NCD079044426_19980817_General Electric Co. Shepherd Farm_FRBCERCLA RA_Construction Quality Assurance Plan-OCR

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attft -~4 GEOTRANS
A ·11::TnA Tf.Ct-1 COMPANY
Ms. Giezelle Bennett
Remedial Project Manager
U.S. EPA Region 4
61 Forsyth Street
Atlanta, Georgia 30303-3104
:,~O Holcomb Bridge Road
13uilding 100, Suile ·190
Roswell, Georgia
30076
770-641-1000 FAX [phone]
August 17, l9~ECE/VEO
AUG 18 1999
SUPERFUND SECTION
Reference: GE/Shepherd Fa1m Site, East Flat Rock, NC
HSI GcoTrans Project No. N754-027
Dear Ms. Bennett:
At the request of the Agency, the State, and COM Federal; HSI GeoTrans is
providing the first thirteen project submittals and the construction quality assurance
(CQA) plan. Please contact Philip Weeber (404-310-8403) if there are additional
conunents or questions regarding the submittals or the CQA p-Ian.
cc: Janet Boyer (GELS)
Todd Hagemeyer (HSI Geo Trans)
Lynn France (CDM Federal)
David Mattison (NC DENR)
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Philip Weeber
Project Engineer"
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NTH Consultants, Ltd.
Professional Engineering and
Environmental Services
Mr. Phil Weeber
HSI Geotrans
3010 Spartanburg Highway
Hendersonville, NC 28792
RE: GE/Shepard CQA Plan
Dear Mr. Weeber:
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38955 Hills Tech Drive
P.O. Box 9173
Farmington Hills, Ml 48333-9173
[phone]
(248} 489-0727 Fax
R ,6ugust 9, 1999
l:p~E!fve:]0613-oo
AUG l B 7999
SUPERFUNO SECTION
In response to the request for an NTH CQA Plan at the pre-construction meeting dated, July 30,
1999 enclosed you will find two (2) copies of the GE/Shepard Farm CQA Plan which we have
adopted by reference Additionally, included as an attachment to Section 6.6, are copies of our field
forms intended for use on the project
I hope this submittal addresses your needs. Please call me with any comments or concerns.
Sincerely,
John W. Hollar, CET
Senior Staff Geologist
JWH/pb
Attachment
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CONSTRUCTION QUALITY ASSURANCE PLAN
GE/SHEPHERD FARM SUPERFUND SITE
EAST FLAT ROCK, NORTH CAROLINA
Prepared for:
GE Lighting Systems
3010 Spartanburg Highway
Hendersonville, North Carolina 28792
HSI GEO TRANS PROJECT No. N754-022
NOVEMBER !3, I 998
Prepared by:
HSI GeoTrans, Inc.
46050 Maneldn Plaza, Suite I 00
Sterling, Virginia 20166
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TABLE OF CONTENTS
Page
1 INTRODUCTION ....................................................... 1
1. 1 QUALITY ASSURANCE AND QUALITY CONTROL ............................ 1
1.2 SCOPE OF PLAN ..................................................... 2
1.3 PARTIES ................................................•... · ....... 2 ·
1.3 .1 ENGINEER ................................................... 2
1.3.2 CONTRACTOR ................................................ 2
1.3 .3 OWNER ..................................................... 3
1.3.4 QUALITY ASSURANCE TEAM ..................................... 3
1.4 INDEPENDENT QUALITY ASSURANCE TESTING (IQAT) ....................... 4
1.5 PLAN FORMAT ...................................................... 4
2 QNQC MANAGEMENT STRUCTURES AND MONITOR'S DUTIES/LEVEL OF
EXPERIENCE .......................................................... 5
2.1 PROJECT MANAGER .................................................. 5
2.2 PROJECT ENGINEER .................................................. 5
2.2.1 DUTIES ...................................................... 5
2.2.2 LEVEL OF EXPERIENCE ......................................... 6
2.3 QUALITY ASSURANCE MANAGER (RESIDENT ENGINEER) ..................... 6
2.3.1 DUTIES -GENERAL ............................................ 6
2.3.2 DUTIES -GEOSYNTHETIC QNQC ................................. 7
2.3.3 DUTIES -SOILS QNQC ......................................... 7
2.3.4 LEVEL OF EXPERIENCE ............................. ; ........... 8
2.4 QUALITY ASSURANCE MONITORS (CONSTRUCTION MANAGEMENT) ............ 8
2.4.1 DUTIES -GEOSYNTHETIC QNQC ................................. 8
2.4.2 DUTIES -SOILS QNQC ......................................... 9
2.4.3 LEVEL OF EXPERIENCE ........................................ I 0
2.5 SURVEYOR ........................................................ IO
2.5.) DUTIES ..................................................... 10
2.5.2 LEVEL OF EXPERIENCE ........................................ 10
3 CONTRACTOR'S AND SUBCONTRACTOR'S LEVEL OF EXPERIENCE ........ 11
3. 1 EARTHWORK AND SITE IMPROVEMENT CONTRACTOR ...................... 11
3.1.1 DUTIES ..................................................... 11
3.2 GEOSYNTHETIC CONTRACTOR ........................................ 11
3 .2.1 LEVEL OF EXPERIENCE ........................................ 11
3.3 GEOSYNTHETIC QUALITY ASSURANCE LABORATORY ...................... 13
3.3.1 DUTIES ..................................................... 13 ) 3.3.2 LEVEL OF EXPERIENCE ........................................ 13
4 DESCRIPTION OF QNQC TESTING AND INSPECTION ..................... 15
4.1 COMMON FILL GRADING ............................................. 15
( 4.1.1 PRE-CONSTRUCTION .......................................... 15 '·
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TABLE OF CONTENTS
(continued)
