peel NSF Failure Code FTB FTB FTB FTB FTB
Shear Shear
Shear Strength (ppi)175 174 192 185 182 182
Shear Elongation @ Break (%)>50 >50 >50 >50 >50
Page: 10 of 11
DESTRUCTIVE SEAM QUALITY ASSURANCE TEST RESULTS
TRI Client:GSI
Project:Salt Lake Valley Solid Waste Facility Module 8/Salt Lake City LF
Material:60 mil. HDPE
SAME DAY Peel and Shear (ASTM D 6392/GRI GM19/D 4437/NSF 54/882 mod.)
TRI Log#:80697
TEST REPLICATE NUMBER
PARAMETER 1 2 3 4 5 MEAN
Sample ID:DS-104 | Weld: Heat Fusion
Side: A Peel A
Peel Strength (ppi)155 140 137 163 156 150
Peel Incursion (%)<5 <5 <5 <5 <5
Peel Locus Of Failure Code SE SE SE SE SE
Peel NSF Failure Code FTB FTB FTB FTB FTB
Side: B Peel B
Peel Strength (ppi)157 143 194 166 157 163
Peel Incursion (%)<5 <5 <5 <5 <5
Peel Locus Of Failure Code SE SE SE SE SE
Peel NSF Failure Code FTB FTB FTB FTB FTB
Shear Shear
Shear Strength (ppi)189 193 216 191 195 197
Shear Elongation @ Break (%)>50 >50 >50 >50 >50
Page: 11 of 11
Date: 2024-06-06
Mail To:Bill To:
Steve Brothers
GSI
2401 Pewaukee Road
Waukesha , Wi ,
GSI
72307
e-mail:
[e-mail] [e-mail]
Dear Mr. Brothers,
Thank you for consulting with TRI/Environmental, Inc. (TRI) for your geosynthetics testing needs. TRI is pleased to
submit this final report for laboratory testing.
Project:Salt Lake Valley Solid Waste Facility Module 8/Salt Lake City LF
TRI Job Reference Number:80709
Material(s) Tested:(14) Heat Fusion Weld Seam(s)
Test(s) Requested:SAME DAY Peel and Shear
(ASTM D 6392/GRI GM19/D 4437/NSF 54/882 mod.)
Codes:
AD Adhesion Failure (100% Peel)
BRK Break in sheeting away from Seam edge.
SE Break in sheeting at edge of seam.
AD-BRK Break in sheeting after some adhesion failure - partial peel.
SIP Separation in the plane of the sheet (leaving the bond intact).
FTB Film tearing bond (all non "AD" failures).
NON-FTB 100% peel.
If you have any questions or require any additional information, please call us at 1-800-880-8378.
Sincerely,
Kendall Villarreal
Project Manager
Geosynthetic Services Division
http://www.geosyntheticstestinc.com
Page: 1 of 8
DESTRUCTIVE SEAM QUALITY ASSURANCE TEST RESULTS
TRI Client:GSI
Project:Salt Lake Valley Solid Waste Facility Module 8/Salt Lake City LF
Material:60 mil. HDPE
SAME DAY Peel and Shear (ASTM D 6392/GRI GM19/D 4437/NSF 54/882 mod.)
TRI Log#:80709
TEST REPLICATE NUMBER
PARAMETER 1 2 3 4 5 MEAN
Sample ID:DS-106 | Weld: Heat Fusion
Side: A Peel A
Peel Strength (ppi)151 154 150 152 147 151
Peel Incursion (%)<5 <5 <5 <5 <5
Peel Locus Of Failure Code SE SE SE SE SE
Peel NSF Failure Code FTB FTB FTB FTB FTB
Side: B Peel B
Peel Strength (ppi)155 151 146 161 158 154
Peel Incursion (%)<5 <5 <5 <5 <5
Peel Locus Of Failure Code SE SE SE SE SE
Peel NSF Failure Code FTB FTB FTB FTB FTB
Shear Shear
Shear Strength (ppi)187 187 185 188 187 187
Shear Elongation @ Break (%)>50 >50 >50 >50 >50
Sample ID:DS-107 | Weld: Heat Fusion
Side: A Peel A
Peel Strength (ppi)148 150 148 147 142 147
Peel Incursion (%)<5 <5 <5 <5 <5
Peel Locus Of Failure Code SE SE SE SE SE
Peel NSF Failure Code FTB FTB FTB FTB FTB
Side: B Peel B
Peel Strength (ppi)150 164 158 158 158 158
Peel Incursion (%)<5 <5 <5 <5 <5
Peel Locus Of Failure Code SE SE SE SE SE
Peel NSF Failure Code FTB FTB FTB FTB FTB
Shear Shear
Shear Strength (ppi)185 185 182 185 186 185
Shear Elongation @ Break (%)>50 >50 >50 >50 >50
Page: 2 of 8
DESTRUCTIVE SEAM QUALITY ASSURANCE TEST RESULTS
TRI Client:GSI
Project:Salt Lake Valley Solid Waste Facility Module 8/Salt Lake City LF
Material:60 mil. HDPE
SAME DAY Peel and Shear (ASTM D 6392/GRI GM19/D 4437/NSF 54/882 mod.)
TRI Log#:80709
TEST REPLICATE NUMBER
PARAMETER 1 2 3 4 5 MEAN
Sample ID:DS-108 | Weld: Heat Fusion
Side: A Peel A
Peel Strength (ppi)170 157 153 156 151 157
Peel Incursion (%)<5 <5 <5 <5 <5
Peel Locus Of Failure Code SE SE SE SE SE
Peel NSF Failure Code FTB FTB FTB FTB FTB
Side: B Peel B
Peel Strength (ppi)157 153 153 156 166 157
Peel Incursion (%)<5 <5 <5 <5 <5
Peel Locus Of Failure Code SE SE SE SE SE
Peel NSF Failure Code FTB FTB FTB FTB FTB
Shear Shear
Shear Strength (ppi)195 196 193 197 194 195
Shear Elongation @ Break (%)>50 >50 >50 >50 >50
Sample ID:DS-109 | Weld: Heat Fusion
Side: A Peel A
Peel Strength (ppi)160 150 147 160 150 153
Peel Incursion (%)<5 <5 <5 <5 <5
Peel Locus Of Failure Code SE SE SE SE SE
Peel NSF Failure Code FTB FTB FTB FTB FTB
Side: B Peel B
Peel Strength (ppi)166 147 152 166 152 157
Peel Incursion (%)<5 <5 <5 <5 <5
Peel Locus Of Failure Code SE SE SE SE SE
Peel NSF Failure Code FTB FTB FTB FTB FTB
Shear Shear
Shear Strength (ppi)188 188 186 188 187 187
Shear Elongation @ Break (%)>50 >50 >50 >50 >50
Page: 3 of 8
DESTRUCTIVE SEAM QUALITY ASSURANCE TEST RESULTS
TRI Client:GSI
Project:Salt Lake Valley Solid Waste Facility Module 8/Salt Lake City LF
Material:60 mil. HDPE
SAME DAY Peel and Shear (ASTM D 6392/GRI GM19/D 4437/NSF 54/882 mod.)
TRI Log#:80709
TEST REPLICATE NUMBER
PARAMETER 1 2 3 4 5 MEAN
Sample ID:DS-110 | Weld: Heat Fusion
Side: A Peel A
Peel Strength (ppi)139 135 138 142 137 138
Peel Incursion (%)<5 <5 <5 <5 <5
Peel Locus Of Failure Code SE SE SE SE SE
Peel NSF Failure Code FTB FTB FTB FTB FTB
Side: B Peel B
Peel Strength (ppi)169 165 165 163 171 167
Peel Incursion (%)<5 <5 <5 <5 <5
Peel Locus Of Failure Code SE SE SE SE SE
Peel NSF Failure Code FTB FTB FTB FTB FTB
Shear Shear
Shear Strength (ppi)188 188 185 187 186 187
Shear Elongation @ Break (%)>50 >50 >50 >50 >50
Sample ID:DS-111 | Weld: Heat Fusion
Side: A Peel A
Peel Strength (ppi)144 143 155 137 149 146
Peel Incursion (%)<5 <5 <5 <5 <5
Peel Locus Of Failure Code SE SE SE SE SE
Peel NSF Failure Code FTB FTB FTB FTB FTB
Side: B Peel B
Peel Strength (ppi)146 144 139 147 143 144
Peel Incursion (%)<5 <5 <5 <5 <5
Peel Locus Of Failure Code SE SE SE SE SE
Peel NSF Failure Code FTB FTB FTB FTB FTB
Shear Shear
Shear Strength (ppi)185 188 189 188 187 187
Shear Elongation @ Break (%)>50 >50 >50 >50 >50
Page: 4 of 8
DESTRUCTIVE SEAM QUALITY ASSURANCE TEST RESULTS
TRI Client:GSI
Project:Salt Lake Valley Solid Waste Facility Module 8/Salt Lake City LF
Material:60 mil. HDPE
SAME DAY Peel and Shear (ASTM D 6392/GRI GM19/D 4437/NSF 54/882 mod.)
TRI Log#:80709
TEST REPLICATE NUMBER
PARAMETER 1 2 3 4 5 MEAN
Sample ID:DS-112 | Weld: Heat Fusion
Side: A Peel A
Peel Strength (ppi)152 173 164 170 174 167
Peel Incursion (%)<5 <5 <5 <5 <5
Peel Locus Of Failure Code SE SE SE SE SE
Peel NSF Failure Code FTB FTB FTB FTB FTB
Side: B Peel B
Peel Strength (ppi)149 148 145 155 149 149
Peel Incursion (%)<5 <5 <5 <5 <5
Peel Locus Of Failure Code SE SE SE SE SE
Peel NSF Failure Code FTB FTB FTB FTB FTB
Shear Shear
Shear Strength (ppi)189 192 186 189 189 189
Shear Elongation @ Break (%)>50 >50 >50 >50 >50
Sample ID:DS-113 | Weld: Heat Fusion
Side: A Peel A
Peel Strength (ppi)119 147 121 125 129 128
Peel Incursion (%)<5 <5 <5 <5 <5
Peel Locus Of Failure Code SE SE SE SE SE
Peel NSF Failure Code FTB FTB FTB FTB FTB
Side: B Peel B
Peel Strength (ppi)152 157 153 155 156 155
Peel Incursion (%)<5 <5 <5 <5 <5
Peel Locus Of Failure Code SE SE SE SE SE
Peel NSF Failure Code FTB FTB FTB FTB FTB
Shear Shear
Shear Strength (ppi)189 189 186 190 189 189
Shear Elongation @ Break (%)>50 >50 >50 >50 >50
Page: 5 of 8
DESTRUCTIVE SEAM QUALITY ASSURANCE TEST RESULTS
TRI Client:GSI
Project:Salt Lake Valley Solid Waste Facility Module 8/Salt Lake City LF
Material:60 mil. HDPE
SAME DAY Peel and Shear (ASTM D 6392/GRI GM19/D 4437/NSF 54/882 mod.)
TRI Log#:80709
TEST REPLICATE NUMBER
PARAMETER 1 2 3 4 5 MEAN
Sample ID:DS-114 | Weld: Heat Fusion
Side: A Peel A
Peel Strength (ppi)128 134 119 118 132 126
Peel Incursion (%)<5 <5 <5 <5 <5
Peel Locus Of Failure Code SE SE SE SE SE
Peel NSF Failure Code FTB FTB FTB FTB FTB
Side: B Peel B
Peel Strength (ppi)143 142 142 145 151 145
Peel Incursion (%)<5 <5 <5 <5 <5
Peel Locus Of Failure Code SE SE SE SE SE
Peel NSF Failure Code FTB FTB FTB FTB FTB
Shear Shear
Shear Strength (ppi)150 162 151 155 157 155
Shear Elongation @ Break (%)>50 >50 >50 >50 >50
Sample ID:DS-115 | Weld: Heat Fusion
Side: A Peel A
Peel Strength (ppi)137 139 134 137 134 136
Peel Incursion (%)<5 <5 <5 <5 <5
Peel Locus Of Failure Code SE SE SE SE SE
Peel NSF Failure Code FTB FTB FTB FTB FTB
Side: B Peel B
Peel Strength (ppi)161 162 162 164 160 162
Peel Incursion (%)<5 <5 <5 <5 <5
Peel Locus Of Failure Code SE SE SE SE SE
Peel NSF Failure Code FTB FTB FTB FTB FTB
Shear Shear
Shear Strength (ppi)176 176 176 177 177 176
Shear Elongation @ Break (%)>50 >50 >50 >50 >50
Page: 6 of 8
DESTRUCTIVE SEAM QUALITY ASSURANCE TEST RESULTS
TRI Client:GSI
Project:Salt Lake Valley Solid Waste Facility Module 8/Salt Lake City LF
Material:60 mil. HDPE
SAME DAY Peel and Shear (ASTM D 6392/GRI GM19/D 4437/NSF 54/882 mod.)
TRI Log#:80709
TEST REPLICATE NUMBER
PARAMETER 1 2 3 4 5 MEAN
Sample ID:DS-116 | Weld: Heat Fusion
Side: A Peel A
Peel Strength (ppi)167 170 163 167 164 166
Peel Incursion (%)<5 <5 <5 <5 <5
Peel Locus Of Failure Code SE SE SE SE SE
Peel NSF Failure Code FTB FTB FTB FTB FTB
Side: B Peel B
Peel Strength (ppi)167 173 159 169 167 167
Peel Incursion (%)<5 <5 <5 <5 <5
Peel Locus Of Failure Code SE SE SE SE SE
Peel NSF Failure Code FTB FTB FTB FTB FTB
Shear Shear
Shear Strength (ppi)183 182 179 183 181 182
Shear Elongation @ Break (%)>50 >50 >50 >50 >50
Sample ID:DS-117 | Weld: Heat Fusion
Side: A Peel A
Peel Strength (ppi)142 143 140 144 141 142
Peel Incursion (%)<5 <5 <5 <5 <5
Peel Locus Of Failure Code SE SE SE SE SE
Peel NSF Failure Code FTB FTB FTB FTB FTB
Side: B Peel B
Peel Strength (ppi)160 160 157 160 158 159
Peel Incursion (%)<5 <5 <5 <5 <5
Peel Locus Of Failure Code SE SE SE SE SE
Peel NSF Failure Code FTB FTB FTB FTB FTB
Shear Shear
Shear Strength (ppi)187 184 182 186 184 185
Shear Elongation @ Break (%)>50 >50 >50 >50 >50
Page: 7 of 8
DESTRUCTIVE SEAM QUALITY ASSURANCE TEST RESULTS
TRI Client:GSI
Project:Salt Lake Valley Solid Waste Facility Module 8/Salt Lake City LF
Material:60 mil. HDPE
SAME DAY Peel and Shear (ASTM D 6392/GRI GM19/D 4437/NSF 54/882 mod.)
TRI Log#:80709
TEST REPLICATE NUMBER
PARAMETER 1 2 3 4 5 MEAN
Sample ID:DS-118 | Weld: Heat Fusion
Side: A Peel A
Peel Strength (ppi)137 146 155 159 157 151
Peel Incursion (%)<5 <5 <5 <5 <5
Peel Locus Of Failure Code SE SE SE SE SE
Peel NSF Failure Code FTB FTB FTB FTB FTB
Side: B Peel B
Peel Strength (ppi)145 146 141 146 144 144
Peel Incursion (%)<5 <5 <5 <5 <5
Peel Locus Of Failure Code SE SE SE SE SE
Peel NSF Failure Code FTB FTB FTB FTB FTB
Shear Shear
Shear Strength (ppi)165 168 165 166 165 166
Shear Elongation @ Break (%)>50 >50 >50 >50 >50
Sample ID:DS-105 | Weld: Heat Fusion
Side: A Peel A
Peel Strength (ppi)154 161 142 152 145 151
Peel Incursion (%)<5 <5 <5 <5 <5
Peel Locus Of Failure Code SE SE SE SE SE
Peel NSF Failure Code FTB FTB FTB FTB FTB
Side: B Peel B
Peel Strength (ppi)155 176 152 158 160 160
Peel Incursion (%)<5 <5 <5 <5 <5
Peel Locus Of Failure Code SE SE SE SE SE
Peel NSF Failure Code FTB FTB FTB FTB FTB
Shear Shear
Shear Strength (ppi)192 191 191 192 192 192
Shear Elongation @ Break (%)>50 >50 >50 >50 >50
Page: 8 of 8
Date: 2024-06-12
Mail To:Bill To:
Steve Brothers
GSI
2401 Pewaukee Road
Waukesha , Wi ,
GSI
72307
e-mail:
[e-mail] [e-mail]
Dear Mr. Brothers,
Thank you for consulting with TRI/Environmental, Inc. (TRI) for your geosynthetics testing needs. TRI is pleased to
submit this final report for laboratory testing.
Project:Salt Lake Valley Solid Waste Facility Module 8/Salt Lake City LF
TRI Job Reference Number:80764
Material(s) Tested:(15) Heat Fusion Weld Seam(s)
Test(s) Requested:SAME DAY Peel and Shear
(ASTM D 6392/GRI GM19/D 4437/NSF 54/882 mod.)
Codes:
AD Adhesion Failure (100% Peel)
BRK Break in sheeting away from Seam edge.
SE Break in sheeting at edge of seam.
AD-BRK Break in sheeting after some adhesion failure - partial peel.
SIP Separation in the plane of the sheet (leaving the bond intact).
FTB Film tearing bond (all non "AD" failures).
NON-FTB 100% peel.
If you have any questions or require any additional information, please call us at 1-800-880-8378.
Sincerely,
Kendall Villarreal
Project Manager
Geosynthetic Services Division
http://www.geosyntheticstestinc.com
Page: 1 of 9
DESTRUCTIVE SEAM QUALITY ASSURANCE TEST RESULTS
TRI Client:GSI
Project:Salt Lake Valley Solid Waste Facility Module 8/Salt Lake City LF
Material:60 mil. HDPE
SAME DAY Peel and Shear (ASTM D 6392/GRI GM19/D 4437/NSF 54/882 mod.)
TRI Log#:80764
TEST REPLICATE NUMBER
PARAMETER 1 2 3 4 5 MEAN
Sample ID:DS-119 | Weld: Heat Fusion
Side: A Peel A
Peel Strength (ppi)142 138 140 141 141 140
Peel Incursion (%)<5 <5 <5 <5 <5
Peel Locus Of Failure Code SE SE SE SE SE
Peel NSF Failure Code FTB FTB FTB FTB FTB
Side: B Peel B
Peel Strength (ppi)155 154 156 151 157 155
Peel Incursion (%)<5 <5 <5 <5 <5
Peel Locus Of Failure Code SE SE SE SE SE
Peel NSF Failure Code FTB FTB FTB FTB FTB
Shear Shear
Shear Strength (ppi)185 184 181 183 184 183
Shear Elongation @ Break (%)>50 >50 >50 >50 >50
Sample ID:DS-120 | Weld: Heat Fusion
Side: A Peel A
Peel Strength (ppi)130 127 127 128 133 129
Peel Incursion (%)<5 <5 <5 <5 <5
Peel Locus Of Failure Code SE SE SE SE SE
Peel NSF Failure Code FTB FTB FTB FTB FTB
Side: B Peel B
Peel Strength (ppi)135 143 152 134 144 142
Peel Incursion (%)<5 <5 <5 <5 <5
Peel Locus Of Failure Code SE SE SE SE SE
Peel NSF Failure Code FTB FTB FTB FTB FTB
Shear Shear
Shear Strength (ppi)183 181 179 180 178 180
Shear Elongation @ Break (%)>50 >50 >50 >50 >50
Page: 2 of 9
DESTRUCTIVE SEAM QUALITY ASSURANCE TEST RESULTS
TRI Client:GSI
Project:Salt Lake Valley Solid Waste Facility Module 8/Salt Lake City LF
Material:60 mil. HDPE
SAME DAY Peel and Shear (ASTM D 6392/GRI GM19/D 4437/NSF 54/882 mod.)
TRI Log#:80764
TEST REPLICATE NUMBER
PARAMETER 1 2 3 4 5 MEAN
Sample ID:DS-121 | Weld: Heat Fusion
Side: A Peel A
Peel Strength (ppi)146 142 143 143 144 144
Peel Incursion (%)<5 <5 <5 <5 <5
Peel Locus Of Failure Code SE SE SE SE SE
Peel NSF Failure Code FTB FTB FTB FTB FTB
Side: B Peel B
Peel Strength (ppi)164 150 154 174 158 160
Peel Incursion (%)<5 <5 <5 <5 <5
Peel Locus Of Failure Code SE SE SE SE SE
Peel NSF Failure Code FTB FTB FTB FTB FTB
Shear Shear
Shear Strength (ppi)183 182 179 182 181 181
Shear Elongation @ Break (%)>50 >50 >50 >50 >50
Sample ID:DS-122 | Weld: Heat Fusion
Side: A Peel A
Peel Strength (ppi)134 130 122 125 125 127
Peel Incursion (%)<5 <5 <5 <5 <5
Peel Locus Of Failure Code SE SE SE SE SE
Peel NSF Failure Code FTB FTB FTB FTB FTB
Side: B Peel B
Peel Strength (ppi)155 150 156 150 152 153
Peel Incursion (%)<5 <5 <5 <5 <5
Peel Locus Of Failure Code SE SE SE SE SE
Peel NSF Failure Code FTB FTB FTB FTB FTB
Shear Shear
Shear Strength (ppi)183 181 178 171 180 179
Shear Elongation @ Break (%)>50 >50 >50 >50 >50
Page: 3 of 9
DESTRUCTIVE SEAM QUALITY ASSURANCE TEST RESULTS
TRI Client:GSI
Project:Salt Lake Valley Solid Waste Facility Module 8/Salt Lake City LF
Material:60 mil. HDPE
SAME DAY Peel and Shear (ASTM D 6392/GRI GM19/D 4437/NSF 54/882 mod.)
TRI Log#:80764
TEST REPLICATE NUMBER
PARAMETER 1 2 3 4 5 MEAN
Sample ID:DS-123 | Weld: Heat Fusion
Side: A Peel A
Peel Strength (ppi)152 153 147 152 153 151
Peel Incursion (%)<5 <5 <5 <5 <5
Peel Locus Of Failure Code SE SE SE SE SE
Peel NSF Failure Code FTB FTB FTB FTB FTB
Side: B Peel B
Peel Strength (ppi)147 138 140 144 135 141
Peel Incursion (%)<5 <5 <5 <5 <5
Peel Locus Of Failure Code SE SE SE SE SE
Peel NSF Failure Code FTB FTB FTB FTB FTB
Shear Shear
Shear Strength (ppi)183 181 178 176 182 180
Shear Elongation @ Break (%)>50 >50 >50 >50 >50
Sample ID:DS-124 | Weld: Heat Fusion
Side: A Peel A
Peel Strength (ppi)140 141 136 142 143 140
Peel Incursion (%)<5 <5 <5 <5 <5
Peel Locus Of Failure Code SE SE SE SE SE
Peel NSF Failure Code FTB FTB FTB FTB FTB
Side: B Peel B
Peel Strength (ppi)160 148 168 141 156 155
Peel Incursion (%)<5 <5 <5 <5 <5
Peel Locus Of Failure Code SE SE SE SE SE
Peel NSF Failure Code FTB FTB FTB FTB FTB
Shear Shear
Shear Strength (ppi)185 184 182 185 185 184
Shear Elongation @ Break (%)>50 >50 >50 >50 >50
Page: 4 of 9
DESTRUCTIVE SEAM QUALITY ASSURANCE TEST RESULTS
TRI Client:GSI
Project:Salt Lake Valley Solid Waste Facility Module 8/Salt Lake City LF
Material:60 mil. HDPE
SAME DAY Peel and Shear (ASTM D 6392/GRI GM19/D 4437/NSF 54/882 mod.)
TRI Log#:80764
TEST REPLICATE NUMBER
PARAMETER 1 2 3 4 5 MEAN
Sample ID:DS-125 | Weld: Heat Fusion
Side: A Peel A
Peel Strength (ppi)145 153 155 147 138 148
Peel Incursion (%)<5 <5 <5 <5 <5
Peel Locus Of Failure Code SE SE SE SE SE
Peel NSF Failure Code FTB FTB FTB FTB FTB
Side: B Peel B
Peel Strength (ppi)133 132 132 132 132 132
Peel Incursion (%)<5 <5 <5 <5 <5
Peel Locus Of Failure Code SE SE SE SE SE
Peel NSF Failure Code FTB FTB FTB FTB FTB
Shear Shear
Shear Strength (ppi)174 172 171 173 172 172
Shear Elongation @ Break (%)>50 >50 >50 >50 >50
Sample ID:DS-126 | Weld: Heat Fusion
Side: A Peel A
Peel Strength (ppi)146 143 148 150 143 146
Peel Incursion (%)<5 <5 <5 <5 <5
Peel Locus Of Failure Code SE SE SE SE SE
Peel NSF Failure Code FTB FTB FTB FTB FTB
Side: B Peel B
Peel Strength (ppi)159 158 155 151 155 156
Peel Incursion (%)<5 <5 <5 <5 <5
Peel Locus Of Failure Code SE SE SE SE SE
Peel NSF Failure Code FTB FTB FTB FTB FTB
Shear Shear
Shear Strength (ppi)185 184 180 182 183 183
Shear Elongation @ Break (%)>50 >50 >50 >50 >50
Page: 5 of 9
DESTRUCTIVE SEAM QUALITY ASSURANCE TEST RESULTS
TRI Client:GSI
Project:Salt Lake Valley Solid Waste Facility Module 8/Salt Lake City LF
Material:60 mil. HDPE
SAME DAY Peel and Shear (ASTM D 6392/GRI GM19/D 4437/NSF 54/882 mod.)
TRI Log#:80764
TEST REPLICATE NUMBER
PARAMETER 1 2 3 4 5 MEAN
Sample ID:DS-127 | Weld: Heat Fusion
Side: A Peel A
Peel Strength (ppi)147 144 142 147 142 144
Peel Incursion (%)<5 <5 <5 <5 <5
Peel Locus Of Failure Code SE SE SE SE SE
Peel NSF Failure Code FTB FTB FTB FTB FTB
Side: B Peel B
Peel Strength (ppi)154 148 153 114 148 143
Peel Incursion (%)<5 <5 <5 <5 <5
Peel Locus Of Failure Code SE SE SE SE SE
Peel NSF Failure Code FTB FTB FTB FTB FTB
Shear Shear
Shear Strength (ppi)154 152 157 155 150 154
Shear Elongation @ Break (%)>50 >50 >50 >50 >50
Sample ID:DS-128 | Weld: Heat Fusion
Side: A Peel A
Peel Strength (ppi)141 142 134 142 137 139
Peel Incursion (%)<5 <5 <5 <5 <5
Peel Locus Of Failure Code SE SE SE SE SE
Peel NSF Failure Code FTB FTB FTB FTB FTB
Side: B Peel B
Peel Strength (ppi)152 170 155 149 154 156
Peel Incursion (%)<5 <5 <5 <5 <5
Peel Locus Of Failure Code SE SE SE SE SE
Peel NSF Failure Code FTB FTB FTB FTB FTB
Shear Shear
Shear Strength (ppi)178 180 178 177 179 178
Shear Elongation @ Break (%)>50 >50 >50 >50 >50
Page: 6 of 9
DESTRUCTIVE SEAM QUALITY ASSURANCE TEST RESULTS
TRI Client:GSI
Project:Salt Lake Valley Solid Waste Facility Module 8/Salt Lake City LF
Material:60 mil. HDPE
SAME DAY Peel and Shear (ASTM D 6392/GRI GM19/D 4437/NSF 54/882 mod.)
TRI Log#:80764
TEST REPLICATE NUMBER
PARAMETER 1 2 3 4 5 MEAN
Sample ID:DS-129 | Weld: Heat Fusion
Side: A Peel A
Peel Strength (ppi)144 142 141 142 143 142
Peel Incursion (%)<5 <5 <5 <5 <5
Peel Locus Of Failure Code SE SE SE SE SE
Peel NSF Failure Code FTB FTB FTB FTB FTB
Side: B Peel B
Peel Strength (ppi)156 160 156 155 159 157
Peel Incursion (%)<5 <5 <5 <5 <5
Peel Locus Of Failure Code SE SE SE SE SE
Peel NSF Failure Code FTB FTB FTB FTB FTB
Shear Shear
Shear Strength (ppi)180 182 177 181 179 180
Shear Elongation @ Break (%)>50 >50 >50 >50 >50
Sample ID:DS-130 | Weld: Heat Fusion
Side: A Peel A
Peel Strength (ppi)136 126 138 125 127 130
Peel Incursion (%)<5 <5 <5 <5 <5
Peel Locus Of Failure Code SE SE SE SE SE
Peel NSF Failure Code FTB FTB FTB FTB FTB
Side: B Peel B
Peel Strength (ppi)143 142 142 142 143 142
Peel Incursion (%)<5 <5 <5 <5 <5
Peel Locus Of Failure Code SE SE SE SE SE
Peel NSF Failure Code FTB FTB FTB FTB FTB
Shear Shear
Shear Strength (ppi)182 181 178 182 180 181
Shear Elongation @ Break (%)>50 >50 >50 >50 >50
Page: 7 of 9
DESTRUCTIVE SEAM QUALITY ASSURANCE TEST RESULTS
TRI Client:GSI
Project:Salt Lake Valley Solid Waste Facility Module 8/Salt Lake City LF
Material:60 mil. HDPE
SAME DAY Peel and Shear (ASTM D 6392/GRI GM19/D 4437/NSF 54/882 mod.)
TRI Log#:80764
TEST REPLICATE NUMBER
PARAMETER 1 2 3 4 5 MEAN
Sample ID:DS-131 | Weld: Heat Fusion
Side: A Peel A
Peel Strength (ppi)135 141 136 134 136 136
Peel Incursion (%)<5 <5 <5 <5 <5
Peel Locus Of Failure Code SE SE SE SE SE
Peel NSF Failure Code FTB FTB FTB FTB FTB
Side: B Peel B
Peel Strength (ppi)129 131 133 134 134 132
Peel Incursion (%)<5 <5 <5 <5 <5
Peel Locus Of Failure Code SE SE SE SE SE
Peel NSF Failure Code FTB FTB FTB FTB FTB
Shear Shear
Shear Strength (ppi)146 142 141 149 148 145
Shear Elongation @ Break (%)>50 >50 >50 >50 >50
Sample ID:DS-132 | Weld: Heat Fusion
Side: A Peel A
Peel Strength (ppi)156 164 154 156 153 157
Peel Incursion (%)<5 <5 <5 <5 <5
Peel Locus Of Failure Code SE SE SE SE SE
Peel NSF Failure Code FTB FTB FTB FTB FTB
Side: B Peel B
Peel Strength (ppi)138 166 171 163 170 162
Peel Incursion (%)<5 <5 <5 <5 <5
Peel Locus Of Failure Code SE SE SE SE SE
Peel NSF Failure Code FTB FTB FTB FTB FTB
Shear Shear
Shear Strength (ppi)175 179 178 179 175 177
Shear Elongation @ Break (%)>50 >50 >50 >50 >50
Page: 8 of 9
DESTRUCTIVE SEAM QUALITY ASSURANCE TEST RESULTS
TRI Client:GSI
Project:Salt Lake Valley Solid Waste Facility Module 8/Salt Lake City LF
Material:60 mil. HDPE
SAME DAY Peel and Shear (ASTM D 6392/GRI GM19/D 4437/NSF 54/882 mod.)
TRI Log#:80764
TEST REPLICATE NUMBER
PARAMETER 1 2 3 4 5 MEAN
Sample ID:DS-133 | Weld: Heat Fusion
Side: A Peel A
Peel Strength (ppi)158 149 140 152 154 151
Peel Incursion (%)<5 <5 <5 <5 <5
Peel Locus Of Failure Code SE SE SE SE SE
Peel NSF Failure Code FTB FTB FTB FTB FTB
Side: B Peel B
Peel Strength (ppi)158 162 158 156 157 158
Peel Incursion (%)<5 <5 <5 <5 <5
Peel Locus Of Failure Code SE SE SE SE SE
Peel NSF Failure Code FTB FTB FTB FTB FTB
Shear Shear
Shear Strength (ppi)180 179 176 179 177 178
Shear Elongation @ Break (%)>50 >50 >50 >50 >50
Page: 9 of 9
Date: 2024-06-13
Mail To:Bill To:
Steve Brothers
GSI
2401 Pewaukee Road
Waukesha , Wi ,
GSI
72307
e-mail:
[e-mail] [e-mail]
Dear Mr. Brothers,
Thank you for consulting with TRI/Environmental, Inc. (TRI) for your geosynthetics testing needs. TRI is pleased to
submit this final report for laboratory testing.
Project:Salt Lake Valley Solid Waste Facility Module 8/Salt Lake City LF
TRI Job Reference Number:80775
Material(s) Tested:(4) Heat Fusion Weld Seam(s)
Test(s) Requested:SAME DAY Peel and Shear
(ASTM D 6392/GRI GM19/D 4437/NSF 54/882 mod.)
Codes:
AD Adhesion Failure (100% Peel)
BRK Break in sheeting away from Seam edge.
SE Break in sheeting at edge of seam.
AD-BRK Break in sheeting after some adhesion failure - partial peel.
SIP Separation in the plane of the sheet (leaving the bond intact).
FTB Film tearing bond (all non "AD" failures).
NON-FTB 100% peel.
If you have any questions or require any additional information, please call us at 1-800-880-8378.
Sincerely,
Kendall Villarreal
Project Manager
Geosynthetic Services Division
http://www.geosyntheticstestinc.com
Page: 1 of 3
DESTRUCTIVE SEAM QUALITY ASSURANCE TEST RESULTS
TRI Client:GSI
Project:Salt Lake Valley Solid Waste Facility Module 8/Salt Lake City LF
Material:60 mil. HDPE
SAME DAY Peel and Shear (ASTM D 6392/GRI GM19/D 4437/NSF 54/882 mod.)
TRI Log#:80775
TEST REPLICATE NUMBER
PARAMETER 1 2 3 4 5 MEAN
Sample ID:DS-134 | Weld: Heat Fusion
Side: A Peel A
Peel Strength (ppi)153 137 160 137 139 145
Peel Incursion (%)<5 <5 <5 <5 <5
Peel Locus Of Failure Code SE SE SE SE SE
Peel NSF Failure Code FTB FTB FTB FTB FTB
Side: B Peel B
Peel Strength (ppi)139 146 167 144 145 148
Peel Incursion (%)<5 <5 <5 <5 <5
Peel Locus Of Failure Code SE SE SE SE SE
Peel NSF Failure Code FTB FTB FTB FTB FTB
Shear Shear
Shear Strength (ppi)180 178 196 179 181 183
Shear Elongation @ Break (%)>50 >50 >50 >50 >50
Sample ID:DS-135 | Weld: Heat Fusion
Side: A Peel A
Peel Strength (ppi)141 138 152 142 137 142
Peel Incursion (%)<5 <5 <5 <5 <5
Peel Locus Of Failure Code SE SE SE SE SE
Peel NSF Failure Code FTB FTB FTB FTB FTB
Side: B Peel B
Peel Strength (ppi)143 142 153 142 146 145
Peel Incursion (%)<5 <5 <5 <5 <5
Peel Locus Of Failure Code SE SE SE SE SE
Peel NSF Failure Code FTB FTB FTB FTB FTB
Shear Shear
Shear Strength (ppi)178 177 196 178 179 182
Shear Elongation @ Break (%)>50 >50 >50 >50 >50
Page: 2 of 3
DESTRUCTIVE SEAM QUALITY ASSURANCE TEST RESULTS
TRI Client:GSI
Project:Salt Lake Valley Solid Waste Facility Module 8/Salt Lake City LF
Material:60 mil. HDPE
SAME DAY Peel and Shear (ASTM D 6392/GRI GM19/D 4437/NSF 54/882 mod.)
TRI Log#:80775
TEST REPLICATE NUMBER
PARAMETER 1 2 3 4 5 MEAN
Sample ID:DS-136 | Weld: Heat Fusion
Side: A Peel A
Peel Strength (ppi)151 146 171 159 150 155
Peel Incursion (%)<5 <5 <5 <5 <5
Peel Locus Of Failure Code SE SE SE SE SE
Peel NSF Failure Code FTB FTB FTB FTB FTB
Side: B Peel B
Peel Strength (ppi)139 140 154 142 142 143
Peel Incursion (%)<5 <5 <5 <5 <5
Peel Locus Of Failure Code SE SE SE SE SE
Peel NSF Failure Code FTB FTB FTB FTB FTB
Shear Shear
Shear Strength (ppi)177 177 195 175 177 180
Shear Elongation @ Break (%)>50 >50 >50 >50 >50
Sample ID:DS-137 | Weld: Heat Fusion
Side: A Peel A
Peel Strength (ppi)134 151 155 145 147 146
Peel Incursion (%)<5 <5 <5 <5 <5
Peel Locus Of Failure Code SE SE SE SE SE
Peel NSF Failure Code FTB FTB FTB FTB FTB
Side: B Peel B
Peel Strength (ppi)125 134 135 123 138 131
Peel Incursion (%)<5 <5 <5 <5 <5
Peel Locus Of Failure Code SE SE SE SE SE
Peel NSF Failure Code FTB FTB FTB FTB FTB
Shear Shear
Shear Strength (ppi)165 164 180 163 166 168
Shear Elongation @ Break (%)>50 >50 >50 >50 >50
Page: 3 of 3
Page1 of 1
Job No. :
Primary XX PPI
Secondary PPI
Other PPI
D.S. Weld Operator Mach Mach Mach Preheat Test
No. Date Name/ ID No. Speed Temp Temp ABABABABABResults
Peel 134 135 145 149 153 156 157 162 160 146
Shear
Peel 135 145 146 148 137
Shear
Peel
Shear
DS2
Angel Balderas W-145 6 172
550 Pass160162168
179 Pass860178 172
500 156
120PadT&MFRANCISCO GONZALEZQuality Controller:
DS1 2 3 9/5/24
162
167
Aron Ramirez X-112P2 R1 9/5/24
DESTRUCTIVE SAMPLES REPORT
Seam
No.
Coupon 1 Coupon 3 Coupon 4 Coupon 5
78
91
Coupon 2
Shear Test Minimum
SALT LAKE VALLEY SOLID WASTE MANAGEMENT
60MIL HDPE TEXTURED
REPAIRS
Superintendent:Project Name:
Peel Test Extrusion Minimum
Peel Test Fusion Minimum
Cell
Pond
LUIS ESPINAL
Material Type:
Job Description:
724046
DS Report Geo-Synthetics Systems, LLC. Confidential-Rev.240314

5.5
Seam Control Forms

12/17/24 Page 1 of 31
533 0
22 0
532 0
21 0
22 0
540 0
21 0
21 0
539 0
Seam Control Form
Job Number: 723027 Job Name: Salt Lake SWMF Mod 8
Superintendent: Jose Vargas
Layer: Primary Material: Solmax 60 Mil HDPE Textured (White)
Combined LF Weld Total:Extrusion LF Weld Total:Fusion LF Weld Total:
QC Technician: Saul Rivas
Air Pressure Test: 30 PSI
Air Pressure Hold Time: 5 Min
Allowable Air Pressure Loss: 2 PSI
01:11 PM 860
04:12 PM 860
01:53 PM 860
03:28 PM 860
04:14 PM 860
01:42 PM 860
03:37 PM 860
04:16 PM 860
08:35 AM 860
10/23/23 10/24/23
30 30
10/23/23 10/24/23
30 30
10/23/23 10/24/23
30 30
11/2/23 11/3/23
30 30
10/23/23 10/24/23
30 30
10/23/23 10/24/23
30 30
11/2/23 11/3/23
30 30
10/23/23 10/24/23
30 30
10/25/23 10/30/23
30 30

Machine
Speed

Preheat Temp
AT Time In

Machine
Number

Test Type

Test
Results

Test Date

Weld Date

Seam
Number

Seam
Length

Weld
Time

Machine
Temp

PSI Loss
AT Time Out
1/EXL Blas Rivas W123 4 09:10 AM 09:15 AM Pass
1/EXL Francisco
Perez
W124 3.5 09:13 AM 09:18 AM Pass
1/2 Francisco
Perez
W124 3.5 09:22 AM 09:27 AM Pass
1/22 Jr Jose
Martinez
W120 3 10:40 AM 10:45 AM Pass
2/EXL Francisco
Perez
W124 3.5 09:37 AM 09:42 AM Pass
2/3 Jr Jose
Martinez
W120 3.5 09:35 AM 09:40 AM Pass
2/23 Jr Jose
Martinez
W120 3 10:40 AM 10:45 AM Pass
3/EXL Francisco
Perez
W124 3.5 09:42 AM 09:47 AM Pass
3/4 Francisco
Perez
W124 3.5 02:24 PM 02:29 PM Pass
Powered By:
68,165 73 68,092
Geo-Synthetics Systems, LLC.