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Page
4.1.2 CONSTRUCTION .............................................. 15
4.1.3 POST CONSTRUCTION ......................................... 16
4.2 STRUCTURAL FILL GRADING .......................................... 16 .
4.2.1 PRE-CONSTRUCTION .......................................... 16
4.2.2 CONSTRUCTION .............................................. 16
4.2.3 POST CONSTRUCTION ......................................... 17
4.3 BARRIER SOIL LA YER ............................................... 17
4.3.1 PRE-CONSTRUCTION .......................................... 17
4.3.2 CONSTRUCTION .............................................. 18
4.3.3 POST CONSTRUCTION ......................................... 19
4.4 GAS VENTING LA YER/ GAS TRENCH ................................... 20
4.4.1 PRE-CONSTRUCTION .......................................... 20
4.4.2 CONSTRUCTION .............................................. 20
4.4.3 POST CONSTRUCTION ......................................... 21
4.5 GEOSYNTHETICS ................................................... 21
4.5.1 PRE-CONSTRUCTION .......................................... 21
4.5.2 CONSTRUCTION .............................................. 25
4.5.3 POST CONSTRUCTION ......................................... 36
4.6 PLASTIC PIPING .................................... · ................ 38
4.6.1 PRE-CONSTRUCTION .......................................... 38
4.6.2 CONSTRUCTION .............................................. 38
4.6.3 POST CONSTRUCTION ......................................... 39
4.7 CAST-IN-PLACE CONCRETE ........................................... 39
4.7.1 PRE-CONSTRUCTION ................................. : ........ 39
4.7.2 CONSTRUCTION .............................................. 39
4.7.3 POST CONSTRUCTION ......................................... 39
4.8 GEOCOMPOSITE DRAINAGE MATERIAL .................................. 39
4.8.1 PRE-CONSTRUCTION .......................................... 39
4.8.2 CONSTRUCTION .............................................. 41
4.8.3 POST CONSTRUCTION ......................................... 42
5 ME~TINGS ........................................................... 43
5.1 PRE-CONSTRUCTION MEETING ........................................ 43
5.1.1 TIMING ..................................................... 43
5.1.2 PURPOSE ................................................... 43
5.1.3 AGENDA ITEMS .............................................. 43 ' 5.2 PROGRESS MEETINGS ............................................... 44
5.2.1 TIMING ..................................................... 44
5.2.2 PURPOSE ................................................... 44
5.2.3 AGENDA ITEMS .............................................. 44
5.3 JOB COORDINATION MEETINGS ........................................ 44
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TABLE OF CONTENTS
(continued)
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Page
5.3.l TIMING., ...................... : ............................ 44
5.3.2 PURPOSE ................................................... 45
5.3.3 AGENDA ITEMS .............................................. 45 ·
. 5.4 PERIODIC VISITS ................................................... 45
5.4.1 TIMING ..................................................... 45
5.4.2 PURPOSE ................................................... 45
5.4.3 AGENDA ITEMS .............................................. 45
6 DOCUMENTATION AND RECORD KEEPING ............................. 46
6.1 DAILY LOGS ...................................................... 46
6.1.1 DUTY ...................................................... 46
6. 1.2 PURPOSE ................................................... 46
6.1.3 TIMING ..................................................... 46
6.1.4 CONTENTS .................................................. 46
6.2 DAILY REPORTS .................................................... 47
6.2.1 DUTY ...................................................... 47
6.2.2 PURPOSE ................................................... 47
6.2.3 TIMING ..................................................... 47
6.2.4 CONTENTS .................................................. 47
6.3 DESTRUCTIVE AND NON-DESTRUCTIVE REPORTS .......................... 48
6.3.1 DUTY ...................................................... 48
6.3.2 PURPOSE ................................................... 48
6.3.3 TIMING ..................................................... 48
6.3.4 CONTENTS .................................................. 48
6.4 ENVIRONMENTAL COMPLIANCE REPORTS ................................ 49
6.4.1 DUTY ...................................................... 49
6.4.2 PURPOSE ................................................... 49
6.4.3 TIMING ..................................................... 49
6.4.4 CONTENTS .................................................. 49
6.5 RECORD DRAWINGS ................................................ 49
6.5.1 DUTY ...................................................... 49
6.5.2 PURPOSE ................................................... 49
6.5.3 TIMING .......... · ........................................... 49
6.5.4 CONTENTS .................................................. 50
6.6 FINAL REPORT ..................................................... 50
6.6.1 DUTY ...................................................... 50
) 6.6.2 PURPOSE ................................................... 50
6.6.3 TIMING ..................................................... 50
6.6.4 CONTENTS .................................................. 51
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1 INTRODUCTION
This document is the quality assurance (QA) and quality control (QC) plan (the Plan)
for the construction of the Final Cap and Cover System at the Dry Sludge Impoundment at
the GE Subsite located in East Flat Rock, NC. The Plan objective is to ensure that
construction requirements are properly implemented and the design and performance
standards are achieved.