Operator
Name PSI In PSI Out
Air Pressure
Air Pressure
Air Pressure
Air Pressure
Air Pressure
Air Pressure
Air Pressure
Air Pressure
Air Pressure
12/17/24 Page 2 of 31
22 0
22 0
538 0
22 0
21 0
541 0
21 0
21 0
540 0
22 0
22 0
540 0
22 0
22 0
540 0
22 0
03:43 PM 860
10:59 AM 860
09:33 AM 860
03:49 PM 860
11:04 AM 860
03:45 PM 860
03:58 PM 860
05:18 PM 550
11:22 AM 860
04:07 PM 860
05:26 PM 550
11:38 AM 860
04:12 PM 860
05:33 PM 550
02:34 PM 860
04:17 PM 860
11/2/23 11/3/23
30 30
10/25/23 10/30/23
30 30
10/25/23 10/30/23
30 30
11/2/23 11/3/23
30 30
10/25/23 10/30/23
30 30
10/30/23 11/1/23
30 30
11/2/23 11/3/23
30 30
10/30/23 11/1/23
30 0
10/30/23 10/30/23
30 30
11/2/23 11/3/23
30 30
10/30/23 11/1/23
30 0
10/30/23 10/31/23
30 30
11/2/23 11/3/23
30 30
10/30/23 11/1/23
30 0
10/30/23 10/30/23
30 30
11/2/23 11/3/23
30 30

Machine
Speed

Preheat Temp
AT Time In

Machine
Number

Test Type

Test
Results

Test Date

Weld Date

Seam
Number

Seam
Length

Weld
Time

Machine
Temp

PSI Loss
AT Time Out
3/24 Jr Jose
Martinez
W120 3 11:40 AM 11:45 AM Pass
4/EXL Francisco
Perez
W124 3.5 02:22 PM 02:27 PM Pass
4/5 Blas Rivas W123 3.0 02:26 PM 02:31 PM Pass
4/25 Jr Jose
Martinez
W120 3 11:42 AM 11:47 AM Pass
5/EXL Francisco
Perez
W124 3.5 02:34 PM 02:39 PM Pass
5/6 Blas Rivas W123 3.5 08:20 AM 08:25 AM Pass
5/26 Jr Jose
Martinez
W120 3 11:50 AM 11:55 AM Pass
6/EXL Dionicio
Ledezma
X105 550 Pass
6/7 Jr Jose
Martinez
W120 3.5 02:54 PM 02:59 PM Pass
6/27 Jr Jose
Martinez
W120 3 12:30 PM 12:35 PM Pass
7/EXL Dionicio
Ledezma
X105 550 Pass
7/8 Blas Rivas W123 3.5 03:00 PM 03:05 PM Pass
7/28 Jr Jose
Martinez
W120 3 12:32 PM 12:37 PM Pass
8/EXL Dionicio
Ledezma
X105 550 Pass
8/9 Francisco
Perez
W124 3.5 04:12 PM 04:17 PM Pass
8/29 Jr Jose
Martinez
W120 3 12:34 PM 12:39 PM Pass
Powered By:

Operator
Name PSI In PSI Out
Air Pressure
Air Pressure
Air Pressure
Air Pressure
Air Pressure
Air Pressure
Air Pressure
Vacuum
Air Pressure
Air Pressure
Vacuum
Air Pressure
Air Pressure
Vacuum
Air Pressure
Air Pressure
12/17/24 Page 3 of 31
24 0
539 0
21 0
22 0
541 0
22 0
22 0
540 0
21 0
22 0
539 0
22 0
21 0
538 0
21 0
22 0
04:14 PM 860
02:07 PM 860
04:23 PM 860
04:19 PM 860
02:20 PM 860
04:28 PM 860
04:23 PM 860
02:53 PM 860
04:34 PM 860
04:29 PM 860
03:57 PM 860
04:40 PM 860
04:34 PM 860
10:12 AM 860
03:12 PM 860
04:39 PM 860
10/31/23 10/31/23
30 30
10/30/23 10/30/23
30 30
11/2/23 11/3/23
30 30
10/31/23 10/31/23
30 30
10/30/23 10/30/23
30 30
11/2/23 11/3/23
30 30
10/31/23 11/1/23
30 30
10/30/23 10/31/23
30 30
11/2/23 11/3/23
30 30
10/31/23 11/1/23
30 30
10/30/23 10/31/23
30 30
11/2/23 11/3/23
30 30
10/31/23 11/1/23
30 30
10/31/23 10/31/23
30 30
11/3/23 11/6/23
30 30
10/31/23 11/1/23
30 30

Machine
Speed

Preheat Temp
AT Time In

Machine
Number

Test Type

Test
Results

Test Date

Weld Date

Seam
Number

Seam
Length

Weld
Time

Machine
Temp

PSI Loss
AT Time Out
9/EXL Francisco
Perez
W124 3.5 05:10 PM 05:15 PM Pass
9/10 Blas Rivas W123 3.5 05:30 PM 05:35 PM Pass
9/30 Jr Jose
Martinez
W120 3 12:40 PM 12:45 PM Pass
10/EXL Francisco
Perez
W124 3.5 05:15 PM 05:20 PM Pass
10/11 Jr Jose
Martinez
W120 3.5 05:31 PM 05:36 PM Pass
10/31 Jr Jose
Martinez
W120 3 12:42 PM 12:47 PM Pass
11/EXL Francisco
Perez
W124 3.5 08:40 AM 08:45 AM Pass
11/12 Francisco
Perez
W124 3.5 03:35 PM 03:40 PM Pass
11/32 Jr Jose
Martinez
W120 3 12:42 PM 12:47 PM Pass
12/EXL Francisco
Perez
W124 3.5 08:35 AM 08:40 AM Pass
12/13 Jr Jose
Martinez
W120 3.5 03:40 PM 03:45 PM Pass
12/33 Jr Jose
Martinez
W120 3 12:52 PM 12:57 PM Pass
13/EXL Francisco
Perez
W124 3.5 08:30 AM 08:35 AM Pass
13/14 Blas Rivas W123 3.5 03:55 PM 04:00 PM Pass
13/34 Francisco
Perez
W124 3.5 07:59 AM 08:04 AM Pass
14/EXL Francisco
Perez
W124 3.5 09:00 AM 09:05 AM Pass
Powered By:

Operator
Name PSI In PSI Out
Air Pressure
Air Pressure
Air Pressure
Air Pressure
Air Pressure
Air Pressure
Air Pressure
Air Pressure
Air Pressure
Air Pressure
Air Pressure
Air Pressure
Air Pressure
Air Pressure
Air Pressure
Air Pressure
12/17/24 Page 4 of 31
538 0
21 0
21 0
540 0
22 0
22 0
546 0
21 0
22 0
545 0
21 0
22 0
546 0
21 0
20 0
544 0
10:21 AM 860
03:18 PM 860
04:44 PM 860
10:42 AM 860
03:21 PM 860
04:49 PM 860
12:52 PM 860
03:24 PM 860
04:53 PM 860
01:03 PM 860
03:27 PM 860
04:58 PM 860
01:24 PM 860
07:10 AM 860
05:04 PM 860
02:57 PM 860
10/31/23 10/31/23
30 30
11/3/23 11/4/23
30 30
10/31/23 11/1/23
30 30
10/31/23 10/31/23
30 30
11/3/23 11/4/23
30 30
10/31/23 11/1/23
30 30
10/31/23 10/31/23
30 30
11/3/23 11/4/23
30 30
10/31/23 11/1/23
30 30
10/31/23 10/31/23
30 30
11/3/23 11/4/23
30 30
10/31/23 11/1/23
30 30
10/31/23 10/31/23
30 30
5/25/24 5/29/24
30 30
10/31/23 11/1/23
30 30
11/1/23 11/1/23
30 30

Machine
Speed

Preheat Temp
AT Time In

Machine
Number

Test Type

Test
Results

Test Date

Weld Date

Seam
Number

Seam
Length

Weld
Time

Machine
Temp

PSI Loss
AT Time Out
14/15 Jr Jose
Martinez
W120 3.5 04:00 PM 04:05 PM Pass
14/35 Francisco
Perez
W124 3.5 03:02 PM 03:07 PM Pass
15/EXL Francisco
Perez
W124 3.5 09:02 AM 09:07 AM Pass
15/16 Francisco
Perez
W124 3.5 04:05 PM 04:10 PM Pass
15/36 Francisco
Perez
W124 3.5 03:04 PM 03:09 PM Pass
16/EXL Francisco
Perez
W124 3.5 09:05 AM 09:10 AM Pass
16/17 Blas Rivas W123 3.5 04:20 PM 04:25 PM Pass
16/37 Francisco
Perez
W124 3.5 03:06 PM 03:11 PM Pass
17/EXL Francisco
Perez
W124 3.5 09:15 AM 09:20 AM Pass
17/18 Jr Jose
Martinez
W120 3.5 04:25 PM 04:30 PM Pass
17/38 Francisco
Perez
W124 3.5 03:10 PM 03:15 PM Pass
18/EXL Francisco
Perez
W124 3.5 09:17 AM 09:22 AM Pass
18/19 Francisco
Perez
W124 3.5 04:30 PM 04:35 PM Pass
18/102 Sr Jose
Martinez
W120 3.5 02:48 PM 02:53 PM Pass
19/EXL Francisco
Perez
W124 3.5 09:20 AM 09:25 AM Pass
19/20 Blas Rivas W123 3.5 07:45 AM 07:50 AM Pass
Powered By:

Operator
Name PSI In PSI Out
Air Pressure
Air Pressure
Air Pressure
Air Pressure
Air Pressure
Air Pressure
Air Pressure
Air Pressure
Air Pressure
Air Pressure
Air Pressure
Air Pressure
Air Pressure
Air Pressure
Air Pressure
Air Pressure
12/17/24 Page 5 of 31
21 0
22 0
544 0
22 0
22 0
539 0
22 1
539 0
533 0
21 0
538 0
22 0
538 0
21 0
538 0
22 0
07:14 AM 860
05:08 PM 860
03:09 PM 860
07:19 AM 860
05:14 PM 860
10:14 AM 860
07:24 AM 860
03:25 PM 860
01:34 PM 860
04:01 PM 860
02:12 PM 860
03:53 PM 860
03:06 PM 860
03:47 PM 860
03:48 PM 860
03:42 PM 860
5/25/24 5/29/24
30 30
10/31/23 11/1/23
30 30
10/31/23 11/1/23
30 30
5/25/24 5/29/24
30 30
10/31/23 11/1/23
30 30
11/4/23 11/6/23
30 30
5/25/24 5/29/24
30 29
11/2/23 11/3/23
30 30
11/1/23 11/3/23
30 30
11/3/23 11/4/23
30 30
11/1/23 11/3/23
30 30
11/3/23 11/4/23
30 30
11/1/23 11/3/23
30 30
11/3/23 11/6/23
30 30
11/1/23 11/3/23
30 30
11/3/23 11/6/23
30 30

Machine
Speed

Preheat Temp
AT Time In

Machine
Number

Test Type

Test
Results

Test Date

Weld Date

Seam
Number

Seam
Length

Weld
Time

Machine
Temp

PSI Loss
AT Time Out
19/105 Sr Jose
Martinez
W120 3.5 02:55 PM 03:00 PM Pass
20/EXL Francisco
Perez
W124 3.5 09:26 AM 09:31 AM Pass
20/21 Jr Jose
Martinez
W120 3.5 07:50 AM 07:55 AM Pass
20/106 Sr Jose
Martinez
W120 3.5 03:00 PM 03:05 PM Pass
21/EXL Francisco
Perez
W124 3.5 09:33 AM 09:38 AM Pass
21/40 Blas Rivas W123 3.5 09:35 AM 09:40 AM Pass
21/109 Sr Jose
Martinez
W120 3.5 03:31 PM 03:36 PM Pass
22/EXL Blas Rivas W123 3 10:35 AM 10:40 AM Pass
22/23 Blas Rivas W123 3.5 08:30 AM 08:35 AM Pass
22/39 Jr Jose
Martinez
W120 3 03:00 PM 03:05 PM Pass
23/24 Francisco
Perez
W124 3.5 08:15 AM 08:20 AM Pass
23/39 Jr Jose
Martinez
W120 3 03:07 PM 03:12 PM Pass
24/25 Jr Jose
Martinez
W120 3.5 08:20 AM 08:25 AM Pass
24/39 Jr Jose
Martinez
W120 3 07:40 AM 07:45 AM Pass
25/26 Blas Rivas W123 3.5 08:50 AM 08:55 AM Pass
25/39 Jr Jose
Martinez
W120 3 07:42 AM 07:47 AM Pass
Powered By:

Operator
Name PSI In PSI Out
Air Pressure
Air Pressure
Air Pressure
Air Pressure
Air Pressure
Air Pressure
Air Pressure
Air Pressure
Air Pressure
Air Pressure
Air Pressure
Air Pressure
Air Pressure
Air Pressure
Air Pressure
Air Pressure
12/17/24 Page 6 of 31
536 0
21 0
537 0
22 1
539 0
22 0
538 0
21 0
538 0
21 0
538 0
22 0
539 0
21 0
531 0
22 0
10:27 AM 860
03:37 PM 860
10:35 AM 860
03:31 PM 860
10:48 AM 860
03:25 PM 860
01:10 PM 860
03:19 PM 860
01:20 PM 860
03:16 PM 860
01:39 PM 860
03:09 PM 860
03:40 PM 860
03:03 PM 860
09:29 AM 860
02:58 PM 860
11/2/23 11/3/23
30 30
11/3/23 11/6/23
30 30
11/2/23 11/3/23
30 30
11/3/23 11/6/23
30 29
11/2/23 11/3/23
30 30
11/3/23 11/6/23
30 30
11/2/23 11/3/23
30 30
11/3/23 11/6/23
30 30
11/2/23 11/3/23
30 30
11/3/23 11/6/23
30 30
11/2/23 11/3/23
30 30
11/3/23 11/6/23
30 30
11/2/23 11/3/23
30 30
11/3/23 11/6/23
30 30
11/3/23 11/3/23
30 30
11/3/23 11/6/23
30 30

Machine
Speed

Preheat Temp
AT Time In

Machine
Number

Test Type

Test
Results

Test Date

Weld Date

Seam
Number

Seam
Length

Weld
Time

Machine
Temp

PSI Loss
AT Time Out
26/27 Blas Rivas W123 3.5 09:05 AM 09:10 AM Pass
26/39 Jr Jose
Martinez
W120 3 07:50 AM 07:55 AM Pass
27/28 Jr Jose
Martinez
W120 3.5 09:20 AM 09:25 AM Pass
27/39 Jr Jose
Martinez
W120 3 07:52 AM 07:57 AM Pass
28/29 Francisco
Perez
W124 3.5 09:25 AM 09:30 AM Pass
28/39 Jr Jose
Martinez
W120 3 07:54 AM 07:59 AM Pass
29/30 Blas Rivas W123 3.5 09:30 AM 09:35 AM Pass
29/39 Jr Jose
Martinez
W120 3 07:56 AM 08:01 AM Pass
30/31 Jr Jose
Martinez
W120 3.5 09:40 AM 09:45 AM Pass
30/39 Jr Jose
Martinez
W120 3 07:58 AM 08:03 AM Pass
31/32 Francisco
Perez
W124 3.5 09:45 AM 09:50 AM Pass
31/39 Jr Jose
Martinez
W120 3 08:00 AM 08:05 AM Pass
32/33 Francisco
Perez
W124 3.5 10:00 AM 10:05 AM Pass
32/39 Jr Jose
Martinez
W120 3 08:02 AM 08:07 AM Pass
33/34 Blas Rivas W123 3.5 01:05 PM 01:10 PM Pass
33/39 Jr Jose
Martinez
W120 3 08:05 AM 08:10 AM Pass
Powered By:

Operator
Name PSI In PSI Out
Air Pressure
Air Pressure
Air Pressure
Air Pressure
Air Pressure
Air Pressure
Air Pressure
Air Pressure
Air Pressure
Air Pressure
Air Pressure
Air Pressure
Air Pressure
Air Pressure
Air Pressure
Air Pressure
12/17/24 Page 7 of 31
531 0
22 0
531 0
21 0
530 0
21 0
530 0
22 0
21 0
518 0
11 0
15 0
22 0
539 0
22 0
22 0
09:39 AM 860
02:52 PM 860
10:33 AM 860
02:47 PM 860
11:33 AM 860
02:49 PM 860
01:45 PM 860
02:36 PM 860
02:28 PM 860
01:26 PM 860
01:23 PM 860
01:09 PM 860
03:22 PM 860
09:57 AM 860
04:25 PM 860
03:32 PM 860
11/3/23 11/3/23
30 30
11/3/23 11/6/23
30 30
11/3/23 11/3/23
30 30
11/3/23 11/6/23
30 30
11/3/23 11/6/23
30 30
11/3/23 11/6/23
30 30
11/3/23 11/6/23
30 30
11/3/23 11/6/23
30 30
11/3/23 11/6/23
30 30
5/24/24 5/30/24
30 30
5/24/24 5/30/24
30 30
5/24/24 5/30/24
30 30
11/4/23 11/6/23
30 30
11/4/23 11/6/23
30 30
5/28/24 5/29/24
30 30
11/4/23 11/6/23
30 30

Machine
Speed

Preheat Temp
AT Time In

Machine
Number

Test Type

Test
Results

Test Date

Weld Date

Seam
Number

Seam
Length

Weld
Time

Machine
Temp

PSI Loss
AT Time Out
34/35 Francisco
Perez
W124 3.5 01:10 PM 01:15 PM Pass
34/39 Jr Jose
Martinez
W120 3 08:07 AM 08:12 AM Pass
35/36 Jr Jose
Martinez
W120 3.5 01:20 PM 01:25 PM Pass
35/39 Jr Jose
Martinez
W120 3 08:10 AM 08:15 AM Pass
36/37 Blas Rivas W123 3.5 08:23 AM 08:28 AM Pass
36/39 Jr Jose
Martinez
W120 3 08:12 AM 08:17 AM Pass
37/38 Francisco
Perez
W124 3.5 08:25 AM 08:30 AM Pass
37/39 Jr Jose
Martinez
W120 3 08:15 AM 08:20 AM Pass
38/39 Jr Jose
Martinez
W120 3 08:17 AM 08:22 AM Pass
38/102 Blas Rivas W123 4.5 02:46 PM 02:51 PM Pass
38/103 Blas Rivas W123 4.5 04:05 PM 04:10 PM Pass
39/103 Blas Rivas W123 4.5 04:15 PM 04:20 PM Pass
40/EXL Jr Jose
Martinez
W120 3 10:00 AM 10:05 AM Pass
40/41 Jr Jose
Martinez
W120 3.5 09:35 AM 09:40 AM Pass
40/111 Sr Jose
Martinez
W120 3.5 03:41 PM 03:46 PM Pass
41/EXL Jr Jose
Martinez
W120 3 10:02 AM 10:07 AM Pass
Powered By:

Operator
Name PSI In PSI Out
Air Pressure
Air Pressure
Air Pressure
Air Pressure
Air Pressure
Air Pressure
Air Pressure
Air Pressure
Air Pressure
Air Pressure
Air Pressure
Air Pressure
Air Pressure
Air Pressure
Air Pressure
Air Pressure
12/17/24 Page 8 of 31
538 0
22 1
22 0
536 0
22 0
22 0
537 0
22 0
22 0
536 0
22 0
22 0
534 0
22 0
22 0
531 0
11:29 AM 860
04:28 PM 860
03:37 PM 860
12:54 PM 860
04:31 PM 860
03:42 PM 860
01:15 PM 860
04:37 PM 860
03:48 PM 860
01:35 PM 860
03:05 PM 860
03:53 PM 860
02:44 PM 860
03:08 PM 860
04:00 PM 860
10:39 AM 860
11/4/23 11/6/23
30 30
5/28/24 5/29/24
30 29
11/4/23 11/6/23
30 30
11/4/23 11/6/23
30 30
5/28/24 5/29/24
30 30
11/4/23 11/6/23
30 30
11/4/23 11/6/23
30 30
5/28/24 5/29/24
30 30
11/4/23 11/6/23
30 30
11/4/23 11/6/23
30 30
5/29/24 6/30/24
30 30
11/4/23 11/6/23
30 30
11/4/23 11/6/23
30 30
5/29/24 6/30/24
30 30
11/4/23 11/6/23
30 30
11/10/23 11/11/23
30 30

Machine
Speed

Preheat Temp
AT Time In

Machine
Number

Test Type

Test
Results

Test Date

Weld Date

Seam
Number

Seam
Length

Weld
Time

Machine
Temp

PSI Loss
AT Time Out
41/42 Francisco
Perez
W124 3.5 09:40 AM 09:45 AM Pass
41/112 Sr Jose
Martinez
W120 3.5 04:00 PM 04:05 PM Pass
42/EXL Jr Jose
Martinez
W120 3 10:08 AM 10:13 AM Pass
42/43 Blas Rivas W123 3.5 10:15 AM 10:20 AM Pass
42/115 Sr Jose
Martinez
W120 3.5 04:13 PM 04:18 PM Pass
43/EXL Jr Jose
Martinez
W120 3 10:45 AM 10:50 AM Pass
43/44 Jr Jose
Martinez
W120 3.5 10:20 AM 10:25 AM Pass
43/116 Sr Jose
Martinez
W120 3.5 02:06 PM 02:11 PM Pass
44/EXL Jr Jose
Martinez
W120 3 10:48 AM 10:53 AM Pass
44/45 Francisco
Perez
W124 3.5 10:25 AM 10:30 AM Pass
44/119 Francisco
Perez
W122 4 02:20 PM 02:25 PM Pass
45/EXL Jr Jose
Martinez
W120 3 10:50 AM 10:55 AM Pass
45/46 Blas Rivas W123 3.5 11:00 AM 11:05 AM Pass
45/120 Francisco
Perez
W122 4 02:35 PM 02:40 PM Pass
46/EXL Jr Jose
Martinez
W120 3 10:53 AM 10:58 AM Pass
46/47 Blas Rivas W123 3.5 02:20 PM 02:25 PM Pass
Powered By:

Operator
Name PSI In PSI Out
Air Pressure
Air Pressure
Air Pressure
Air Pressure
Air Pressure
Air Pressure
Air Pressure
Air Pressure
Air Pressure
Air Pressure
Air Pressure
Air Pressure
Air Pressure
Air Pressure
Air Pressure
Air Pressure
12/17/24 Page 9 of 31
22 0
22 0
528 0
22 0
22 0
534 0
22 0
22 0
535 0
22 0
22 0
532 0
21 0
21 0
531 0
22 0
03:11 PM 860
01:25 PM 860
10:56 AM 860
03:14 PM 860
01:26 PM 860
11:17 AM 860
860
01:30 PM 860
01:21 PM 860
03:25 PM 860
01:34 PM 860
01:40 PM 860
03:30 PM 860
01:40 PM 860
02:10 PM 860
03:35 PM 860
5/29/24 6/30/24
30 30
11/12/23 11/13/23
30 30
11/10/23 11/11/23
30 30
5/29/24 6/30/24
30 30
11/12/23 11/13/23
30 30
11/10/23 11/11/23
30 30
5/30/24 6/1/24
30 30
11/12/23 11/13/23
30 30
11/10/23 11/11/23
30 30
5/30/24 6/1/24
30 30
11/12/23 11/13/23
30 30
11/10/23 11/11/23
30 30
5/30/24 6/1/24
30 30
11/12/23 11/13/23
30 30
11/10/23 11/11/23
30 30
5/30/24 6/1/24
30 30

Machine
Speed

Preheat Temp
AT Time In

Machine
Number

Test Type

Test
Results

Test Date

Weld Date

Seam
Number

Seam
Length

Weld
Time

Machine
Temp

PSI Loss
AT Time Out
46/123 Francisco
Perez
W122 4 02:45 PM 02:50 PM Pass
47/EXL Blas Rivas W123 4 07:35 AM 07:40 AM Pass
47/48 Jr Jose
Martinez
W120 3.5 02:28 PM 02:33 PM Pass
47/124 Francisco
Perez
W122 4 03:00 PM 03:05 PM Pass
48/EXL Blas Rivas W123 4 07:36 AM 07:41 AM Pass
48/49 Francisco
Perez
W124 3.5 02:32 PM 02:37 PM Pass
48/127 Blas Rivas W123 3.5 11:55 AM 12:00 PM Pass
49/EXL Blas Rivas W123 4 07:38 AM 07:43 AM Pass
49/50 Blas Rivas W123 3.5 02:35 PM 02:40 PM Pass
49/128 Blas Rivas W123 3.5 11:10 AM 11:15 AM Pass
50/EXL Blas Rivas W123 4 07:45 AM 07:50 AM Pass
50/51 Jr Jose
Martinez
W120 3.5 02:40 PM 02:45 PM Pass
50/131 Blas Rivas W123 3.5 11:20 AM 11:25 AM Pass
51/EXL Blas Rivas W123 4 07:48 AM 07:53 AM Pass
51/52 Francisco
Perez
W124 3.5 02:55 PM 03:00 PM Pass
51/132 Blas Rivas W123 3.5 11:25 AM 11:30 AM Pass
Powered By:

Operator
Name PSI In PSI Out
Air Pressure
Air Pressure
Air Pressure
Air Pressure
Air Pressure
Air Pressure
Air Pressure
Air Pressure
Air Pressure
Air Pressure
Air Pressure
Air Pressure
Air Pressure
Air Pressure
Air Pressure
Air Pressure
12/17/24 Page 10 of 31
22 0
530 0
22 0
22 0
526 0
22 0
22 0
528 0
22 0
21 0
527 0
22 0
22 0
527 0
21 0
22 0
01:44 PM 860
03:03 PM 860
03:40 PM 860
01:47 PM 860
09:39 AM 860
08:21 AM 860
01:52 PM 860
09:55 AM 860
08:26 AM 860
01:56 PM 860
10:02 AM 860
08:31 AM 860
02:00 PM 860
12:17 PM 860
08:37 AM 860
02:04 PM 860
11/12/23 11/13/23
30 30
11/10/23 11/11/23
30 30
5/30/24 6/1/24
30 30
11/12/23 11/13/23
30 30
11/11/23 11/11/23
30 30
6/1/24 6/1/24
30 30
11/12/23 11/13/23
30 30
11/11/23 11/11/23
30 30
6/1/24 6/1/24
30 30
11/12/23 11/13/23
30 30
11/11/23 11/11/23
30 30
6/1/24 6/1/24
30 30
11/12/23 11/13/23
30 30
11/11/23 11/11/23
30 30
6/1/24 6/1/24
30 30
11/12/23 11/13/23
30 30

Machine
Speed

Preheat Temp
AT Time In

Machine
Number

Test Type

Test
Results

Test Date

Weld Date

Seam
Number

Seam
Length

Weld
Time

Machine
Temp

PSI Loss
AT Time Out
52/EXL Blas Rivas W123 4 07:55 AM 08:00 AM Pass
52/53 Blas Rivas W123 3.5 03:20 PM 03:25 PM Pass
52/135 Blas Rivas W123 3.5 11:36 AM 11:41 AM Pass
53/EXL Blas Rivas W123 4 08:02 AM 08:07 AM Pass
53/54 Blas Rivas W123 3.5 03:35 PM 03:40 PM Pass
53/136 Blas Rivas W118 3.3 12:48 PM 12:53 PM Pass
54/EXL Blas Rivas W123 4 08:04 AM 08:09 AM Pass
54/55 Jr Jose
Martinez
W120 3.5 03:37 PM 03:42 PM Pass
54/138 Blas Rivas W118 3.3 02:37 PM 02:42 PM Pass
55/EXL Blas Rivas W123 4 08:06 AM 08:11 AM Pass
55/56 Francisco
Perez
W124 3.5 03:40 PM 03:45 PM Pass
55/141 Blas Rivas W118 3.3 02:35 PM 02:40 PM Pass
56/EXL Blas Rivas W123 4 08:12 AM 08:17 AM Pass
56/57 Blas Rivas W123 3.5 03:45 PM 03:50 PM Pass
56/142 Blas Rivas W118 3.3 02:45 PM 02:50 PM Pass
57/EXL Blas Rivas W123 4 08:14 AM 08:19 AM Pass
Powered By:

Operator
Name PSI In PSI Out
Air Pressure
Air Pressure
Air Pressure
Air Pressure
Air Pressure
Air Pressure
Air Pressure
Air Pressure
Air Pressure
Air Pressure
Air Pressure
Air Pressure
Air Pressure
Air Pressure
Air Pressure
Air Pressure
12/17/24 Page 11 of 31
527 0
22 0
22 0
525 0
22 0
22 0
523 0
22 0
22 0
522 0
22 0
21 0
523 0
22 0
22 0
524 0
12:36 PM 860
08:42 AM 860
02:09 PM 860
12:53 PM 860
08:47 AM 860
02:16 PM 860
02:14 PM 860
08:53 AM 860
02:20 PM 860
02:25 PM 860
02:35 PM 860
02:24 PM 860
08:40 AM 860
02:39 PM 860
02:38 PM 860
08:50 AM 860
11/11/23 11/11/23
30 30
6/1/24 6/1/24
30 30
11/12/23 11/13/23
30 30
11/11/23 11/11/23
30 30
6/1/24 6/1/24
30 30
11/12/23 11/13/23
30 30
11/11/23 11/12/23
30 30
6/1/24 6/1/24
30 30
11/12/23 11/13/23
30 30
11/11/23 11/12/23
30 30
6/3/24 6/4/24
30 30
11/12/23 11/13/23
30 30
11/12/23 11/12/23
30 30
6/3/24 6/4/24
30 30
11/12/23 11/13/23
30 30
11/12/23 11/12/23
30 30

Machine
Speed

Preheat Temp
AT Time In

Machine
Number

Test Type

Test
Results

Test Date

Weld Date

Seam
Number

Seam
Length

Weld
Time

Machine
Temp

PSI Loss
AT Time Out
57/58 Jr Jose
Martinez
W120 3.5 03:45 PM 03:50 PM Pass
57/145 Blas Rivas W118 3.3 02:55 PM 03:00 PM Pass
58/EXL Blas Rivas W123 4 08:16 AM 08:21 AM Pass
58/59 Francisco
Perez
W124 3.5 03:55 PM 04:00 PM Pass
58/147 Blas Rivas W118 3.3 03:04 PM 03:09 PM Pass
59/EXL Blas Rivas W123 4 08:20 AM 08:25 AM Pass
59/60 Blas Rivas W123 3.5 11:50 AM 11:55 AM Pass
59/148 Blas Rivas W118 3.3 03:17 PM 03:22 PM Pass
60/EXL Blas Rivas W123 4 08:22 AM 08:27 AM Pass
60/61 Jr Jose
Martinez
W120 3.5 11:35 AM 11:40 AM Pass
60/151 Francisco
Perez
W122 3.5 08:13 AM 08:18 AM Pass
61/EXL Blas Rivas W123 4 08:26 AM 08:31 AM Pass
61/62 Blas Rivas W123 3.5 01:00 PM 01:05 PM Pass
61/152 Francisco
Perez
W122 3.5 08:22 AM 08:27 AM Pass
62/EXL Blas Rivas W123 4 08:30 AM 08:35 AM Pass
62/63 Jr Jose
Martinez
W120 3.5 01:06 PM 01:11 PM Pass
Powered By:

Operator
Name PSI In PSI Out
Air Pressure
Air Pressure
Air Pressure
Air Pressure
Air Pressure
Air Pressure
Air Pressure
Air Pressure
Air Pressure
Air Pressure
Air Pressure
Air Pressure
Air Pressure
Air Pressure
Air Pressure
Air Pressure
12/17/24 Page 12 of 31
22 0
21 0
524 0
21 0
22 0
521 0
0 0
22 0
22 0
520 0
0 0
21 0
21 0
516 0
0 0
21 0
02:44 PM 860
02:40 PM 860
09:12 AM 860
02:48 PM 860
02:10 PM 860
10:36 AM 860
02:54 PM 860
02:54 PM 860
02:16 PM 860
10:45 AM 860
03:30 PM 860
03:30 PM 860
02:21 PM 860
11:15 AM 860
03:34 PM 860
03:34 PM 860
6/3/24 6/4/24
30 30
11/12/23 11/13/23
30 30
11/12/23 11/12/23
30 30
6/3/24 6/4/24
30 30
11/12/23 11/13/23
30 30
11/12/23 11/12/23
30 30
6/3/24 6/4/24
30 30
6/3/24 6/4/24
30 30
11/12/23 11/13/23
30 30
11/12/23 11/12/23
30 30
6/5/24 6/8/24
30 0
6/5/24 6/8/24
30 30
11/12/23 11/13/23
30 30
11/12/23 11/12/23
30 30
6/5/24 6/8/24
30 0
6/5/24 6/8/24
30 30

Machine
Speed

Preheat Temp
AT Time In

Machine
Number

Test Type

Test
Results

Test Date

Weld Date

Seam
Number

Seam
Length

Weld
Time

Machine
Temp

PSI Loss
AT Time Out
62/155 Francisco
Perez
W122 3.5 08:35 AM 08:40 AM Pass
63/EXL Blas Rivas W123 4 08:35 AM 08:40 AM Pass
63/64 Francisco
Perez
W124 3.5 01:15 PM 01:20 PM Pass
63/156 Francisco
Perez
W122 3.5 04:05 PM 04:10 PM Pass
64/EXL Jr Jose
Martinez
W120 3 08:40 AM 08:45 AM Pass
64/65 Blas Rivas W123 3.5 01:35 PM 01:40 PM Pass
64/156 Francisco
Perez
W122 3.5 04:08 PM 04:13 PM Pass
64/158 Francisco
Perez
W122 3.5 09:10 AM 09:15 AM Pass
65/EXL Jr Jose
Martinez
W120 3 08:42 AM 08:47 AM Pass
65/66 Jr Jose
Martinez
W120 3.5 01:38 PM 01:43 PM Pass
65/158 Francisco
Perez
W122 4 Pass
65/160 Francisco
Perez
W122 4 07:38 AM 07:43 AM Pass
66/EXL Jr Jose
Martinez
W120 3 08:45 AM 08:50 AM Pass
66/67 Francisco
Perez
W124 3.5 01:45 PM 01:50 PM Pass
66/160 Francisco
Perez
W122 4 Pass
66/163 Francisco
Perez
W122 4 07:45 AM 07:50 AM Pass
Powered By:

Operator
Name PSI In PSI Out
Air Pressure
Air Pressure
Air Pressure
Air Pressure
Air Pressure
Air Pressure
Air Pressure
Air Pressure
Air Pressure
Air Pressure
Vacuum
Air Pressure
Air Pressure
Air Pressure
Vacuum
Air Pressure
12/17/24 Page 13 of 31
22 0
514 0
1 0
21 0
22 0
511 0
1 0
21 0
21 0
508 0
1 0
20 0
22 0
510 0
20 0
22 0
02:27 PM 860
08:56 AM 860
03:34 PM 860
03:39 PM 860
01:33 PM 860
09:31 AM 860
03:39 PM 860
03:43 PM 860
01:49 PM 860
10:46 AM 860
03:43 PM 860
03:48 PM 860
01:54 PM 860
10:55 AM 860
04:35 PM 860
02:01 PM 860
11/12/23 11/13/23
30 30
11/14/23 11/14/23
30 30
6/5/24 6/8/24
30 0
6/5/24 6/8/24
30 30
11/15/23 11/15/23
30 30
11/14/23 11/14/23
30 30
6/5/24 6/8/24
30 0
6/5/24 6/8/24
30 30
11/15/23 11/15/23
30 30
11/14/23 11/14/23
30 30
6/5/24 6/8/24
30 0
6/5/24 6/8/24
30 30
11/15/23 11/15/23
30 30
11/14/23 11/14/23
30 30
6/7/24 6/8/24
30 30
11/15/23 11/15/23
30 30

Machine
Speed

Preheat Temp
AT Time In

Machine
Number

Test Type

Test
Results

Test Date

Weld Date

Seam
Number

Seam
Length

Weld
Time

Machine
Temp

PSI Loss
AT Time Out
67/EXL Jr Jose
Martinez
W120 3 08:55 AM 09:00 AM Pass
67/68 Blas Rivas W123 3.5 03:00 PM 03:05 PM Pass
67/163 Francisco
Perez
W122 4 Pass
67/164 Francisco
Perez
W122 4 08:04 AM 08:09 AM Pass
68/EXL Blas Rivas W123 3.5 02:05 PM 02:10 PM Pass
68/69 Francisco
Perez
W124 3.5 03:02 PM 03:07 PM Pass
68/164 Francisco
Perez
W122 4 Pass
68/167 Francisco
Perez
W122 4 08:06 AM 08:11 AM Pass
69/EXL Blas Rivas W123 3.5 02:07 PM 02:12 PM Pass
69/70 Jr Jose
Martinez
W120 3.5 03:05 PM 03:10 PM Pass
69/167 Francisco
Perez
W122 4 Pass
69/168 Francisco
Perez
W122 4 10:30 AM 10:35 AM Pass
70/EXL Blas Rivas W123 3.5 02:10 PM 02:15 PM Pass
70/71 Blas Rivas W123 3.5 03:25 PM 03:30 PM Pass
70/196 Francisco
Perez
W122 4.5 10:40 AM 10:45 AM Pass
71/EXL Blas Rivas W123 3.5 02:15 PM 02:20 PM Pass
Powered By:

Operator
Name PSI In PSI Out
Air Pressure
Air Pressure
Vacuum
Air Pressure
Air Pressure
Air Pressure
Vacuum
Air Pressure
Air Pressure
Air Pressure
Vacuum
Air Pressure
Air Pressure
Air Pressure
Air Pressure
Air Pressure
12/17/24 Page 14 of 31
465 0
47 0
21 0
407 0
54 0
21 0
22 0
93 0
20 0
95 0
90 0
21 0
87 0
22 0
82 0
22 0
11:17 AM 860
11:04 AM 860
03:38 PM 860
09:33 AM 860
11:35 AM 860
11:15 AM 860
04:41 PM 860
01:03 PM 860
03:07 PM 860
11:10 AM 860
01:05 PM 860
03:01 PM 860
01:16 PM 860
02:55 PM 860
01:39 PM 860
02:51 PM 860
11/14/23 11/14/23
30 30
11/15/23 11/15/23
30 30
6/7/24 6/8/24
30 30
11/15/23 11/15/23
30 30
11/15/23 11/15/23
30 30
11/15/23 11/15/23
30 30
6/7/24 6/8/24
30 30
11/14/23 11/14/23
30 30
11/15/23 11/17/23
30 30
6/6/24 6/8/24
30 30
11/14/23 11/14/23
30 30
11/15/23 11/17/23
30 30
11/14/23 11/14/23
30 30
11/15/23 11/17/23
30 30
11/14/23 11/14/23
30 30
11/15/23 11/17/23
30 30

Machine
Speed

Preheat Temp
AT Time In

Machine
Number

Test Type

Test
Results

Test Date

Weld Date

Seam
Number

Seam
Length

Weld
Time

Machine
Temp

PSI Loss
AT Time Out
71/72 Francisco
Perez
W124 3.5 03:28 PM 03:33 PM Pass
71/93 Francisco
Perez
W124 3.5 12:40 PM 12:45 PM Pass
71/197 Francisco
Perez
W122 4.5 10:48 PM 10:53 PM Pass
72/91 Blas Rivas W123 3.5 01:30 PM 01:35 PM Pass
72/92 Francisco
Perez
W124 3.5 01:15 PM 01:20 PM Pass
72/93 Francisco
Perez
W124 3.5 01:00 PM 01:05 PM Pass
72/198 Francisco
Perez
W122 4.5 10:50 AM 10:55 AM Pass
73/74 Blas Rivas W123 3.5 03:45 PM 03:50 PM Pass
73/91 Jr Jose
Martinez
W120 3.5 01:20 PM 01:25 PM Pass
73/170 Francisco
Perez
W122 4.5 11:05 AM 11:10 AM Pass
74/75 Jr Jose
Martinez
W120 3.5 03:47 PM 03:52 PM Pass
74/91 Jr Jose
Martinez
W120 3.5 01:15 PM 01:20 PM Pass
75/76 Francisco
Perez
W124 3.5 03:50 PM 03:55 PM Pass
75/91 Jr Jose
Martinez
W120 3.5 01:10 PM 01:15 PM Pass
76/77 Blas Rivas W123 3.5 04:00 PM 04:05 PM Pass
76/91 Jr Jose
Martinez
W120 3.5 01:05 PM 01:10 PM Pass
Powered By:

Operator
Name PSI In PSI Out
Air Pressure
Air Pressure
Air Pressure
Air Pressure
Air Pressure
Air Pressure
Air Pressure
Air Pressure
Air Pressure
Air Pressure
Air Pressure
Air Pressure
Air Pressure
Air Pressure
Air Pressure
Air Pressure
12/17/24 Page 15 of 31
80 0
22 0
70 0
22 0
70 0
22 0
66 0
22 0
65 0
22 0
63 0
8 0
13 0
58 0
22 0
56 0
01:46 PM 860
02:45 PM 860
01:55 PM 860
02:39 PM 860
02:16 PM 860
02:34 PM 860
02:21 PM 860
02:29 PM 860
02:28 PM 860
02:24 PM 860
02:48 PM 860
02:22 PM 860
02:19 PM 860
02:51 PM 860
02:12 PM 860
03:05 PM 860
11/14/23 11/14/23
30 30
11/15/23 11/17/23
30 30
11/14/23 11/14/23
30 30
11/15/23 11/15/23
30 30
11/14/23 11/14/23
30 30
11/15/23 11/15/23
30 30
11/14/23 11/14/23
30 30
11/15/23 11/15/23
30 30
11/14/23 11/14/23
30 30
11/15/23 11/15/23
30 30
11/14/23 11/14/23
30 30
11/15/23 11/15/23
30 30
11/15/23 11/15/23
30 30
11/14/23 11/14/23
30 30
11/15/23 11/15/23
30 30
11/14/23 11/14/23
30 30