1.1 QUALITY ASSURANCE AND QUALITY CONTROL
In the context ofthis Plan, quality assurance and quality control are defined as
follows:
Quality Assurance -A planned and systematic pattern of actions designed to achieve
compliance with contractual and regulatory requirements, and to meet the Owner's
performance standards.
Quality Control -A planned and systematic pattern of actions designed to provide
methods to measure and monitor the characteristics of an item or service.
In the context of landfill closure construction:
• Quality assurance refers to actions employed by the owner and his consulting
engineer to provide confidence that the work conforms to contract documents,
the Plan, construction drawings, and specifications. Quality assurance is
provided by a party independent from construction, production, and
installation.
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Quality control refers to actions taken by the contractor, manufacturer,
fabricator, and installer to provide confidence that the materials and the
workmanship meet the requirements of the construction drawings and
specifications. Quality control is also provided by the manufacturers of the
various components of the lining system (i.e., the "geosynthetics") and their
installers.
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1.2 SCOPE OF PLAN
The scope of the Plan includes the quality assurance applicable to construction,
manufacturing, fabrication, shipment, handling, and installation of products included in the
construction drawings and specifications for the cap of the Dry Sludge Impoundment (DSI).
A resident engineer will be assigned full-time to the landfill closure construction, and full
time quality assurance will be provided for the installation of the geosynthetic liner system.
The degree of periodic quality assurance of the other operations are identified in the Plan .
(Section 4).
The Plan does not address design guidelines, installation specifications, or selection
of geomembranes and other geosynthetics. These items are addressed in the contract
drawings, specifications and/or the Remedial Action Work Plan (RA Work Plan).
1.3 PARTIES
The parties listed below are those associated with the ownership, design,
specification, construction, manufacture, fabrication, transportation, installation and quality
assurance of the landfill closure construction. The qualifications of these parties are outlined .
in Sections 2 and 3 of the Plan. Figure I.I presents the organizational chart.
1.3.1 ENGINEER
HSI GeoTrans, Inc. was responsible for the design of the landfill closure system,
· including preparation of this Plan, the construction drawings, technical specifications, and
design report. A resident engineer will be responsible for the closure construction.
1.3.2 , CONTRACTOR
The Contractor will be responsible for all landfill closure system construction. This
work includes:
)
• Earthwork;
• Compacted Barrier Layer (also referred to as "clay" or "compacted clay");
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Geosynthetics (manufacturing, transportation, storage, installation);
Passive Gas Vent System;
• Drainage Systems;
• Fencing;
• Topsoil, Mulching, and Vegetation; and
• Sediment and Erosion Control.
The Contractor will be responsible for the individual functions of the resin supplier,
manufacturer, fabricator, transporter, and installer of the geosynthetics:
• Resin Supplier -produces and delivers the resin to the geomembrane
manufacturer.
• Geomembrane Manufacturer -responsible for the production of geomembrane
rolls from resin.
• Transporter -transports from the manufacturer to the site the geosynthetics,
including rolls or factory panels of geomembrane and geotextiles.
• Installer -responsible for field handling, storing, placing, seaming, loading,
and other aspects of the geosynthetics installation, including the
geomembranes and geotextiles. The installer also may be responsible for
transportation of these materials to the site.
1.3.3 OWNER
The owner of the facility is General Electric Lighting Systems, Inc. (GELS).