Machine
Speed

Preheat Temp
AT Time In

Machine
Number

Test Type

Test
Results

Test Date

Weld Date

Seam
Number

Seam
Length

Weld
Time

Machine
Temp

PSI Loss
AT Time Out
77/78 Jr Jose
Martinez
W120 3.5 04:02 PM 04:07 PM Pass
77/94 Jr Jose
Martinez
W120 3.5 01:00 PM 01:05 PM Pass
78/79 Francisco
Perez
W124 3.5 04:09 PM 04:14 PM Pass
78/94 Jr Jose
Martinez
W120 3.5 04:20 PM 04:25 PM Pass
79/80 Blas Rivas W123 3.5 04:15 PM 04:20 PM Pass
79/94 Jr Jose
Martinez
W120 3.5 04:15 PM 04:20 PM Pass
80/81 Jr Jose
Martinez
W120 3.5 04:17 PM 04:22 PM Pass
80/94 Jr Jose
Martinez
W120 3.5 04:03 PM 04:08 PM Pass
81/82 Francisco
Perez
W124 3.5 04:25 PM 04:30 PM Pass
81/94 Jr Jose
Martinez
W120 3.5 04:00 PM 04:05 PM Pass
82/83 Blas Rivas W123 3.5 04:28 PM 04:33 PM Pass
82/94 Jr Jose
Martinez
W120 3.5 03:58 PM 04:03 PM Pass
82/96 Jr Jose
Martinez
W120 3.5 03:55 PM 04:00 PM Pass
83/84 Jr Jose
Martinez
W120 3.5 04:30 PM 04:35 PM Pass
83/96 Jr Jose
Martinez
W120 3.5 03:53 PM 03:58 PM Pass
84/85 Francisco
Perez
W124 3.5 04:35 PM 04:40 PM Pass
Powered By:

Operator
Name PSI In PSI Out
Air Pressure
Air Pressure
Air Pressure
Air Pressure
Air Pressure
Air Pressure
Air Pressure
Air Pressure
Air Pressure
Air Pressure
Air Pressure
Air Pressure
Air Pressure
Air Pressure
Air Pressure
Air Pressure
12/17/24 Page 16 of 31
22 0
51 0
22 0
46 0
22 0
37 0
12 0
3 0
6 0
32 0
23 0
27 0
23 0
17 0
19 0
4 0
02:08 PM 860
03:15 PM 860
02:02 PM 860
03:23 PM 860
01:57 PM 860
08:45 AM 860
01:54 PM 860
01:53 PM 860
01:52 PM 860
08:52 AM 860
01:45 PM 860
09:02 AM 860
01:40 PM 860
03:02 PM 860
01:35 PM 860
03:07 PM 860
11/15/23 11/15/23
30 30
11/14/23 11/14/23
30 30
11/15/23 11/15/23
30 30
11/14/23 11/14/23
30 30
11/15/23 11/15/23
30 30
11/15/23 11/15/23
30 30
11/15/23 11/15/23
30 30
11/15/23 11/17/23
30 0
11/15/23 11/15/23
30 30
11/15/23 11/15/23
30 30
11/15/23 11/15/23
30 30
11/15/23 11/15/23
30 30
11/15/23 11/15/23
30 30
11/15/23 11/15/23
30 30
11/15/23 11/15/23
30 30
11/15/23 11/15/23
30 30

Machine
Speed

Preheat Temp
AT Time In

Machine
Number

Test Type

Test
Results

Test Date

Weld Date

Seam
Number

Seam
Length

Weld
Time

Machine
Temp

PSI Loss
AT Time Out
84/96 Jr Jose
Martinez
W120 3.5 03:46 PM 03:51 PM Pass
85/86 Blas Rivas W123 3.5 04:40 PM 04:45 PM Pass
85/96 Jr Jose
Martinez
W120 3.5 03:44 PM 03:49 PM Pass
86/87 Jr Jose
Martinez
W120 3.5 04:50 PM 04:55 PM Pass
86/96 Jr Jose
Martinez
W120 3.5 03:42 PM 03:47 PM Pass
87/88 Francisco
Perez
W124 3.5 03:35 PM 03:40 PM Pass
87/96 Jr Jose
Martinez
W120 3.5 03:38 PM 03:43 PM Pass
87/97 Jr Jose
Martinez
W120 3.5 Pass
87/99 Jr Jose
Martinez
W120 3.5 03:36 PM 03:41 PM Pass
88/89 Francisco
Perez
W124 3.5 03:30 PM 03:35 PM Pass
88/99 Jr Jose
Martinez
W120 3.5 03:32 PM 03:37 PM Pass
89/90 Francisco
Perez
W124 3.5 03:22 PM 03:27 PM Pass
89/99 Jr Jose
Martinez
W120 3.5 03:23 PM 03:28 PM Pass
90/98 Francisco
Perez
W124 3.5 03:12 PM 03:17 PM Pass
90/99 Jr Jose
Martinez
W120 3.5 03:20 PM 03:25 PM Pass
90/101 Francisco
Perez
W124 3.5 03:11 PM 03:16 PM Pass
Powered By:

Operator
Name PSI In PSI Out
Air Pressure
Air Pressure
Air Pressure
Air Pressure
Air Pressure
Air Pressure
Air Pressure
Vacuum
Air Pressure
Air Pressure
Air Pressure
Air Pressure
Air Pressure
Air Pressure
Air Pressure
Air Pressure
12/17/24 Page 17 of 31
22 0
321 0
21 0
45 0
58 0
40 0
22 0
22 0
115 0
144 0
22 0
40 0
20 0
21 0
181 0
103 0
11:34 AM 860
11:09 AM 860
02:15 PM 860
11:54 AM 860
12:07 PM 860
12:33 PM 860
02:07 PM 860
11:23 AM 860
12:20 PM 860
11:50 AM 860
02:21 PM 860
11:39 AM 860
11:31 AM 860
02:26 PM 860
01:05 PM 860
02:02 PM 860
11/15/23 11/15/23
30 30
11/15/23 11/15/23
30 30
11/15/23 11/15/23
30 30
11/15/23 11/15/23
30 30
11/15/23 11/15/23
30 30
11/15/23 11/15/23
30 30
11/15/23 11/15/23
30 30
11/15/23 11/15/23
30 30
11/15/23 11/15/23
30 30
11/15/23 11/15/23
30 30
11/15/23 11/15/23
30 30
11/15/23 11/15/23
30 30
11/15/23 11/15/23
30 30
11/15/23 11/15/23
30 30
11/15/23 11/15/23
30 30
11/15/23 11/15/23
30 30

Machine
Speed

Preheat Temp
AT Time In

Machine
Number

Test Type

Test
Results

Test Date

Weld Date

Seam
Number

Seam
Length

Weld
Time

Machine
Temp

PSI Loss
AT Time Out
91/92 Francisco
Perez
W124 3.5 01:20 PM 01:25 PM Pass
91/94 Blas Rivas W123 3.5 01:32 PM 01:37 PM Pass
92/EXL Blas Rivas W123 3.5 02:40 PM 02:45 PM Pass
92/93 Francisco
Perez
W124 3.5 12:42 PM 12:47 PM Pass
92/94 Blas Rivas W123 3.5 01:17 PM 01:22 PM Pass
92/95 Blas Rivas W123 3.5 12:45 PM 12:50 PM Pass
93/EXL Blas Rivas W123 3.5 02:22 PM 02:27 PM Pass
94/95 Francisco
Perez
W124 3.5 01:02 PM 01:07 PM Pass
94/96 Jr Jose
Martinez
W120 3.5 01:45 PM 01:50 PM Pass
94/97 Jr Jose
Martinez
W120 3.5 01:35 PM 01:40 PM Pass
95/EXL Blas Rivas W123 3.5 02:42 PM 02:47 PM Pass
95/97 Jr Jose
Martinez
W120 3.5 01:30 PM 01:35 PM Pass
96/97 Jr Jose
Martinez
W120 3.5 01:48 PM 01:53 PM Pass
97/EXL Blas Rivas W123 3.5 02:45 PM 02:50 PM Pass
97/99 Francisco
Perez
W124 3.5 01:55 PM 02:00 PM Pass
98/99 Francisco
Perez
W124 3.5 02:58 PM 03:03 PM Pass
Powered By:

Operator
Name PSI In PSI Out
Air Pressure
Air Pressure
Air Pressure
Air Pressure
Air Pressure
Air Pressure
Air Pressure
Air Pressure
Air Pressure
Air Pressure
Air Pressure
Air Pressure
Air Pressure
Air Pressure
Air Pressure
Air Pressure
12/17/24 Page 18 of 31
68 0
37 0
8 0
4 0
22 0
479 0
39 0
25 0
21 0
458 0
47 0
39 0
21 0
433 0
64 0
49 0
02:33 PM 860
02:47 PM 860
03:11 PM 550
02:22 PM 860
12:54 PM 860
02:09 PM 860
03:15 PM 860
01:58 PM 860
01:42 PM 860
03:15 PM 860
03:02 PM 860
04:25 PM 860
02:56 PM 860
03:36 PM 860
04:43 PM 860
03:24 PM 860
11/15/23 11/15/23
30 30
11/15/23 11/15/23
30 30
11/15/23 11/17/23
30 0
11/15/23 11/15/23
30 30
5/24/24 5/29/24
30 30
5/24/24 5/30/24
30 30
5/24/24 5/30/24
30 30
5/24/24 5/30/24
30 30
5/24/24 5/30/24
30 30
5/24/24 5/30/24
30 30
5/24/24 5/30/24
30 30
5/24/24 5/30/24
30 30
5/24/24 5/30/24
30 30
5/24/24 5/30/24
30 30
5/24/24 5/29/24
30 30
5/24/24 5/30/24
30 30

Machine
Speed

Preheat Temp
AT Time In

Machine
Number

Test Type

Test
Results

Test Date

Weld Date

Seam
Number

Seam
Length

Weld
Time

Machine
Temp

PSI Loss
AT Time Out
98/100 Francisco
Perez
W124 3.5 03:02 PM 03:07 PM Pass
98/101 Francisco
Perez
W124 3.5 03:10 PM 03:15 PM Pass
99/EXL Blas Rivas X92 550 Pass
100/101 Francisco
Perez
W124 3.5 03:05 PM 03:10 PM Pass
102/103 Blas Rivas W123 4.5 04:10 PM 04:15 PM Pass
102/104 Francisco
Perez
W124 4.5 03:40 PM 03:45 PM Pass
102/105 Francisco
Perez
W124 4.5 03:15 PM 03:20 PM Pass
103/104 Francisco
Perez
W124 4.5 04:17 PM 04:22 PM Pass
104/105 Francisco
Perez
W124 4.5 03:20 PM 03:25 PM Pass
104/106 Blas Rivas W123 4.5 04:00 PM 04:05 PM Pass
104/107 Blas Rivas W123 4.5 04:20 PM 04:25 PM Pass
105/106 Blas Rivas W123 4.5 03:22 PM 03:27 PM Pass
106/107 Blas Rivas W123 4.5 04:22 PM 04:27 PM Pass
106/108 Sr Jose
Martinez
W120 4.5 04:30 PM 04:35 PM Pass
106/109 Sr Jose
Martinez
W120 4.5 03:29 PM 03:34 PM Pass
107/108 Sr Jose
Martinez
W120 4.5 04:25 PM 04:30 PM Pass
Powered By:

Operator
Name PSI In PSI Out
Air Pressure
Air Pressure
Vacuum
Air Pressure
Air Pressure
Air Pressure
Air Pressure
Air Pressure
Air Pressure
Air Pressure
Air Pressure
Air Pressure
Air Pressure
Air Pressure
Air Pressure
Air Pressure
12/17/24 Page 19 of 31
21 0
458 0
24 0
64 0
21 0
359 0
97 0
90 0
21 0
338 0
111 0
97 0
22 0
316 0
119 0
111 0
03:20 PM 860
12:41 PM 860
02:04 PM 860
02:07 PM 860
12:50 PM 860
01:02 PM 860
12:55 PM 860
01:54 PM 860
12:40 PM 860
01:59 PM 860
02:48 PM 860
01:42 PM 860
02:16 PM 860
02:51 PM 860
02:35 PM 860
03:43 PM 860
5/24/24 5/30/24
30 30
5/28/24 6/1/24
30 30
5/28/24 6/1/24
30 30
5/28/24 5/29/24
30 30
5/28/24 6/1/24
30 30
5/28/24 6/1/24
30 30
5/28/24 6/1/24
30 30
5/28/24 5/29/24
30 30
5/28/24 6/1/24
30 30
5/28/24 6/1/24
30 30
5/28/24 5/29/24
30 30
5/28/24 6/1/24
30 30
5/28/24 6/1/24
30 30
5/28/24 6/1/24
30 30
5/28/24 6/1/24
30 30
5/28/24 6/1/24
30 30

Machine
Speed

Preheat Temp
AT Time In

Machine
Number

Test Type

Test
Results

Test Date

Weld Date

Seam
Number

Seam
Length

Weld
Time

Machine
Temp

PSI Loss
AT Time Out
108/109 Francisco
Perez
W124 4.5 04:32 PM 04:37 PM Pass
108/110 Blas Rivas W123 4.5 07:54 PM 07:59 PM Pass
108/111 Blas Rivas W123 4.5 07:13 AM 07:18 AM Pass
109/111 Blas Rivas W123 4.5 03:38 PM 03:43 PM Pass
110/111 Francisco
Perez
W122 4.5 07:20 AM 07:25 AM Pass
110/112 Francisco
Perez
W122 4.5 07:26 AM 07:31 AM Pass
110/113 Francisco
Perez
W122 4.5 08:13 AM 08:18 AM Pass
111/112 Francisco
Perez
W122 4.5 03:57 PM 04:02 PM Pass
112/113 Francisco
Perez
W122 4.5 08:10 AM 08:15 AM Pass
112/114 Sr Jose
Martinez
W120 4.5 08:22 AM 08:27 AM Pass
112/115 Sr Jose
Martinez
W120 4.5 04:06 PM 04:11 PM Pass
113/114 Sr Jose
Martinez
W120 4.5 08:15 AM 08:20 AM Pass
114/115 Francisco
Perez
W122 4.5 08:27 AM 08:32 AM Pass
114/116 Blas Rivas W123 4.5 08:30 AM 08:35 AM Pass
114/117 Blas Rivas W123 4.5 08:45 AM 08:50 AM Pass
115/116 Blas Rivas W123 4.5 02:04 PM 02:09 PM Pass
Powered By:

Operator
Name PSI In PSI Out
Air Pressure
Air Pressure
Air Pressure
Air Pressure
Air Pressure
Air Pressure
Air Pressure
Air Pressure
Air Pressure
Air Pressure
Air Pressure
Air Pressure
Air Pressure
Air Pressure
Air Pressure
Air Pressure
12/17/24 Page 20 of 31
22 0
291 0
137 0
119 0
22 0
231 0
181 0
136 0
22 0
168 0
200 0
181 0
21 0
134 0
214 0
203 0
02:32 PM 860
03:48 PM 860
04:08 PM 860
03:22 PM 860
04:03 PM 860
11:17 AM 860
10:42 AM 860
12:05 PM 860
11:01 AM 860
11:43 AM 860
12:07 PM 860
11:15 AM 860
11:38 AM 860
01:47 PM 860
01:20 PM 860
02:06 PM 860
5/28/24 6/1/24
30 30
5/28/24 6/1/24
30 30
5/28/24 5/30/24
30 30
5/28/24 6/1/24
30 30
5/28/24 6/1/24
30 30
5/29/24 6/1/24
30 30
5/29/24 6/1/24
30 30
5/29/24 6/1/24
30 30
5/29/24 6/1/24
30 30
5/29/24 6/1/24
30 30
5/29/24 6/1/24
30 30
5/29/24 6/1/24
30 30
5/29/24 6/1/24
30 30
5/29/24 6/1/24
30 30
5/29/24 6/1/24
30 30
5/29/24 6/1/24
30 30

Machine
Speed

Preheat Temp
AT Time In

Machine
Number

Test Type

Test
Results

Test Date

Weld Date

Seam
Number

Seam
Length

Weld
Time

Machine
Temp

PSI Loss
AT Time Out
116/117 Blas Rivas W123 4.5 08:48 AM 08:53 AM Pass
116/118 Francisco
Perez
W122 4.5 08:34 AM 08:39 AM Pass
116/119 Blas Rivas W123 4.5 09:04 AM 09:09 AM Pass
117/118 Francisco
Perez
W122 4.5 08:25 AM 08:30 AM Pass
118/119 Blas Rivas W123 4.5 09:04 AM 09:09 AM Pass
118/120 Francisco
Perez
W122 5.5 10:13 AM 10:18 AM Pass
118/121 Francisco
Perez
W122 5.5 10:17 AM 10:22 AM Pass
119/120 Francisco
Perez
W122 5.5 09:07 AM 09:12 AM Pass
120/121 Blas Rivas W123 4.5 10:15 AM 10:20 AM Pass
120/122 Blas Rivas W123 4.5 09:13 AM 09:18 AM Pass
120/123 Blas Rivas W123 4.5 02:32 PM 02:37 PM Pass
121/122 Blas Rivas W123 4.5 10:19 AM 10:24 AM Pass
122/123 Blas Rivas W123 4.5 10:05 AM 10:10 AM Pass
122/124 Francisco
Perez
W122 5.5 10:42 AM 10:47 AM Pass
122/125 Francisco
Perez
W122 5.5 10:40 AM 10:45 AM Pass
123/124 Francisco
Perez
W122 5.5 02:50 PM 02:55 PM Pass
Powered By:

Operator
Name PSI In PSI Out
Air Pressure
Air Pressure
Air Pressure
Air Pressure
Air Pressure
Air Pressure
Air Pressure
Air Pressure
Air Pressure
Air Pressure
Air Pressure
Air Pressure
Air Pressure
Air Pressure
Air Pressure
Air Pressure
12/17/24 Page 21 of 31
22 0
103 0
237 0
214 0
22 0
251 0
116 0
22 0
29 0
269 0
252 0
22 0
281 0
264 0
6 0
22 0
01:17 PM 860
01:49 PM 860
02:28 PM 860
01:20 PM 860
02:22 PM 860
10:11 AM 860
11:20 AM 860
09:57 AM 860
11:30 AM 860
11:38 AM 860
10:42 AM 860
10:17 AM 860
01:01 PM 860
01:43 PM 860
01:26 PM 860
01:07 PM 860
5/29/24 6/1/24
30 30
5/29/24 6/1/24
30 30
5/29/24 6/1/24
30 30
5/29/24 6/1/24
30 30
5/29/24 6/1/24
30 30
5/30/24 6/1/24
30 30
5/30/24 6/1/24
30 30
5/30/24 6/1/24
30 30
5/30/24 6/1/24
30 30
5/30/24 6/1/24
30 30
5/30/24 6/1/24
30 30
5/30/24 6/1/24
30 30
5/30/24 6/1/24
30 30
5/30/24 6/1/24
30 30
5/30/24 6/1/24
30 30
5/30/24 6/1/24
30 30

Machine
Speed

Preheat Temp
AT Time In

Machine
Number

Test Type

Test
Results

Test Date

Weld Date

Seam
Number

Seam
Length

Weld
Time

Machine
Temp

PSI Loss
AT Time Out
124/125 Sr Jose
Martinez
W120 4.5 10:25 AM 10:30 AM Pass
124/126 Sr Jose
Martinez
W120 4.5 10:29 AM 10:34 AM Pass
124/127 Sr Jose
Martinez
W120 4.5 03:05 PM 03:10 PM Pass
125/126 Sr Jose
Martinez
W120 4.5 10:31 AM 10:36 AM Pass
126/127 Sr Jose
Martinez
W120 4.5 10:50 PM 10:55 PM Pass
126/129 Blas Rivas W123 4.5 01:15 PM 01:20 PM Pass
127/128 Blas Rivas W123 4.5 11:00 AM 11:05 AM Pass
128/129 Francisco
Perez
W122 4.5 01:05 PM 01:10 PM Pass
128/130 Francisco
Perez
W122 4.5 01:07 PM 01:12 PM Pass
128/131 Francisco
Perez
W122 4.5 11:28 AM 11:33 AM Pass
129/130 Francisco
Perez
W122 4.5 01:17 PM 01:22 PM Pass
130/131 Francisco
Perez
W122 4.5 01:20 PM 01:25 PM Pass
130/133 Blas Rivas W123 4.5 01:25 PM 01:30 PM Pass
131/132 Blas Rivas W123 4.5 01:45 PM 01:50 PM Pass
131/133 Blas Rivas W123 4.5 01:26 PM 01:31 PM Pass
132/133 Francisco
Perez
W122 4.5 01:30 PM 01:35 PM Pass
Powered By:

Operator
Name PSI In PSI Out
Air Pressure
Air Pressure
Air Pressure
Air Pressure
Air Pressure
Air Pressure
Air Pressure
Air Pressure
Air Pressure
Air Pressure
Air Pressure
Air Pressure
Air Pressure
Air Pressure
Air Pressure
Air Pressure
12/17/24 Page 22 of 31
264 0
249 0
38 0
22 0
248 0
229 0
74 0
22 0
213 0
15 0
322 0
22 0
213 0
195 0
140 0
22 0
02:36 PM 860
01:59 PM 860
02:27 PM 860
01:40 PM 860
02:32 PM 860
03:23 PM 860
03:12 PM 860
02:20 PM 860
11:47 AM 860
11:43 AM 860
10:53 AM 860
10:23 AM 860
12:51 PM 860
11:20 AM 860
12:24 PM 860
11:41 AM 860
5/30/24 6/1/24
30 30
5/30/24 6/1/24
30 30
5/30/24 6/1/24
30 30
5/30/24 6/1/24
30 30
5/30/24 6/1/24
30 30
5/30/24 6/1/24
30 30
5/30/24 6/1/24
30 30
5/30/24 6/1/24
30 30
5/31/24 6/1/24
30 30
5/31/24 6/1/24
30 30
5/31/24 6/1/24
30 30
5/31/24 6/1/24
30 30
5/31/24 6/1/24
30 30
5/31/24 6/1/24
30 30
5/31/24 6/1/24
30 30
5/31/24 6/1/24
30 30

Machine
Speed

Preheat Temp
AT Time In

Machine
Number

Test Type

Test
Results

Test Date

Weld Date

Seam
Number

Seam
Length

Weld
Time

Machine
Temp

PSI Loss
AT Time Out
132/135 Francisco
Perez
W122 4.5 12:40 PM 12:45 PM Pass
133/134 Francisco
Perez
W122 4.5 01:40 PM 01:45 PM Pass
133/135 Francisco
Perez
W122 4.5 01:31 PM 01:36 PM Pass
134/135 Francisco
Perez
W122 4.5 01:35 PM 01:40 PM Pass
134/137 Sr Jose
Martinez
W120 4 01:42 PM 01:47 PM Pass
135/136 Sr Jose
Martinez
W120 4 12:45 PM 12:50 PM Pass
135/137 Sr Jose
Martinez
W120 4 01:48 PM 01:53 PM Pass
136/137 Sr Jose
Martinez
W120 4 01:55 PM 02:00 PM Pass
136/138 Francisco
Perez
W122 4 12:55 PM 01:00 PM Pass
136/139 Francisco
Perez
W122 4 02:24 PM 02:29 PM Pass
137/139 Francisco
Perez
W122 4 02:15 PM 02:20 PM Pass
138/139 Francisco
Perez
W122 4 02:20 PM 02:25 PM Pass
138/141 Blas Rivas W118 4.5 02:30 PM 02:35 PM Pass
139/140 Blas Rivas W118 4.5 04:00 PM 04:05 PM Pass
139/141 Blas Rivas W118 4.5 03:25 PM 03:30 PM Pass
140/141 Sr Jose
Martinez
W120 4 04:06 PM 04:11 PM Pass
Powered By:

Operator
Name PSI In PSI Out
Air Pressure
Air Pressure
Air Pressure
Air Pressure
Air Pressure
Air Pressure
Air Pressure
Air Pressure
Air Pressure
Air Pressure
Air Pressure
Air Pressure
Air Pressure
Air Pressure
Air Pressure
Air Pressure
12/17/24 Page 23 of 31
195 0
183 0
171 0
22 0
183 0
165 0
201 0
22 0
151 0
14 0
384 0
22 0
151 0
139 0
259 0
22 0
12:22 PM 860
01:29 PM 860
01:01 PM 860
01:02 PM 860
02:41 PM 860
01:36 PM 860
01:57 PM 860
01:22 PM 860
02:04 PM 860
02:33 PM 860
02:36 PM 860
02:19 PM 860
02:50 PM 860
03:34 PM 860
03:21 PM 860
03:22 PM 860
5/31/24 6/1/24
30 30
5/31/24 6/1/24
30 30
5/31/24 6/1/24
30 30
5/31/24 6/1/24
30 30
5/31/24 6/1/24
30 30
5/31/24 6/1/24
30 30
5/31/24 6/1/24
30 30
5/31/24 6/1/24
30 30
5/31/24 6/1/24
30 30
5/31/24 6/1/24
30 30
5/31/24 6/1/24
30 30
5/31/24 6/1/24
30 30
5/31/24 6/1/24
30 30
5/31/24 6/1/24
30 30
5/31/24 6/1/24
30 30
5/31/24 6/1/24
30 30

Machine
Speed

Preheat Temp
AT Time In

Machine
Number

Test Type

Test
Results

Test Date

Weld Date

Seam
Number

Seam
Length

Weld
Time

Machine
Temp

PSI Loss
AT Time Out
140/143 Sr Jose
Martinez
W120 4 04:04 PM 04:09 PM Pass
141/142 Sr Jose
Martinez
W120 4 02:43 PM 02:48 PM Pass
141/143 Sr Jose
Martinez
W120 4 02:32 PM 02:37 PM Pass
142/143 Francisco
Perez
W122 4 03:35 PM 03:40 PM Pass
142/145 Francisco
Perez
W122 4 02:50 PM 02:55 PM Pass
143/144 Francisco
Perez
W122 4 04:15 PM 04:20 PM Pass
143/145 Francisco
Perez
W122 4 03:38 PM 03:43 PM Pass
144/145 Francisco
Perez
W122 4 04:17 PM 04:22 PM Pass
144/146 Blas Rivas W118 4.5 04:21 PM 04:26 PM Pass
144/147 Blas Rivas W118 4.5 04:20 PM 04:25 PM Pass
145/147 Blas Rivas W118 4.5 03:00 PM 03:05 PM Pass
146/147 Sr Jose
Martinez
W120 4 04:25 PM 04:30 PM Pass
146/149 Sr Jose
Martinez
W120 4 04:28 PM 04:33 PM Pass
147/148 Francisco
Perez
W122 4 03:10 PM 03:15 PM Pass
147/149 Sr Jose
Martinez
W120 4 03:59 PM 04:04 PM Pass
148/149 Francisco
Perez
W122 4 03:43 PM 03:48 PM Pass
Powered By:

Operator
Name PSI In PSI Out
Air Pressure
Air Pressure
Air Pressure
Air Pressure
Air Pressure
Air Pressure
Air Pressure
Air Pressure
Air Pressure
Air Pressure
Air Pressure
Air Pressure
Air Pressure
Air Pressure
Air Pressure
Air Pressure
12/17/24 Page 24 of 31
140 0
43 0
366 0
22 0
17 0
26 0
507 0
21 0
510 0
13 0
26 0
22 0
509 0
27 0
13 0
22 0
11:21 AM 860
10:01 AM 860
10:07 AM 860
09:39 AM 860
10:39 AM 860
10:34 AM 860
10:45 AM 860
10:06 AM 860
12:39 PM 860
01:47 PM 860
12:33 PM 860
12:02 PM 860
01:02 PM 860
12:56 PM 860
02:09 PM 860
12:50 PM 860
6/3/24 6/4/24
30 30
6/3/24 6/4/24
30 30
6/3/24 6/4/24
30 30
6/3/24 6/4/24
30 30
6/3/24 6/4/24
30 30
6/3/24 6/4/24
30 30
6/3/24 6/4/24
30 30
6/3/24 6/4/24
30 30
6/3/24 6/4/24
30 30
6/3/24 6/4/24
30 30
6/3/24 6/4/24
30 30
6/3/24 6/4/24
30 30
6/3/24 6/4/24
30 30
6/3/24 6/4/24
30 30
6/3/24 6/4/24
30 30
6/3/24 6/4/24
30 30

Machine
Speed

Preheat Temp
AT Time In

Machine
Number

Test Type

Test
Results

Test Date

Weld Date

Seam
Number

Seam
Length

Weld
Time

Machine
Temp

PSI Loss
AT Time Out
148/151 Francisco
Perez
W122 4.5 08:30 AM 08:35 AM Pass
149/150 Francisco
Perez
W122 4.5 09:55 AM 10:00 AM Pass
149/151 Francisco
Perez
W122 4.5 09:10 AM 09:15 AM Pass
150/151 Francisco
Perez
W122 4.5 09:57 AM 10:02 AM Pass
150/152 Blas Rivas W118 3.3 09:59 AM 10:04 AM Pass
150/153 Blas Rivas W118 3.3 10:04 AM 10:09 AM Pass
151/152 Blas Rivas W118 3.3 08:33 AM 08:38 AM Pass
152/153 Francisco
Perez
W122 4.5 10:01 AM 10:06 AM Pass
152/154 Sr Jose
Martinez
W120 4 08:50 AM 08:55 AM Pass
152/155 Sr Jose
Martinez
W120 4 08:42 AM 08:47 AM Pass
153/154 Sr Jose
Martinez
W120 4 10:05 AM 10:10 AM Pass
154/155 Blas Rivas W118 3.3 08:45 AM 08:50 AM Pass
154/156 Francisco
Perez
W122 4.5 09:02 AM 09:07 AM Pass
154/157 Francisco
Perez
W122 4.5 10:17 AM 10:22 AM Pass
155/156 Francisco
Perez
W122 4.5 08:57 AM 09:02 AM Pass
156/157 Francisco
Perez
W122 4.5 10:13 AM 10:18 AM Pass
Powered By:

Operator
Name PSI In PSI Out
Air Pressure
Air Pressure
Air Pressure
Air Pressure
Air Pressure
Air Pressure
Air Pressure
Air Pressure
Air Pressure
Air Pressure
Air Pressure
Air Pressure
Air Pressure
Air Pressure
Air Pressure
Air Pressure
12/17/24 Page 25 of 31
504 0
17 0
28 0
23 0
487 0
13 0
45 0
22 0
415 0
73 0
60 0
22 0
380 0
94 0
75 0
22 0
01:29 PM 860
01:24 PM 860
01:17 PM 860
01:10 PM 860
10:40 AM 860
10:35 AM 860
10:28 AM 860
10:36 AM 860
10:52 AM 860
12:12 PM 860
10:40 AM 860
11:40 AM 860
01:25 PM 860
01:09 PM 860
02:32 PM 860
12:57 PM 860
6/3/24 6/4/24
30 30
6/3/24 6/4/24
30 30
6/3/24 6/4/24
30 30
6/3/24 6/4/24
30 30
6/5/24 6/8/24
30 30
6/5/24 6/8/24
30 30
6/5/24 6/8/24
30 30
6/5/24 6/8/24
30 30
6/5/24 6/8/24
30 30
6/5/24 6/8/24
30 30
6/5/24 6/8/24
30 30
6/5/24 6/8/24
30 30
6/5/24 6/8/24
30 30
6/5/24 6/8/24
30 30
6/5/24 6/8/24
30 30
6/5/24 6/8/24
30 30

Machine
Speed

Preheat Temp
AT Time In

Machine
Number

Test Type

Test
Results

Test Date

Weld Date

Seam
Number

Seam
Length

Weld
Time

Machine
Temp

PSI Loss
AT Time Out
156/158 Blas Rivas W118 3.3 09:07 AM 09:12 AM Pass
156/159 Blas Rivas W118 3.3 10:11 AM 10:16 AM Pass
157/159 Blas Rivas W118 3.3 10:21 AM 10:26 AM Pass
158/159 Blas Rivas W118 3.3 10:10 AM 10:15 AM Pass
158/160 Francisco
Perez
W122 4.5 07:35 AM 07:40 AM Pass
158/161 Francisco
Perez
W122 4.5 09:13 AM 09:18 AM Pass
159/161 Francisco
Perez
W122 4.5 07:35 AM 07:40 AM Pass
160/161 Blas Rivas W118 3.3 09:15 AM 09:20 AM Pass
160/162 Blas Rivas W118 3.3 10:52 AM 10:57 AM Pass
160/163 Blas Rivas W118 3.3 07:43 AM 07:48 AM Pass
161/162 Blas Rivas W118 3.3 09:21 AM 09:26 AM Pass
162/163 Francisco
Perez
W122 3.5 08:30 AM 08:35 AM Pass
162/164 Francisco
Perez
W122 4.5 08:40 AM 08:45 AM Pass
162/165 Francisco
Perez
W122 4.5 09:24 AM 09:29 AM Pass
163/164 Francisco
Perez
W122 4.5 08:00 AM 08:05 AM Pass
164/165 Blas Rivas W118 3.3 09:26 AM 09:31 AM Pass
Powered By:

Operator
Name PSI In PSI Out
Air Pressure
Air Pressure
Air Pressure
Air Pressure
Air Pressure
Air Pressure
Air Pressure
Air Pressure
Air Pressure
Air Pressure
Air Pressure
Air Pressure
Air Pressure
Air Pressure
Air Pressure
Air Pressure
12/17/24 Page 26 of 31
349 0
108 0
94 0
22 0
306 0
136 0
110 0
22 0
419 0
119 0
15 0
101 0
21 0
101 0
21 0
38 0
01:14 PM 860
02:50 PM 860
01:01 PM 860
02:51 PM 860
02:49 PM 860
02:25 PM 860
03:28 PM 860
02:11 PM 860
11:56 AM 860
11:36 AM 860
09:07 AM 860
11:25 AM 860
01:45 PM 860
11:15 AM 860
01:50 PM 860
12:42 PM 860
6/5/24 6/8/24
30 30
6/5/24 6/8/24
30 30
6/5/24 6/8/24
30 30
6/5/24 6/8/24
30 30
6/5/24 6/8/24
30 30
6/5/24 6/8/24
30 30
6/5/24 6/8/24
30 30
6/5/24 6/8/24
30 30
6/7/24 6/8/24
30 30
6/7/24 6/8/24
30 30
6/8/24 6/8/24
30 30
6/6/24 6/8/24
30 30
6/7/24 6/8/24
30 30
6/6/24 6/8/24
30 30
6/7/24 6/8/24
30 30
6/6/24 6/8/24
30 30

Machine
Speed

Preheat Temp
AT Time In

Machine
Number

Test Type

Test
Results

Test Date

Weld Date

Seam
Number

Seam
Length

Weld
Time

Machine
Temp

PSI Loss
AT Time Out
164/166 Blas Rivas W118 3.3 08:44 AM 08:49 AM Pass
164/167 Blas Rivas W118 3.3 08:12 PM 08:17 PM Pass
165/166 Blas Rivas W118 3.3 09:28 AM 09:33 AM Pass
166/167 Blas Rivas W118 3.3 08:46 AM 08:51 AM Pass
166/168 Sr Jose
Martinez
W120 4 09:03 PM 09:08 PM Pass
166/169 Sr Jose
Martinez
W120 4 09:52 AM 09:57 AM Pass
167/168 Sr Jose
Martinez
W120 4 03:28 PM 03:33 PM Pass
168/169 Sr Jose
Martinez
W120 4 09:45 AM 09:50 AM Pass
168/196 Francisco
Perez
W122 4.5 09:47 AM 09:52 AM Pass
169/196 Francisco
Perez
W122 4.5 09:49 AM 09:54 AM Pass
169/208 Blas Rivas W127 3.5 09:58 AM 10:03 AM Pass
170/171 Francisco
Perez
W122 4.5 11:00 AM 11:05 AM Pass
170/198 Sr Jose
Martinez
W120 4 10:58 AM 11:03 AM Pass
171/172 Blas Rivas W120 4 11:03 AM 11:08 AM Pass
171/198 Sr Jose
Martinez
W120 4 11:10 AM 11:15 AM Pass
172/173 Francisco
Perez
W122 4.5 11:19 AM 11:24 AM Pass
Powered By:

Operator
Name PSI In PSI Out
Air Pressure
Air Pressure
Air Pressure
Air Pressure
Air Pressure
Air Pressure
Air Pressure
Air Pressure
Air Pressure
Air Pressure
Air Pressure
Air Pressure
Air Pressure
Air Pressure
Air Pressure
Air Pressure
12/17/24 Page 27 of 31
62 0
21 0
21 0
37 0
16 0
5 0
60 0
93 0
22 0
88 0
22 0
83 0
22 0
71 0
7 0
19 0
12:33 PM 860
01:54 PM 860
11:48 AM 860
12:39 PM 860
01:59 PM 860
04:12 PM 860
12:21 PM 860
12:55 PM 860
04:08 PM 860
12:50 PM 860
04:05 PM 860
01:11 PM 860
04:02 PM 860
01:22 PM 860
01:29 PM 860
03:59 PM 860
6/6/24 6/8/24
30 30
6/7/24 6/8/24
30 30
6/6/24 6/8/24
30 30
6/6/24 6/8/24
30 30
6/7/24 6/8/24
30 30
6/7/24 6/8/24
30 30
6/6/24 6/8/24
30 30
6/6/24 6/8/24
30 30
6/7/24 6/8/24
30 30
6/6/24 6/8/24
30 30
6/7/24 6/8/24
30 30
6/6/24 6/8/24
30 30
6/7/24 6/8/24
30 30
6/6/24 6/8/24
30 30
6/6/24 6/8/24
30 30
6/7/24 6/8/24
30 30

Machine
Speed

Preheat Temp
AT Time In

Machine
Number

Test Type

Test
Results

Test Date

Weld Date

Seam
Number

Seam
Length

Weld
Time

Machine
Temp

PSI Loss
AT Time Out
172/174 Francisco
Perez
W122 4.5 11:12 AM 11:17 AM Pass
172/198 Sr Jose
Martinez
W120 4 11:21 AM 11:26 AM Pass
173/174 Blas Rivas W120 4 11:27 AM 11:32 AM Pass
173/175 Blas Rivas W120 4 11:33 AM 11:38 AM Pass
173/198 Sr Jose
Martinez
W120 4 11:21 AM 11:26 AM Pass
173/205 Francisco
Perez
W122 4.5 11:30 AM 11:35 AM Pass
174/175 Blas Rivas W120 4 11:28 PM 11:33 PM Pass
175/176 Francisco
Perez
W122 4.5 11:38 AM 11:43 AM Pass
175/205 Francisco
Perez
W122 4.5 11:35 AM 11:40 AM Pass
176/177 Blas Rivas W120 4 11:45 AM 11:50 AM Pass
176/205 Francisco
Perez
W122 4.5 11:40 AM 11:45 AM Pass
177/178 Blas Rivas W120 4 12:50 PM 12:55 PM Pass
177/205 Francisco
Perez
W122 4.5 11:50 AM 11:55 AM Pass
178/179 Francisco
Perez
W122 4.5 11:12 AM 11:17 AM Pass
178/180 Francisco
Perez
W122 4.5 12:55 PM 01:00 PM Pass
178/202 Francisco
Perez
W122 4.5 12:25 PM 12:30 PM Pass
Powered By:

Operator
Name PSI In PSI Out
Air Pressure
Air Pressure
Air Pressure
Air Pressure
Air Pressure
Air Pressure
Air Pressure
Air Pressure
Air Pressure
Air Pressure
Air Pressure
Air Pressure
Air Pressure
Air Pressure
Air Pressure
Air Pressure
12/17/24 Page 28 of 31
3 0
22 0
69 0
2 0
22 0
68 0
22 0
63 0
17 0
4 0
59 0
22 0
55 0
22 0
50 0
22 0
04:01 PM 860
01:37 PM 860
01:42 PM 860
01:49 PM 860
03:56 PM 860
01:50 PM 860
03:53 PM 860
02:15 PM 860
03:50 PM 860
03:52 PM 860
02:13 PM 860
03:47 PM 860
02:33 PM 860
03:44 PM 860
02:22 PM 860
03:41 PM 860
6/7/24 6/8/24
30 0
6/6/24 6/8/24
30 30
6/6/24 6/8/24
30 30
6/6/24 6/8/24
30 0
6/7/24 6/8/24
30 30
6/6/24 6/8/24
30 30
6/7/24 6/8/24
30 30
6/6/24 6/8/24
30 30
6/7/24 6/8/24
30 30
6/7/24 6/8/24
30 0
6/6/24 6/8/24
30 30
6/7/24 6/8/24
30 30
6/6/24 6/8/24
30 30
6/7/24 6/8/24
30 30
6/6/24 6/8/24
30 30
6/7/24 6/8/24
30 30

Machine
Speed

Preheat Temp
AT Time In

Machine
Number

Test Type

Test
Results

Test Date

Weld Date

Seam
Number

Seam
Length

Weld
Time

Machine
Temp

PSI Loss
AT Time Out
178/205 Francisco
Perez
W122 4.5 Pass
179/180 Blas Rivas W120 4 01:00 PM 01:05 PM Pass
179/181 Blas Rivas W120 4 01:20 PM 01:25 PM Pass
180/181 Blas Rivas W120 4 Pass
180/202 Francisco
Perez
W122 4.5 01:14 PM 01:19 PM Pass
181/182 Francisco
Perez
W122 4.5 01:30 PM 01:35 PM Pass
181/202 Francisco
Perez
W122 4.5 01:22 PM 01:27 PM Pass
182/183 Francisco
Perez
W122 4.5 01:47 PM 01:52 PM Pass
182/200 Francisco
Perez
W122 4.5 01:44 PM 01:49 PM Pass
182/202 Francisco
Perez
W122 4.5 Pass
183/184 Blas Rivas W120 4 01:48 PM 01:53 PM Pass
183/200 Francisco
Perez
W122 4.5 01:45 PM 01:50 PM Pass
184/185 Francisco
Perez
W122 4.5 01:57 PM 02:02 PM Pass
184/200 Francisco
Perez
W122 4.5 01:50 PM 01:55 PM Pass
185/186 Blas Rivas W120 4 02:00 PM 02:05 PM Pass
185/200 Francisco
Perez
W122 4.5 01:55 PM 02:00 PM Pass
Powered By:

Operator
Name PSI In PSI Out
Vacuum
Air Pressure
Air Pressure
Vacuum
Air Pressure
Air Pressure
Air Pressure
Air Pressure
Air Pressure
Vacuum
Air Pressure
Air Pressure
Air Pressure
Air Pressure
Air Pressure
Air Pressure
12/17/24 Page 29 of 31
46 0
15 0
6 0
41 0
22 0
37 0
22 0
32 0
22 0
28 0
10 0
12 0
22 0
22 0
17 0
21 0
02:53 PM 860
03:39 PM 860
03:41 PM 860
02:55 PM 860
03:36 PM 860
03:05 PM 860
03:33 PM 860
03:04 PM 860
03:30 PM 860
03:38 PM 860
03:27 PM 860
03:29 PM 860
03:43 PM 860
03:25 PM 860
03:50 PM 860
03:21 PM 860
6/6/24 6/8/24
30 30
6/7/24 6/8/24
30 30
6/7/24 6/8/24
30 30
6/6/24 6/8/24
30 30
6/7/24 6/8/24
30 30
6/6/24 6/8/24
30 30
6/7/24 6/8/24
30 30
6/6/24 6/8/24
30 30
6/7/24 6/8/24
30 30
6/6/24 6/8/24
30 30
6/7/24 6/8/24
30 30
6/7/24 6/8/24
30 30
6/6/24 6/8/24
30 30
6/7/24 6/10/24
30 30
6/6/24 6/8/24
30 30
6/7/24 6/10/24
30 30

Machine
Speed

Preheat Temp
AT Time In

Machine
Number

Test Type

Test
Results

Test Date

Weld Date

Seam
Number

Seam
Length

Weld
Time

Machine
Temp

PSI Loss
AT Time Out
186/187 Francisco
Perez
W122 4.5 02:20 PM 02:25 PM Pass
186/199 Francisco
Perez
W122 4.5 02:10 PM 02:15 PM Pass
186/200 Francisco
Perez
W122 4.5 02:04 PM 02:09 PM Pass
187/188 Blas Rivas W120 4 02:25 PM 02:30 PM Pass
187/199 Francisco
Perez
W122 4.5 02:22 PM 02:27 PM Pass
188/189 Francisco
Perez
W122 4.5 02:30 PM 02:35 PM Pass
188/199 Francisco
Perez
W122 4.5 02:28 PM 02:33 PM Pass
189/190 Blas Rivas W120 4 02:45 PM 02:50 PM Pass
189/199 Francisco
Perez
W122 4.5 02:38 PM 02:43 PM Pass
190/191 Francisco
Perez
W122 4.5 02:40 PM 02:45 PM Pass
190/195 Francisco
Perez
W122 4.5 02:53 PM 02:58 PM Pass
190/199 Francisco
Perez
W122 4.5 02:47 PM 02:52 PM Pass
191/192 Blas Rivas W120 4 02:48 PM 02:53 PM Pass
191/195 Francisco
Perez
W122 4.5 07:24 AM 07:29 AM Pass
192/193 Francisco
Perez
W122 4.5 02:34 PM 02:39 PM Pass
192/195 Francisco
Perez
W122 4.5 07:26 AM 07:31 AM Pass
Powered By:

Operator
Name PSI In PSI Out
Air Pressure
Air Pressure
Air Pressure
Air Pressure
Air Pressure
Air Pressure
Air Pressure
Air Pressure
Air Pressure
Air Pressure
Air Pressure
Air Pressure
Air Pressure
Air Pressure
Air Pressure
Air Pressure
12/17/24 Page 30 of 31
9 0
23 0
66 0
141 0
515 0
22 0
22 0
514 0
21 0
183 0
148 0
54 0
74 0
12 0
22 0
186 0
11:06 AM 860
03:18 PM 860
11:20 AM 860
02:04 PM 860
12:51 PM 860
08:52 AM 860
09:01 AM 860
01:43 PM 860
08:47 AM 860
08:07 AM 860
04:02 PM 860
04:31 PM 860
04:41 PM 860
08:10 AM 860
08:31 AM 860
02:59 PM 860
6/7/24 6/10/24
30 30
6/7/24 6/10/24
30 30
6/7/24 6/10/24
30 30
6/7/24 6/10/24
30 30
6/7/24 6/8/24
30 30
6/8/24 6/8/24
30 30
6/8/24 6/8/24
30 30
6/7/24 6/8/24
30 30
6/8/24 6/8/24
30 30
6/8/24 6/8/24
30 30
6/7/24 6/8/24
30 30
6/7/24 6/8/24
30 30
6/7/24 6/8/24
30 30
6/8/24 6/8/24
30 30
6/8/24 6/8/24
30 30
6/7/24 6/8/24
30 30

Machine
Speed

Preheat Temp
AT Time In

Machine
Number

Test Type

Test
Results

Test Date

Weld Date

Seam
Number

Seam
Length

Weld
Time

Machine
Temp

PSI Loss
AT Time Out
193/194 Francisco
Perez
W122 4.5 07:28 AM 07:33 AM Pass
193/195 Francisco
Perez
W122 4.5 07:27 AM 07:32 AM Pass
194/195 Francisco
Perez
W122 4.5 07:36 AM 07:41 AM Pass
195/199 Sr Jose
Martinez
W120 4 02:50 PM 02:55 PM Pass
196/197 Blas Rivas W127 4 10:01 AM 10:06 AM Pass
196/207 Blas Rivas W127 3.5 10:04 AM 10:09 AM Pass
196/208 Blas Rivas W127 3.5 10:07 AM 10:12 AM Pass
197/198 Francisco
Perez
W122 4.5 10:08 AM 10:13 AM Pass
197/207 Blas Rivas W127 3.5 10:12 AM 10:17 AM Pass
198/202 Blas Rivas W127 3.5 10:24 AM 10:29 AM Pass
198/203 Sr Jose
Martinez
W120 4 01:35 PM 01:40 PM Pass
198/204 Sr Jose
Martinez
W120 4 01:05 PM 01:10 PM Pass
198/205 Sr Jose
Martinez
W120 4 11:43 AM 11:48 AM Pass
198/206 Blas Rivas W127 3.5 10:21 AM 10:26 AM Pass
198/207 Blas Rivas W127 3.5 10:17 AM 10:22 AM Pass
199/200 Sr Jose
Martinez
W120 4 02:33 PM 02:38 PM Pass
Powered By:

Operator
Name PSI In PSI Out
Air Pressure
Air Pressure
Air Pressure
Air Pressure
Air Pressure
Air Pressure
Air Pressure
Air Pressure
Air Pressure
Air Pressure
Air Pressure
Air Pressure
Air Pressure
Air Pressure
Air Pressure
Air Pressure
12/17/24 Page 31 of 31
49 0
21 0
275 0
50 0
148 0
53 0
5 0
16 0
7 0
9 0
16 0
16 0
02:50 PM 860
02:37 PM 860
02:55 PM 860
02:42 PM 860
03:57 PM 860
04:24 PM 860
03:50 PM 860
08:15 AM 860
03:46 PM 860
03:51 PM 860
08:36 AM 860
08:55 AM 860
6/7/24 6/10/24
30 30
6/7/24 6/8/24
30 30
6/7/24 6/8/24
30 30
6/7/24 6/10/24
30 30
6/7/24 6/8/24
30 30
6/7/24 6/8/24
30 30
6/7/24 6/8/24
30 30
6/8/24 6/8/24
30 30
6/7/24 6/8/24
30 30
6/7/24 6/8/24
30 30
6/8/24 6/8/24
30 30
6/8/24 6/8/24
30 30

Machine
Speed

Preheat Temp
AT Time In

Machine
Number

Test Type

Test
Results

Test Date

Weld Date

Seam
Number

Seam
Length

Weld
Time

Machine
Temp

PSI Loss
AT Time Out
199/201 Sr Jose
Martinez
W120 4 02:33 PM 02:38 PM Pass
200/201 Sr Jose
Martinez
W120 4 02:30 PM 02:35 PM Pass
200/202 Blas Rivas W127 4 01:40 PM 01:45 PM Pass
201/202 Blas Rivas W127 4 07:42 AM 07:47 AM Pass
202/203 Blas Rivas W127 4 01:33 PM 01:38 PM Pass
202/204 Blas Rivas W127 4 01:03 PM 01:08 PM Pass
202/205 Blas Rivas W127 4 01:01 PM 01:06 PM Pass
202/206 Blas Rivas W127 3.5 10:22 AM 10:27 AM Pass
203/204 Blas Rivas W127 4 01:08 PM 01:13 PM Pass
204/205 Blas Rivas W127 4 12:58 PM 01:03 PM Pass
206/207 Blas Rivas W127 3.5 10:20 AM 10:25 AM Pass
207/208 Blas Rivas W127 3.5 10:30 AM 10:35 AM Pass
Powered By:

Operator
Name PSI In PSI Out
Air Pressure
Air Pressure
Air Pressure
Air Pressure
Air Pressure
Air Pressure
Air Pressure
Air Pressure
Air Pressure
Air Pressure
Air Pressure
Air Pressure
Page1 of 2
Primary X Cell X
Secondary Pond
Other Pad
Weld Seam Operator Mach Mach Mach Preheat PSI Test
Date Length Name/ ID No. Speed Temp Temp Loss Results
16 25 16 35 16 40
16 34 16 42 16 47
17 05
17 28
17 38
17 44
17 51
10 00 10 15 10 20
10 10 10 15 10 20
10 17
10 07
953
13 00
12 40
1
550 500 9/6/24
30 30
6 860 9/5/24
Aron Ramirez X-112
W-145
860
Pass
9/6/24 Vacuum
550
Air Pressure
Pass
Pass
Pass
50
AT Time Out
PSI OUT
Pass
Pass
EL 30
9/5/24 2 EL 25 Aron Ramirez X-112
550
9/5/24 3 EL 16 Aron Ramirez
9/5/24 2 3 53 Angel Balderas
9/5/24
X-112 550 500 9/6/24 Vacuum
9/5/24 3 EL 10 Aron Ramirez X-112 550 500 9/6/24 Vacuum
9/5/24 2 EL 10 Aron Ramirez X-112
9/6/24 3 4 60 Angel Balderas W-145 6 860 9/6/24 Air Pressure 30 30
Pass
9/6/24 4 5 43 Angel Balderas W-145 6 860 9/6/24 Air Pressure 30 30
Pass
9/6/24 1 EL 17 Aron Ramirez X-112 550 500 9/6/24 Vacuum Pass
9/6/24 2 EL 22.5 Aron Ramirez X-112 550 500 9/6/24 Vacuum Pass
9/6/24 3 EL 63 Aron Ramirez X-112 550 500 9/6/24 Vacuum Pass
9/6/24 4 EL 22.5 Aron Ramirez X-112 550 500 9/6/24 Vacuum Pass
9/6/24 5 EL 22.5 Aron Ramirez X-112 550 500 9/6/24 Vacuum Pass
Quality Controller:FRANCISCO GONZALEZ T&M
Air Pressure
Welded
9/6/24 Vacuum
Vacuum
500
No.
1
Air Pressure Test
501
PSI INType
AT Time InSeam
Date
Test
5REPAIRS
2 30
SEAM CONTROL REPORT
SALT LAKE VALLEY SOLID WASTE MANAGEMENT Job No. : Superintendent:LUIS ESPINALProject Name:724046
PSI
Minutes
PSI
Pass
30
3
181 Total LF of Welding to Date Combined
Material Type:
9/5/24
Job Description:
Allowable Air Pressure Loss
Test
Air Pressure Hold Time
W-145Angel Balderas 30
60MIL HDPE TEXTURED
Time
25 9/5/246
Fusion LF Weld Total To Date:Extrusion LF Weld Total To Date 320
Seam Control Geo-Synthetics Systems, LLC. Confidential-Rev.240314
Page2 of 2
Primary X Cell X
Secondary Pond
Other Pad
Weld Seam Operator Mach Mach Mach Preheat PSI Test
Date Length Name/ ID No. Speed Temp Temp Loss Results
AT Time Out
PSI OUT
Quality Controller:FRANCISCO GONZALEZ T&M
WeldedNo.
Air Pressure Test
501
PSI INType
AT Time InSeam
Date
Test
5REPAIRS
SEAM CONTROL REPORT
SALT LAKE VALLEY SOLID WASTE MANAGEMENT Job No. : Superintendent:LUIS ESPINALProject Name:724046
PSI
Minutes
PSI
30
3
181 Total LF of Welding to Date Combined
Material Type:
Job Description:
Allowable Air Pressure Loss
Test
Air Pressure Hold Time
60MIL HDPE TEXTURED
Time
Fusion LF Weld Total To Date:Extrusion LF Weld Total To Date 320
12 23
12 36
11 01
10 56
10 52
9/6/24 5 EL 23.5 Aron Ramirez X-112 550 500 9/6/24 Vacuum Pass
9/6/24 5 EL 25 Aron Ramirez X-112 550 500 9/6/24 Vacuum Pass
9/6/24 4 EL 20 Aron Ramirez X-112 550 500 9/6/24 Vacuum Pass
9/6/24 4 EL 8 Aron Ramirez X-112 550 500 9/6/24 Vacuum Pass
9/6/24 4 EL 5 Aron Ramirez X-112 550 500 9/6/24 Vacuum Pass
Seam Control Geo-Synthetics Systems, LLC. Confidential-Rev.240314

5.6
Repair Reports

Page1 of 1
Project Name: X X Pad
Material Type:
Job Description:
Damage Codes BO --Burn Out PB CF SF Patch Material Test Type Abbrv.
CR FS --Failed Seam MatD LL Vacuum *S=South
DS WR --Wrinkle WS MD Air Pressure *N=North
SI --Subgrade Irregularity AV --Air Vent RW DO LF Welded Spark *W=West
SJ AO --Add On FM CS 150.00 Air Lance *E=East
Repair Damage Seam Panel Repair Date Time Date Test Test Date of
Number Code Number Number Type Welded Welded Completed Type Results Re-test
R1 SJ 1/2/EL C 2 X 7 9/5/24 5:26:00 PM Aron Ramirez 09/06/24 Vacuum Pass
R2 WS 2/EL P 2 X 2 9/5/24 5:36:00 PM Aron Ramirez 09/06/24 Vacuum Pass
R3 SJ 2/3/EL P 2 X 2 9/5/24 5:43:00 PM Aron Ramirez 09/06/24 Vacuum Pass
R4 LL 3/EL P 2 X 2 9/5/24 5:54:00 PM Aron Ramirez 09/06/24 Vacuum Pass
R5 DS1 2/3 P 2 X 5 9/6/24 9:00:00 AM Aron Ramirez 09/06/24 Vacuum Pass
R6 DS2 P2/R1 P 2 X 5 9/6/24 8:55:00 AM Aron Ramirez 09/06/24 Vacuum Pass
R7 SJ 1/2/EL P 2 X 2 9/6/24 10:16:00 AM Aron Ramirez 09/06/24 Vacuum Pass
R8 SJ 2/3/EL P 2 X 2 9/6/24 10:06:00 AM Aron Ramirez 09/06/24 Vacuum Pass
R9 SJ 3/4/EL P 2 X 2 9/6/24 1:20:00 PM Aron Ramirez 09/06/24 Vacuum Pass
R10 SJ 4/5/EL P 2 X 2 9/6/24 12:59:00 PM Aron Ramirez 09/06/24 Vacuum Pass
R11 WS 5/EL P 2 X 2 9/6/24 12:39:00 PM Aron Ramirez 09/06/24 Vacuum Pass
R12 SJ 4/5/EL P 2 X 2 9/6/24 12:22:00 PM Aron Ramirez 09/06/24 Vacuum Pass
R13 WS 4/EL P 2 X 2 9/6/24 11:00:00 AM Aron Ramirez 09/06/24 Vacuum Pass
R14 WS 4/EL P 2 X 2 9/6/24 10:55:00 AM Aron Ramirez 09/06/24 Vacuum Pass
R15 SJ 3/4/EL P 2 X 2 9/6/24 10:50:00 AM Aron Ramirez 09/06/24 Vacuum Pass
R16 WS 5/EL P 2 X 2 9/6/24 12:35:00 PM Aron Ramirez 09/06/24 Vacuum Pass
4
10
10
Total
SF
14
4
Operator Name
4
4
4
4
End of Seam
Intersection
10' North from South
5' North from South
Intersection
25' NW from SE
4
4
4
4
4
4
Quality Controller:
Pond
10' NE from NW
Intersection
Intersection
Intersection
--Seam Joint
--Material Defect
REPAIRS
60MIL HDPE TEXTURED
--Crease
--Destruct Sample
--Pipe Boot
Primary
Secondary
--Welder Restart
Cell
Repair Types--Custom Fit
C--Cap Strip
P--Patch
* if aplicable
(Feet)
--Lost Lap
--Damage By Others
Patch
--Concrete Structure
--Mechanical Damage
4
--Roller Wrinkle
Intersection
Location
Intersection
25' E from W
37' E from W
Intersection
Intersection
--Fishmouth
T&M
SALT LAKE VALLEY SOLID WASTE MANAGEMENT
Other
724046Superintendent:LUIS ESPINAL Job No.:FRANCISCO GONZALEZ
REPAIR REPORT
86
Repair Report Geo-Synthetics Systems, LLC. Confidential-Rev.240314

5.7
Panel Placement Summary

Page1 of 1
Project:
Owner:
Engineer:
Contractor:
Installation Supervisor:
Panel
Number Width Length
Square
Footage Daily Totals
P1 17 12.5 212.5
P2 23 39 897
P3 23 76 1748 2857.5
P4 23 52 1196
P5 23 21.5 494.5 1690.5
0
0105-213374 9/6/2024 60MIL HDPE TEXTURED
0105-213374 9/6/2024 60MIL HDPE TEXTURED
Quality Controller:
Materials:
LUIS ESPINAL
FRANCISCO GONZALEZ
60MIL HDPE TEXTURED
Panel Placement Log
SALT LAKE CITY CORPORATION
SALT LAKE VALLEY SOLID WASTE MANAGEMENT
0105-213374 9/5/2024 60MIL HDPE TEXTURED
0105-213374 9/5/2024 60MIL HDPE TEXTURED
Roll Number Installation Date Material Type
0105-213374 9/5/2024 60MIL HDPE TEXTURED
Panel Placement Geo-Synthetics Systems, LLC. Confidential-Rev.240314

5.8
Liner As-Built Drawings

MOD 8
RD-1
60
M
I
L

H
D
P
E

T
E
X
T
U
R
E
D
PR
I
M
A
R
Y

L
A
Y
E
R
RE
C
O
R
D

D
R
A
W
I
N
G
SR
1''

=

4
0
'
-
0
'
'
72
3
0
2
7
L2
3
0
1
0
9
06
/
3
0
/
2
0
2
4
SALT LAKE
SA
L
T

L
A
K
E

V
A
L
L
E
Y

S
O
L
I
D

W
A
S
T
E

F
A
C
I
L
I
T
Y
MO
D
U
L
E

8
SA
L
T

L
A
K
E

C
I
T
Y
,

U
T
A
H
AL
07
/
2
2
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723027 L230109
SALT LAKE
MOD 8
RD-1
60MIL HDPE TEXTURED
RECORD DRAWING
LEACHATE COLLECTION SUMP
SALT LAKE VALLEY SOLID WASTE FACILITY
MODULE 8-SUMP
SALT LAKE CITY, UTAH
AL 07/22/24
FG 09/06/24
1'' = 20'-0''
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SALT LAKE CITY, UT
AL 09/30/24

6.0
GEONET DRAINAGE
LAYER

6.1
Construction QC/QA Plan

Geonet Construction QC/QA Plan

Introduction
This document (Geonet Construc on Quality Control/Quality Assurance Plan) is intended to generally
document standard procedures u lized to ensure a quality installa on. This document complements,
and does not replace, applicable site-specific project plans and specifica ons.
References: Project Manual Sec on 31 05 20S Geonet Drainage Layer.

Qualifications
The Manufacturer shall have manufactured a minimum of 10,000,000 square feet of polyethylene
geonet material during the last year.
The Installer shall have installed a minimum of 1,000,000 square feet of geonet during the 5 last years.
The Installer shall have worked in a similar capacity on at least 5 projects similar in complexity to the
project described in the contract documents, and with at least 100,000 square feet of geonet installa on
on each project.
The Installa on Supervisor shall have worked in a similar capacity on projects similar in size and
complexity to the project described in the Contract Documents.

Material Labeling, Deliver, Storage and Handling
Labeling – Each roll of geomembrane delivered to the site shall be labeled by the manufacturer. The label
will iden fy:
1. Manufacturer’s Name
2. Product Iden fica on
3. Length
4. Width
5. Roll Number
Delivery – Rolls of geonet will be prepared to ship by appropriate means to prevent damage to the
material and to facilitate off-loading.
Storage – The on-site storage loca on of the geonet, provided by the Contractor to protect the geonet
from abrasions, excessive dirt and moisture shall have the following characteris cs:
1. Level (no wooden pallets)
2. Smooth
3. Protected from the= and vandalism
4. Adjacent to the area being lined
Handling – Materials are to be handled so as to prevent damage.
1. The Contractor and Installer shall handle all geonet in such a manner as to ensure it is not
damaged in any way.
2. The Installer shall take any necessary precau ons to prevent damage to the underlying layers
during placement of the geonet.
Approved geosynthe c materials shall be delivered to the project site, unloaded and stored in a
prepared secure area protected from damage by: puncture, ponding water, airborne contaminates or
traffic.
All materials shall be properly labeled and cross-referenced with packing slips and the project approved
roll list.
Any visible damage to roll goods delivered to the project site shall be documented. Rolls with significant
damage shall be marked and stored separately on site for further evalua on by the ECA Superintendent.
A complete material inventory shall be completed and kept up to date to veri=y that sufficient quan ty
of the required materials exists on site to fulfill the project requirements.
Geocomposite rolls should be li=ed off the ground when moving. Dragging of geocomposite rolls against
ground surface is not recommended. Opera on of heavy equipment directly on the geocomposite
should be avoided.

Site Preparation
The subgrade surface to receive geocomposite materials shall be prepared and inspected in accordance
with the project specifica ons. Surfaces shall be smooth and free of sharp rocks or debris.

Installation
The geonet roll should be installed in the direc on of the slope and in the intended direc on of fow
unless otherwise specified by the Engineer.
If the project contains long, steep slopes, special care should be taken so that only full-length rolls are
used at the top of the slope.
In the presence of wind, all geonets shall be weighted down with sandbags or the equivalent. Such
sandbags shall be used during placement and remain un l replaced with cover material.
If the project includes an anchor trench at the top of the slopes, the geonet shall be properly anchored
to resist sliding. Anchor trench compac ng equipment shall not come into direct contact with the
geonet.
Any rips, tears, or damaged areas on the deployed geonet shall be removed and patched. The patch shall
be secured to the original geonet by tying every 6 inches with the approved tying devices. If the area to
be repaired is more than 50 percent of the width of the panel, the damaged area shall be cut out and
the two por ons of the geonet shall be joined.
In applying fill material, no equipment can drive directly across the geonet. The specified fill material
shall be placed and spread u lizing vehicles with a low ground pressure. The cover soil shall be placed in
the geonet in a manner that prevents damage to the geonet. Placement of the cover soil shall proceed
immediately following the placement and inspec on of the geonet.
Each component of the geonet will be secured to the like component at overlaps.
Adjacent edges along the length of the geonet roll shall be overlapped a minimum of 6” or as
recommended by the engineer.
The overlapped edges shall be joined by tying the geonet structure with cable es.
These es shall be spaced every 5 feet along the roll length.
Adjoining rolls across the roll width should be shingled down in the direc on of the slope and joined
together with cable es spaced every foot along the roll width.

Inspection
Prior to implemen ng any of the work in the sec on to be lined, the Installer shall carefully inspect the
installed work of all other sec ons and verify that all work is complete to the point where the installa on
of the sec on may properly commence without adverse impact.
Prior to covering the deployed geonet, each roll shall be inspected for damage resul ng from
construc on.
If the Installer has any concerns regarding the installed work of other sec ons, he shall no fy the Project
Engineer.