However, for.the purposes of the work at the facility, the owner of the work shall be Mr. Lee
Humphrey and other representatives of GELS, the members thereof (hereinafter, the
"Owner").
1.3.4 QUALITY ASSURANCE TEAM
Quality assurance (QA) of the cap construction will be provided by the resident
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engineer. A third party will also be employed to participate in geosynthetic QA. This
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individual will be NICET Level IV certified.' The duties, responsibilities, and levels of
experience of team members are described in Section 2. All members of the QA team are
independent from the Owner and contractors/subcontractors.
1.4 INDEPENDENT QUALITY ASSURANCE TESTING (IQAT)
. Since the quality assurance testing procedures are standard and the relative volwne of
testing is moderate, the Engineer shall contract all density and conformance testing.
Laboratories conducting conformance testing shall follow all applicable ASTM procedures.
The following is a list of potential laboratories to be used for QA testing:
Geosynthetic Testing
NTH Consultants, Ltd. (Exton, PA)
TR1 Environmental, Inc. (Austin, TX)
Geotechnics (East Pittsburgh, PA)
J&L Testing Company, Inc. (Canonsburg, PA)
Soil/Non-Geosynthetic Testing
Atlanta Testing and Engineering (Greenville, SC)
S & ME, Inc. (Arden, NC)
1.5 PLAN FORMAT
The Plan is organized as follows:
Section
2
3
4
5
6
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Title
Quality Assurance Team Duties and Level of Experience
Contractor's Level of Experience
Description of QA/QC Testing and Inspection
Meeti!}gs
Documentation and Record Keeping
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2 QA/QC MANAGEMENT STRUCTURES AND MONITOR'S
DUTIES/LEVEL OF EXPERIENCE
The primary responsibility for the oversight of construction for conformance of same
with the Plan, construction drawings and specifications lies with the consultant's Project
Engineer. The following sections describe the quality control and corrective action
responsibilities, and required training of the QNQC inspectors and contractors and all
involved parties associated with the project. The personnel described herein may fill other
roles concurrently within this CQA Plan and other portions of this Work Plan.
2.1 PROJECT MANAGER
The Project Manager will be responsible for the coordination of project staff and
activities, monitoring cost and schedule, and maintaining communication between the owner
and engineers.
2.2 PROJECT ENGINEER
2.2.1 DUTIES
1. Reviews all designs, construction drawings, and specifications.
2. Reviews all other site-specific documentation, including bid documents, shop
drawings, proposed layouts, and manufacturer's and installer's literature.
3. Develops and provides oversight for conformance with the Plan. ·
' · 4. Assigns and manages all quality assurance personnel, reviews all field reports,
and provides engineering review of all quality assurance related issues.
5. Provides quality control ofQNQC personnel, including site visits.
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6. Reviews all changes to construction drawings and specifications.
7. With the Project Manager and his staff, prepares the construction
documentation report, including a review of the record drawing(s).
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2.2.2 LEVEL OF EXPERIENCE
The Project Engineer will be a qualified engineer, licensed as required by regulation.
The Project Engineer will have a thorough familiarity with the project and demonstrated
experience in the design and construction oflandfills, including familiarity with
geosynthetics, including detailed geosynthetic design methods and procedures.
2.3 QUALITY ASSURANCE MANAGER (RESIDENT ENGINEER)
2.3.1 DUTIES· GENERAL
1. Acts as the official representative of the owner.
2. Coordinates field activities with all contractors and subcontractors.
3. Directs daily activities of the Quality Assurance Monitors and the Surveyor.
4. Familiarizes all quality assurance monitors with the site and the quality
assurance requirements for the project.
5. Ensures that all designs, construction drawings and specifications are adhered
to and consults with the Project Director on an as needed basis to assure that
construction activities are executed in conformance with same.
6. Reviews all Contractor's personnel qualifications for conformance with those
pre-approved for work on site.
7. Prepares his/her own daily report.
8. Prepares or oversees the on-going preparation of the record drawing(s).
9. Attends all daily quality assurance related meetings, including
preconstruction.
10. Ensures that site-specific documentation is transferred to the Project Engineer
for approval.
1 1. Ensures that copies of field reports are transferred to the Project Engineer for
review.
12. Attends weekly job progress meetings with the Project Engineer.
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13. Prepares the construction documentation report with the Project Engineer.
2.3.2 DUTIES· GEOSYNTHETIC QA/QC
I. Reviews all supplier, manufacturer and installer certifications and
documentation and makes appropriate recommendations.
2. Assigns locations for destructive test sampling.
3. Verifies the calibration certification of on-site tensometer.
4. Reviews all geosynthetic quality assurance monitors' daily reports and logs.
5. Notes any on-site activities that could result in damage to the geosynthetics.
6. Logs in his daily report any relevant observations reported to him by the
quality assurance monitors.