6.2
Contractor Submittals

PROJECT NAME:
SALT LAKE VALLEY SOLID WASTE FACILITY MODULE 8
Wall Consultant Group Project No.:LDF20015 ; GSI Project No.:723027
Section: DOCUMENT 31 05 20S GEONET DRAINAGE LAYER
1.4.A.
MANUFACTURER'S PROJECT LIST
PROVIDED IN THIS SUBMITTAL
2401 PEWAUKEE ROAD • WAUKESHA, WI 53188-6904 • 262-524-7979 • Fax: [phone] • 800-444-5523 • www.geo-synthetics.com
Project RefeRence
Fabrinet® - americas
PrOJect name cOUntrY Year PrODUct sQFt sQmt
South Dade Landfill USA 2018 FabriNet® 4,449,960 413,415
Leon County Solid Waste USA 2018 FabriNet® 3,144,000 292,087
MSLA 1-D Landfill Closure Project USA 2018 FabriNet® 2,606,400 242,142
Fresh Kills Landfill USA 2019 FabriNet® 2,584,050 240,066
Brookhaven Landfill USA 2018 FabriNet® 2,513,140 233,478
McCommas Bluff Landfill USA 2018 FabriNet® 2,390,850 222,117
Exxon Mobil Blade Project USA 2018 FabriNet® 2,174,400 202,008
El Paso Landfill USA 2017 FabriNet® 1,816,964 168,801
CDF Slurry Wall Landfill Closure USA 2019 FabriNet® 1,620,000 150,503
Neal South Energy CCR USA 2018 FabriNet® 1,600,965 148,735
D.E. Karn Landfill USA 2019 FabriNet® 1,505,700 139,884
Cefe Valenzuela Sector 3C USA 2018 FabriNet® 1,368,900 127,175
Heritage Landfill Cell USA 2017 FabriNet® 1,304,100 121,155
Labadie Energy Utility USA 2016 FabriNet® 1,297,065 120,501
Simi Valley USA 2018 FabriNet® 1,279,200 118,842
Prairie State Near Field CCR Closure USA 2018 FabriNet® 1,257,054 116,784
Blackfoot Mine Cap & Cover USA 2017 FabriNet® 1,244,580 115,625
PROJECT NAME:
SALT LAKE VALLEY SOLID WASTE FACILITY MODULE 8
Wall Consultant Group Project No.:LDF20015 ; GSI Project No.:723027
Section: 31 05 19 GEOTEXTILES
1.4.A.2.
TECHNICAL DATA SHEET
PROVIDED IN THIS SUBMITTAL
2401 PEWAUKEE ROAD • WAUKESHA, WI 53188-6904 • 262-524-7979 • Fax: [phone] • 800-444-5523 • www.geo-synthetics.com
Mirafi® 180N - Geotextile
TECHNICAL DATA SHEET
PROPERTY(1)TEST METHOD FREQUENCY UNIT 1116770
Imperial
SPECIFICATIONS
Grab Tensile Properties (min. avg)
Strength (MD)
Elongation (MD)
Elongation (CMD)
Trapezoidal Tear Strength (MD)
Trapezoidal Tear Strength (CMD)
Puncture Resistance (CBR)
ASTM D4632
ASTM D4533
ASTM D4533
ASTM D6241
60,000 yd²
60,000 yd²
60,000 yd²
360,000 yd²
lbf
%
%
lbf
lbf
lbf
205
50
50
80
80
500
Apparent Opening Size (AOS)
Permittivity
Water Flow Rate
UV Resistance-% retained after 500 hrs
ASTM D4751
ASTM D4491
ASTM D4491
ASTM D4355
360,000 yd²
120,000 yd²
120,000 yd²
1/Formulation/Year
U.S. Sieve
sec⁻¹
gpm/ft²
%
80
1.4
95
70
SUPPLY SPECIFICATIONS(Roll dimensions may vary ±1%)
Roll Dimension - Width -ft 15.0
Roll Dimension - Length -ft 300
Area (Surface/Roll)-ft²4500
* The information contained herein is provided for reference purposes only and is not intended as a warranty or guarantee. Final determination of
suitability for use contemplated is the sole responsibility of the user. SOLMAX assumes no liability in connection with the use of this information.
Solmax is not a design professional and has not performed any design services to determine if Solmax's goods comply with any project plans or
specifications, or with the application or use of Solmax's goods to any particular system, project, purpose, installation or specification.
NOTES
11-Jul-2023Revision date
SOLMAX.COMPage 1 of 1
PROJECT NAME:
SALT LAKE VALLEY SOLID WASTE FACILITY MODULE 8
Wall Consultant Group Project No.:LDF20015 ; GSI Project No.:723027
Section: DOCUMENT 31 05 20S GEONET DRAINAGE LAYER
1.4.B.1.-2.
INSTALLER'S PROJECT LIST
PROVIDED IN THIS SUBMITTAL
2401 PEWAUKEE ROAD • WAUKESHA, WI 53188-6904 • 262-524-7979 • Fax: [phone] • 800-444-5523 • www.geo-synthetics.com
2022 Completed Projects List
Project Name Foxhole Landfill 721019 Project Name IPL Ash Pond Closure 721024 Phase 1 of 3
Location Charlotte, NC Location Petersburg, Indiana Continued on Row 41
Owner Mecklenburg County, N.C.Owner Indianapolis Power & LightAddress17131 Lancaster Highway Address 6925 North State Road 57
Engineer CDM Smith - Curtis Wilson & Aaron Weispfenning Engineer ATC Group Services LLC
Client Triangle Grading & Paving Client Blankenerger Brothers, Inc.
Contact Bryan Coley Contact Pat Blankenburger
1 Project Type LFCell 2 Project Type Ash PondProject Manager Steve Brothers Project Manager Cesar Gonzalez
Superintendent Vince Sisoumphou Superintendent Jose Vargas
QC Technician Kamphone Sisoumphou QC Technician Tramaine Watts
Start Date Nov-2021 Start Date Jul-2021
Completion Date Mar-2022 Completion Date Oct-2021
Cross Section GCL Cross Section Geocomposite Cross Section 40 Mil LLDPE Smooth Cross Section GeocompositeSubgrade (SF)602,331 Quantity (SF)609,219 Subgrade (SF)1,145,977 Quantity (SF)469,350
Cross Section 60 Mil Textured Cross Section 20 Mil Rain Cover Cross Section 40 Mil LLDPE Textured Cross Section Geotextile
Quantity (SF)596,511 Quantity (SF)609,318 Quantity (SF)217,938 Quantity (SF)684,000
Project Name Harpers Ferry WWTP 721041 Project Name East St. Louis Auto Shredding 721050
Location Harpers Ferry, Iowa Location East St. Louis, IL
Owner City of Harpers Ferry Owner St. Clair CountyAddress1009 Winfield Road Address 1299 N 1st Street
Engineer Davy Engineering Engineer Andrews Engineering
Client Wapasha Construction Client Kolb Grading
Contact Pat Doyle Contact Adam Jenkins3 Project Type Wastewater Ponds & SAGR's 4 Project Type Landfill
Project Manager Steve Brothers Project Manager Cesar Gonzalez
Superintendent Vince Sisoumphou Superintendent Dan Rodriquez
QC Technician Khamphone Sisoumphou QC Technician Dan RodriquezStart Date Nov-2021 Start Date Oct-2022
Completion Date May-2022 Completion Date Nov-2022
Cross Section 60 Mil Smooth Cross Section Cross Section 60 Mil Smooth Cross Section 12 oz. GeotextileSubgrade (SF)96,511 Quantity (SF) Subgrade (SF)195,648 Quantity (SF)226,200
Cross Section Geotextile Cross Section Cross Section 60 Mil Textured Cross Section
Quantity (SF)23,520 Quantity (SF) Quantity (SF)31,283 Quantity (SF)
Project Name Ameren Peru 722042 Project Name Goodell WWTP 721053
Location Peru, IL Location Goodell, IowaOwnerAmerenOwnerCity of Goodell, Iowa
Address 350 5th Street Address 107 Centennial Street (Fire Station)
Engineer Environmental Resources Management, Inc. Alan Cork P.E.Engineer SEH Inc.
Client O6 Environmental Client Cole ExcavatingContactCody Lonas Contact Jeremy Cole
5 Project Type Ameren Remediation Site 6 Project Type WWTP
Project Manager Steve Brothers Project Manager Steve Brothers
Superintendent Robert Chandler Superintendent Robert ChandlerQC Technician Robert Chandler QC Technician Tramaine Watts
Start Date Oct-2022 Start Date Jun-2022
Completion Date Oct-2022 Completion Date Jun-2022
Cross Section GCL Cross Section Geocomposite Cross Section 60 Mil HD Smooth Cross Section
Subgrade (SF)52,875 Quantity (SF)52,875 Subgrade (SF)103,050 Quantity (SF)
Cross Section 60 Mil Textured Cross Section 8 oz. Geotextile Cross Section Cross Section
Quantity (SF)18,200 Quantity (SF)36,000 Quantity (SF) Quantity (SF)
Project Name Sarasota LF Phase III 721058 Continued on Row 545 Project Name La Cygne Upper AQC Closure T 721059
Location Nokomis, FL Location La Cygne, KS
Owner Sarasota County, FL Owner Evergy Metro, Inc.
Address 4000 Knights Trail Road Address 25166 East 2200 Road
Engineer Jones Edmunds Dale E. Gerber Engineer AECOM
Client Glover Construction Company, Inc.Client Kissick ConstructionContactMark Short Contact Mark Rigdon
7 Project Type Landfill Expansion 8 Project Type AQC Closure
Project Manager Cesar Gonzalez Project Manager Cesar Gonzalez
Superintendent Jose Valverde Superintendent Jose ValverdeQC Technician Martin Villegas QC Technician Martin Villegas
Start Date Jan-2022 Start Date Sep-2021
Completion Date Oct-2022 Completion Date Dec-2021
Cross Section GCL Cross Section 60 Mil Secondary Cross Section 40 Mil Micro Spike Cross Section
Subgrade (SF)2,353,987 Quantity (SF)2,376,692 Subgrade (SF)1,437,480 Quantity (SF)
Cross Section 60 Mil Primary Cross Section Primary Geocomposite Cross Section Closure Turf Cross Section
Quantity (SF)2,365,547 Quantity (SF)2,142,058 Quantity (SF)1,437,480 Quantity (SF)
Project Name Pleasant Prairie LF Closure 722003 Project Name Prince Specialty Products 722010
Location Pleasant Prairie, WI Location New Johnsonville, TN
Owner WE Energies Owner Prince Specialty Products
Address 8000 95th Street Address 795 Foote Lane
Engineer GEI Consultants Engineer ARCADIS US, Inc.Client Edgerton Contractors, Inc.Client Vaughn Contractors, Inc.
Contact Ryan Murphey Contact Kevin Little
9 Project Type Landfill Closure 10 Project Type Basin
Project Manager Cesar Gonzalez Project Manager Steve BrothersSuperintendentVince Sisoumphou Superintendent Robert Chandler
QC Technician Khamphone Sisoumphou QC Technician Robare Long
Start Date Oct-2022 Start Date Jul-2022
Completion Date Oct-2022 Completion Date Sep-2022
Page 1 of 6
2401 PEWAUKEE ROAD • WAUKESHA, WI 53188-6904 • 262-524-7979 • Fax: [phone] • 800-444-5523 • www.geo-synthetics.com
2022 Completed Projects List
Cross Section 40 Mil LL Textured Cross Section Cross Section 60 Mil HDPE Tex/Smooth Cross SectionSubgrade (SF)143,520 Quantity (SF) Subgrade (SF)424,600 Quantity (SF)
Cross Section Geocomposite Cross Section Cross Section 8oz. Geotextile Cross Section
Quantity (SF)145,020 Quantity (SF) Quantity (SF)234,841 Quantity (SF)
Project Name Williams Conway Brine 722005 Project Name Munger Landing Geotube Pad 722032
Location McPhereson, KS Location Duluth, MNOwnerWilliamsOwnerEPA, MPCA, US Army Corps of Engineers & WDNR
Address 775 Landmark Road Address Clyde Ave
Engineer Audubon Engineering Nicole Bruno Engineer US Army Corps of Engineers
Client Prairie Landworks Inc.Client J.F. Brennan Company, Inc.Contact Tom Saffel Contact Casey Evensen
11 Project Type Pond 12 Project Type Geotube Pad
Project Manager Cesar Gonzalez Project Manager Steve Brothers
Superintendent Vince Sisoumphou Viruth Long Superintendent Vince Sisoumphou Raul NQC Technician Kamphone Sisoumphou Robare Long QC Technician Khamphone Sisoumphou
Start Date Mar-2022 Start Date Aug-2022
Completion Date On-Going Completion Date Sep-2022
Cross Section 60 Mil Tex/Smooth Primary Cross Section Geocomposite Cross Section 40 Mil Cross Section
Subgrade (SF)659,891 Quantity (SF)659,891 Subgrade (SF)435,561 Quantity (SF)
Cross Section 60 Mil Tex/Smooth Secondary Cross Section Geonet Cross Section 8 oz. Geotextile Cross Section
Quantity (SF)659,891 Quantity (SF)659,891 Quantity (SF)731,200 Quantity (SF)
Project Name Alliant Energy Columbia PP 722011 Project Name Alliant Energy Lansing 722012
Location Pardeeville, WI Location Lansing, Iowa
Owner Alliant Energy Owner Alliant Energy
Address W8375 Murray Road Address 2320 Power Plant Drive
Engineer SCS Engineers Zana Bajalan Engineer Infrastructure Alternatives, Inc.
Client Ames Construction Client Ames Construction, Inc.Contact Brad Folczyk - Clint Berning Contact Andrew Reynolds
13 Project Type Pond Closure 14 Project Type Tube Laydown Pads
Project Manager Steve Brothers Project Manager Steve Brothers
Superintendent Robert Chandler Superintendent Vince SisoumphouQC Technician Robert Chandler Dan Rodriguez QC Technician Kamphone Sisoumphou
Start Date Oct-2022 Start Date Jul-2022
Completion Date Nov-2022 Completion Date Jul-2022
Cross Section GCL Cross Section 16 oz. Geotextile Cross Section 40 Mil HDPE Textured Cross Section
Subgrade (SF)317,100 Quantity (SF)36,000 Subgrade (SF)308,947 Quantity (SF)
Cross Section 60 Mil HDPE Textured Cross Section Cross Section Cross Section
Quantity (SF)318,099 Quantity (SF) Quantity (SF) Quantity (SF)
Project Name US Steel Granite City 722013 Project Name Ponds Behind Erie Pier 722014 T&M Repair Project
Location Granite City, IL Location Duluth, MN
Owner US Steel Owner EPA, MPCA, US Army Corps of Engineers & WDNR
Address 2000 Edwardsville Road Address 199 S. 40th Avenue W
Engineer Weaver Consultants Group John Bossert Engineer N/AClientDunnett Bay Construction Client EQM
Contact Lucas Kessling Contact Gary Butcher
15 Project Type Cap & Landfill 16 Project Type Pond
Project Manager Steve Brothers Project Manager Steve Brothers Allen BullockSuperintendentFrank Mata Superintendent Viruth Long
QC Technicians Jesus Salazar, Saul Rivas, Frank Mata QC Technician Viruth Long
Start Date Jun-2022 Start Date Apr-2022
Completion Date Sep-2022 Completion Date 4-112-22
Cross Section 40 & 60 Mil HDPE Cross Section Geocomposite & Textile Cross Section Liner Repair Only Cross Section
Subgrade (SF)1,232,774 Quantity (SF)1,186,125 Subgrade (SF) Quantity (SF)
Cross Section Cross Section Cross Section Cross Section
Quantity (SF) Quantity (SF) Quantity (SF) Quantity (SF)
Project Name Wisconsin Dells WWTP 722015 Project Name New Indy Pad 5 722016 T&M Project
Location Wisconsin Dells, WI Location Catawba, SC
Owner City of Wisconsin Dells Owner Dredge America
Address 2 Bowman Road Address 5298 Cureton Ferry RoadEngineerMSA Professional Services, Inc.Engineer N/A
Client Olympic Builders Client Dredge America
Contact Justin Yahnke Contact Sam Robinson Jake Stockham
17 Project Type Digester Tank Liners 18 Project Type Tube PadsProject Manager Cesar Gonzalez Project Manager Steve Brothers
Superintendent Robert Chandler Superintendent Raul Nieves
QC Technician Robert Chandler QC Technician Raul Nieves
Start Date Oct-2022 Start Date May-2022
Completion Date Dec-2022 Completion Date May-2022
Cross Section Cross Section 10 oz. Geotextile Cross Section N/A Cross Section
Subgrade (SF) Quantity (SF)1,280 Subgrade (SF) Quantity (SF)Cross Section 30 Mil RPE Cross Section Cross Section Cross Section
Quantity (SF)1,280 Quantity (SF) Quantity (SF) Quantity (SF)
Page 2 of 6
2401 PEWAUKEE ROAD • WAUKESHA, WI 53188-6904 • 262-524-7979 • Fax: [phone] • 800-444-5523 • www.geo-synthetics.com
2022 Completed Projects List
Project Name Gerald Gentlemen Station 722017 Project Name LASWA Phase IV Cell 2 722018 Part 1 of 3
Location Sutherland, NE Location Valentine, NE Phase 4 Cell 2
Owner Nebraska Public Power District Owner Lexington Area Solid Waste Agency Part 2 & 3 on Row 494AddressNE-25 Sutherland, NE Address 76460 Hwy 21
Engineer Golder Associates Engineer HDR
Client Myers Construction Client Perrett Construction Ltd.
Contact Josh Swift, Alecs Rummery Contact Rob Wemhoff
19 Project Type Supply Impoundment Area 20 Project Type LandfillProject Manager Steve Brothers Project Manager Cesar Gonzalez
Superintendent Frank Mata Superintendent Frank Mata
QC Technician Frank Mata QC Technician Tramaine Watts
Start Date Sep-2022 Start Date Jul-2022
Completion Date Sep-2022 Completion Date Sep-2022
Cross Section GCL Cross Section Cross Section GCL Cross Section 8 oz. GeotextileSubgrade (SF)148,810 Quantity (SF) Subgrade (SF)291,592 Quantity (SF)291,592
Cross Section 60 Mil HDPE Cross Section Cross Section 60 Mil Textured Cross Section Rain Cover R12BV
Quantity (SF)143,780 Quantity (SF) Quantity (SF)291,592 Quantity (SF)251,860
Project Name Elkhart County LF 722019 Project Name Quad Cities Landfill Phase IV 722020
Location Elkhart, IN Location Milan, IL
Owner Elkhart County LF Owner Millenium Waste Inc.Address 59530 Co. Rd 7 Address 13606 Knoxville Road
Engineer IngenAE Engineer Weaver Consultants Group
Client C & E Excavating, Inc.Client Millennium Waste Incorporated
Contact Jeff Bonadies Contact Dominic Remmes21 Project Type Landfill 22 Project Type Landfill
Project Manager Cesar Gonzalez Project Manager Cesar Gonzalez
Superintendent Frank Mata Superintendent Raul Nieves
QC Technician Tramaine Watts QC Technician Raul NievesStart Date Nov-2022 Start Date Sep-2022
Completion Date Nov-2022 Completion Date Nov-2022
Cross Section 60 Mil HDT Cross Section 16 oz. Geotextile Cross Section 60 Mil Textured Cross Section RainflapSubgrade (SF)385,400 Quantity (SF)385,400 Subgrade (SF)182,000 Quantity (SF)23,230
Cross Section Geocomposite Cross Section Cross Section Geotextile Cross Section
Quantity (SF)33,500 Quantity (SF) Quantity (SF)177,800 Quantity (SF)
Project Name Northshore Mining VSF Cover 722021 Project Name Jeffrey Energy Center 722022
Location Babbit, MN Location St. Mary's, KansasOwnerCleveland -Cliffs Northshore Mine Owner Evergy, Inc.
Address Country Road 70 Address 25905 Jeffrey Road
Engineer WSP Golder Engineer SCS Engineers
Client Hoover Construction Co.Client Schmidtlein Excavating, Inc.Contact Craig Spry Contact Jeremy Schmidtlein
23 Project Type Mine 24 Project Type Landfill Cell1C
Project Manager Cesar Gonzalez Project Manager Cesar Gonzalez
Superintendent Vince Sisoumphou Superintendent Jose VargasQC Technician Kamphone Sisoumphou QC Technician Saul Rivas
Start Date Jun-2022 Start Date Sep-2022
Completion Date Jun-2022 Completion Date Sep-2022
Cross Section GCL Cross Section Cross Section 40 Mil LLDPE Cross Section
Subgrade (SF)363,868 Quantity (SF) Subgrade (SF)145,600 Quantity (SF)
Cross Section Cross Section Cross Section Geocomposite Cross Section
Quantity (SF) Quantity (SF) Quantity (SF)145,600 Quantity (SF)
Project Name Bonneville County Landfill 722023 Project Name ALCOA Bauxite Closure 722024 Part 1 of 3
Location Idaho Falls, ID Location Bryant, AR Phase 1
Owner Bonneville County Owner Alcoa USA Corp Brown Mud Lake Part 2 & 3 on Row 528
Address 9449 E. Sunnyside Road Address 2300 County Road 2
Engineer Great West Engineering Engineer Civil & Environmental Consultants, Inc. (CEC)
Client Whitaker Construction Co., Inc.Client McGeorge Contracting Company, Inc.Contact Paul Christensen Contact Anthony Jones Kem McBride
25 Project Type Landfill 26 Project Type Closure
Project Manager Steve Brothers Project Manager Cesar Gonzalez
Superintendent Jose Vargas Superintendent Dan RodriquezQC Technician Saul Rivas QC Technician Dan Rodriquez
Start Date Sep-2022 Start Date Aug-2022
Completion Date Oct-2022 Completion Date Oct-2022
Cross Section GCL Cross Section 16 oz. Geotextile Cross Section 40 Mil LLDPE Cross Section 60 Mil
Subgrade (SF)814,138 Quantity (SF)828,000 Subgrade (SF)881,920 Quantity (SF)35,000
Cross Section 60 Mil HDPE Cross Section Cross Section Geocomposite Cross Section
Quantity (SF)816,859 Quantity (SF) Quantity (SF)881,920 Quantity (SF)
Page 3 of 6
2401 PEWAUKEE ROAD • WAUKESHA, WI 53188-6904 • 262-524-7979 • Fax: [phone] • 800-444-5523 • www.geo-synthetics.com
2022 Completed Projects List
Project Name Grand Marais Water Basin 722025 Project Name NE Ottertail LF 722026
Location Grand Marais, MN Location New York Mills, MN
Owner Minnesota Dept. of Natural Resources Owner Ottertail County Dept. Solid WasteAddress114 S 8th Ave Address 50356 Landfill Road
Engineer MnDNR Jon Hendrickson Engineer FOTH
Client KGM Contractors Inc.Client Hough Incorporated
Contact Heath Line Contact Mike Hough & Bryce Moen
27 Project Type Basin 28 Project Type LandfillProject Manager Steve Brothers Project Manager Steve Brothers
Superintendent Vince Sisoumphou Superintendent Robert Chandler
QC Technician Khamphone Sisoumphou QC Technician Robert Chandler
Start Date Jul-2022 Start Date Oct-2022
Completion Date Jul-2022 Completion Date Oct-2022
Cross Section 60 Mil HDPE Cross Section Cross Section 60 Mil Tex & Smooth Cross SectionSubgrade (SF)11,077 Quantity (SF) Subgrade (SF)51,668 Quantity (SF)
Cross Section Cross Section Cross Section Cross Section
Quantity (SF) Quantity (SF) Quantity (SF) Quantity (SF)
Project Name Ameren Champaigne MGP 722038 T&M Project Project Name Polk County Landfill 722028
Location Edwardsville, IL Location Gentilly, MN
Owner Ameren Champaigne MGP Owner Polk County , MNAddress470 West Union Street Address 15764 270th Street
Engineer Environmental Resources Management Engineer Stantec
Client 06 Environmental Client RJ Zavoral & Sons
Contact Cody Lonas Contact Dan Zavoral & Nick Carlin29 Project Type Remediation 30 Project Type Landfill
Project Manager Cesar Gonzalez Project Manager Steve Brothers
Superintendent Jose Vargas Superintendent Vince Sisoumphou
QC Technician Saul Rivas QC Technician Khamphone SisoumphouStart Date Aug-2022 Start Date Jul-2022
Completion Date Aug-2022 Completion Date Aug-2022
Cross Section N/A Cross Section Cross Section 60 Mil & 40 Mil Cross SectionSubgrade (SF) Quantity (SF) Subgrade (SF)415,152 Quantity (SF)
Cross Section Cross Section Cross Section Cross Section
Quantity (SF) Quantity (SF) Quantity (SF) Quantity (SF)
Project Name Litchfield WWTP 722031 Project Name McAlester Equalization Basin 722048
Location Litchfield, IL Location McAlester, OKOwnerCity of Litchfield Owner City of McAlester
Address 1350 E Ryder Street Address 1360 E. Krebs Ave
Engineer City Engineer Plummer & Associates
Client Korte & Luitjohan Client Downey Contracting, LLCContactGreg Korte Contact Dalton McCaskill
31 Project Type WWTP 32 Project Type Basin
Project Manager Steve Brothers Project Manager Steve Brothers
Superintendent Viruth Long Superintendent Robert ChandlerQC Technician Robare Long QC Technician Robert Chandler
Start Date Sep-2022 Start Date Nov-2022
Completion Date Oct-2022 Completion Date Nov-2022
Cross Section 45 Mil Duraskrim Cross Section Cross Section 60 Mil HD Cross Section
Subgrade (SF)87,702 Quantity (SF) Subgrade (SF)148,882 Quantity (SF)
Cross Section Cross Section Cross Section 10 oz. Geotextile Cross Section
Quantity (SF) Quantity (SF) Quantity (SF)148,552 Quantity (SF)
Page 4 of 6
2401 PEWAUKEE ROAD • WAUKESHA, WI 53188-6904 • 262-524-7979 • Fax: [phone] • 800-444-5523 • www.geo-synthetics.com
2022 Completed Projects List
Project Name Blaines Farm & Fleet 722036 T&M Project Project Name Morgan County LF 722049
Location Rhinelander, WI Location Fort Morgan, CO
Owner Blaines Farm & Fleet Owner Morgan County, ColoradoAddress1601 E Timber Drive Address 21448 Road 22
Engineer TRC Environmental Corp Engineer American Environmental Consulting (AEC)
Client Musson Bros.Client Morgan County
Contact Jeff Vandersanden Contact Cass Yearous
33 Project Type Pond 34 Project Type LandfillProject Manager Steve Brothers Project Manager Cesar Gonzalez
Superintendent Raul Neives Superintendent Viruth Long
QC Technician Robare Long QC Technician Tramaine Watts
Start Date Oct-2022 Start Date Nov-2022
Completion Date Oct-2022 Completion Date Dec-2022
Cross Section 30 Mil Cross Section Cross Section GCL Cross SectionSubgrade (SF)59,400 Quantity (SF) Subgrade (SF)278,650 Quantity (SF)
Cross Section Cross Section Cross Section 60 Mil Textured Cross Section
Quantity (SF) Quantity (SF) Quantity (SF)280,368 Quantity (SF)
Project Name Minnesota Boswell LF Closure 722039 Project Name MEC Walter Scott 722040
Location Cohasset, MN Location Council Bluffs, Iowa
Owner Allete Inc.Owner Mid American Energy Address 1210 NW 3rd Street Address 7215 Navajo Street
Engineer BARR Engineering Engineer HDR
Client TNT Construction Group, LLC Client J.J. Westhoff Construction Co.
Contact Dominic Ellison Contact Jerry Westhoff35 Project Type Ash Pond 36 Project Type Cap
Project Manager Steve Brothers Project Manager Cesar Gonzalez
Superintendent Raul Neives Superintendent Frank Mata
QC Technician Robare Long QC Technician Tramaine WattsStart Date Sep-2022 Start Date Oct-2022
Completion Date Sep-2022 Completion Date Oct-2022
Cross Section 40 Mil LLDPE Cross Section Cross Section 60 Mil HDPE DT Cross Section Transnet 250-2-8Subgrade (SF)503,272 Quantity (SF) Subgrade (SF)369,341 Quantity (SF)221,980
Cross Section Cross Section Cross Section Geocomposite Cross Section
Quantity (SF) Quantity (SF) Quantity (SF)363,700 Quantity (SF)
Page 5 of 6
2401 PEWAUKEE ROAD • WAUKESHA, WI 53188-6904 • 262-524-7979 • Fax: [phone] • 800-444-5523 • www.geo-synthetics.com
2022 Completed Projects List
Project Name LASWA Phase IV Cell 2 722018 Part 2 of 3 Project Name LASWA Phase IV Cell 2 722018 Part 3 of 3
Location Valentine, NE Partial Closure Phase 1&2 Location Valentine, NE Leahcate Pond Lining
Owner Lexington Area Solid Waste Agency Owner Lexington Area Solid Waste AgencyAddress76460 Hwy 21 Address 76460 Hwy 21
Engineer HDR Engineer HDR
Client Perrett Construction Ltd.Client Perrett Construction Ltd.
Contact Rob Wemhoff Contact Rob Wemhoff
37 Project Type Landfill 38 Project Type LandfillProject Manager Cesar Gonzalez Project Manager Cesar Gonzalez
Superintendent Frank Mata Superintendent Frank Mata
QC Technician Tramaine Watts QC Technician Tramaine Watts
Start Date Jul-2022 Start Date Jul-2022
Completion Date Sep-2022 Completion Date Sep-2022
Cross Section 40 Mil LLDPE Cross Section Cross Section GCL Cross Section 12oz. NW GeotextileSubgrade (SF)278,793 Quantity (SF) Subgrade (SF)43,028 Quantity (SF)43,028
Cross Section Geocomposite Cross Section Cross Section 60 Mil HDPE Tex Cross Section
Quantity (SF)278,793 Quantity (SF) Quantity (SF)43,028 Quantity (SF)
Project Name IPL Ash Pond Closure 721024 Phase 2 of 3 Project Name IPL Ash Pond Closure 721024 Phase 3 of 3
Location Petersburg, Indiana Location Petersburg, Indiana
Owner Indianapolis Power & Light Owner Indianapolis Power & LightAddress6925 North State Road 57 Address 6925 North State Road 57
Engineer ATC Group Services LLC Engineer ATC Group Services LLC
Client Blankenerger Brothers, Inc.Client Blankenerger Brothers, Inc.
Contact Pat Blankenburger Contact Pat Blankenburger39 Project Type Ash Pond 40 Project Type Ash Pond
Project Manager Cesar Gonzalez Project Manager Cesar Gonzalez
Superintendent Jose Vargas Superintendent Jose Vargas
QC Technician Tramaine Watts QC Technician Tramaine WattsStart Date Jul-2021 Start Date Jul-2021
Completion Date Oct-2021 Completion Date Oct-2021
Cross Section 40 Mil LLDPE Smooth Cross Section Geocomposite Cross Section 40 Mil LLDPE Smooth Cross Section GeocompositeSubgrade (SF)648,629 Quantity (SF)181,377 Subgrade (SF)429,343 Quantity (SF)98,623
Cross Section 40 Mil LLDPE Textured Cross Section Geotextile Cross Section 40 Mil LLDPE Textured Cross Section Geotextile
Quantity (SF)19,220 Quantity (SF)486,472 Quantity (SF)32,450 Quantity (SF)53,425
Project Name ALCOA Bauxite Closure 722024 Part 2 of 3 Project Name ALCOA Bauxite Closure 722024 Part 3 of 3
Location Bryant, AR Phase 2 Location Bryant, AR Phase 3OwnerAlcoa USA Corp Brown Mud Lake Owner Alcoa USA Corp Brown Mud Lake
Address 2300 County Road 2 Address 2300 County Road 2
Engineer Civil & Environmental Consultants, Inc. (CEC)Engineer Civil & Environmental Consultants, Inc. (CEC)
Client McGeorge Contracting Company, Inc.Client McGeorge Contracting Company, Inc.Contact Anthony Jones Kem McBride Contact Anthony Jones Kem McBride
41 Project Type Closure 42 Project Type Closure
Project Manager Cesar Gonzalez Project Manager Cesar Gonzalez
Superintendent Jose Vargas SuperintendentQC Technician Saul Rivas QC Technician
Start Date Oct-2022 Start Date Jan-2023
Completion Date Nov-2022 Completion Date
Cross Section 40 Mil LLDPE Cross Section Cross Section Cross Section
Subgrade (SF)860,560 Quantity (SF) Subgrade (SF) Quantity (SF)
Cross Section Geocomposite Cross Section Cross Section Cross Section
Quantity (SF)860,560 Quantity (SF) Quantity (SF) Quantity (SF)
Project Name Sarasota LF Phase III 721058 Project Name Sarasota LF Phase III 721058
Location Nokomis, FL Location Nokomis, FL
Owner Sarasota County, FL Owner Sarasota County, FL
Address 4000 Knights Trail Road Address 4000 Knights Trail Road
Engineer Jones Edmunds Dale E. Gerber Jones Edmunds Dale E. Gerber
Client Glover Construction Company, Inc.Client Glover Construction Company, Inc.Contact Mark Short Contact Mark Short
43 Project Type Landfill Expansion 44 Project Type Landfill Expansion
Project Manager Cesar Gonzalez Project Manager Cesar Gonzalez
Superintendent Jose Valverde Superintendent Jose ValverdeQC Technician Martin Villegas QC Technician Martin Villegas
Start Date Jan-2022 Start Date Jan-2022
Completion Date Oct-2022 Completion Date Oct-2022
Cross Section Cross Section Secondary Geocomposite Cross Section Cross Section
Subgrade (SF) Quantity (SF)2,481,407 Subgrade (SF) Quantity (SF)
Cross Section GCL Protective Cover Cross Section 160z. Geotextile Cross Section 40 Mil Tarp Cross Section
Quantity (SF)271,928 Quantity (SF)337,484 Quantity (SF)2,083,267 Quantity (SF)
Page 6 of 6
2401 PEWAUKEE ROAD • WAUKESHA, WI 53188-6904 • 262-524-7979 • Fax: [phone] • 800-444-5523 • www.geo-synthetics.com
PROJECT NAME:
SALT LAKE VALLEY SOLID WASTE FACILITY MODULE 8
Wall Consultant Group Project No.:LDF20015 ; GSI Project No.:723027
Section: DOCUMENT 31 05 20S GEONET DRAINAGE LAYER
2.1.
MATERIAL DATA SHEET
PROVIDED IN THIS SUBMITTAL
2401 PEWAUKEE ROAD • WAUKESHA, WI 53188-6904 • 262-524-7979 • Fax: [phone] • 800-444-5523 • www.geo-synthetics.com
HyperNet 200 mils / 5.00 mm
TECHNICAL DATA SHEET
PROPERTY(1)TEST METHOD FREQUENCY UNIT 1106474-44031-5
Imperial
SPECIFICATIONS
GEONET CORE (2)
Thickness (min. avg.)
Transmissivity
Load / Seat Time / Gradient
Boundary Conditions
Density (min.)
Carbon Black Content
Tensile Stength (MD)
ASTM D5199
ASTM D4716
ASTM D792
ASTM D4218
ASTM D7179
-
50,000 ft²
500,000 ft²
50,000 ft²
50,000 ft²
50,000 ft²
mils
m²/sec
psf/min/-
g/cm³
%
lbf/in
200
2x10⁻³
10000/15/0.1
Steel plates
0.94
2.0
45
SUPPLY SPECIFICATIONS(Roll dimensions may vary ±1%)
Roll Dimension - Width -ft 15
Roll Dimension - Length -ft 330
Area (Surface/Roll)-ft²4950
2. Component properties prior to lamination.
* The information contained herein is provided for reference purposes only and is not intended as a warranty or guarantee. Final determination of
suitability for use contemplated is the sole responsibility of the user. SOLMAX assumes no liability in connection with the use of this information.
Solmax is not a design professional and has not performed any design services to determine if Solmax's goods comply with any project plans or
specifications, or with the application or use of Solmax's goods to any particular system, project, purpose, installation or specification.
NOTES
25-May-2023Revision date
SOLMAX.COMPage 1 of 1
PROJECT NAME:
SALT LAKE VALLEY SOLID WASTE FACILITY MODULE 8
Wall Consultant Group Project No.:LDF20015 ; GSI Project No.:723027
Section: DOCUMENT 31 05 20S GEONET DRAINAGE LAYER
2.2
MANUFACTURING QUALITY CONTROL
PROVIDED IN THIS SUBMITTAL
2401 PEWAUKEE ROAD • WAUKESHA, WI 53188-6904 • 262-524-7979 • Fax: [phone] • 800-444-5523 • www.geo-synthetics.com
MANUFACTURING QUALITY CONTROL
PROJECT NUMBER:
SALES ORDER:
PACKING SLIP NUMBER:
G723027.01
SO-095742
Pre-SO-095742-1
SALT LAKE VALLEY MOD 8PROJECT NAME:
ROLL
NUMBER
MANUFACT.
DATE
RESIN LOT
NUMBER
Product Code : 1106474-
44031-5
HyperNet 200 mils / 5.00 mm
None Required
0116-041078 2023-08-06 23F1161
0116-041079 2023-08-06 23F1161
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0116-041098 2023-08-06 23F1161
19103 GUNDLE RD,, HOUSTON, TX, UNITED STATES, 77073
Solmax Geosynthetics LLC
SOLMAX.COM
11 Aug 2023
Solmax is not a design professional and has not performed any design services to determine if Solmax's goods comply with any project plans or specifications, or with the
application or use of Solmax's goods to any particular system, project, purpose, installation or specification.
MANUFACTURING QUALITY CONTROL
PROJECT NUMBER:
SALES ORDER:
PACKING SLIP NUMBER:
G723027.01
SO-095742
Pre-SO-095742-1
SALT LAKE VALLEY MOD 8PROJECT NAME:
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0116-041125 2023-08-06 23F1161
0116-041126 2023-08-06 23F1161
19103 GUNDLE RD,, HOUSTON, TX, UNITED STATES, 77073
Solmax Geosynthetics LLC
SOLMAX.COM
11 Aug 2023
Solmax is not a design professional and has not performed any design services to determine if Solmax's goods comply with any project plans or specifications, or with the
application or use of Solmax's goods to any particular system, project, purpose, installation or specification.
MANUFACTURING QUALITY CONTROL
PROJECT NUMBER:
SALES ORDER:
PACKING SLIP NUMBER:
G723027.01
SO-095742
Pre-SO-095742-1
SALT LAKE VALLEY MOD 8PROJECT NAME:
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0116-041153 2023-08-07 23F1161
0116-041154 2023-08-07 23F1161
19103 GUNDLE RD,, HOUSTON, TX, UNITED STATES, 77073
Solmax Geosynthetics LLC
SOLMAX.COM
11 Aug 2023
Solmax is not a design professional and has not performed any design services to determine if Solmax's goods comply with any project plans or specifications, or with the
application or use of Solmax's goods to any particular system, project, purpose, installation or specification.
MANUFACTURING QUALITY CONTROL
PROJECT NUMBER:
SALES ORDER:
PACKING SLIP NUMBER:
G723027.01
SO-095742
Pre-SO-095742-1
SALT LAKE VALLEY MOD 8PROJECT NAME:
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0116-041182 2023-08-07 23F1161
0116-041183 2023-08-07 23F1161
19103 GUNDLE RD,, HOUSTON, TX, UNITED STATES, 77073
Solmax Geosynthetics LLC
SOLMAX.COM
11 Aug 2023
Solmax is not a design professional and has not performed any design services to determine if Solmax's goods comply with any project plans or specifications, or with the
application or use of Solmax's goods to any particular system, project, purpose, installation or specification.
MANUFACTURING QUALITY CONTROL
PROJECT NUMBER:
SALES ORDER:
PACKING SLIP NUMBER:
G723027.01
SO-095742
Pre-SO-095742-1
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0116-041211 2023-08-07 23F1161
19103 GUNDLE RD,, HOUSTON, TX, UNITED STATES, 77073
Solmax Geosynthetics LLC
SOLMAX.COM
11 Aug 2023
Solmax is not a design professional and has not performed any design services to determine if Solmax's goods comply with any project plans or specifications, or with the
application or use of Solmax's goods to any particular system, project, purpose, installation or specification.
MANUFACTURING QUALITY CONTROL
PROJECT NUMBER:
SALES ORDER:
PACKING SLIP NUMBER:
G723027.01
SO-095742
Pre-SO-095742-1
SALT LAKE VALLEY MOD 8PROJECT NAME:
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0116-041239 2023-08-08 23F1161
19103 GUNDLE RD,, HOUSTON, TX, UNITED STATES, 77073
Solmax Geosynthetics LLC
SOLMAX.COM
11 Aug 2023
Solmax is not a design professional and has not performed any design services to determine if Solmax's goods comply with any project plans or specifications, or with the
application or use of Solmax's goods to any particular system, project, purpose, installation or specification.
MANUFACTURING QUALITY CONTROL
PROJECT NUMBER:
SALES ORDER:
PACKING SLIP NUMBER:
G723027.01
SO-095742
Pre-SO-095742-1
SALT LAKE VALLEY MOD 8PROJECT NAME:
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0116-041267 2023-08-08 23F1161
19103 GUNDLE RD,, HOUSTON, TX, UNITED STATES, 77073
Solmax Geosynthetics LLC
SOLMAX.COM
11 Aug 2023
Solmax is not a design professional and has not performed any design services to determine if Solmax's goods comply with any project plans or specifications, or with the
application or use of Solmax's goods to any particular system, project, purpose, installation or specification.
MANUFACTURING QUALITY CONTROL
PROJECT NUMBER:
SALES ORDER:
PACKING SLIP NUMBER:
G723027.01
SO-095742
Pre-SO-095742-1
SALT LAKE VALLEY MOD 8PROJECT NAME:
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0116-041294 2023-08-08 23F1123
0116-041295 2023-08-08 23F1123
19103 GUNDLE RD,, HOUSTON, TX, UNITED STATES, 77073
Solmax Geosynthetics LLC
SOLMAX.COM
11 Aug 2023
Solmax is not a design professional and has not performed any design services to determine if Solmax's goods comply with any project plans or specifications, or with the
application or use of Solmax's goods to any particular system, project, purpose, installation or specification.
MANUFACTURING QUALITY CONTROL
PROJECT NUMBER:
SALES ORDER:
PACKING SLIP NUMBER:
G723027.01
SO-095742
Pre-SO-095742-1
SALT LAKE VALLEY MOD 8PROJECT NAME:
0116-041296 2023-08-08 23F1123
0116-041297 2023-08-08 23F1123
0116-041298 2023-08-08 23F1123
0116-041299 2023-08-08 23F1123
0116-041301 2023-08-09 23F1123
0116-041302 2023-08-09 23F1123
0116-041303 2023-08-09 23F1123
0116-041304 2023-08-09 23F1123
0116-041305 2023-08-09 23F1123
0116-041306 2023-08-09 23F1123
0116-041307 2023-08-09 23F1123
0116-041308 2023-08-09 23F1123
0116-041309 2023-08-09 23F1123
0116-041310 2023-08-09 23F1123
0116-041311 2023-08-09 23F1123
0116-041312 2023-08-09 23F1123
0116-041313 2023-08-09 23F1123
0116-041314 2023-08-09 23F1123
0116-041315 2023-08-09 23F1123
0116-041316 2023-08-09 23F1123
0116-041317 2023-08-09 23F1123
0116-041318 2023-08-09 23F1123
0116-041319 2023-08-09 23F1123
0116-041320 2023-08-09 23F1123
0116-041321 2023-08-09 23F1123
0116-041322 2023-08-09 23F1123
0116-041323 2023-08-09 23F1123
0116-041324 2023-08-09 23F1123
19103 GUNDLE RD,, HOUSTON, TX, UNITED STATES, 77073
Solmax Geosynthetics LLC
SOLMAX.COM
11 Aug 2023
Solmax is not a design professional and has not performed any design services to determine if Solmax's goods comply with any project plans or specifications, or with the
application or use of Solmax's goods to any particular system, project, purpose, installation or specification.
MANUFACTURING QUALITY CONTROL
PROJECT NUMBER:
SALES ORDER:
PACKING SLIP NUMBER:
G723027.01
SO-095742
Pre-SO-095742-1
SALT LAKE VALLEY MOD 8PROJECT NAME:
0116-041325 2023-08-09 23F1123
0116-041326 2023-08-09 23F1123
0116-041327 2023-08-09 23F1123
0116-041328 2023-08-09 23F1123
0116-041329 2023-08-09 23F1123
0116-041330 2023-08-09 23F1123
0116-041331 2023-08-09 23F1123
0116-041332 2023-08-09 23F1123
0116-041333 2023-08-09 23F1123
0116-041334 2023-08-09 23F1123
0116-041335 2023-08-09 23F1123
0116-041336 2023-08-09 23F1123
0116-041337 2023-08-09 23F1123
0116-041338 2023-08-09 23F1123
0116-041339 2023-08-09 23F1123
0116-041340 2023-08-09 23F1123
0116-041341 2023-08-09 23F1123
0116-041342 2023-08-09 23F1123
0116-041343 2023-08-09 23F1123
0116-041344 2023-08-09 23F1123
0116-041345 2023-08-09 23F1123
0116-041346 2023-08-09 23F1123
0116-041347 2023-08-09 23F1123
0116-041348 2023-08-09 23F1123
0116-041349 2023-08-09 23F1123
0116-041350 2023-08-09 23F1123
0116-041351 2023-08-09 23F1123
0116-041352 2023-08-09 23F1123
19103 GUNDLE RD,, HOUSTON, TX, UNITED STATES, 77073
Solmax Geosynthetics LLC
SOLMAX.COM
11 Aug 2023
Solmax is not a design professional and has not performed any design services to determine if Solmax's goods comply with any project plans or specifications, or with the
application or use of Solmax's goods to any particular system, project, purpose, installation or specification.
MANUFACTURING QUALITY CONTROL
PROJECT NUMBER:
SALES ORDER:
PACKING SLIP NUMBER:
G723027.01
SO-095742
Pre-SO-095742-1
SALT LAKE VALLEY MOD 8PROJECT NAME:
0116-041353 2023-08-09 23F1123
0116-041354 2023-08-09 23F1123
0116-041355 2023-08-09 23F1123
0116-041356 2023-08-09 23F1123
0116-041357 2023-08-09 23F1123
0116-041358 2023-08-09 23F1123
0116-041362 2023-08-09 23F1123
0116-041363 2023-08-09 23F1123
0116-041364 2023-08-09 23F1123
0116-041365 2023-08-09 23F1123
0116-041366 2023-08-09 23F1123
0116-041367 2023-08-09 23F1123
0116-041368 2023-08-09 23F1123
0116-041369 2023-08-09 23F1123
0116-041370 2023-08-09 23F1123
0116-041371 2023-08-09 23F1123
0116-041372 2023-08-09 23F1123
0116-041373 2023-08-10 23F1123
0116-041374 2023-08-10 23F1123
0116-041375 2023-08-10 23F1123
0116-041376 2023-08-10 23F1123
0116-041377 2023-08-10 23F1123
0116-041379 2023-08-10 23F1123
0116-041380 2023-08-10 23F1123
0116-041381 2023-08-10 23F1123
0116-041382 2023-08-10 23F1123
0116-041383 2023-08-10 23F1123
0116-041384 2023-08-10 23F1123
19103 GUNDLE RD,, HOUSTON, TX, UNITED STATES, 77073
Solmax Geosynthetics LLC
SOLMAX.COM
11 Aug 2023
Solmax is not a design professional and has not performed any design services to determine if Solmax's goods comply with any project plans or specifications, or with the
application or use of Solmax's goods to any particular system, project, purpose, installation or specification.
MANUFACTURING QUALITY CONTROL
PROJECT NUMBER:
SALES ORDER:
PACKING SLIP NUMBER:
G723027.01
SO-095742
Pre-SO-095742-1
SALT LAKE VALLEY MOD 8PROJECT NAME:
0116-041385 2023-08-10 23F1123
0116-041386 2023-08-10 23F1123
0116-041387 2023-08-10 23F1123
0116-041388 2023-08-10 23F1123
0116-041389 2023-08-10 23F1123
0116-041390 2023-08-10 23F1123
0116-041391 2023-08-10 23F1123
0116-041392 2023-08-10 23F1123
0116-041393 2023-08-10 23F1123
0116-041394 2023-08-10 23F1123
0116-041395 2023-08-10 23F1123
0116-041396 2023-08-10 23F1123
QUANTITY (ROLLS):313
19103 GUNDLE RD,, HOUSTON, TX, UNITED STATES, 77073
Solmax Geosynthetics LLC
SOLMAX.COM
11 Aug 2023
Solmax is not a design professional and has not performed any design services to determine if Solmax's goods comply with any project plans or specifications, or with the
application or use of Solmax's goods to any particular system, project, purpose, installation or specification.
TEST RESULTS
G723027.01
SO-095742
Pre-SO-095742-1
MANUFACTURING QUALITY CONTROL
SALT LAKE VALLEY MOD 8
PROJECT NUMBER:
SALES ORDER:
PACKING SLIP NUMBER:
PROJECT NAME :
PRODUCT:
HyperNet 200 mils / 5.00 mm 1106474-44031-5
Rolls
Test Property Direction Test Method Frequency Unit
1 Thickness (min. avg.)ASTM D5199 50,000 ft²mils
2 Carbon Black Content ASTM D4218 50,000 ft²%
3 Density (min.)ASTM D792 50,000 ft²g/cm³
4 Tensile Stength (MD)MD ASTM D7179 50,000 ft²lbf/in
5 Geonet Transmissivity (x10⁻³)ASTM D4716 500,000 ft²m²/sec
Test 1 2 3 4 5
SPECIFICATIONS 200 2.0 0.94 45 2
0116-041078 224.00 2.48 0.958 74 7.68
0116-041079 224.00 2.48 0.958 74 7.68
0116-041080 224.00 2.48 0.958 74 7.68
0116-041081 224.00 2.48 0.958 74 7.68
0116-041082 235.60 2.47 0.959 73 7.68
0116-041083 235.60 2.47 0.959 73 7.68
0116-041084 235.60 2.47 0.959 73 7.68
0116-041085 235.60 2.47 0.959 73 7.68
0116-041086 235.60 2.47 0.959 73 7.68
0116-041087 226.00 2.38 0.959 73 7.68
0116-041088 226.00 2.38 0.959 73 7.68
0116-041089 226.00 2.38 0.959 73 7.68
0116-041090 226.00 2.38 0.959 73 7.68
0116-041091 226.00 2.38 0.959 73 7.68
0116-041092 233.80 2.41 0.958 70 7.68
0116-041093 233.80 2.41 0.958 70 7.68
0116-041094 233.80 2.41 0.958 70 7.68
0116-041095 233.80 2.41 0.958 70 7.68
0116-041096 233.80 2.41 0.958 70 7.68
0116-041097 227.00 2.41 0.958 70 5.7268
0116-041098 227.00 2.41 0.958 70 5.727
Solmax is not a design professional and has not performed any design services to determine if Solmax's goods comply with any project plans or specifications, or with the application or use of
Solmax's goods to any particular system, project, purpose, installation or specification.
19103 GUNDLE RD,, HOUSTON, TX, UNITED STATES, 77073
SOLMAX.COM
Solmax Geosynthetics LLC
TEST RESULTS
G723027.01
SO-095742
Pre-SO-095742-1
MANUFACTURING QUALITY CONTROL
SALT LAKE VALLEY MOD 8
PROJECT NUMBER:
SALES ORDER:
PACKING SLIP NUMBER:
PROJECT NAME :
Test 1 2 3 4 5
0116-041099 227.00 2.41 0.958 70 5.727
0116-041100 227.00 2.41 0.958 70 5.727
0116-041101 227.00 2.41 0.958 70 5.727
0116-041102 232.40 2.31 0.952 69 5.727
0116-041103 232.40 2.31 0.952 69 5.727
0116-041104 232.40 2.31 0.952 69 5.727
0116-041105 232.40 2.31 0.952 69 5.727
0116-041106 232.40 2.31 0.952 69 5.727
0116-041107 232.90 2.31 0.952 69 5.727
0116-041108 232.90 2.31 0.952 69 5.727
0116-041109 232.90 2.31 0.952 69 5.727
0116-041110 232.90 2.31 0.952 69 5.727
0116-041111 232.90 2.31 0.952 69 5.727
0116-041112 231.50 2.37 0.950 73 5.727
0116-041113 231.50 2.37 0.950 73 5.727
0116-041114 231.50 2.37 0.950 73 5.727
0116-041115 231.50 2.37 0.950 73 5.727
0116-041116 231.50 2.37 0.950 73 5.727
0116-041117 234.30 2.37 0.950 73 5.727
0116-041118 234.30 2.37 0.950 73 5.727
0116-041119 234.30 2.37 0.950 73 5.727
0116-041120 234.30 2.37 0.950 73 5.727
0116-041121 234.30 2.37 0.950 73 5.727
0116-041122 238.10 2.33 0.951 71 5.727
0116-041123 238.10 2.33 0.951 71 5.727
0116-041124 238.10 2.33 0.951 71 5.727
0116-041125 238.10 2.33 0.951 71 5.727
0116-041126 238.10 2.33 0.951 71 5.727
0116-041127 232.00 2.33 0.951 71 5.727
0116-041128 232.00 2.33 0.951 71 5.727
0116-041129 232.00 2.33 0.951 71 5.727
0116-041130 232.00 2.33 0.951 71 5.727
0116-041131 232.00 2.33 0.951 71 5.727
Solmax is not a design professional and has not performed any design services to determine if Solmax's goods comply with any project plans or specifications, or with the application or use of
Solmax's goods to any particular system, project, purpose, installation or specification.
19103 GUNDLE RD,, HOUSTON, TX, UNITED STATES, 77073
SOLMAX.COM
Solmax Geosynthetics LLC
TEST RESULTS
G723027.01
SO-095742
Pre-SO-095742-1
MANUFACTURING QUALITY CONTROL
SALT LAKE VALLEY MOD 8
PROJECT NUMBER:
SALES ORDER:
PACKING SLIP NUMBER:
PROJECT NAME :
Test 1 2 3 4 5
0116-041132 226.00 2.22 0.949 69 5.727
0116-041133 226.00 2.22 0.949 69 5.727
0116-041134 226.00 2.22 0.949 69 5.727
0116-041135 226.00 2.22 0.949 69 5.727
0116-041136 226.00 2.22 0.949 69 5.727
0116-041137 218.00 2.15 0.961 69 5.727
0116-041138 218.00 2.15 0.961 69 5.727
0116-041139 218.00 2.15 0.961 69 5.727
0116-041140 218.00 2.15 0.961 69 5.727
0116-041141 218.00 2.15 0.961 69 5.727
0116-041142 230.20 2.50 0.960 68 7.66
0116-041143 230.20 2.50 0.960 68 7.66
0116-041144 230.20 2.50 0.960 68 7.66
0116-041145 230.20 2.50 0.960 68 7.66
0116-041146 230.20 2.50 0.960 68 7.66
0116-041147 222.60 2.45 0.960 68 7.66
0116-041148 222.60 2.45 0.960 68 7.66
0116-041149 222.60 2.45 0.960 68 7.66
0116-041150 222.60 2.45 0.960 68 7.66
0116-041151 222.60 2.45 0.960 68 7.66
0116-041152 222.00 2.51 0.959 67 7.66
0116-041153 222.00 2.51 0.959 67 7.66
0116-041154 222.00 2.51 0.959 67 7.66
0116-041155 222.00 2.51 0.959 67 7.66
0116-041156 222.00 2.51 0.959 67 7.66
0116-041157 217.80 2.48 0.959 67 7.66
0116-041158 217.80 2.48 0.959 67 7.66
0116-041159 217.80 2.48 0.959 67 7.66
0116-041160 217.80 2.48 0.959 67 7.66
0116-041161 217.80 2.48 0.959 67 7.66
0116-041163 225.80 2.34 0.959 68 7.66
0116-041164 225.80 2.34 0.959 68 7.66
0116-041165 225.80 2.34 0.959 68 7.66
Solmax is not a design professional and has not performed any design services to determine if Solmax's goods comply with any project plans or specifications, or with the application or use of
Solmax's goods to any particular system, project, purpose, installation or specification.
19103 GUNDLE RD,, HOUSTON, TX, UNITED STATES, 77073
SOLMAX.COM
Solmax Geosynthetics LLC
TEST RESULTS
G723027.01
SO-095742
Pre-SO-095742-1
MANUFACTURING QUALITY CONTROL
SALT LAKE VALLEY MOD 8
PROJECT NUMBER:
SALES ORDER:
PACKING SLIP NUMBER:
PROJECT NAME :
Test 1 2 3 4 5
0116-041166 225.80 2.34 0.959 68 7.66
0116-041167 219.00 2.52 0.959 68 7.66
0116-041168 219.00 2.52 0.959 68 7.66
0116-041169 219.00 2.52 0.959 68 7.66
0116-041170 219.00 2.52 0.959 68 7.66
0116-041171 219.00 2.52 0.959 68 7.66
0116-041172 224.40 2.69 0.956 65 7.66
0116-041173 224.40 2.69 0.956 65 7.66
0116-041174 224.40 2.69 0.956 65 7.66
0116-041175 224.40 2.69 0.956 65 7.66
0116-041176 224.40 2.69 0.956 65 7.66
0116-041177 216.00 2.35 0.956 65 7.66
0116-041178 216.00 2.35 0.956 65 7.66
0116-041179 216.00 2.35 0.956 65 7.66
0116-041180 216.00 2.35 0.956 65 7.66
0116-041181 216.00 2.35 0.956 65 7.66
0116-041182 222.60 2.11 0.952 66 5.24
0116-041183 222.60 2.11 0.952 66 5.24
0116-041184 222.60 2.11 0.952 66 5.24
0116-041185 222.60 2.11 0.952 66 5.24
0116-041186 222.60 2.11 0.952 66 5.24
0116-041187 223.10 2.11 0.952 66 5.24
0116-041188 223.10 2.11 0.952 66 5.24
0116-041189 223.10 2.11 0.952 66 5.24
0116-041190 223.10 2.11 0.952 66 5.24
0116-041191 223.10 2.11 0.952 66 5.24
0116-041192 219.10 2.34 0.955 67 5.24
0116-041193 219.10 2.34 0.955 67 5.24
0116-041194 219.10 2.34 0.955 67 5.24
0116-041195 219.10 2.34 0.955 67 5.24
0116-041196 219.10 2.34 0.955 67 5.24
0116-041197 220.30 2.34 0.955 67 5.24
0116-041198 220.30 2.34 0.955 67 5.24
Solmax is not a design professional and has not performed any design services to determine if Solmax's goods comply with any project plans or specifications, or with the application or use of
Solmax's goods to any particular system, project, purpose, installation or specification.
19103 GUNDLE RD,, HOUSTON, TX, UNITED STATES, 77073
SOLMAX.COM
Solmax Geosynthetics LLC
TEST RESULTS
G723027.01
SO-095742
Pre-SO-095742-1
MANUFACTURING QUALITY CONTROL
SALT LAKE VALLEY MOD 8
PROJECT NUMBER:
SALES ORDER:
PACKING SLIP NUMBER:
PROJECT NAME :
Test 1 2 3 4 5
0116-041199 220.30 2.34 0.955 67 5.24
0116-041200 220.30 2.34 0.955 67 5.24
0116-041201 220.30 2.34 0.955 67 5.24
0116-041202 224.90 2.17 0.953 69 5.24
0116-041203 224.90 2.17 0.953 69 5.24
0116-041204 224.90 2.17 0.953 69 5.24
0116-041205 224.90 2.17 0.953 69 5.24
0116-041206 224.90 2.17 0.953 69 5.24
0116-041207 227.90 2.17 0.953 69 5.24
0116-041208 227.90 2.17 0.953 69 5.24
0116-041209 227.90 2.17 0.953 69 5.24
0116-041210 227.90 2.17 0.953 69 5.24
0116-041211 227.90 2.17 0.953 69 5.24
0116-041212 226.00 2.18 0.954 69 5.24
0116-041213 226.00 2.18 0.954 69 5.24
0116-041214 226.00 2.18 0.954 69 5.24
0116-041215 226.00 2.18 0.954 69 5.24
0116-041216 226.00 2.18 0.954 69 5.24
0116-041217 227.70 2.18 0.954 69 5.24
0116-041218 227.70 2.18 0.954 69 5.24
0116-041219 227.70 2.18 0.954 69 5.24
0116-041220 227.70 2.18 0.954 69 5.24
0116-041221 227.70 2.18 0.954 69 5.24
0116-041222 229.60 2.14 0.951 67 5.24
0116-041223 229.60 2.14 0.951 67 5.24
0116-041224 229.60 2.14 0.951 67 5.24
0116-041225 229.60 2.14 0.951 67 5.24
0116-041226 229.60 2.14 0.951 67 5.24
0116-041227 217.60 2.28 0.961 67 5.24
0116-041228 217.60 2.28 0.961 67 5.24
0116-041229 217.60 2.28 0.961 67 5.24
0116-041230 217.60 2.28 0.961 67 5.24
0116-041231 217.60 2.28 0.961 67 5.24
Solmax is not a design professional and has not performed any design services to determine if Solmax's goods comply with any project plans or specifications, or with the application or use of
Solmax's goods to any particular system, project, purpose, installation or specification.
19103 GUNDLE RD,, HOUSTON, TX, UNITED STATES, 77073
SOLMAX.COM
Solmax Geosynthetics LLC
TEST RESULTS
G723027.01
SO-095742
Pre-SO-095742-1
MANUFACTURING QUALITY CONTROL
SALT LAKE VALLEY MOD 8
PROJECT NUMBER:
SALES ORDER:
PACKING SLIP NUMBER:
PROJECT NAME :
Test 1 2 3 4 5
0116-041232 228.20 2.20 0.961 68 8.2
0116-041233 228.20 2.20 0.961 68 8.2
0116-041234 228.20 2.20 0.961 68 8.2
0116-041235 228.20 2.32 0.961 68 8.2
0116-041236 228.20 2.32 0.961 68 8.2
0116-041237 218.40 2.39 0.961 68 8.2
0116-041238 218.40 2.39 0.961 68 8.2
0116-041239 218.40 2.39 0.961 68 8.2
0116-041240 218.40 2.39 0.961 68 8.2
0116-041241 218.40 2.39 0.961 68 8.2
0116-041242 227.20 2.35 0.960 69 8.2
0116-041243 227.20 2.35 0.960 69 8.2
0116-041244 227.20 2.35 0.960 69 8.2
0116-041245 227.20 2.35 0.960 69 8.2
0116-041246 227.20 2.35 0.960 69 8.2
0116-041247 215.80 2.48 0.960 69 8.2
0116-041248 215.80 2.48 0.960 69 8.2
0116-041249 215.80 2.48 0.960 69 8.2
0116-041250 215.80 2.48 0.960 69 8.2
0116-041251 215.80 2.48 0.960 69 8.2
0116-041252 223.20 2.48 0.959 69 8.2
0116-041253 223.20 2.48 0.959 69 8.2
0116-041254 223.20 2.48 0.959 69 8.2
0116-041255 223.20 2.48 0.959 69 8.2
0116-041256 223.20 2.48 0.959 69 8.2
0116-041257 219.20 2.44 0.959 69 8.2
0116-041258 219.20 2.44 0.959 69 8.2
0116-041259 219.20 2.44 0.959 69 8.2
0116-041260 219.20 2.44 0.959 69 8.2
0116-041261 219.20 2.44 0.959 69 8.2
0116-041262 225.20 2.47 0.958 66 8.2
0116-041263 225.20 2.47 0.958 66 8.2
0116-041264 225.20 2.47 0.958 66 8.2
Solmax is not a design professional and has not performed any design services to determine if Solmax's goods comply with any project plans or specifications, or with the application or use of
Solmax's goods to any particular system, project, purpose, installation or specification.
19103 GUNDLE RD,, HOUSTON, TX, UNITED STATES, 77073
SOLMAX.COM
Solmax Geosynthetics LLC
TEST RESULTS
G723027.01
SO-095742
Pre-SO-095742-1
MANUFACTURING QUALITY CONTROL
SALT LAKE VALLEY MOD 8
PROJECT NUMBER:
SALES ORDER:
PACKING SLIP NUMBER:
PROJECT NAME :
Test 1 2 3 4 5
0116-041265 225.20 2.47 0.958 66 8.2
0116-041266 225.20 2.47 0.958 66 8.2
0116-041267 230.00 2.42 0.958 66 5.47
0116-041268 230.00 2.42 0.958 66 5.47
0116-041269 230.00 2.42 0.958 66 5.47
0116-041270 230.00 2.42 0.958 66 5.47
0116-041271 230.00 2.42 0.958 66 5.47
0116-041272 227.00 2.44 0.953 67 5.47
0116-041273 227.00 2.44 0.953 67 5.47
0116-041274 227.00 2.44 0.953 67 5.47
0116-041275 227.00 2.44 0.953 67 5.47
0116-041276 227.00 2.44 0.953 67 5.47
0116-041277 232.60 2.50 0.953 67 5.47
0116-041278 232.60 2.50 0.953 67 5.47
0116-041279 232.60 2.50 0.953 67 5.47
0116-041280 232.60 2.50 0.953 67 5.47
0116-041281 232.60 2.50 0.953 67 5.47
0116-041282 230.60 2.50 0.953 68 5.47
0116-041283 230.60 2.50 0.953 68 5.47
0116-041284 230.60 2.50 0.953 68 5.47
0116-041285 230.60 2.50 0.953 68 5.47
0116-041286 230.60 2.50 0.953 68 5.47
0116-041287 229.60 2.52 0.953 68 5.47
0116-041288 229.60 2.52 0.953 68 5.47
0116-041289 229.60 2.52 0.953 68 5.47
0116-041290 229.60 2.52 0.953 68 5.47
0116-041291 229.60 2.52 0.953 68 5.47
0116-041292 240.40 2.68 0.952 79 5.47
0116-041293 240.40 2.68 0.952 79 5.47
0116-041294 240.40 2.68 0.952 79 5.47
0116-041295 240.40 2.68 0.952 79 5.47
0116-041296 240.40 2.68 0.952 79 5.47
0116-041297 237.20 2.53 0.952 79 5.47
Solmax is not a design professional and has not performed any design services to determine if Solmax's goods comply with any project plans or specifications, or with the application or use of
Solmax's goods to any particular system, project, purpose, installation or specification.
19103 GUNDLE RD,, HOUSTON, TX, UNITED STATES, 77073
SOLMAX.COM
Solmax Geosynthetics LLC
TEST RESULTS
G723027.01
SO-095742
Pre-SO-095742-1
MANUFACTURING QUALITY CONTROL
SALT LAKE VALLEY MOD 8
PROJECT NUMBER:
SALES ORDER:
PACKING SLIP NUMBER:
PROJECT NAME :
Test 1 2 3 4 5
0116-041298 237.20 2.53 0.952 79 5.47
0116-041299 237.20 2.53 0.952 79 5.47
0116-041301 237.20 2.53 0.952 79 5.47
0116-041302 237.20 2.53 0.952 79 5.47
0116-041303 232.80 2.52 0.949 78 13.7
0116-041304 232.80 2.52 0.949 78 13.7
0116-041305 232.80 2.52 0.949 78 13.7
0116-041306 232.80 2.52 0.949 78 13.7
0116-041307 232.80 2.52 0.949 78 13.7
0116-041308 232.80 2.52 0.949 78 13.7
0116-041309 232.80 2.52 0.949 78 13.7
0116-041310 232.80 2.52 0.949 78 13.7
0116-041311 232.80 2.52 0.949 78 13.7
0116-041312 232.80 2.52 0.949 78 13.7
0116-041313 235.40 2.66 0.948 74 13.7
0116-041314 235.40 2.66 0.948 74 13.7
0116-041315 235.40 2.66 0.948 74 13.7
0116-041316 235.40 2.66 0.948 74 13.7
0116-041317 235.40 2.66 0.948 74 13.7
0116-041318 235.40 2.66 0.948 74 13.7
0116-041319 235.40 2.66 0.948 74 13.7
0116-041320 235.40 2.66 0.948 74 13.7
0116-041321 235.40 2.66 0.948 74 13.7
0116-041322 235.40 2.66 0.948 74 13.7
0116-041323 236.60 2.48 0.946 74 13.7
0116-041324 236.60 2.48 0.946 74 13.7
0116-041325 236.60 2.48 0.946 74 13.7
0116-041326 236.60 2.48 0.946 74 13.7
0116-041327 236.60 2.48 0.946 74 13.7
0116-041328 236.40 2.53 0.946 74 6.19
0116-041329 236.40 2.53 0.946 74 6.19
0116-041330 236.40 2.53 0.946 74 6.19
0116-041331 236.40 2.53 0.946 74 6.19
Solmax is not a design professional and has not performed any design services to determine if Solmax's goods comply with any project plans or specifications, or with the application or use of
Solmax's goods to any particular system, project, purpose, installation or specification.
19103 GUNDLE RD,, HOUSTON, TX, UNITED STATES, 77073
SOLMAX.COM
Solmax Geosynthetics LLC
TEST RESULTS
G723027.01
SO-095742
Pre-SO-095742-1
MANUFACTURING QUALITY CONTROL
SALT LAKE VALLEY MOD 8
PROJECT NUMBER:
SALES ORDER:
PACKING SLIP NUMBER:
PROJECT NAME :
Test 1 2 3 4 5
0116-041332 236.40 2.53 0.946 74 6.19
0116-041333 235.20 2.40 0.952 71 6.19
0116-041334 235.20 2.40 0.952 71 6.19
0116-041335 235.20 2.40 0.952 71 6.19
0116-041336 235.20 2.40 0.952 71 6.19
0116-041337 235.20 2.40 0.952 71 6.19
0116-041338 226.80 2.56 0.952 71 6.19
0116-041339 226.80 2.56 0.952 71 6.19
0116-041340 226.80 2.56 0.952 71 6.19
0116-041341 226.80 2.56 0.952 71 6.19
0116-041342 226.80 2.56 0.952 71 6.19
0116-041343 227.40 2.56 0.951 67 6.19
0116-041344 227.40 2.56 0.951 67 6.19
0116-041345 227.40 2.56 0.951 67 6.19
0116-041346 227.40 2.56 0.951 67 6.19
0116-041347 227.40 2.56 0.951 67 6.19
0116-041348 225.80 2.42 0.951 67 6.19
0116-041349 225.80 2.42 0.951 67 6.19
0116-041350 225.80 2.42 0.951 67 6.19
0116-041351 225.80 2.42 0.951 67 6.19
0116-041352 225.80 2.42 0.951 67 6.19
0116-041353 230.20 2.50 0.950 68 6.19
0116-041354 230.20 2.50 0.950 68 6.19
0116-041355 230.20 2.50 0.950 68 6.19
0116-041356 230.20 2.50 0.950 68 6.19
0116-041357 230.20 2.50 0.950 68 6.19
0116-041358 233.20 2.82 0.950 68 6.19
0116-041362 232.20 2.53 0.950 70 6.19
0116-041363 232.20 2.53 0.950 70 6.19
0116-041364 232.20 2.53 0.950 70 6.19
0116-041365 232.20 2.53 0.950 70 6.19
0116-041366 232.20 2.53 0.950 70 6.19
0116-041367 232.20 2.53 0.950 70 6.19
Solmax is not a design professional and has not performed any design services to determine if Solmax's goods comply with any project plans or specifications, or with the application or use of
Solmax's goods to any particular system, project, purpose, installation or specification.
19103 GUNDLE RD,, HOUSTON, TX, UNITED STATES, 77073
SOLMAX.COM
Solmax Geosynthetics LLC
TEST RESULTS
G723027.01
SO-095742
Pre-SO-095742-1
MANUFACTURING QUALITY CONTROL
SALT LAKE VALLEY MOD 8
PROJECT NUMBER:
SALES ORDER:
PACKING SLIP NUMBER:
PROJECT NAME :
Test 1 2 3 4 5
0116-041368 230.00 2.54 0.950 70 6.19
0116-041369 230.00 2.54 0.950 70 6.19
0116-041370 230.00 2.54 0.950 70 6.19
0116-041371 230.00 2.54 0.950 70 6.19
0116-041372 230.00 2.54 0.950 70 6.19
0116-041373 235.80 2.50 0.952 76 13.44
0116-041374 235.80 2.50 0.952 76 13.44
0116-041375 235.80 2.50 0.952 76 13.44
0116-041376 235.80 2.50 0.952 76 13.44
0116-041377 235.80 2.50 0.952 76 13.44
0116-041379 235.80 2.50 0.952 76 13.44
0116-041380 235.80 2.50 0.952 76 13.44
0116-041381 235.80 2.50 0.952 76 13.44
0116-041382 235.80 2.50 0.952 76 13.44
0116-041383 240.80 2.24 0.950 76 13.44
0116-041384 240.80 2.50 0.950 76 13.44
0116-041385 240.80 2.50 0.950 76 13.44
0116-041386 240.80 2.50 0.950 76 13.44
0116-041387 240.80 2.50 0.950 76 13.44
0116-041388 240.80 2.50 0.950 76 13.44
0116-041389 240.80 2.50 0.950 76 13.44
0116-041390 240.80 2.50 0.950 76 13.44
0116-041391 240.80 2.50 0.950 76 13.44
0116-041392 240.80 2.50 0.950 76 13.44
0116-041393 247.60 2.59 0.950 79 13.44
0116-041394 247.60 2.59 0.950 79 13.44
0116-041395 247.60 2.59 0.950 79 13.44
0116-041396 247.60 2.59 0.950 79 13.44
Solmax is not a design professional and has not performed any design services to determine if Solmax's goods comply with any project plans or specifications, or with the application or use of
Solmax's goods to any particular system, project, purpose, installation or specification.
19103 GUNDLE RD,, HOUSTON, TX, UNITED STATES, 77073
SOLMAX.COM
Solmax Geosynthetics LLC
TEST RESULTS
G723027.01
SO-095742
Pre-SO-095742-1
MANUFACTURING QUALITY CONTROL
SALT LAKE VALLEY MOD 8
PROJECT NUMBER:
SALES ORDER:
PACKING SLIP NUMBER:
PROJECT NAME :
PRODUCT:
HyperNet 200 mils / 5.00 mm 1106474-44031-5
Test Property Direction Test Method Frequency Unit
1 Melt Index - 190°C/2.16 kg (max.)ASTM D1238 One per batch g/10 min
2 Density (min.)ASTM D1505 One per batch g/cm³
Test 1 2
Specification 0.40 0.940
23F1123
23F1161
Solmax is not a design professional and has not performed any design services to determine if Solmax's goods comply with any project plans or specifications, or with the application or use of
Solmax's goods to any particular system, project, purpose, installation or specification.
19103 GUNDLE RD,, HOUSTON, TX, UNITED STATES, 77073
SOLMAX.COM
Solmax Geosynthetics LLC

7.0
LEACHATE COLLECTION
AND REMOVAL SYSTEM

7.1
Contractor Submittals

7.1.1
Precast Headwall

Page 1 of 6
7559 Elmwood St
Littleton, CO 80125
303-667-4433
Design and Analysis of Retaining Walls
0
0.5
1
1.5
2
2.5
3
3.5
4
0 1 2 3 4 5 6 7
© Burke Enigineering 8/25/2023
8/25/2023
Project: Structure Name:Page 2 of 6
Precaster:
Structure Geometry
Wall Design Height ft OD Width ft
Heel Width ft OD Height ft
Toe Width ft Wall lb/ft
Wall Thickness in Bot Slab lb/ft
Bottom Slab Thickness in Total lb/ft
Toe Soil Height ft
Loading
Loading Code
Vertical Surcharge Loading psf starting ft from wall
psf to ft Lateral load
Soil Load
Soil unit weight (gs)pcf
Backfill Soil (ff)deg.Lateral soil coefficient =psf
Toe Soil (ft)deg.Passive Soil coeff =psf
Base - soil angle (fb)deg.Base Soil Type m reduced
Wall - soil int. angle (d)deg.
Soil incination angle (b)deg. Addtl. soil h.at end ft
Wall incination angle (a)deg.
Nominal Bearing Res. (qn)psf
Seismic lateral static pressure (linear)psf @ grade to psf at bottom (kh)g
Materials
Concrete Strength (f'c)psi Ec psi
Reinf. yield strength (fy)psi Es psi
Conc. unit weight (gw)pcf l
Whitney Stress Block (b1)ecu
Design Variables
Design Code Edition
exposure
Load Cases
LL Surch Seismic
Case 1 Max Lateral, Min Vert
Case 2 Max Lateral, Max Vert
Case 3 Seismic
Resistance
Bearing Sliding Passive Shear Moment Reference
phi AASHTO LRFD 11.5.7-1
phi Seismic0.9 1 0.9
0 0
5000 4286826
4000
Salt Lake Valley Pipe Headwall
Geneva Pipe
0
6
3.5
8
12
5.33333
1150
AASHTO LRFD
250
900
2.5
150
Normal / Class 1
Weights
0
Rectangular surcharge Load 0 3.5
60000 29000000
120
0.36312 43.5738
90
Toe Soil
295.67
15
25
Vert Soil Horiz Soil
0
2.46391
0.46631 0.37305
0
1.01 0.5 1 1 1
1.5 1.25
0.9 1.75 0.9 1.5 0.9 0.0
1
Soil
DL
0.003
AASHTO LRFD 2017
0.9 1.75 1.35
0.90.90.50.90.45
0.0
0.8
2
0
25
25
0
© Burke Enigineering 8/25/2023
Stability Analysis Salt Lake Valley Pipe Headwall page 3 of 6
Load Summary
Seismic
Units
Sliding (Case 3) AASHTO LRFD 11.6.5
Total Sliding Force lb/ft
Factored Resisting Force lb/ft
Overdesign
Bearing (Case 3) AASHTO LRFD 11.6.5
ecc ft
max stress psf
Bearing Resistance psf
Overdesign
Sliding (Case 1) AASHTO LRFD 10.6.3.4
Total Sliding Force lb/ft
Factored Resisting Force lb/ft
Overdesign
Overturning (Case 1) AASHTO LRFD 11.6.3.3
Total Overturning ecc ft
Resisting ecc max ft
Bearing (Case 2) AASHTO LRFD 11.6.3.2
ecc ft Soil Moment of Inertia
max stress psf ft^4
Bearing Resistance psf
Overdesign
3600
1944%
lb/ft
Case 3
300.762
0
49.2783
0
0
1416.67
2700
0
0
414.457
ft-lb/ft
0
Case 3
257.796
0
147.835
0
0
250
900Base Concrete
1800
257.796
483.212
87%
0.51056
176.095
0.34608
2
478%
18
434.891
386.694
12%
ft-lb/ft ft-lb/ft
0 0
714%
257.796 1.16667
0
250
900
6
5.66667
3
0
4122.36
814%
0.46141
221.117
451.142
0 0
lb/ft lb/ft lb/ft
0
44.3504
0
Case 2Case 1
1.75
ft ft-lb/ft
0 2.66667 0
300.762
0
1416.67
2700
147.835 0.33333133.051 133.051 49.2783
0 0 1.16667
0
0
69.0761
Ho
r
i
z
Ve
r
t
.2430 3375810 1125
Wall Concrete
Rect. Soil Weight
0
Lateral Soil
LLS Horiz
559.517
Passive Soil
451.142 451.142
0 0
1275 1770.83
386.694 386.694
0 0
225
Toe Soil
Vert. of h. soil
LL Surch (vert.)
Triang. Soil Wt. 0 0 0 6 0 0
69.076 62.1685 93.2528 6 414.457 373.011
0 0 0 7 0 0 0
44.3504
Load Case1 Case 2
312.5
0 0
Mom.ArmLoad
0
Soil Retaining Wall LL Surcharge Lat. Soil Bearing
© Burke Enigineering 8/25/2023
Wall Reinforcing Design Salt Lake Valley Pipe Headwall page 4 of 6
Member Design Loading
Bottom Pressure (soil) psf
Reinforcing size Surcharege load psf
Spacing (s) in Span ft
Clearance (Cl) in V soil lb/ft
Diameter of steel (dia) in V Surcharge lb/ft
Area of steel (As)in2 Vu lb/ft
Approximate (As Req)in2 M soil ft-lb
Comp. face to cent. (d) in M Surcharge ft-lb
Member Thickness in Mu ksf
Shear
Stirrup Area (Av) per b in2
Stirrup spacing (Sv)in2
Steel shear strength (Vs)kip
Conc. Shear strength (Vc)kip AASHTO LRFD 5.7.3.3
Resistance fact. (fv)AASHTO LRFD 5.5.4.2
Fact. shear strength (fVn)kip
Fact. shear force (Vu)kip
M at shear loc (Mu @ Vu) ft-kip
Overstrength percent
Moment
steel strain epsilon s in/in
Resistance fact. (fb)AASHTO LRFD 5.5.4.2
Moment strength (Mn)ft-kipAASHTO LRFD 5.6.3
Fact. Mom. strength (fMn)ft-kip
Fact. applied Moment (Mu)ft-kip
Overstrength percent
Servicability
Ms ft-kip
c Service in
Max service stress (fs max)ksi
Steel service stress (fs)ksi
Overdesign percent
Max spacing (s max) in 5.10.3.2, 5.6.7, 5.10.6
Actual spacing (s) in
Overdesign percent
As Min in2 LRFD 5.6.3.3
As Temp in2 LRFD 5.10.6
As Provided in2
Overdesign percent
90 degree hook development length
0
113.474
0
170.21
2.5
0
0
0
0
108.935
0
136.168
204.252
Horiz.
4
0.3068 0.19635
0.17 0.00
4330% 100%
0.11347 0.00
4178% 100%
12 18
12 12
0% 50%
0.192 0
0.11 0.11
0.03482 0.05025
0.9 0.9
1.24029 0.96021
36 36
0.84155 0
60% 100%
8.37847 4.88972
7.54062 4.40075
0.20 0.00
0.17021 0.00
9765% 100%
0 0
22.3885 23.4432
0.9 0.9
20.1496 21.0989
8
12
2.625
0.5
0.19635
0
5.125
8
Vert
5
12
2
0.625
0.3068
0.00666
5.6875
0.2304
0
0.5
1
1.5
2
2.5
3
0 5 10 15 20 25
Vu (kip)fVn (kip)
Mu (ft-kip)fMn (ft-kip)
© Burke Enigineering 8/25/2023
Toe Reinforcing Design Salt Lake Valley Pipe Headwall page 5 of 6
Member Design Loading
Bearing Pressure (fact) psf
Reinforcing size Span ft
Spacing (s) in Vu lb/ft
Clearance (Cl) in Ms
Diameter of steel (dia) in Mu ft-lb/ft
Area of steel (As)in2
Approximate (As Req)in2
Comp. face to cent. (d) in
Member Thickness in
Shear
Stirrup Area (Av) per b in2
Stirrup spacing (Sv)in2
Steel shear strength (Vs)kip
Conc. Shear strength (Vc)kip AASHTO LRFD 5.7.3.3
Resistance fact. (fv)AASHTO LRFD 5.5.4.2
Fact. shear strength (fVn)kip
Fact. shear force (Vu)kip
M at shear loc (Mu @ Vu) ft-kip
Overstrength percent
Moment
steel strain epsilon s in/in
Resistance fact. (fb)AASHTO LRFD 5.5.4.2
Moment strength (Mn)ft-kipAASHTO LRFD 5.6.3
Fact. Mom. strength (fMn)ft-kip
Fact. applied Moment (Mu)ft-kip
Overstrength percent
Servicability
Ms ft-kip
c Service in
Max service stress (fs max)ksi
Steel service stress (fs)ksi
Overdesign percent
Max spacing (s max) in 5.10.3.2, 5.6.7, 5.10.6
Actual spacing (s) in
Overdesign percent
As Min in2 LRFD 5.6.3.3
As Temp in2 LRFD 5.10.6
As Provided in2
Overdesign percent
90 degree hook development length
18
2.50847
Main Transv.221.117
5 4
12 12
5.33333
2 2.625 1965.49
0.625 0.5
0.3068 0.19635
1179.29
26.9826 36.6687
0.9 0.9
24.2843 33.0018
3144.78
0 0
0 0
0 0
0.07246 0
9.6875 9.125
12 12
1.18 0.00
3.14478 0.00
1959% 100%
0.06142 0.09181
0.9 0.9
14.5144 8.81671
13.063 7.93504
3.14 0.00
315% 100%
1.96549 0.00
7% 100%
12 12
50% 50%
0.288 0
0.11 0.11
0.3068 0.19635
1.66577 1.31492
36 36
8.41829 0
328% 100%
18
© Burke Enigineering 8/25/2023
Design Summary Salt Lake Valley Pipe Headwall page 6 of 6
Design Assumptions
- Concrete Strength f'c = 5000 psi - Heel Length = 0 ft
- Steel Yield Strength fy = 60000 psi - Toe Length = 5.33333333333333 ft
- Wall Thickness = 8''
- Base Thickness = 12''
Retaining Wall
#4 @ 12'' @ 2'' CLR
#5 @ 12'' @ 2'' CLR
#4 @ 12'' @ 2'' CLR
#4 @ 12'' O.C.
© Burke Enigineering 8/25/2023
ISOMETRIC VIEW 6
4
"

8
"

6"
7
2
"

144"
156"
6"
39" 39"
2
3
14"
1
5
"

0
180
27
0
90
A
A (4) 6CA67
PLAN VIEW
1
2
"

1
2
"

1
8
"

4
2
"

3
0
"

(661 2")
90 ELEVATION VIEW
1
2
"

3
0
"

1412" 25" 5" 25" 5" 25" 5" 25" 1412"
4
2
"

(4) 25" HOLEFOR 18" HDPE(FLUSH w/ FLOOR)
0 ELEVATION VIEW
2
"

CL
R
2" CLR 2" CLR
2
"

CL
R
SECTION A-A REINFORCING DETAIL(SCALE 1 : 24)
#4@12"#5@12"
NOTES:PRODUCT DESIGNED PER ACI 318 DESIGN CODE AND THE FOLLOWING CRITERIA:DESIGN LOADING: ACCORDING TO SHEET DT-3 OF CIVIL •PLANSCONCRETE 28 DAY COMPRESSIVE STRENGTH = 5,000 psi•STEEL REINFORCEMENT:•GRADE 60 ASTM A615 / 706 REBAR•GRADE 80 ASTM A1064 WELDED WIRE FABRIC•CEMENT = ASTM C150 / C595•
ADDITIONAL REINFORCING NOTES:ADD (1) #4 DIAGONAL BAR AROUND EACH SIDE OF ALL •HOLESADD (2) #4 VERTICAL BAR (FULL LENGTH) BETWEEN •EACH HOLE
LIFTING NOTES:WEIGHT = 14972.81 LBS•DO NOT LIFT UNTIL CONCRETE STRENGTH REACHES •2,500 PSILIFT WITH MINIMUM SLING LENGTHS OF 7'-2" LONG•
BILL OF MATERIALS
MATERIAL / ITEM VOLUME / QUANTITY
5,000 psi CONCRETE 3.70 yd3
CONAC A-ANCHOR 6CA67 4
REV. #:DRAWN BY:DATE:
B DMANNING
ALL DIMENSIONS ARE ROUNDED TO NEAREST ¼" U.O.N.
SCALE:SHEET SIZE:
TITAN #:PC:
1:42 B
46840ROBERT PALMER
PROJECT:
STRUCTURE:
SECTION:
CONTRACTOR:
LOCATION:SHEET:
HS-10LOADING:CHECKED BY:
SALT LAKE VALLEY SOLID WASTE FACILITY MODULE 8
HEADWALL
-
WHITAKER CONSTRUCTION
SALT LAKE CITY 1 of 1W:\
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8/24/2023
DDM
PROPRIETARY AND CONFIDENTIALTHE INFORMATION CONTAINED IN THIS DRAWING IS THE SOLE PROPERTY OF GENEVA PIPE & PRECAST. ANY REPRODUCTION IN PART OR AS A WHOLE WITHOUT THE WRITTEN CONSENT OF GENEVA PIPE & PRECAST IS PROHIBITED.
8/25/2023

7.1.2
Leachate Pipe

*SUBMITTALS*
PROJECT:
SALT LAKE VALLEY SOLID WASTE
FACILITY MODULE 8

CONTRACTOR:
WHITAKER CONSTRUCTION
Trent Ashby
801-663-8456
[e-mail]

LETTER OF TRANSMITTAL
TO:Date:May 23, 2023
Submittal No.:#1
Project:
ATTN:PAUL CHRISTENSEN
FROM:Approved as Submitted
Approved as Noted
2457 1620 W Returned for Corrections
OGDEN, UT 84401 801-621-6668 Rejected
Other
The following items are hereby submitted:
COPIES
SPEC. AND
PARA NO.PAGE NUMBER MANUFACTURER
SECTION
SUBMITTAL CODE
No Yes
NA 3-4 WL PLASTICS NA
NA 5 TITAN INDUSTRIES X NA
NA 6 TITAN INDUSTRIES X NA
NA 7 TITAN INDUSTRIES X NA
NA 8-17 INTEGRITY FUSION X NA
NA 18 INTEGRITY FUSION X NA
NA 19-24 INFINITY PLASTICS X NA
NA 25-26 PACIFIC COAST BOLT X NA
NA 27-28 UTILITY COATINGS X NA
NA 29 D&L SUPPLY X NA
VARIATION
TO
10" AND 18" LEACHATE SUMP BOTTOMS
HDPE PIPE
HDPE PIPE PERFORATED
4" AND 6" LEACHATE COLLECTION
HDPE ELECTROFUSION COUPLINGS
H-8020 CLEANOUT
10" AND 18" LEACHATE SUMP BOTTOMS
RODENT SCREENS
HDPE MOLDED FITTINGS
HDPE FABRICATED FITTINGS
FLANGE BOLT KITS
WHITAKER CONSTRUCTION
PO BOX 430
BRIGHAM CITY, UTAH UT- SALT LAKE VALLEY SOLID WASTE
84302 FACILITY MODULE 8
DESCRIPTION O FITEM SUBMITED
TRENT ASHBY
CORE AND MAIN
[e-mail]
WL106066 PE47100 PIPE COMPOUND
WL106-0617 Rev June 2017 Supersedes all previous editions © 2017 WL Plastics Corp •www.wlplastics.com Page 1 of 1
SALES: [e-mail] ● TECHNICAL: [e-mail]
x WL Plastics PE4710 pipe is manufactured from pressure rated PE4710 polyethylene compounds that meet or
exceed ASTM D3350 requirements and Cell Classification PE445574C. WL Plastics PE4710 compound meets
or exceed ASTM D3350 requirements and Cell Classification PE345464C and material code designations
PE3608 and PE3408.
x WL Plastics PE4710 polyethylene pipe compounds are Listed by PPI in TR-4 and are stress rated for pressure
pipe with PPI HDS ratings for water at 73°F (23ºC) and PPI HDB ratings at 73°F (23°C) and 140°F (60ºC).
x WL Plastics PE4710 exceeds PPI TR-3 and ASTM D3350 SCG resistance requirements per ASTM F1473
(PENT). WL Plastics PE4710 ductility is substantiated with greater than 438,300 hours (50 years) at 73ºF (23ºC)
before the onset of SCG.
x For potable water service, WL Plastics PE4710 black polyethylene compounds are certified to NSF-61
Physical Property Test Method Typical Value(1)
Cell classification (black compound)ASTM D3350 PE445574C
Melt Index (190/2.16)ASTM D1238 0.1 g/10 min
High Load Melt Index(2)(190/21.6)ASTM D1238 4 –20 g/10 min
Density natural resin (73°F/23°C)ASTM D792/D1505 0.941-0.959 g/cm3
Density with 2% minimum carbon black (73°F/23°C)ASTM D792/D1505 0.960 g/cm3
Tensile strength at yield (2 in/min; 73°F/23°C)ASTM D638 3500 –4000 psi
Tensile elongation (2 in/min; 73°F/23°C)ASTM D638 >400%
Flexural modulus (73°F/23°C)ASTM D790 >120,000 psi
SCG Resistance, PENT (80°C, 2.4 MPa)ASTM F1473 > 500 h
Thermal stability ASTM D3350 >428ºF (> 220°C)
Brittleness temperature ASTM D746 <-103°F (<-75ºC)
Thermal expansion coefficient ASTM D696 8x 10-5 in/in/°F
HDB(3)at 73°F (23ºC)ASTM D2837/PPI TR-3 1600 psi (11.0 MPa)
HDB(3)at 140°F (60ºC)ASTM D2837/PPI TR-3 1000 psi (6.9 MPa)
HDS(3)for water at 73°F (23ºC)ASTM D2837/PPI TR-3 1000 psi (6.9 MPa)
HDS for water at 140ºF (60ºC)ASTM D2837/PPI TR-3 630 psi (4.3 MPa)
RCP Resistance, Critical Pressure at 32ºF (0ºC)ISO 13477 >174 psi (>1.2 MPa)(4)
RCP Resistance, Critical Temp. at 72.5 psi (0.5 MPa)ISO 13477 <2ºF (<-17ºC)(4)
Contact WL Plastics Customer Service for availability.(1)Typical values determined from laboratory tests of samples of compounds (resins)
prepared as plaque specimens in accordance with industry standard test methods. Values determined on samples prepared from pipe may vary.
The typical values presented herein are for PE4710 polyethylene pipe compounds (resins) but do not constitute engineering properties for pipe.
(2)Overall range of HLMI values for all compounds from all WL Plastics compound suppliers; HLMI variation for an individual compound will be well within the overall range. (3)Listed HDB and HDS ratings in accordance with ASTM D 2837 and PPI TR-3 are published in PPI TR-4 by the
compound manufacturer (independent listing) and by WL Plastics (dependent listing). WL Plastics dependent listing compounds are identified by
a compound code for the supplier: C (Chevron-Phillips); D (Dow);E (Lyondell Basell); S (Ineos). (4)RCP data not available for compound code C.
This publication is intended for use as a piping system guide. It should not be used in place of a professional engineer’s judgment or advice and it is not intended as installation
instructions. The information in this publication does not constitute a guarantee or warranty for piping installations and cannot be guaranteed because the conditions of use are
beyond our control. The user of this information assumes all risk associated with its use. WL Plastics Corporation has made every reasonable effort to ensure accuracy, but the information in this publication may not be complete, especially for special or unusual applications. Changes to this publication may occur from time to time without notice. Contact WL Plastics Corporation to determine if you have the most current edition. Publication duplication permitted.
WL102 –IPS PIPE SIZES AND PRESSURE CLASS
WL102-0118 Jan 2018 Supersedes all previous editions ©2018 WL Plastics Corp.●www.wlplastics.com Page 1 of 2
SALES: [e-mail] ●TECHNICAL: [e-mail]
PE4710 PCB , psi 335 320 250 200 160 140 125 100 80 65
IPS SIZEA AVG OD, in DR 7 7.3 9 11 13.5 15.5 17 21 26 32.5
Min wall, in 0.150 0.144 0.117 0.095
3/4 1.050 Avg IDC, in 0.732 0.745 0.803 0.848
Weight, lb/ft 0.187 0.177 0.148 0.124
Min wall, in 0.188 0.180 0.146 0.120
1 1.315 Avg IDC, in 0.917 0.933 1.005 1.062Weight, lb/ft 0.288 0.278 0.232 0.195
Min wall, in 0.237 0.227 0.184 0.151
1 1/4 1.660 Avg IDC, in 1.157 1.178 1.269 1.340
Weight, lb/ft 0.459 0.442 0.369 0.310
Min wall, in 0.271 0.260 0.211 0.173
1 1/2 1.900 Avg IDC, in 1.325 1.348 1.452 1.534
Weight, lb/ft 0.600 0.580 0.485 0.406
Min wall, in 0.339 0.325 0.264 0.216 0.176 0.153 0.140
2 2.375 Avg IDC, in 1.656 1.685 1.816 1.917 2.002 2.050 2.079
Weight, lb/ft 0.939 0.906 0.758 0.634 0.526 0.462 0.425
Min wall, in 0.411 0.394 0.319 0.261 0.213 0.185 0.169
2 ½2.875 Avg IDC, in 2.004 2.040 2.198 2.321 2.424 2.482 2.516
Weight, lb/ft 1.377 1.329 1.109 0.928 0.771 0.677 0.622
Min wall, in 0.500 0.479 0.389 0.318 0.259 0.226 0.206 0.167
3 3.500 Avg IDC, in 2.440 2.484 2.676 2.825 2.950 3.021 3.064 3.147
Weight, lb/ft 2.040 1.968 1.646 1.376 1.141 1.006 0.923 0.757
Min wall, in 0.643 0.616 0.500 0.409 0.333 0.290 0.265 0.214 0.173 0.138
4 4.500 Avg IDC, in 3.137 3.193 3.440 3.633 3.793 3.885 3.939 4.046 4.133 4.206Weight, lb/ft 3.372 3.253 2.720 2.275 1.887 1.660 1.526 1.247 1.018 0.819
Min wall, in 0.795 0.762 0.618 0.506 0.412 0.359 0.327 0.265 0.214 0.171
5 5.563 Avg IDC, in 3.878 3.947 4.253 4.491 4.689 4.802 4.869 5.001 5.109 5.200
Weight, lb/ft 5.154 4.975 4.156 3.479 2.886 2.540 2.328 1.909 1.557 1.254
Min wall, in 0.946 0.908 0.736 0.602 0.491 0.427 0.390 0.315 0.255 0.204
6 6.625 Avg IDC, in 4.619 4.701 5.064 5.348 5.585 5.719 5.799 5.956 6.085 6.193
Weight, lb/ft 7.305 7.059 5.894 4.930 4.095 3.599 3.307 2.703 2.209 1.781
Min wall, in 1.232 1.182 0.958 0.784 0.639 0.556 0.507 0.411 0.332 0.265
8 8.625 Avg IDC, in 6.013 6.120 6.593 6.963 7.271 7.445 7.549 7.754 7.922 8.062
Weight, lb/ft 12.385 11.963 9.988 8.359 6.939 6.100 5.597 4.591 3.744 3.012
Min wall, in 1.536 1.473 1.194 0.977 0.796 0.694 0.632 0.512 0.413 0.331
10 10.750 Avg IDC, in 7.494 7.628 8.218 8.678 9.062 9.280 9.409 9.665 9.873 10.049
Weight, lb/ft 19.245 18.581 15.515 12.983 10.774 9.490 8.695 7.128 5.805 4.689
Min wall, in 1.821 1.747 1.417 1.159 0.944 0.823 0.750 0.607 0.490 0.392
12 12.750 Avg IDC, in 8.889 9.047 9.747 10.293 10.748 11.006 11.160 11.463 11.710 11.918
Weight, lb/ft 27.062 26.138 21.837 18.267 15.155 13.348 12.238 10.023 8.169 6.587
Min wall, in 2.000 1.918 1.556 1.273 1.037 0.903 0.824 0.667 0.538 0.431
14 14.000 Avg IDC, in 9.760 9.934 10.702 11.302 11.801 12.085 12.254 12.587 12.858 13.087Weight, lb/ft 32.635 31.511 26.329 22.030 18.279 16.082 14.763 12.093 9.848 7.952
4 4.500
Min
/ft
wall, in
gWeight,lb//in, gAvg IDCC,
6 6.625
Min wall, in
Avg IDCC, in
Weight,lb/ft
200
11
0.409
3.633
2.275
8 8.625
Min wall, in
Avg IDCC, ing
Weight,lb/ft
0.602
5.348
4.930
0.784
6.963
8.359
10 10.750 in
Weight,lb/f
Min wall, i 0.977
8.678
12.983
CC,Avg ID
UT-SLVSW MODULE 8
PERF. PIPE DATA SHEET
4” & 6” LEACHATE COLLECTION
Date: 05/22/2023