7. Oversees the installation of the gas vents, piping, fencing, concrete work, and
seeding related to the Contractor.
8. Prepares a summary of geosynthetic quality assurance activities.
9. Oversees the marking, packaging and shipping of all laboratory test samples.
10. Reviews results oflaboratory testing and makes appropriate
recommendations.
11. Reports any unresolved deviations from the Geosynthetic Quality Assurance
Plan to the Project Director.
2.3.3 DUTIES· SOILS QA/QC
, I. Performs site visit and review of sources of soil material, excavation and
backfill of soil and granular material, methods and quality control.
2. Re,views all borrow site suppliers, shop drawings, certifications,
documentation and makes appropriate recommendations.
3. Assigns locations for testing.
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Verifies the calibration certification of scales, ovens, survey equipment,
nuclear densometers if applicable .
5. Reviews all soils quality assurance monitor's daily reports and logs.
6. Notes any on-site activities that could result in damage to the earthwork or site
improvements.
7. Reports to the Project Director and logs in his daily report any relevant
observations reported to him by the soils quality assurance monitors.
8. Prepares a weekly summary of soils quality assurance activities.
9. Oversees the excavating, transporting and stockpiling of all borrow materials.
I 0. Reviews results of laboratory testing and makes appropriate
recommendations.
11. Reports any unresolved deviations from the Quality Assurance Plan to the
Project Director.
LEVEL OF EXPERIENCE
The Quality Assurance Manager will have an in-depth familiarity with the project and
extensive experience in construction, testing, design and installation of similar projects. The
geosynthetic QA monitor will have Level IV certification from the National Institute for
Certification in Engineering Technologies (NI CET)
2.4 . QUALITY ASSURANCE MONITORS (CONSTRUCTION MANAGEMENT)
2.4.1 DUTIES -GEOSYNTHETIC QA/QC
, I. Monitors, logs, and/or documents all geosynthetic installation operations, as
assigned by the Quality Assurance Manager.
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lJie operations to be monitored include for all geosynthetics:
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Unloading and on-site transport and storage;
On-site conformance testing to verify thickness of geomembranes;
All placement operations;
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All joining and/or seaming operations;
Condition of panels as placed;
Sampling for conformance testing by the Geosynthetic Quality
Assurance Laboratory;
Marking samples for conformance testing; and,
Repair operations .
2. Monitoring geomembranes for the following items:
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Trial seams;
Seam preparation;
Seaming;
Nondestructive seam testing;
Sampling for destructive testing;
Field tensometer testing;
Laboratory sample marking; and,
Repair operations .
3. Visually inspects by walkover for needle punched non woven geotextiles, and
monitors the installer's detection of broken needles using a metal detector or
other approved system.
4. Takes note of any-on-site activities that could result in damage to the
geosynthetics. Any observations so noted shall be reported a soon as possible
to the Quality Assurance Manager.
2.4.2 DUTIES -SOILS QA/QC
1. Monitors, logs and/or documents all earthwork activities as assigned by the
Quality Assurance Manager:
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a. Monitors, logs, and/or documents all earthwork and site improvements
as described in the specifications;
b. Material de!ivery and "spotting";
c. Unloading and on-site transport, storage and stockpiling of borrow;
d. 1 On-site conformance testing to verify compaction and thickness of
clay and granular material;
e. Sampling for conformance testing by the Soils Quality Assurance
Laboratory;
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Marking samples for conformance testing; and,
Repair operations.
2. Monitors earthwork, site improvements, gas vent construction and drainage
pipe installation for the following items:
a. Clay and granular compacting testing;
b. Permeability testing;
c. Borrow material placement and backfill;
d. Laboratory sample marking; and
e. Repair operations.
3. Takes note of any on-site activities that could result in damage to the clay
layer or geosynthetics. Any observations shall be reported as soon as possible
to the Quality Assurance Manager.
2.4.3 LEVEL OF EXPERIENCE
Quality assurance monitors shall be quality assurance personnel who have
been specifically trained in quality assurance of geosynthetics. Geosynthetic
QA monitors will have NICET Level IV certification for geosynthetic
materials inspection.
2. Personnel shall be familiar and trained in use of vacuum test, identifying liner
defects and repair procedures.
3. Quality assurance monitors shall be quality assurance personnel who have
been specifically trained in the quality assurance of clay and granular material
backfill.
4. Personnel shall be familiar with and trained in use and application of sand
cone, scales, ovens, shelby tube sampling, nuclear densometers, level and
tripod.
2.5 SURVEYOR
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2.5.1 DUTIES
I. Attends weekly job meetings.
2. The Surveyor wilJ be responsible for construction stake-out of the landfill.
2.5.2 LEVEL OF EXPERIENCE
The Surveyor should have an in-depth familiarity with the project and experience in
landfilJ construction and be a registered surveyor in the State of North Carolina.