Ship Date:

Pipe Size & SDR: 4” & 6” SDR11

Rows: 5
Hole Diameter: 1/4”
Spacing: 60 DEGREES

O.C. Dimension: 12”

Notes: NOT STAGGERED

DETAIL 3/DT-5
UT-SLVSW MODULE 8
PERF. PIPE DATA SHEET
10” LEACHATE COLLECTION
Date: 05/22/2023

Ship Date:

Pipe Size & SDR: 10” SDR11

Rows: 5
Hole Diameter: 1/2”
Spacing: 60 DEGREES

O.C. Dimension: 12”

Notes: NOT STAGGERED

DETAIL 3/DT-5
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ǁĂƚĞƌĂƉƉůŝĐĂƚŝŽŶƐ͘
WƌĞƐƐƵƌĞZĂƚŝŶŐŽĨ/ŶƚĞŐƌŝƚLJ&ƵƐŝŽŶWƌŽĚƵĐƚƐDŽůĚĞĚWϰϳϭϬ&ŝƚƚŝŶŐƐ
ĂƐĞĚŽŶ^Z
^Z
;^ƚĂŶĚĂƌĚŝŵĞŶƐŝŽŶZĂƚŝŽŶͿ
DKW
;DĂdžŝŵƵŵůůŽǁĂďůĞKƉĞƌĂƚŝŶŐWƌĞƐƐƵƌĞͿ
ϳ ϯϯϯ
ϵϮϱϬ
ϭϭ ϮϬϬ
ϭϳ ϭϲϬ
Ϯϭ ϭϬϬ
ϯϮ͘ϱ ϲϯ
EKd͗WƌĞƐƐƵƌĞƌĂƚŝŶŐƐĂƌĞďĂƐĞĚŽŶĂŶŽƉĞƌĂƚŝŶŐƚĞŵƉĞƌĂƚƵƌĞŽĨƵƉ
ƚŽϳϯŽĂŵďŝĞŶƚƚĞŵƉĞƌĂƚƵƌĞĂŶĚǁŝůůŶĞĞĚƚŽďĞƌĞĚƵĐĞĚĨŽƌŚŝŐŚĞƌ
ƚĞŵƉĞƌĂƚƵƌĞƐĂŶĚĐĞƌƚĂŝŶĂƉƉůŝĐĂƚŝŽŶƐ͘
ϭϭ ϮϬϬ
WƌŽĚƵĐƚ^ƉĞĐŝĨŝĐĂƚŝŽŶ^ŚĞĞƚ
/ŶƚĞŐƌŝƚLJ&ƵƐŝŽŶWƌŽĚƵĐƚƐ    ϮϳϬWĂƌŬĂĚĞŽƵƌƚ WĞĂĐŚƚƌĞĞŝƚLJ͕'ϯϬϮϲϵ
W,͗ϴϴϴ͘ϳϳϬ͘ϲϯϯϬǁǁǁ͘ŝŶƚĞŐƌŝƚLJĨƵƐŝŽŶ͘ĐŽŵ
dŚĞDĂdžŝŵƵŵůůŽǁĂďůĞKƉĞƌĂƚŝŶŐWƌĞƐƐƵƌĞƐ;DKWͿ ĨŽƌŵŽůĚĞĚWϰϳϭϬĨŝƚƚŝŶŐƐ ŵƵƐƚĚĞͲƌĂƚĞĚĨŽƌĞůĞǀĂƚĞĚƚĞŵƉĞƌĂƚƵƌĞƐ
ŝŶĂůůƐĞƌǀŝĐĞĂƉƉůŝĐĂƚŝŽŶƐ͕ŝŶĐůƵĚŝŶŐKŝůΘ'ĂƐ'ĂƚŚĞƌŝŶŐ^LJƐƚĞŵƐ
ŝŶƐƚĂůůĞĚŝŶůĂƐƐϭŽƌůĂƐƐϮůŽĐĂƚŝŽŶƐ;ůŽǁƉŽƉƵůĂƚŝŽŶĂƌĞĂƐŶŽƚ
ƐƵďũĞĐƚƚŽKd&ZdŝƚůĞϰϵWĂƌƚϭϵϮƌĞŐƵůĂƚŝŽŶƐͿŽƌǁŚĞƌĞ&ĞĚĞƌĂů
ŽĚĞƐ ĚŽ ŶŽƚ ĂƉƉůLJ͘/ŶĐůƵĚŝŶŐ tĂƚĞƌ͕ ƌŝŶĞ͕ ƌLJ EĂƚƵƌĂů 'ĂƐ
ĂƉƉůŝĐĂƚŝŽŶƐǁŝƚŚEKĂƐƐŽĐŝĂƚĞĚŚLJĚƌŽĐĂƌďŽŶƐ͘
W/^ƉĞĐŝĨŝĐĂƚŝŽŶϭϱ>;ϭϵϵϱͿƐƚĂƚĞƐ͞/ŶŵŽƐƚĐŝƌĐƵŵƐƚĂŶĐĞƐ͕ƚŚĞ,ŽďƚĂŝŶĞĚĂƚ
ϳϯŽ &ĐĂŶďĞƵƐĞĚĨŽƌĂƉƉůŝĐĂƚŝŽŶƐƵƉƚŽϭϬϬŽ &ǁŝƚŚŽƵƚĨƵƌƚŚĞƌĚĞƌĂƚŝŶŐ͟sĂůƵĞƐ
ƐƚĂƚĞĚŝŶƚŚŝƐƚĂďůĞ ƵƐĞĂŵĂƚĞƌŝĂůĚĞƐŝŐŶĨĂĐƚŽƌŽĨ͘ϲϯĂŶĚĂ&ůƵŝĚ^ĞƌǀŝĐĞ&ĂĐƚŽƌ
ŽĨϭ͘Ϭ
dŚĞŵĂdžŝŵƵŵŽƉĞƌĂƚŝŶŐƚĞŵƉĞƌĂƚƵƌĞ ŽĨ/ŶƚĞŐƌŝƚLJ&ƵƐŝŽŶ
WƌŽĚƵĐƚƐWϰϳϭϬDŽůĚĞĚ&ŝƚƚŝŶŐƐƐŚŽƵůĚŶŽƚĞdžĐĞĞĚϭϰϬŽ &͘
/ŶũĞĐƚŝŽŶDŽůĚĞĚ,W&ŝƚƚŝŶŐƐĨƌŽŵ/ŶƚĞŐƌŝƚLJ&ƵƐŝŽŶWƌŽĚƵĐƚƐ ŚĂǀĞĂƐƚƌŽŶŐƌĞƐŝƐƚĂŶĐĞƚŽŵĂŶLJĐŚĞŵŝĐĂůĐŽŵƉŽƵŶĚƐ͘&Žƌ
ŵŽƌĞŝŶĨŽƌŵĂƚŝŽŶŽŶƚŚĞĐŚĞŵŝĐĂůƌĞƐŝƐƚĂŶĐĞŽĨWϰϳϭϬƌĞƐŝŶ͕ƉůĞĂƐĞƌĞĨĞƌĞŶĐĞWW/dĞĐŚŶŝĐĂůZĞƉŽƌƚdZͲϭϵ͘
/ŶƚĞŐƌŝƚLJ&ƵƐŝŽŶWƌŽĚƵĐƚ/ŶũĞĐƚŝŽŶDŽůĚĞĚůĂĐŬ,WĨŝƚƚŝŶŐƐ ĐĂŶďĞƐƚŽƌĞĚŽƵƚĚŽŽƌƐďƵƚŝƚŝƐŚŝŐŚůLJƌĞĐŽŵŵĞŶĚĞĚƚŚĂƚ ƚŚĞLJ
ďĞƐƚŽƌĞĚŝŶĚŽŽƌƐ͘ůĂĐŬ,WĨŝƚƚŝŶŐƐƐƚŽƌĞĚƉƌŽƉĞƌůLJŝŶĚŽŽƌƐŚĂǀĞĂŶƵŶůŝŵŝƚĞĚƐŚĞůĨůŝĨĞ͘
&ŝƚƚŝŶŐDKWZĂŶŐĞďLJ^ZĂŶĚKƉĞƌĂƚŝŶŐdĞŵƉĞƌĂƚƵƌĞ
^Z ϳϯ͘ϰŽ&ϭϬϬŽ&ϭϮϬŽ&ϭϰϬŽ&
ϳ ϯϯϯƉƐŝ ϮϲϬƉƐŝ ϮϭϬƉƐŝ ϭϲϲƉƐŝ
ϵϮϱϬƉƐŝ ϭϵϱƉƐŝ ϭϱϴƉƐŝ ϭϮϱƉƐŝ
ϭϭ ϮϬϬƉƐŝ ϭϱϲƉƐŝ ϭϮϲƉƐŝ ϭϬϬƉƐŝ
ϭϳ ϭϮϲƉƐŝ ϵϴƉƐŝ ϳϵƉƐŝ ϲϯƉƐŝ
ϭϭ ϮϬϬƉƐŝ ϭϱϲƉƐŝ ϭϮϲƉƐŝ ϭϬϬƉƐŝ
WƌŽĚƵĐƚ^ƉĞĐŝĨŝĐĂƚŝŽŶ^ŚĞĞƚ
/ŶƚĞŐƌŝƚLJ&ƵƐŝŽŶWƌŽĚƵĐƚƐ    ϮϳϬWĂƌŬĂĚĞŽƵƌƚ WĞĂĐŚƚƌĞĞŝƚLJ͕'ϯϬϮϲϵ
W,͗ϴϴϴ͘ϳϳϬ͘ϲϯϯϬǁǁǁ͘ŝŶƚĞŐƌŝƚLJĨƵƐŝŽŶ͘ĐŽŵ
DŽůĚĞĚWϯϰϬϴͬWϰϳϭϬͬWϭϬϬ ,W&ŝƚƚŝŶŐƐ
DŽůĚĞĚ,W&ŝƚƚŝŶŐƐ ŵĂŶƵĨĂĐƚƵƌĞĚďLJ/ŶƚĞŐƌŝƚLJ&ƵƐŝŽŶWƌŽĚƵĐƚƐ͕ĂƌĞĂůůͲƉƵƌƉŽƐĞ͕ŝŶũĞĐƚŝŽŶŵŽůĚĞĚ ,ŝŐŚͲĞŶƐŝƚLJWŽůLJĞƚŚLJůĞŶĞ
&ŝƚƚŝŶŐƐ ƚŚĂƚĂƌĞĚĞƐŝŐŶĞĚĂŶĚŵĂŶƵĨĂĐƚƵƌĞĚĨŽƌƵƐĞŝŶĂƉƉůŝĐĂƚŝŽŶƐ ƚŚĂƚŝŶĐůƵĚĞ͕ďƵƚ ĂƌĞŶŽƚůŝŵŝƚĞĚƚŽ͗
x KŝůĂŶĚŐĂƐƉƌŽĚƵĐƚŝŽŶ x EĂƚƵƌĂůŐĂƐĚŝƐƚƌŝďƵƚŝŽŶ
x DƵŶŝĐŝƉĂůƉŽƚĂďůĞ ǁĂƚĞƌĚŝƐƚƌŝďƵƚŝŽŶĂŶĚƐĞƌǀŝĐĞůŝŶĞƐ x tĂƐƚĞǁĂƚĞƌ ĐŽŶǀĞLJĂŶĐĞ
x ^ƚŽƌŵǁĂƚĞƌĐŽŶǀĞLJĂŶĐĞ x ƌĂŝŶĂŐĞ
x /ƌƌŝŐĂƚŝŽŶx /ŶĚƵƐƚƌŝĂů ƉŝƉŝŶŐĂƉƉůŝĐĂƚŝŽŶƐ
x DŝŶŝŶŐ x >ĂŶĚĨŝůů
x ĂďůĞx dĞůĞĐŽŵŽŶĚƵŝƚ
/ŶƚĞŐƌŝƚLJ&ƵƐŝŽŶWƌŽĚƵĐƚƐ ŵĂŶƵĨĂĐƚƵƌĞƐ DŽůĚĞĚ,W&ŝƚƚŝŶŐƐŝŶĂǀĂƌŝĞƚLJŽĨƐŝnjĞƐ͕ĐŽŶĨŝŐƵƌĂƚŝŽŶƐĂŶĚ^Z͛Ɛ ƚŚĂƚ ĂƌĞ
ƉƌŽĚƵĐĞĚ ĨƌŽŵ ǀŝƌŐŝŶ͕ƉƌĞͲďůĞŶĚĞĚ͕ďŝͲŵŽĚĂů ďůĂĐŬŚŝŐŚĚĞŶƐŝƚLJƉŽůLJĞƚŚLJůĞŶĞƌĞƐŝŶƚŚĂƚŚĂƐĂĐĞůůĐůĂƐƐŝĨŝĐĂƚŝŽŶŽĨ ϰϰϱϱϳϰͲϯ
ƚŚĂƚĐŽŶĨŽƌŵƐƚŽ ^dDϯϯϱϬ ĂŶĚŝƐƌĞĐŽŐŶŝnjĞĚ ďLJƚŚĞWůĂƐƚŝĐWŝƉĞ/ŶƐƚŝƚƵƚĞ ĂƐŚĂǀŝŶŐĂWϯϰϬϴͬWϰϳϭϬͬWϭϬϬ ƌĂƚŝŶŐ ǁŝƚŚ
ĂŶ,;,LJĚƌŽƐƚĂƚŝĐĞƐŝŐŶĂƐŝƐͿŽĨϭϲϬϬƉƐŝΛϳϯŽ&͘
/ŶũĞĐƚŝŽŶDŽůĚĞĚ,W&ŝƚƚŝŶŐƐĨƌŽŵ/ŶƚĞŐƌŝƚLJ&ƵƐŝŽŶWƌŽĚƵĐƚƐ ĂƌĞŵĂŶƵĨĂĐƚƵƌĞĚ͕ƚĞƐƚĞĚ͕ĐĞƌƚŝĨŝĞĚ͕ ĂŶĚůŝƐƚĞĚ ŝŶĂĐĐŽƌĚĂŶĐĞ
ǁŝƚŚ ƐƚĂŶĚĂƌĚƐĂŶĚƌĞƋƵŝƌĞŵĞŶƚƐƚŚĂƚ ŵĞĞƚĂǁŝĚĞƌĂŶŐĞŽĨƉƌŽũĞĐƚƌĞƋƵŝƌĞŵĞŶƚƐ ƚŚĂƚŝŶĐůƵĚĞ͗
^dDϮϱϭϯ Ͳ ^ƉĞĐŝĨŝĐĂƚŝŽŶĨŽƌdŚĞƌŵŽƉůĂƐƚŝĐ'ĂƐWƌĞƐƐƵƌĞWŝƉĞ͕dƵďŝŶŐĂŶĚ&ŝƚƚŝŶŐƐ
^dDϯϯϱϬ Ͳ ^ƉĞĐŝĨŝĐĂƚŝŽŶĨŽƌWŽůLJĞƚŚLJůĞŶĞWůĂƐƚŝĐWŝƉĞƐĂŶĚ&ŝƚƚŝŶŐƐDĂƚĞƌŝĂůƐ
^dDϯϮϲϭ Ͳ ^ƉĞĐŝĨŝĐĂƚŝŽŶĨŽƌƵƚƚ,ĞĂƚ&ƵƐŝŽŶWŽůLJĞƚŚLJůĞŶĞ;WͿWůĂƐƚŝĐ&ŝƚƚŝŶŐƐĨŽƌWŽůLJĞƚŚLJůĞŶĞ;WͿWŝƉĞĂŶĚdƵďŝŶŐ
^dD&ϳϭϰ Ͳ ^ƉĞĐŝĨŝĐĂƚŝŽŶƐĨŽƌ,WWŝƉĞŝŵĞŶƐŝŽŶƐ
ttϵϬϭ Ͳ WŽůLJĞƚŚLJůĞŶĞ;WĞͿWƌĞƐƐƵƌĞWŝƉĞĂŶĚdƵďŝŶŐ͕ϯͬϰ/Ŷ͘dŚƌŽƵŐŚϯ/Ŷ͘&ŽƌtĂƚĞƌ^ĞƌǀŝĐĞ
ttϵϬϲ Ͳ WŽůLJĞƚŚLJůĞŶĞ;WĞͿWƌĞƐƐƵƌĞWŝƉĞĂŶĚdƵďŝŶŐ͕ϰ/Ŷ͘dŚƌŽƵŐŚϲϱ/Ŷ͘&ŽƌtĂƚĞƌtŽƌŬƐ
&Dϭϲϭϯ Ͳ ƉƉƌŽǀĂů^ƚĂŶĚĂƌĚ͗WůĂƐƚŝĐWŝƉĞĂŶĚ&ŝƚƚŝŶŐƐĨŽƌhŶĚĞƌŐƌŽƵŶĚ&ŝƌĞWƌŽƚĞĐƚŝŽŶ^ĞƌǀŝĐĞ
E^/ͬE^&ϲϭ Ͳ WůĂƐƚŝĐWŝƉŝŶŐ^LJƐƚĞŵŽŵƉŽŶĞŶƚƐΘZĞůĂƚĞĚDĂƚĞƌŝĂůƐ
^dD&ϮϴϴϬ Ͳ ^ƉĞĐŝĨŝĐĂƚŝŽŶĨŽƌůĂƉͲ:ŽŝŶƚdLJƉĞ&ůĂŶŐĞĚĂƉƚĞƌƐĨŽƌƵƐĞŽŶWŽůLJĞƚŚLJůĞŶĞWƌĞƐƐƵƌĞWŝƉĞ
/ŶƚĞŐƌŝƚLJ&ƵƐŝŽŶWƌŽĚƵĐƚƐ/ŶũĞĐƚŝŽŶDŽůĚĞĚ,W&ŝƚƚŝŶŐƐĂƌĞƚĞƐƚĞĚŝŶĂĐĐŽƌĚĂŶĐĞǁŝƚŚ ƚŚĞĨŽůůŽǁŝŶŐƐƚĂŶĚĂƌĚ^dDƚĞƐƚ
ŵĞƚŚŽĚƐ͘
^dDϭϱϵϴ ͲdŝŵĞͲƚŽͲ&ĂŝůƵƌĞŽĨWůĂƐƚŝĐWŝƉĞhŶĚĞƌŽŶƐƚĂŶƚ/ŶƚĞƌŶĂůWƌĞƐƐƵƌĞ͘
^dDϭϱϵϵ Ͳ^ŚŽƌƚͲdĞƌŵ,LJĚƌĂƵůŝĐWƌĞƐƐƵƌĞ&ĂŝůƵƌĞŽĨWůĂƐƚŝĐWŝƉĞ͕dƵďŝŶŐĂŶĚ&ŝƚƚŝŶŐƐ͘
^dDϮϭϮϮ ͲdĞƐƚŵĞƚŚŽĚĨŽƌĞƚĞƌŵŝŶŝŶŐŝŵĞŶƐŝŽŶƐŽĨdŚĞƌŵŽƉůĂƐƚŝĐWŝƉĞĂŶĚ&ŝƚƚŝŶŐƐ͘
/ŶũĞĐƚŝŽŶDŽůĚĞĚ,W&ŝƚƚŝŶŐƐĨƌŽŵ/ŶƚĞŐƌŝƚLJ&ƵƐŝŽŶWƌŽĚƵĐƚƐĐĂŶďĞŚĞĂƚĨƵƐĞĚƚŽĂŶLJWƉŝƉĞ͕ŵŽůĚĞĚĨŝƚƚŝŶŐ͕ŽƌĨĂďƌŝĐĂƚĞĚ
ĨŝƚƚŝŶŐŵĂŶƵĨĂĐƚƵƌĞĚĨƌŽŵŵĂƚĞƌŝĂůŵĂĚĞĨƌŽŵWϯϰϬϴͬWϰϳϭϬͬWϭϬϬƌĞƐŝŶƚŚĂƚĐŽŵƉůŝĞƐǁŝƚŚ^dDϯϯϱϬ͘
/ŶũĞĐƚŝŽŶDŽůĚĞĚ,W&ŝƚƚŝŶŐƐĨƌŽŵ/ŶƚĞŐƌŝƚLJ&ƵƐŝŽŶWƌŽĚƵĐƚƐ
ĂƌĞĚĞƐŝŐŶĞĚĨŽƌƵƐĞŽŶ,WƉƌĞƐƐƵƌĞƉŝƉĞĂƉƉůŝĐĂƚŝŽŶƐƚŚĂƚ
ĐŽŶĨŽƌŵƚŽ^dD&ϳϭϰ͕ϮϱϭϯĂŶĚϯϯϱϬĂŶĚĂƌĞƉƌĞƐƐƵƌĞ
ƌĂƚĞĚŝŶĂĐĐŽƌĚĂŶĐĞǁŝƚŚŝŶĚƵƐƚƌLJŐƵŝĚĞůŝŶĞƐĨŽƌŶĂƚƵƌĂůŐĂƐĂŶĚ
ǁĂƚĞƌĂƉƉůŝĐĂƚŝŽŶƐ͘
WƌĞƐƐƵƌĞZĂƚŝŶŐŽĨ/ŶƚĞŐƌŝƚLJ&ƵƐŝŽŶWƌŽĚƵĐƚƐDŽůĚĞĚWϰϳϭϬ&ŝƚƚŝŶŐƐ
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^Z
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SDR 17
IPS
(Standard Dimension Ratio) 125 PSI (Working Pressure at 73.4˚ F)
The difference
MOLDED
Makes
Molded 45 elbows from Integrity Fusion
Products offer performance, availability,
and value that eliminate the need for
fabricated fittings.
The molded difference includes:
• No inner fusion beads
• Fully Pressure Rated
• Wall thickness remains consistent
throughout
IntegriFuse fittings are manufactured from
100% Virgin Resin with black high density
bimodal polyethylene copolymer designed
for use in, but not limited to, potable water,
natural gas, industrial, landfill, oil & gas,
and mining applications.
*ntegriFuse fittings meet ASTM-D2513 &
ASTM-D3261 requirements XIFSF

BQQMJDBCMF

#utt fusion, electrofusion, and transition
fittings meet AWWA C-901/C-906, NSF
"/4*$"/

BOE
/4'"/4*
 XIFSF

BQQMJDBCMF
. IntegriFuse fittings are
manufactured with resin having a material
designation code of PE 3408, PE3608, PE
4710, and PE 100. FM Approved.
Integrity Fusion Products, Inc.
270 Parkade Court
Peachtree City, GA 30269
Phone [phone] | Fax [phone]
www.IntegrityFusion.com
Call Toll Free at 888.770.6330
2” IPS 3.23” 2.64” 0.140” 2.375” 6.38” 0.3 lbs. 100002
3” IPS 4.72” 3.86” 0.206” 3.500” 9.33” 0.9 lbs. 100006
4” IPS 5.31” 4.21” 0.265” 4.500” 10.63” 1.7 lbs. 100010
6” IPS 6.89” 5.35” 0.390” 6.625” 14.09” 4.4 lbs. 100014
8” IPS 8.46” 6.54” 0.507” 8.625” 17.48” 9.8 lbs. 100018
10” IPS 10.04” 7.64” 0.632” 10.750” 20.94” 14.9 lbs. 100022
12” IPS 10.63” 7.80” 0.750” 12.750” 22.64” 22.1 lbs. 100024
SDR 11 (Standard Dimension Ratio) 200 PSI (Working Pressure at 73.4˚ F)
2” IPS 3.23” 2.64” 0.216” 2.375” 6.38” 0.4 lbs. 100001 FM 200
3” IPS 4.72” 3.86” 0.318” 3.500” 9.33” 1.2 lbs. 100005 FM 200
4” IPS 5.31” 4.21” 0.409” 4.500” 10.63” 2.1 lbs. 100009 FM 200
6” IPS 6.89” 5.35” 0.602” 6.625” 14.09” 6.1 lbs. 100013 FM 200
8” IPS 8.46” 6.54” 0.784” 8.625” 17.48” 12.6 lbs. 100017 FM 200
10” IPS 10.04” 7.64” 0.977” 10.750” 20.94” 21.3 lbs. 100021 FM 200
12” IPS 10.63” 7.80” 1.159” 12.750” 22.64” 31.4 lbs. 100023 FM 200
B
D
CE
A
45° BENDS
Nominal Size A B C D E Weight Item Code
Nominal Size A B C D E Weight Item Code Notes
10.04” 7.64” 0.977” 10.750” 20.94” 21.3 lb10” IPS 10.04” 7.64” 0.977” 10.750” 20.94” 21.3 lbs. 100021 FM 200
New
Angles
Covered
Molded 22.5° Bends are now available
from Integrity Fusion Products.
These fully pressure rated fittings
are available in SDR 11 for 2" to 8" IPS
sizes. This new solution will improve
the quality and availability of fittings
for your project and replace the
fabricated fittings typically used.
These fittings truly are "Molded for
your Industry".
The molded difference includes:
• No inner fusion beads
• Fully pressure rated
• Wall thickness remains
consistent throughout
IntegriFuse fittings are manufactured
with black high density bimodal
polyethylene (HDPE) copolymer
designed for use in, but not limited
to, potable water, natural gas,
industrial, landfill, oil & gas, and
mining applications.
All IntegriFuse fittings meet
ASTM-D2513 & ASTM-D3261
Requirements.
All butt fusion fittings meet AWWA
C-901/C-906, NSF"/4*$"/-61, and
NSF"/4*-372 XIFSF
BQQMJDBCMF
.
IntegriFuse fittings are manufactured
with resin having a material
designation code of PE 3408,
PE 3608, PE 4710, and PE 100.
Integrity Fusion Products, Inc.
Mailing/Shipping: 270 Parkade Court, Peachtree City, GA 30269
TOLL FREE 1-888-770-6330
P: 770-632-7530 • F: 770-632-7540 • E: [e-mail]
SDR 11 (Standard Dimension Ratio) 200 PSI (Working Pressure at 73.4˚ F)
Nominal Size A B C D Weight. Item Code
2” IPS 2.”4.5” 0.2” 2.3” lbs. 100050
3” IPS 3.5” 4.” 0.3” 3.5”1. lbs. 100052
4” IPS 3.3”” 0.4” 4.5” lbs. 100054
6” IPS 4.25” 6.” 0.6” 6.6”lbs. 100056
8” IPS ””0.” 8.6” lbs. 100058
%
$
C
DD
%
D
$$
DD
CCCCC
DDD
4” IPS 3.33”” 0.44” 4.55” lbs. 100054
6” IPS 4.25” 6..” 0.66” 6.66”lbs. 100056
SDR 17
IPS
(Standard Dimension Ratio) 125 PSI (Working Pressure at 73.4˚ F)
Nominal Size A B C D E Weight Item Code FM
Nominal Size A B C D E Weight Item Code
The difference
MOLDED
Makes
Molded 90 elbows from Integrity Fusion
Products offer performance, availability, and
value that eliminate the need for fabricated
fittings.
The molded difference includes:
• No inner fusion beads
• Fully Pressure Rated
• Wall thickness remains consistent
throughout
IntegriFuse fittings are manufactured from
100% Virgin Resin with black high density
bimodal polyethylene copolymer designed
for use in, but not limited to, potable water,
natural gas, industrial, landfill, oil & gas, and
mining applications.
IntegriFuse fittings meet ASTM-D2513 &
ASTM-D3261 requirements XIFSF

BQQMJDBCMF
.
#Vtt fusion, electrofusion, and transition
fittings meet AWWA C-901/C-906, NSF
"/4*$"/-61, and NSF"/4*-372 XIFSF

BQQMJDBCMF
. IntegriFuse fittings are
manufactured with resin having a material
designation code of PE 3408, PE3608, PE
4710, and PE 100.
Integrity Fusion Products, Inc.
270 Parkade Court
Peachtree City, GA 30269
Phone [phone] | Fax [phone]
www.IntegrityFusion.com
Call Toll Free at 888.770.6330
E
B
A
D
C
2” IPS 4.36” 2.64” 0.140” 2.375” 5.63” 0.4 lbs. 100106
3” IPS 5.85” 3.50” 0.206” 3.500” 7.73” 1.1 lbs. 100110
4” IPS 6.85” 3.80” 0.265” 4.500” 9.21” 2.0 lbs. 100114
6” IPS 8.94” 4.75” 0.390” 6.625” 12.40” 5.4 lbs. 100118
8” IPS 11.81” 7.20” 0.507” 8.625” 16.13” 12.5 lbs. 100122
10” IPS 13.78” 8.27” 0.632” 10.750” 19.15” 22.0 lbs. 100126
12” IPS 14.96” 8.46” 0.750” 12.750” 21.33” 36.7 lbs. 100128
SDR 11 (Standard Dimension Ratio) 200 PSI (Working Pressure at 73.4˚ F)
90° BENDS
¾” IPS 3.19” 2.14” 0.095” 1.050” 3.82” 0.1 lbs. 100100 -
1” IPS 3.31” 2.18” 0.120” 1.315” 4.06” 0.2 lbs. 100101 -
1 ¼” IPS 3.48” 2.15” 0.151” 1.660” 4.41” 0.3 lbs. 100102 -
1 ½” IPS 3.92” 2.37” 0.173” 1.900” 5.00” 0.4 lbs. 100103 -
2” IPS 4.36” 2.64” 0.216” 2.375” 5.63” 0.5 lbs. 100105 FM 200
3” IPS 5.85” 3.50” 0.318” 3.500” 7.73” 1.6 lbs. 100109 FM 200
4” IPS 6.85” 3.80” 0.409” 4.500” 9.21” 2.8 lbs. 100113 FM 200
6” IPS 8.94” 4.75” 0.602” 6.625” 12.40” 7.7 lbs. 100117 FM 200
8” IPS 11.81” 7.20” 0.784” 8.625” 16.13” 17.3 lbs. 100121 FM 200
10” IPS 13.78” 8.27” 0.977” 10.750” 19.15” 30.1 lbs. 100125 FM 200
12” IPS 14.96” 8.46” 1.159” 12.750” 21.33” 49.9 lbs. 100127 FM 200
Nominal Size A B C D E Weight Item Code
Nominal Size A B C D E Weight Item Code Notes
SDR 111 (Standard Dimension Ratio) 200 PSI (Working Pressure at 73.4˚ F)
6” IPS 8.94” 4.75” 0.602” 6.625” 12.40” 7.7 lbs. 100117 FM 200
Molded Caps from Integrity Fusion
Products offer performance, availability,
and value that eliminate the need for
fabricated fittings.
The molded difference includes:
• No inner fusion beads
• Fully Pressure Rated
• Wall thickness remains consistent
throughout
IntegriFuse fittings are manufactured from
100% Virgin Resin with black high density
bimodal polyethylene copolymer designed
for use in, but not limited to, potable water,
natural gas, industrial, landfill, oil & gas,
and mining applications.
All IntegriFuse fittings meet ASTM-D2513 &
ASTM-D3261 requirements.
All butt fusion, electrofusion, and transition
fittings meet "88"
$$

/4'
"/4*$"/

BOE
/4'"/4* XIFSF

BQQMJDBCMF

IntegriFuse fittings are
manufactured with resin having a material
designation code of PE 3408, PE3608, PE
4710, and PE 100. FM Approved.
Integrity Fusion Products, Inc.
270 Parkade Court
Peachtree City, GA 30269
Phone [phone] | Fax [phone]
www.IntegrityFusion.com
Call Toll Free at 888.770.6330
CAPS
The difference
MOLDED
Makes
SDR 17
IPS
(Standard Dimension Ratio) 125 PSI (Working Pressure at 73.4˚ F)
2” IPS 3.23” 0.140” 2.375” 2.52” 0.1 lbs. 100306
3” IPS 4.72” 0.206” 3.500” 3.70” 0.4 lbs. 100310
4” IPS 5.31” 0.264” 4.500” 3.98” 0.7 lbs. 100314
6” IPS 6.89” 0.390” 6.625” 4.84” 2.0 lbs. 100318
8” IPS 8.66” 0.507” 8.625” 5.83” 4.2 lbs. 100322
10” IPS 9.84” 0.633” 10.750” 6.30” 7.5 lbs. 100326
12” IPS 11.77” 0.750” 12.750” 7.52” 12.4 lbs. 100328
SDR 11 (Standard Dimension Ratio) 200 PSI (Working Pressure at 73.4˚ F)
¾” IPS 2.55” 0.095” 1.050” 2.18” 0.1 lbs. 100300 -
1” IPS 2.64” 0.120” 1.315” 2.18” 0.1 lbs. 100302 -
1 ¼” IPS 2.77” 0.151” 1.660” 2.18” 0.1 lbs. 100303 -
1 ½” IPS 3.10” 0.173” 1.900” 2.42” 0.7 lbs. 100304 -
2” IPS 3.23” 0.216” 2.375” 2.52” 0.8 lbs. 100305 FM 200
3” IPS 4.72” 0.318” 3.500” 3.70” 0.9 lbs. 100309 FM 200
4” IPS 5.31” 0.409” 4.500” 3.98” 1.1 lbs. 100313 FM 200
6” IPS 6.89” 0.603” 6.625” 4.84” 2.9 lbs. 100317 FM 200
8” IPS 8.66” 0.785” 8.625” 5.83” 6.3 lbs. 100321 FM 200
10” IPS 9.84” 0.978” 10.750” 6.30” 10.9 lbs. 100325 FM 200
12” IPS 11.77” 1.160” 12.750” 7.52” 18.4 lbs. 100327 FM 200
Nominal Size A B C D Weight Item Code
Nominal Size A B C D Weight Item Code Notes
tandard Dimension Ratio) 200 PSI (Working Pressure at 73.4˚ F)
Nominal Size A B C D Weight
SDR 11 (St
4” IPS 5.31” 0.409” 4.500” 3.98” 1.1 lbs. 100313 FM 200
4.84” 2.9 lbs. 6” IPS 6.89” 0.603” 6.625” 4.84” 2.9 lbs. 100317 FM 200
6.30” 10.9 lbs. 10” IPS 9.84” 0.978” 10.750” 6.30” 10.9 lbs. 100325 FM 200
IPS-SDR 17 - 125 PSI (Working Pressure at 73.4˚ F)
Nominal Size A B C D E Weight Item Code
PS SDR PSI (W ki P
The dierence
MOLDED
.PMEFE
5FFT
GSPN
*OUFHSJUZ
'VTJPO

1SPEVDUT
BSF
UIF
NBSLFU
MFBEFS
GPS
CVUU

GVTJPO
UFFT
5IFTF
GJUUJOHT
PGGFS

QFSGPSNBODF

BWBJMBCJMJUZ

BOE
WBMVF
UIBU

FMJNJOBUF
UIF
OFFE
GPS
GBCSJDBUFE
GJUUJOHT
5IF
.PMEFE
EJGGFSFODF
JODMVEFT
v /P
JOOFS
GVTJPO
CFBE
v 'VMMZ
QSFTTVSF
SBUFE
v 8BMM
UIJDLOFTT
SFNBJOT
DPOTJTUFOU

UISPVHIPVU
IntegriFuse EF Fittings are manufactured
from the highest quality 7JSHJO
black high
density bimodal polyethylene copolymer
resin designed for use in, but not limited
to, potable water, natural gas, industrial,
landfill, oil & gas, and mining applications.
All IntegriFuse fittings meet ASTM –D2513
& ASTM D3261(where applicable).
#VUU
GVTJPO

FMFDUSPGVTJPO

BOE
USBOTJUJPO

GJUUJOHT
NFFU
"88"
$$

/4'
"/4*$"/

BOE
/4'"/4* XIFSF

BQQMJDBCMF
 *OUSHSJ'VTF
GJUUJOHT
BSF

NBOVGBDUVSFE
XJUI
SFTJO
IBWJOH
B

NBUFSJBM
EFTJHOBUJPO
DPEF
PG
1&


1&



1&


BOE
1&

Integrity Fusion Products, Inc.
270 Parkade Court
Peachtree City, GA 30269
P: 1-888-770-6330 • P: 770-632-7530
F: 770-632-7540
E
D
A
C
B
3" IPS 11.81" 5.91" 0.206" 3.500" 3.54" 1.5 lbs. 100709
4" IPS 13.78" 6.89" 0.264" 4.500" 3.94" 2.8 lbs. 100713
6" IPS 18.11" 9.06" 0.390" 6.625" 4.72" 7.5 lbs. 100717
8" IPS 23.62" 11.81" 0.507" 8.625" 5.71" 17.5 lbs. 100721
10" IPS 27.56" 13.78" 0.632" 10.750" 6.30" 28.3 lbs. 100725
12" IPS 31.57" 15.97" 0.750" 12.750" 7.52" 47.5 lbs. 100727
IPS-SDR 11 - 200 PSI (Working Pressure at 73.4˚ F)
Nominal Size A B C D E Weight Item Code
¾" IPS 6.38" 3.19" 0.095" 1.050" 2.14" 0.2 lbs. 100700 -
1" IPS 6.62" 3.31" 0.120" 1.315" 2.18" 0.2 lbs. 100701 -
1 ¼" IPS 6.97" 3.48" 0.151" 1.660" 2.15" 0.4 lbs. 100702 -
1 ½" IPS 7.84" 3.92" 0.173" 1.900" 2.37" 0.6 lbs. 100704 -
2" IPS 8.66" 4.33" 0.216" 2.375" 2.48" 1.0 lbs. 100705 FM 200
3" IPS 11.81" 5.91" 0.318" 3.500" 3.54" 1.5 lbs. 100708 FM 200
4" IPS 13.78" 6.89" 0.409" 4.500" 3.94" 3.9 lbs. 100712 FM 200
6" IPS 18.11" 9.06" 0.602" 6.625" 4.72" 10.5 lbs. 100716 FM 200
8" IPS 23.62" 11.81" 0.784" 8.625" 5.71" 23.2 lbs. 100720 FM 200
10" IPS 27.56" 13.78" 0.977" 10.750" 6.30" 39.4 lbs. 100724 FM 200
12" IPS 31.57" 15.97" 1.159" 12.750" 7.52" 66.3 lbs. 100726 FM 200
Nominal Size A B C D E Weight Item Code Notes
IPS-SDR 11 - 200 PSI (Working Pressure at 73.4˚ F)
6" IPS 18.11" 9.06" 0.602" 6.625" 4.72" 10.5 lbs. 100716 FM 200
10" IPS 27.56" 13.78" 0.977" 10.750" 6.30" 39.4 lbs. 100724 FM 200
The difference
MOLDED
Makes
Since 2007 Integrity Fusion Products have
been known for their impressive product
line of Electrofusion fittings. We continue
to grow and innovate more products than
ever before!
The IntegriFuse Difference:
• Large Diameter Electrofusion Couplers
Improved technology eliminating the need for
pre-heating procedures
• Utilizes higher Amperage (105A) to create more
heat, allowing the pipe to expand to help reduce
any gaps between pipe and coupler
• Higher amperage allows for larger gaps to start
fusion process
• Higher amperage also results in deeper melt
penetration
• Wider fusion zones for increased surface melt
• Wider cold zones allowing for more flexibility in
pipe stab depth
• fittings created with traceability bar codes
• All couplers through 54" are injection molded
(not fabricated out of pipe or billet as other
brands)
• Pop up melt indicators
• Cooling time listed on coupler indicates
when the fitting joint can be fully pressure
tested, eliminating the need for guesswork
• Backed by 30+ years of experience in designing,
developing and producing electrofusion fittings
& equipment with strict quality management
standards
• FM Approved
• AWWA C906 NSF/ANSI 61
•.BOVGBDUVSFE
JO
BDDPSEBODF
UP
"45.