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Explanation
Ill Areas of Suspected Buried Debris (Low Concentration)
. ;:,~ Areas of Suspected Buried Debris (High Concentration)
o PCB concentrations less than 1 0 ppm
• PCB concentrations greater than 1 0 ppm
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Landfill A
Monitor well
Area of disturbed soil
(based on GPR)
Power pole
LOCATION
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Dry Sludge
lmpoundment
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SCALE IN FEET
Extent of Landfill A
GE Subsite, East Flat Rock, NC
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FIGURE:
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3 CONTRACTOR'S AND SUBCONTRACTOR'S
LEVEL OF EXPERIENCE
The contractor has the responsibility of quality control as defined in the Plan and as .
directed by the Engineer. The following sections identify the qualifications of all parties
involved with the construction, manufacture, installation, and transportation of products as
identified in the construction drawings and specifications.
3.1 EARTHWORK AND SITE IMPROVEMENT CONTRACTOR
3.1.1 DUTIES
Satisfactorily provide earthwork and site improvements for the construction of the
landfill final cover system as defined by the scope of work set forth in the contract drawings
and specifications.
3.2 GEOSYNTHETIC CONTRACTOR
3.2.1 LEVEL OF EXPERIENCE
1. Must demonstrate that the resin supplier, geomembrane manufacturer, and"
installer have an adequate level of experience.
2. The geomembrane manufacturer used by the contractor shall be able to
provide sufficient production capacity and qualified personnel to meet the
demands of the project. The geomembrane manufacturer shall be pre-
qualified and approved by the designer and the owner. The qualifications
presented by the geomembrane manufacturer shall, as a minimum, include:
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a. Corporate background and information;
b. Manufacturing capabilities;
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C. A list of at least three completed facilities, for which the manufacturer
has manufactured a polyethylene geomembrane, of at least 500,000 ft2
per facility, and of which at least two were landfill caps. For each
facility, the following information shall be provided:
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I. Name and purpose of facility, its location and date of
installation;
11. Name, contact person, and phone number of owner, designer,
and installer; and
m. Thickness of geomembrane, surface area of geomembrane
manufactured.
3. The installer shall be trained and qualified to install geomembranes. The
installer shall be approved and/or licensed by the manufacturer. A copy of the
approval letter or license shall be submitted by the installer to the Project
Manager.
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Prior to confirmation of any contractual agreements, the installer shall provide
the Project Manager with the following written information:
a. Corporate background and information.
b. Installation capabilities.
C. A list of at least three completed landfill caps, of at least 500,000 ft2
per facility, for which the Installer has installed a geomembrane of
similar type to this project. For each installation the following
information shall be provided:
1. Name and purpose of facility, its location, and date of
installation;
11. Name of owner, designer, manufacturer, and name and phone
number of contact at the facility who can discuss the project;
111. Name and qualifications of the supervisors of the installer's
crew(s); and
1v. Thickness of geomembrane and surface area of the installed
liner.
d. . A list of all personnel performing seaming operations. At least one
1 seamer shall have experience seaming a minimum of 1,000,000 ft2 of
geomembrane of the type for this project, using the same type of
seaming apparatus in use at the site. The most experienced seamer, the
"master seamer", shall provide direct supervision, as required, over·
13
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less experienced seamers. No field seaming shall take place without
the master seamer being present.
A list of proposed seaming persoMel and their professional records.
This document shall be reviewed by the Project Manager. Any'
proposed seaming persoMel deemed insufficiently experienced shall
not be rejected by the Project Manager.
Identification of one representative who shall serve as the installer's
superintendent, who shall represent the installer at all site meetings and
be responsible for acting as the installer's spokesperson on site. The
superintendent should be pre-qualified for this role, on the basis of
experience, management ability, and authority. Appointment of the
installer's representative must be approved by the Project Manager.
3.3 GEOSYNTHETIC QUALITY ASSURANCE LABORATORY
3.3.1 DUTIES
See Specifications, Sections 02715 and 02776.
3.3.2 LEVEL OF EXPERIENCE
The Geosynthetic Quality Assurance Laboratory shall have experience in testing
geosynthetics and be familiar with ASTM, NSF and other applicable test standards. The
Geosynthetic Quality Assurance Laboratory shall be capable of providing test results within
48 hours of receipt of samples and shall maintain standards throughout installation.
O:'GE't1ENOeR'cQao wpd ,.,__,,.,. 14
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4 DESCRIPTION OF QA/QC TESTING AND INSPECTION
This section of the Plan describes the quality assurance, quality control testing and inspection
for every major phase of construction in accordance with the engineering design and
specifications. Schedules for managing submittals, testing, and inspections are covered here
generally and in detail in each respective Technical Specification. Generally, each material
requires some sort of pre-construction submittal, construction testing and inspection, and
conformance testing to ensure quality workmanship. Appropriate test methods and inspection
techniques are outlined within the sections that follows.
4.1 COMMON FILL GRADING
4.1.1 PRE-CONSTRUCTION
1. As a minimum, the following testing shall be performed on the common fill soil
material prior to placement.
TEST
Particle Size Analysis (ASTM D422)
Moisture Content (ASTM D2216)
Standard Proctor (ASTM D698)
FREQUENCY (1 Test per)
5,000 cu yds
2,500 cu yds
5,000 cu yds
Sampling points in stockpile areas shall be as directed by the ENGINEER.
Additional tests shall be required if changes in material are observed.
2. Tested samples must meet or exceed the specifications outlined in Section 02222.
4.1.2 CONSTRUCTION
I. During placement of the common fill, the following in-place tests shall be performed.
TEST FREQUENCY
In-situ Moisture (ASTM D3017) 5 tests per acre per lift
In-situ Density (ASTM 2922) 5 tests per acre per lift
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Moisture Content (ASTM D2216)
Density and Unit Weight (ASTM D1556)
1 test per 10 in-situ tests
1 test per 20 in-situ tests
2. If tests indicate that the in-place material does not meet the required specifications,
the material will be removed, replaced and retested at no cost to the Owner.
3. The grading layer will be measured to plus or minus three inches measured across any
100-foot section.
4.1.3 POST CONSTRUCTION
None.
4.2 STRUCTURAL FILL GRADING
4.2.1 PRE-CONSTRUCTION
I. As a minimum, the following testing shall be performed on the structural fill soil
material prior to placement.
TEST
Particle Size Analysis (ASTM D-422)
Moisture Content (ASTM D-2216)
Standard Proctor (ASTM D-696)
Soil Classification (ASTM D-2467)
Unconfined Compressive Strength (ASTM D-2166)
FREQUENCY (1 Test per)
5,000 cu yds
2,500 cu yds
5,000 cu yds
5,000 cu yds
5,000 cu yds
2. Tested samples must meet or exceed the specifications outlined in Section 02223 ..
4.2.2 CONSTRUCTION
I. During placement of the structural fill, the following in-place tests shall be perfom1ed.
TEST
In-situ Moisture (ASTM 03017)
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FREQUENCY
5 test per acre per lift
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In-situ Density (ASTM D2922)
Moisture Content (ASTM D2216)
Density and Unit Weight (ASTM D1556)
5 test per acre per lift·
1 test per 10 in-situ tests
1 test per 20 in-situ tests
2. If tests indicate that the in-place material does not meet the required specifications,
the material will be removed, replaced and retested at no cost to the Owner.
3. The grading layer will be measured to plus or minus two inches measured across any
I 00-foot section.
4.2.3 POST CONSTRUC.'TION
None.
4.3 BARRIER SOIL LA YER
4.3.1 PRE-CONSTRUCTION
As a minimum, the following testing shall be performed on the barrier soil material.
Initial tests shall be performed prior to delivery of materials to the project site. The
results of the initial test shall be submitted to the ENGINEER for his approval prior to
delivery.
I TEST I STANDARD I FREQUENCY jone test eer) I
Moisture Content ASTM D2216 2,500 yd'
Atterburg Limits ASTM D4318 5,000 yd'
Particle Size Analysis ASTM D422 5,000 yd3
Hydraulic Conductivity ASTM D5084 10,000 yd'
Soil Classification ASTM D2487 5,000 yd'·
Standard Proctor ASTM D698 5,000 vd 3
Bulk samples for the above tests (with the exception of moisture content) shall
be \:Ollected from the same collection point as determined by the ENGINEER.
A minimum of three (3) tests shall be performed for the project. Additional
tests shall be required if changes in material are observed.
P:\O!'l>OCS~DIOOS\ATTACH.YPO'CQAP.VoPO
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' 2. The geotechnical characterization required under Section 02225 for pre-qualification.
of a proposed borrow area will be made available to the engineer for review within
· two weeks from the contractor's receipt of the notice of award.
4.3.2 CONSTRUCTION
1. The barrier layer will be backfilled systematically in no more than 6-inch compacted
lifts.
2. The water content of the barrier soil backfill material will be controlled at the
direction of the engineer to attain the required density as specified in Section 02225.
3. Visual inspections will be performed by the Quality Assurance Manager or a Quality
Assurance Monitor on all material entering the site for changes in ccilor or texture, in
addition to any foreign debris (i.e., roots, rocks, or organic matter).