•All IntegriFuse Electrofusion fittings must be
installed by a qualified and experienced
technician.
L
D
d/2
L D
L
d
INTEGRIFUSE SDR 11 IPS ELECTROFUSION COUPLERS
Water 200 PSI(ASTM / 232 PSI (ISO) - Gas 100 PSI @73° F Sustainable Operating Pressure
Suitable for use on IPS SDR 9 to SDR 17 HDPE Pipe
.BOVGBDUVSFE
GSPN
NBUFSJBM
NBEF
GSPN
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1&

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"45.
%
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UP
4%3

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SFRVJSF
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CBSDPEF
NOMINAL SIZE E

*%D L WEIGHT ITEM CODE NOTES
1"IPS 1.315" 1.7" 3.4" 0.1 lbs. 200302
1 ¼" IPS 1.660" 2.2" 3.7" 0.2 lbs. 200303
1 ½" IPS 1.900" 2.7" 3.9" 0.4 lbs. 200304
2" IPS 2.375" 3.2" 4.6" 0.5 lbs. 200305
3" IPS 3.500" 4.4" 5.0" 0.9 lbs. 200307 FM 200 / FM 232
4" IPS 4.500" 5.9" 5.9" 1.7 lbs. 200310 FM 200 / FM 232
5" IPS 5.563" 6.9" 6.5" 2.5 lbs. 200312 FM 200 / FM 232
6" IPS 6.625" 8.7" 7.9" 4.6 lbs. 200314 FM 200 / FM 232
8" IPS 8.625" 10.7" 8.9" 8.4 lbs. 200317 FM 200 / FM 232
10" IPS 10.750" 13.3" 9.8" 14.9 lbs. 200320 FM 200 / FM 232
12" IPS 12.750" 15.9" 11.4" 24.5 lbs. 200323 FM 200 / FM 232
14" IPS 14.000" 17.2" 11.8" 27.0 lbs. 200326 FM 200 / FM 232
16" IPS 16.000" 19.8" 13.9" 32.0 lbs. 200329 FM 200 / FM 232
18" IPS (1) 18.000" 22.3" 16.7" 75.0 lbs. 200332 FM 200 / FM 232
20" IPS (1) 20.000" 24.8" 18.0" 97.0 lbs. 200335 FM 200 / FM 232
22" IPS (1) 22.000" 27.4" 19.5" 123.0 lbs. 200336 FM 200 / FM 232
24" IPS (1) 24.000" 30.6" 19.8" 157.0 lbs. 200338 FM 200 / FM 232
(1)Dual fusion zones (2) Requires the I Fuse 105 EF Processor for fusion

$PVQMFS
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Integrity Fusion Products, Inc.
270 Parkade Court . Peachtree City, GA 30269
P: 1-888-770-6330 • P: 770-632-7530 • F: 770-632-7540
E: [e-mail]
4" IPS 4.500" 5.9" 5.9" 1.7 lbs. 200310 FM 200 / FM 232
18" IPS (1) 18.000" 22.3" 16.7" 75.0 lbs. 200332 FM 200 / FM 232
10" IPS 10.750" 13.3" 9.8" 14.9 lbs. 200320 FM 200 / FM 232
6" IPS 6.625" 8.7" 7.9" 4.6 lbs. 200314 FM 200 / FM 232
INFINITY PLASTICS
“Where Fabricated HDPE Fittings Are Endless”
PRODUCT SPECIFICATIONS
High Density Polyethylene (HDPE) Fabricated Fittings, Manholes, Storage Tanks and Custom
Fabrications
Infinity Plastics manufactures and supplies Distributors with High Density Polyethylene
(HDPE) Fabricated Fittings that meet or exceed these standards:
ASTM F714 Standard Specification for Polyethylene (PE) Plastic Pipe (SDR-PR), based on
outside diameter.
ASTM D1248 Standard Specification for Polyethylene Plastic Molding and Extrusion
ASTM D3350 Standard Specification for Polyethylene Plastic Pipe and Fittings Materials.
ASTM D3035 Standard Specification for Polyethylene (PE) Plastic Pipe (SDR-PR), based on
controlled outside diameter.
ASTM D2513-06 Standard Specification for Thermoplastic Gas Pressure Pipe, Tubing, and
Fittings intended for use in the distribution of natural gas.

HDPE Fabricated Fittings supplied by Infinity Plastics are designed to meet AWWA C901/C906 fitting
requirements and are manufactured from PPI and NSF listed resins in accordance with the material
specifications listed in ASTM D3350 with a cell classification . Suitable for butt welding to pipe
manufactured to ASTM D2513, D3035, F714 with similar resins.
Thank you for the opportunity to supply your HDPE project needs!
- Andy Zipperer
INFINITY PLASTICS 1124 Horicon St., Mayville, WI 53050
P 920-387-0200 / F 920-387-0300 / [e-mail]

of 445474C.
INFINITY PLASTICS
“Where Fabricated HDPE Fittings Are Endless”
IPS Fabricated 45° Lateral Wye, Unreinforced
(Dimensions in Inches)
PLEASE NOTE !! - SPECIFICATIONS
Dimensions and appearance are subject to change without notice due to design, production modifications or other various factors affecting production. Dimensions are approximate. Reduced Laterals may be multiple steps. Angle tolerance for fabricated elbows is +/- 2
degrees. All fittings are subject to Infinity Plastics “Standard Terms and Conditions.” A copy of this drawing must accompany all purchase orders for this fitting. All other dimensions are to tolerances of +/- 1.0”.
HDPE Fabricated Fittings supplied by Infinity Plastics are designed to meet AWWA C901/C906 fitting requirements and
are manufactured from PPI and NSF listed resins in accordance with the material specifications listed in ASTM D3350
with a cell classification of 345464C. Suitable for butt welding to pipe manufactured to ASTM D2513, D3035, F714 with
similar resins. NOTE: Fabricated HDPE (PE 4710) fittings are available through Infinity Plastics upon request.
INFINITY PLASTICS 1124 Horicon St., Mayville, WI 53050
P 920-387-0200 / F 920-387-0300 / [e-mail]
IPS Fabricated 45° Lateral Wye, Unreinforced
INFINITY PLASTICS
“Where Fabricated HDPE Fittings Are Endless”
IPS 30° 2 Segment Elbow Fabricated
(Dimensions in Inches)
HDPE Fabricated Fittings supplied by Infinity Plastics are designed to meet AWWA C901/C906 fitting requirements and
are manufactured from PPI and NSF listed resins in accordance with the material specifications listed in ASTM D3350
with a cell classification . Suitable for butt welding to pipe manufactured to ASTM D2513, D3035, F714 with
similar resins.
INFINITY PLASTICS 1124 Horicon St., Mayville, WI 53050
P 920-387-0200 / F 920-387-0300 / [e-mail]
E
RX
IPS 30° 2 Segment Elbow Fabricatedg
(Dimensions in Inches)
of 445474C
INFINITY PLASTICS
“Where Fabricated HDPE Fittings Are Endless”
IPS Machined End Caps 4” – 63”
40psi Est. Pressure Applications
(Dimensions in Inches)

~ OTHER SIZES, PRESSURE RATINGS & DR’s NOT LISTED ARE AVAILABLE. CALL FOR A QUOTE.
Field fusion of machined end caps may require the use of a stub end holder. Sufficient length of pipe may be fused to end
cap to eliminate the use of a stub end holder. Call for a Quote on this fabricated option.
HDPE Fabricated Fittings supplied by Infinity Plastics are designed to meet AWWA C901/C906 fitting requirements and
are manufactured from PPI and NSF listed resins in accordance with the material specifications listed in ASTM D3350
with a cell classification of 445474C. Suitable for butt welding to pipe manufactured to ASTM D2513, D3035, F714 with
similar resins.
INFINITY PLASTICS 1124 Horicon St., Mayville, WI 53050
P 920-387-0200 / F 920-387-0300 / [e-mail]
Page 1 of 1
IPS
Nominal Size T (min) OAL (in) DR Pressure Rating
4” IPS 1.4 2.0 7 – 32.5 Low Pressure
6” IPS 1.4 2.0 7 – 32.5 Low Pressure
8” IPS 1.4 2.0 7 – 32.5 Low Pressure
10” IPS 1.4 2.0 7 – 32.5 Low Pressure
12” IPS 1.4 2.0 7 – 32.5 Low Pressure
14” IPS 1.4 2.0 7 – 32.5 Low Pressure
16” IPS 1.4 2.0 7 – 32.5 Low Pressure
18” IPS 1.4 2.0 7 – 32.5 Low Pressure
20” IPS 1.4 2.0 7 – 32.5 Low Pressure
22” IPS 1.4 2.0 9 – 32.5 Low Pressure
24” IPS 1.4 2.0 9 – 32.5 Low Pressure
26” IPS 1.4 2.0 9 – 32.5 Low Pressure
28” IPS 1.4 2.0 9 – 32.5 Low Pressure
30” IPS 1.4 2.0 9 – 32.5 Low Pressure
32” IPS 1.4 2.0 9 – 32.5 Low Pressure
34” IPS 1.4 2.0 11 – 32.5 Low Pressure
36” IPS 1.4 2.0 11 – 32.5 Low Pressure
54” IPS 1.4 2.0 11 – 32.5 Low Pressure
63” IPS 1.4 2.0 11 – 32.5 Low Pressure
“Where Fabricated HDPE Fittings Are Endless” g
IPS Machined End Caps 4” – 63”p
40psi Est. Pressure Applications
18” IPS 1.4 2.0 7 – 32.5 Low Pressure
INFINITY PLASTICS
“Where Fabricated HDPE Fittings Are Endless”
IPS SDR-11 HDPE Cleanout Adapters, Fabricated
(Dimensions in Inches)

~ Fabricated from SDR-11 HDPE PE3408 Industrial Pipe supplied by quality manufacturers.
~ Furnished complete with threaded inside caps.
~ Inside caps are one solid piece made of HDPE and will accommodate a 2” square drive.
~ Thread spacing on both the cap and pipe is 8 threads per inch for a strong tapered fit.
~ Other sizes are available upon request and may require a minimum order.
~ Cleanouts are rated for Gravity or Low Pressure (6” & down) Service.
PLEASE NOTE !! - SPECIFICATIONS
Dimensions and appearance are subject to change without notice due to design, production modifications or other various factors
affecting production. Dimensions are approximate. Angle tolerance for fabricated elbows is +/- 2 degrees. All fittings are subject to Infinity Plastics “Standard Terms and Conditions.” A copy of this drawing must accompany all purchase orders for this fitting. All
other dimensions are to tolerances of +/- 1.0”
HDPE Fabricated Fittings supplied by Infinity Plastics are designed to meet AWWA C901/C906 fitting requirements and
are manufactured from PPI and NSF listed resins in accordance with the material specifications listed in ASTM D3350
with a cell classification . Suitable for butt welding to pipe manufactured to ASTM D2513, D3035, F714 with
similar resins. NOTE: Fabricated HDPE (PE 4710) fittings are available through Infinity Plastics upon request.
INFINITY PLASTICS 1124 Horicon St., Mayville, WI 53050
P 920-387-0200 / F 920-387-0300 / [e-mail]
IPS Size Pipe
O.D. (in) SDR L (in)Weight (lbs)
2” 2.375 11 4.50 1
3” 3.500 11 4.50 1.5
4” 4.500 11 4.50 2
6” 6.625 11 4.50 3
8” 8.625 11 4.50 5
10” 10.750 11 4.50 8
12” 12.750 11 11.50 11
4” 4.500 11 4.50 2
IPS SDR-11 HDPE Cleanout Adapters, Fabricatedp
(Dimensions in Inches)

7.1.3
Nonwoven Geotextile

365 South Holland Drive Tel [phone] 
Pendergrass, GA 30567 www.tencategeo.us    
Mirafi® 180N 
Disclaimer: TenCate assumes no liability for the accuracy or completeness of this information or for the ultimate use by the purchaser. TenCate disclaims any and all express, 
implied, or statutory standards, warranties or guarantees, including without limitation any implied warranty as to merchantability or fitness for a particular purpose or arising from 
a course of dealing or usage of trade as to any equipment, materials, or information furnished herewith. This document should not be construed as engineering advice. Mirafi® is a 
registered trademark of Nicolon Corporation. Copyright © 2021 Nicolon Corporation. All Rights Reserved 
FGS000760 
ETQR85 

Mirafi® 180N is a nonwoven geotextile composed of polypropylene fibers, which are formed into a stable network such 
that the fibers retain their relative position.  Mirafi® 180N is inert to biological degradation and resists naturally 
encountered chemicals, alkalis, and acids.  Mirafi® 180N meets AASHTO M288 Class 1, 2, & 3, with elongation >50%. 

TenCate Geosynthetics Americas Laboratories are accredited by Geosynthetic Accreditation Institute – Laboratory 
Accreditation Program (GAI‐LAP).  NTPEP Listed 
MECHANICAL PROPERTIES TEST METHOD UNIT 
MINIMUM AVERAGE 
ROLL VALUE 
MD                   CD 
Grab Tensile Strength ASTM D4632 lbs (N) 205 (912)       205 (912) 
Grab Tensile Elongation ASTM D4632 % 50         50 
Trapezoid Tear Strength ASTM D4533 lbs (N) 80 (356)      80 (356) 
CBR Puncture Strength ASTM D6241 lbs (N) 500 (2224) 

   MAXIMUM OPENING SIZE 
Apparent Opening Size (AOS) 

ASTM D4751 U.S. Sieve (mm) 80 (0.18) 
MECHANICAL PROPERTIES TEST METHOD UNIT MINIMUM ROLL VALUE 
Permittivity ASTM D4491 sec‐1 1.4 
Flow Rate 

ASTM D4491 

gal/min/ft² (l/min/m²) 95 (3870) 

   MINIMUM TEST VALUE 
UV Resistance (at 500 hours) ASTM D4355 % strength retained 70 

PHYSICAL PROPERTIES  UNIT ROLL SIZE 
Roll Dimensions (width x length)  ft (m) 12.5 x 360 
(3.8 x 110) 
15 x 300 
(4.57 x 91.4) 
Roll Area    yd2 (m2) 500 (418) 
Roll Weight  lbs (kg) 239 (108) 
Label Color    

Disclaimer: We warrants that at the time of delivery the product furnished hereunder shall conform to the speci-
fication stated herein. We assumes no liability for the accuracy or completeness of this information or for the
ultimate use by the purchaser. We disclaims any and all express, implied, or statutory standards, warranties or
guarantees, including without limitation any implied warranty as to merchantability or fitness for a particular
purpose or arising from a course of dealing or usage of trade as to any equipment, materials, or information
furnished herewith. This document should not be construed as engineering advice.

8oz Nonwoven Fabric
N180
PROPERTY TEST METHOD UNIT N180
ASTM D 5261
ASTM D 4632
ASTM D 4632
ASTM D 4533
ASTM D 6241
ASTM D 4491
ASTM D 4491
ASTM D 4751
ASTM D 4355
1
8
205
50
80
500
1.4
95
80
70
oz/yd2
lbs
%
lbs
lbs
sec-1
gpm/�2
US Sieve
%
AASHTO Class M288
Weight (2)
Grab Tensile (1)
Grab Elonga�on (1)
Trapezoid Tear Strength (1)
CBR Puncture Resistance (1)
Permi�vity (4)
Water Flow (4)
AOS (3)
UV Resistance at 500hrs (2)

7.1.4
Sewer Rock

Optional Page 1 Footer Text
Date: Tuesday, August 15th, 2023
To: Project File, Procore
From: Gary Horton, P.E.
Subject: Salt Lake Valley Landfill Module 8; Sewer Rock Size 4 Memo

This memo is regarding the 1.5-inch sewer rock from Kilgore’s pit located in Stockton, Utah.

The attached sieve analysis report shows 89 percent of the material passing the 1.5-inch sieve.
Although it meets the supplier’s target (85-100 percent passing), it is just outside of the allowable
tolerance (90-100 percent passing) per ASTM D448 for Size 4 material. The test results were
shared with the owner and contractor and discussed in weekly progress meetings.

After further discussions with the project team, it was decided that the material would still meet
the intent of the design; therefore, the material is suitable for use on the project.

Report of Physical Properties and Aggregate Target Submittal
www.kilgorecompanies.com | o. 801.250.0132 | f. 801.250.0671 |7057 W 2100 S, Salt Lake City, Utah 84128 | P.O. Box 869, Magna, Utah 84044

Submittal Date: 8/1/2023 Job Name: Type Job Name
Product Code: 21-03014 - 1 1/2" x 3/4" (#4) Washed rock Job Number: Type Job Number
Pit Code: 020323 - Stockton

Test Results
Standard Physical Properties Result Test Spec.
ASTM C29 AASHTO T19 Unit Weight
Unit Weight (lbs./cu.ft.) 100 100
Voids (%) 100 100
☐Loose ☒Rodded 100 100
ASTM D1557
AASHTO T180
Modified
Proctor
Max Density (lbs./cu.ft.) 100 100
Optimum Moisture (%) 100 100
ASTM D698
AASHTO T99
Standard
Proctor
Max Density (lbs./cu.ft.) 100 100
Optimum Moisture (%) 100 100
ASTM C1883 AASHTO T193 CBR Surcharge=10 lbs. CBR@0.1” 100 100
CBR@0.2” 100 100
ASTM C131
AASHTO T96 L.A. Abrasion
Small Coarse Loss (%) 20 100
Grading/Revolutions B 500 100
Large Coarse Loss (%) 100 100
Grading/ Revolutions 100 100
ASTM C88 AASHTO T104
Coarse
Soundness
Coarse Soundness Loss (%) 0 100
Sodium No. of Cycles 5 100
Fine
Soundness
Fine Soundness Loss (%) 100 100
Sodium No. of Cycles 100 100
ASTM D4318 AASHTO T89/T90
Liquid Limit
Plastic Limit
Plasticity Index
Liquid Limit 100 100
Plastic Limit 100 100
Plastic Index 100 100
ASTM C142
AASHTO T112
Clay lumps
Friable Particles
Coarse Aggregate (%) 100 100
Fine Aggregate (%) 100 100
ASTM C40 AASHTO T21 Organic Impurities
Coarse Aggregate (%) <Plate 1 100
Fine Aggregate (%) 100 100
ASTM D2419
AASHTO T176
Sand
Equivalency
100 100
Sand Equivalent (%) 100 100
ASTM C1252
AASHTO T304
Fine Aggregate
Angularity
100 100
Uncompacted Voids (%) 100 100
ASTM D5821
TP – 61 Fractured Face % w/1 Fractured Face 100 100
% w/2 Fractured Faces 100 100
ASTM C123 AASHTO T113 Lightweight Pieces
Coarse Aggregate (%) 100 100
Fine Aggregate (%) 100 100
ASTM C128 AASHTO T84
Fine
Specific Gravity & Absorption
Bulk Specific Gravity (Dry) 100 100
Bulk Specific Gravity (SSD) 100 100
Apparent Specific Gravity 100 100
Absorption (%) 100 100
ASTM C127 AASHTO T85
Coarse
Specific Gravity &
Absorption
Bulk Specific Gravity (Dry) 100 100
Bulk Specific Gravity (SSD) 100 100
Apparent Specific Gravity 100 100
Absorption (%) 100 100

ASTM D2487 Soil Classification Group Symbol 100
Group Name 100
ASTM D2488 Soil Description & identification Group Symbol 100
Group Name 100

Sieve Analysis
ASTM C136 AASHTO T27
Sieve Size Target % Passing
Spec.
LL
Spec.
UL
600 mm 24” 100 100 100
550 mm 22” 100 100 100
500 mm 20” 100 100 100
450 mm 18” 100 100 100
400 mm 16” 100 100 100
350 mm 14” 100 100 100
300 mm 12” 100 100 100
250 mm 10” 100 100 100
225 mm 9” 100 100 100
200 mm 8” 100 100 100
150 mm 6” 100 100 100
125 mm 5” 100 100 100
100 mm 4” 100 100 100
75 mm 3” 100 100 100
63.0 mm 2-1/2” 100 100 100
50.0 mm 2” 100 100 100
37.5 mm 1-1/2” 86 85 100
25.0 mm 1” 39 20 55
19.0 mm 3/4” 10 0 15
12.5 mm 1/2” 2 100 100
9.5 mm 3/8” 2 0 5
6.3 mm 1/4” 100 100 100
4.75 mm No. 4 1 100 100
2.36 mm No. 8 1 100 100
2.00 mm No. 10 100 100 100
1.18 mm No. 16 1 100 100
0.600 mm No. 30 1 100 100
0.425 mm No.40 100 100 100
0.300 mm No. 50 1 100 100
0.180 mm No. 80 100 100 100
0.150 mm No. 100 1 100 100
0.075 mm No. 200 0.83 100 100
ASTM C 1567 Alkali Reactivity
100 100 100
100 100 100
ASTM C 227 Alkali Reactivity
100 100 100
100 100 100
ASTM C136 AASHTO T27 Fineness Modulus
100 100 100
100 100 100
ASTM D4791 Flat & Elongated
100 100 100
100 100 100
AGGREGATE GRADATION TEST RESULTS
PROJECT NAME:WCG LAB NUMBER:
PROJECT PIN NO.:WCG PROJECT NO.:
MATERIAL TYPE:
MATERIAL SOURCE:
SAMPLE STATION:
ITEM NUMBER(s):
ASTM D3282
50 mm (2")A = DRY WT. (g)
37.5 mm (1 1/2")B = CALIB. FLASK WT. (g)
25 mm (1")S = S.S.D. SAMPLE WT. (g)
19.0 mm (3/4")C = SAMPLE IN H2O WT. (g)
12.5 mm (1/2")BULK SP GR.
9.5 mm (3/8")SSD BULK SP GR.
4.75 mm (#4)APPARENT SP GR.
2.36 mm (#8)UNIT WEIGHT (lbs/ft3)
2.00 mm (#10)
1.18 mm (#16)
425 m (#40)A = DRY WT. (g)
300 m (#50)B = S.S.D. SAMPLE WT. (g)
75 m (#200)C = SAMPLE IN H2O WT. (g)
- #200 BULK SP GR.
TOTAL SSD BULK SP GR.
APPARENT SP GR.
#1 WET WT. (g)UNIT WEIGHT (lbs/ft3)
#2 DRY WT. (g)FRACTURED (1 FACE)
#3 H2O WT. (g)FRACTURED (2 FACES)
% H2O FLAT, ELONGATED
SAND EQUIVALENT TEST #:NON FLATS
SAND READINGS @ 20 MINUTES:L.A. WEAR:
CLAY READINGS @ 20 MINUTES:RETAINED ON #12:
AMOUNT OF WEAR:
L.L.PASS/FAIL:
P.L.
P.I.
TESTED BY:
COARSE AGG.FINE AGG. SAMPLED BY:
LAB MANAGER:
REMARKS:
SLC Landfill Module 8 23A-27
23-298
Sewer Drain Rock
Kilgore Stockton
Belt Sample
8,12 DATE
SAMPLED:8/1/23
0.0 -100 100
823.8 11.1%89%90 -100
3815.9 62.4%38%20 -55
2145.9 91.2%9%0 -15
420.7 96.9%3%
54.3 97.6%2%0 -5
41.5 98.2%2%
5.6 98.2%2%
0.8 98.3%2%
2.0 98.3%2%
6.1 98.4%2%
5.2 98.4%2%
72.6 99.4%0.6%
44.1 0.6%0.10%
7438.6 7438.6 7438.6
7474.1
7438.6
0 35.5
1 2 3
Felipe Ocampo
Nate Hansen
Chelsea Richards
SIEVE SIZE ACCUM. WT.
RETAINED (g)
%%FINE AGGREGATE
SP. GR. INFORMATIONRETAINEDPASSINGTARGET /TOLERANCE
COARSE AGGREGATE
SP. GR. INFORMATION
UNIT WEIGHT MOISTURE DATA
AVG. UNIT WEIGHT (lbs/cu. ft.)0.6
SAND EQUIVALENT AVG.:
0 AASHTO MATERIAL
CLASS:0
0
ABSORPTION
(Target Date):
µ
µ
µ
BEFORE SIEVE WT. (g)AFTER SIEVE WT. (g)
ASTM D448 Size 4
AVG.#1 #2 #3
This does NOT meet the requirements for Size 4

8.0
Protective Soil Cover

8.1
Construction QC/QA Plan

Protective Soil Cover Construction QC/QA Plan

Introduction
This document (Protec ve Soil Cover Construc on Quality Control/Quality Assurance Plan) is intended to
generally document standard procedures u lized to verify a quality installa on. This document
complements, and does not replace, applicable site-specific project specifica ons.
References: CETCO Bentomat Installa on Guidelines and the 2017 APWA Manual of Standard
Specifica ons Sec on 31 23 16.

Material
Recommended cover soils should have a par cle size distribu on ranging between fines and 1 inch (25
mm), unless a cushioning geotex le is specified.

Placement
The final thickness of soil cover on the GCL varies with the applica on. A minimum cover layer must be
at least 1 foot (300 mm) thick to provide confining stress to the GCL, eliminate the poten al for seam
separa on and prevent damage by equipment, erosion, etc.
Cover soils should be free of angular stones or other foreign ma;er that could damage the GCL. Cover
soils should be approved by the engineer with respect to par cle size, uniformity, and chemical
compa bility. Consult CETCO if cover soils have high concentra ons of calcium (e.g. limestone, dolomite,
gypsum, seashell fragments).
Soil cover shall be placed over the GCL using construc on equipment that minimizes stresses on the GCL.
A minimum thickness of 2 foot of cover soil should be maintained between the equipment res/tracks
and the GCL at all mes during the covering process. In high-traffic areas such as on roadways, a
minimum thickness of 3 feet is required.
Soil cover should be placed in a manner that prevents the soil from entering the GCL overlap zones. Soil
cover should be pushed up on slopes, not down slopes, to minimize tensile forces on the GCL.
When a textured geomembrane is installed over the GCL, a temporary geosynthe c covering known as a
slip sheet or rub sheet should be used to minimize fric on during placement and to allow the textured
geomembranes to be more easily moved into its final posi on.
Cyclical we=ng and drying of GCL covered only with geomembrane can cause overlap separa on. Soil
cover should be placed promptly whenever possible. Geomembranes should be covered with a white
geotex le and/or opera ons layer without delay to minimize the intensity of wet-dry cycling. If there is
the poten al for unconfined cyclic we=ng and drying over an extended period of me, the longitudinal
seam overlaps should be increased based on the project engineer’s recommenda on.
To avoid seam separa on, the GCL should not be put in excessive tension by the weight or movement of
textured geomembrane on steep slopes. If there is the poten al for unconfined geomembrane
expansion and contrac on over an extended period of me, the longitudinal seam overlaps should be
increased based upon the project engineer’s recommenda on.

9.0
RISER 5 ABANDONMENT

20231730.001A/SLC24L170232 Page 1 of 1 July 18, 2024
© 2024 Kleinfelder www.kleinfelder.com
849 West Levoy Drive, Suite 200 Salt Lake City, UT 84123-2964 p | 801.261.3336

Salt Lake Valley Solid Waste Management Facility
Module 5 Leachate Riser Abandonment
Construction Quality Control / Construction Quality Assurance Plan

Introduction

This document is intended to document the procedures that will be utilized for quality control and quality assurance during the
Salt Lake Valley Solid Waste Management Facility (SLVSWMF, or Site) Module 5 leachate riser abandonment activities.

Materials

• Three quarter-inch washed rock will be sourced by the contractor and used to fill the void space inside the inner riser,
and the annular space between the inner and outer risers.
• A geotextile filter fabric (Mirafi N-series or equivalent) will be used to cover the surface of the riser and the rock used
to fill the void spaces.
• Fine grained soils (primarily silt and clay) will be used to cover the riser and geotextile. The SLVSWMF will provide soil
on-Site for the contractor to use.

Riser Removal

The 36-inch outer and 24-inch inner high-density polyethylene (HDPE) risers shall be cut using mechanical methods flush with
the surrounding ground surface. The cut riser materials shall be removed from the immediate area of the abandonment
activities and disposed of at a location specified by the SLVSWMF.

Material Placement

After the inner and outer risers have been removed, the contractor shall place the ¾-inch rock into the inner riser in
approximately 12-inch lifts. The ¾-inch rock will also be placed in the annular space between the inner and outer risers in
approximately 6-inch lifts. Following each lift, the contractor shall measure the depth to the rock at each of the cardinal
directions to verify that bridging of the rock has not occurred. If bridging is evident, the contractor shall clear the blockage to
eliminate the bridged material before resuming placement of the next lift.

Once the riser pipes have been filled with rock, the contractor will prepare the ground surface surrounding the riser for
placement of the geotextile over the risers. Sharp rocks, trash, and other debris shall be removed from the ground surface. The
engineer’s approval of the prepared surface must be obtained prior to placement of the geotextile.

Next, the geotextile filter fabric shall be placed over the risers, extending at least three feet beyond the risers in each cardinal
direction. The geotextile filter fabric will be inspected and if found to be torn or otherwise damaged, the damaged material will
be removed and replaced. Stakes will be driven through each of the four corners of the geotextile filter fabric to prevent
shifting during the remainder of the construction activities.

Following placement of the geotextile, the contractor shall place two-feet of clay over the geotextile in eight-inch lifts. The
contractor shall place the clay material using a method that prevents damage or displacement of the geotextile filter fabric.
Each lift shall be wheel compacted. The clay shall extend past the geotextile and be graded to match the surrounding ground
surface.

Compaction

No formal compaction testing is required for the soil placed over the geotextile.

9.1
Sewer Rock

P.O. Box 869 * Magna, UT * 84044 * P:(801) 250‐0132 * F:(801) 252‐2170
Submittal Date: Tuesday, January 1, 2020
21‐03014 ‐ 1 1/2" x #4(#4) Washed Rock
020323‐Stockton
Unit Weight, lbs./cu.ft. =
Voids,%=
Loose Rodded
Max Density, lbs./cu.ft.=
Optimum Moisture %=
Max Density, lbs./cu.ft.=
Optimum Moisture %=
Surcharge = 10Lbs CBR@0.1"=
Swell%=0.0% CBR @0.2"=
Small Coarse loss % =
Grading/Revolutions =
Large Coarse loss % =
Grading/Revolutions =
Coarse Soundness loss, % =
Magnesium No. of Cycles
Fine Soundness loss, %=
Magnesium No. of Cycles
Liquid Limit =
Plastic limit =
Plasticity Index =
Coarse Aggregate, % =
Fine Aggregate, %=
Coarse Aggregate, % =
Fine Aggregate, %=
Sand Equivelant % =
Uncompacted Voids, % =
1 or 2 Faces =
Fractured Face, % =
Coarse Aggregate, % =
Fine Aggregate, %=
Bulk Specific Gravity (dry) =
Bulk Specific Gravity (SSD) =
Apparent Specific Gravity =
Absorption % =
Bulk Specific Gravity (dry) =
Bulk Specific Gravity (SSD) =
Apparent Specific Gravity =
Absorption % =
Group Symbol =
Group Name =
Group Symbol =
Group Name =
ASTM C136      AASHTO T27 Standard Physical Properties Result Test Spec.
Sieve Size
Target % 
Passing
Spec. 
LL
Spec. 
UL
ASTM C29 AASHTO 
T19
Aggregate Submittal
Report of Physical Properties and Aggregate Target Submittal
Product Code:
Pit Code:
Sieve Analysis Test Results
250 mm 10"
300 mm 12"ASTM D1557    
AASHTO T180
Modified Proctor
Unit                  
Weight
98.0
37
125 mm 5"
150 mm 6"ASTM C1883    
AASHTO T193
CBR
200 mm 8"
225 mm 9"ASTM D698    AASHTO 
T99
Standard Proctor
50.0 mm 2"100
63.0 mm 2‐1/2"ASTM C131    AASHTO 
T96
L.A. Abrasion
21.8
75 mm 3"B  500
100 mm 4"ASTM C131    AASHTO 
T96
L.A. Abrasion
Soundness
12.5 mm 1/2"1
0.3
25.0 mm 1"35 5
37.5 mm 1‐1/2"94
ASTM C88            
AASHTO T104
Soundness
19.0 mm 3/4"4
2.36 mm No. 8 ASTM C142    AASHTO 
T112
Clay lumps / Friable 
Particles
0.1
6.3 mm 1/4"
9.5 mm 3/8"1
ASTM D4318 AASHTO 
T89/90
Liquid limit           
Plastic limit           
Plasticity Index4.75 mm No. 4 
0.600 mm No. 30
1.18 mm No.16 ASTM C40            
AASHTO T21
Organic Impurities
2.00 mm No. 10
0.150 mm No. 100
0.180 mm No. 80 ASTM C1252    
AASHTO T304
Fine Aggregate 
Angularity
0.300 mm No. 50
0.425 mm No. 40 ASTM D2419    
AASHTO T176
Sand Equivelancy
0.0
ASTMC566 AASHTOT255
Hydrometer =ASTM C123    AASHTO 
T113 Lightweight Pieces
1         2
ASTM D422 48  33
0.075 mm No. 200 0 ASTM D5821          
TP ‐ 61 Fractured Face
AASHTO M145
ASTM C136 AASHTO T27
Moisture Content, %=
ASTM C 128           
AASHTO T84
Fine                  
Specific               
Gravity &             
AbsorptionFineness Modulus (FM)=
ASTM D2488 Soil description & 
Identificaiton
2.576
1.2
ASTM D2487 Soil Classification
2.501
ASTM D4791 2.53
Classification of Soils =
ASTM C 127           
AASHTO T85
Coarse               
Specific               
Gravity &             
AbsorptionFlat & Elongated, %=
AGGREGATE GRADATION TEST RESULTS
PROJECT NAME:WCG LAB NUMBER:
PROJECT PIN NO.:WCG PROJECT NO.:
MATERIAL TYPE:
MATERIAL SOURCE:
SAMPLE STATION:
ITEM NUMBER(s):
ASTM D3282
50 mm (2")A = DRY WT. (g)
37.5 mm (1 1/2")B = CALIB. FLASK WT. (g)
25 mm (1")S = S.S.D. SAMPLE WT. (g)
19.0 mm (3/4")C = SAMPLE IN H2O WT. (g)
12.5 mm (1/2")BULK SP GR.
9.5 mm (3/8")SSD BULK SP GR.
4.75 mm (#4)APPARENT SP GR.
2.36 mm (#8)UNIT WEIGHT (lbs/ft3)
2.00 mm (#10)
1.18 mm (#16)
425 m (#40)A = DRY WT. (g)
300 m (#50)B = S.S.D. SAMPLE WT. (g)
75 m (#200)C = SAMPLE IN H2O WT. (g)
- #200 BULK SP GR.
TOTAL SSD BULK SP GR.
APPARENT SP GR.
#1 WET WT. (g)UNIT WEIGHT (lbs/ft3)
#2 DRY WT. (g)FRACTURED (1 FACE)
#3 H2O WT. (g)FRACTURED (2 FACES)
% H2O FLAT, ELONGATED
SAND EQUIVALENT TEST #:NON FLATS
SAND READINGS @ 20 MINUTES:L.A. WEAR:
CLAY READINGS @ 20 MINUTES:RETAINED ON #12:
AMOUNT OF WEAR:
L.L.PASS/FAIL:
P.L.
P.I.
TESTED BY:
COARSE AGG.FINE AGG. SAMPLED BY:
LAB MANAGER:
REMARKS:
SLC Landfill Module 8 23A-27
23-298
Sewer Drain Rock
Kilgore Stockton
Belt Sample
8,12 DATE
SAMPLED:8/1/23
0.0 -100 100
823.8 11.1%89%90 -100
3815.9 62.4%38%20 -55
2145.9 91.2%9%0 -15
420.7 96.9%3%
54.3 97.6%2%0 -5
41.5 98.2%2%
5.6 98.2%2%
0.8 98.3%2%
2.0 98.3%2%
6.1 98.4%2%
5.2 98.4%2%
72.6 99.4%0.6%
44.1 0.6%0.10%
7438.6 7438.6 7438.6
7474.1
7438.6
0 35.5
1 2 3
Felipe Ocampo
Nate Hansen
Chelsea Richards
SIEVE SIZE ACCUM. WT.
RETAINED (g)
%%FINE AGGREGATE
SP. GR. INFORMATIONRETAINEDPASSINGTARGET /TOLERANCE
COARSE AGGREGATE
SP. GR. INFORMATION
UNIT WEIGHT MOISTURE DATA
AVG. UNIT WEIGHT (lbs/cu. ft.)0.6
SAND EQUIVALENT AVG.:
0 AASHTO MATERIAL
CLASS:0
0
ABSORPTION
(Target Date):
µ
µ
µ
BEFORE SIEVE WT. (g)AFTER SIEVE WT. (g)
ASTM D448 Size 4
AVG.#1 #2 #3
This does NOT meet the requirements for Size 4

Optional Page 1 Footer Text
Date: Tuesday, August 15th, 2023
To: Project File, Procore
From: Gary Horton, P.E.
Subject: Salt Lake Valley Landfill Module 8; Sewer Rock Size 4 Memo

This memo is regarding the 1.5-inch sewer rock from Kilgore’s pit located in Stockton, Utah.

The attached sieve analysis report shows 89 percent of the material passing the 1.5-inch sieve.
Although it meets the supplier’s target (85-100 percent passing), it is just outside of the allowable
tolerance (90-100 percent passing) per ASTM D448 for Size 4 material. The test results were
shared with the owner and contractor and discussed in weekly progress meetings.

After further discussions with the project team, it was decided that the material would still meet
the intent of the design; therefore, the material is suitable for use on the project.

Nate Hansen <[e-mail]>
Riser 5
2 messages
John Ioannou <[e-mail]>Mon, Aug 5, 2024 at 4:46 PM
To: Wade Hess <[e-mail]>
Cc: Tom Burrup <[e-mail]>, Nate Hansen <[e-mail]>, "[e-mail]" <[e-mail]>,
Gary Horton <[e-mail]>
Hi Wade,
Thanks for taking my call today. We will use 1.5 inch minus vs ¾. For fill and It will be reflected in the as built

Thank you,

John (Yianni) Ioannou
Director, Solid Waste Management
(801)-381-3467

Nate Hansen <[e-mail]>Mon, Aug 5, 2024 at 5:16 PM
To: "Whitaker: Winn Lindsey" <[e-mail]>
Cc: Richard Jessop <[e-mail]>, "Taylor, Darwin" <[e-mail]>, Gary Horton
<[e-mail]>, "Coyle, John" <[e-mail]>, Tom Burrup <[e-mail]>, Procore <com-inbound-slvswmf-
[e-mail]>, "[e-mail]" <[e-mail]>, Curt Ridgeway <[e-mail]>
Winn,
We are good to move forward with the abandonment of riser 5 following Kleinfelder's design and CQC/CQA Plan (see attached).
The sewer rock size 4 (3/4" to 1.5") that you have on site can be used instead of 3/4" rock (see Yianni's email below). Let's
discuss this in the meeting tomorrow.
Nate Hansen
Wall Consultant Group
801-362-2523
2139 S. 1260 W., Salt Lake City, UT 84119
[e-mail] | www.wcg.us
The content of this email (including all attachments and photos) is the confidential property of Wall Consultant Group and should not be copied, modified, re-
transmitted, or used for any purpose without the authorization of Wall Consultant Group. If you are not the intended recipient of this message, you are hereby
notified that the copying, use or distribution of any information or materials transmitted in or with this message is strictly prohibited, please delete all copies.
[Quoted text hidden]
2 attachments
Kleinfelder Riser 5 Design.pdf
887K
Kleinfelder Riser 5 Abandonment CQC-CQA Plan.pdf
140K

9.2
Nonwoven Geotextile

Mirafi® 180N - Geotextile
TECHNICAL DATA SHEET
PROPERTY(1)TEST METHOD FREQUENCY UNIT 1116770
Imperial
SPECIFICATIONS
Grab Tensile Properties (min. avg)
Strength (MD)
Elongation (MD)
Elongation (CMD)
Trapezoidal Tear Strength (MD)
Trapezoidal Tear Strength (CMD)
Puncture Resistance (CBR)
ASTM D4632
ASTM D4533
ASTM D4533
ASTM D6241
60,000 yd²
60,000 yd²
60,000 yd²
360,000 yd²
lbf
%
%
lbf
lbf
lbf
205
50
50
80
80
500
Apparent Opening Size (AOS)
Permittivity
Water Flow Rate
UV Resistance-% retained after 500 hrs
ASTM D4751
ASTM D4491
ASTM D4491
ASTM D4355
360,000 yd²
120,000 yd²
120,000 yd²
1/Formulation/Year
U.S. Sieve
sec⁻¹
gpm/ft²
%
80
1.4
95
70
SUPPLY SPECIFICATIONS(Roll dimensions may vary ±1%)
Roll Dimension - Width -ft 15.0
Roll Dimension - Length -ft 300
Area (Surface/Roll)-ft²4500
* The information contained herein is provided for reference purposes only and is not intended as a warranty or guarantee. Final determination of
suitability for use contemplated is the sole responsibility of the user. SOLMAX assumes no liability in connection with the use of this information.
Solmax is not a design professional and has not performed any design services to determine if Solmax's goods comply with any project plans or
specifications, or with the application or use of Solmax's goods to any particular system, project, purpose, installation or specification.
NOTES
11-Jul-2023Revision date
SOLMAX.COMPage 1 of 1

9.3
Photos