4. Prior to compaction, the clay will be mixed by disc-harrowing or an equivalent
method to ensure a homogenous consistency.
5. The CONTRACTOR shall adequately control his compaction and moisture content
operations by in-place tests made in accordance with ASTM D2922 and ASTM
D3017 per the following schedule:
TEST STANDARD FREQUENCY
In-Situ Moisture ASTM D3017 5 tests per acre per lift
In-Situ Density ASTM 02922 5 tests per acre per lift
Sand Cone ASTM 01556 1 test per 20 nuclear tests
Moisture Content ASTM 02216 1 test oer 10 nuclear tests
CONTRACTOR shall perform a minimum of two nuclear moisture and
density tests each day of active soil construction.
A minimum of one density and moisture content test for each 500 linear feet
of gas trench will be performed on the upper lift of compacted barrier soil
placed over the passive gas trenches. ·
Suspect areas shall be tested as directed by the CONTRACTOR's QC
Inspector or the ENGINEER. Additional tests may be performed by a
representative of the OWNER for verification of compliance. Deficiencies in
construction shall be corrected by the CONTRACTORs at no additional cost
to the OWNER.
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If test indicate that the clay materials do not meet the required specifications, the
materials will be recompacted at no additional cost to the Owner.
7. One moisture-density curve will be developed for every 5,000-cubic yards or less of
clay placed and for each major soil type utilized. At least five points will be
established on each curve. A representative sample for every 5,000-cubic yards or
less of clay placed will be analyzed for grain size distribution through the .002
millimeter particle size in accordance with ASTM D422 and for Atterberg limits in
accordance with ASTM D4318. If apparent changes in soil quality are observed
during clay placement, a one-point Proctor analysis will be utilized to verify the
applicability of previously analyzed moisture-density curves.
8. The in-place hydraulic conductivity of the compacted barrier layer will be tested as
outline in Section 02225 Paragraph 3.4.C. Shelby tube samples will be taken, at a ·
minimum frequency of one (I) test for each zone (see Section 02225 3.4.C.2) over the
entire compacted clay cap surface. Laboratory tests on the Shelby tubes will be
performed by an independent testing lab and will consist of analysis for hydraulic
conductivity using the falling head method, ASTM D5084.
9. Upon extraction of a Shelby tube sample, the remaining hole will be repaired using a
bentonite soil mix which is hand tamped into the hole.
10. If in-situ density tests do not meet the specified requirements of Specification Section
02225, recompaction of the failed area will be performed and retested until the area
meets or exceeds the requirements outlined in Specification Section 02225.
11. Areas not accessible to automated compaction equipment will be compacted in such a
manner so as to achieve proper densities. Care will be taken when working in close
proximity to any geosynthetic material.
12. At the beginning of each day's work, the previously placed backfill will be inspected
by the engineer and corrective action taken, if deemed necessary. This may be
recompacting the top layer, removing the top layer or portion thereof, scarifying,
vibrating or combinations of two or more.
13. , The final clay layer grade will be measured to plus or minus two inches measured
across any 100-foot section:
4.3.3 POST CONSTRUCTION
I.
)
Before placement of any protective cover, the clay layer will be inspected by the
Quality Assurance Manager or Quality Assurance Monitor for cracks, holes, Jclcds
or any other features that may increase its permeability.
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3. The compacted clay liner will be protected from rain, desiccation, erosion and
freezing. This protection will be at no cost to the Owner.
4.4 . GAS VENTING LAYER/ GAS TRENCH
4.4.1 PRE-CONSTRUCTION
I. Representative samples of the prospective gas trench backfill will be submitted by the
contractor to the Quality Assurance Manager at least two weeks prior to construction
for confirmation testing by an independent testing laboratory.
2. A sample size not less than IO lb. will be submitted by the Contractor and tested by
the Quality Assurance Manager or a Quality Assurance Monitor for grain size
distribution in accordance with ASTM D-422, constant head permeability (ASTM D-
2434), and standard proctor density (ASTM D-698) by an independent testing lab for
both the drainage blanket material and gas trench backfill.
3. Tested samples must meet or exceed the specifications outlined in Specification
Section 02230.
4.4.2 CONSTRUCTION
I. One sample for every 1,000 in-place cubic yards will be taken and tested by the Soil
Quality Assurance Manager in accordance with ASTM D-422 by an independent
testing lab for grain size analysis for gas trench backfill. A minimum of four samples
of each material will be tested.
2. Tested samples will meet or exceed the requirements outlined in Specification Section
02230.
3. If tesis indicate that the in-place material does not meet the required specifications,
the material will be removed, replaced and retested at no cost to the owner.
4. final granular component of liner grades will be measured to plus or minus 2 inches
measured across any I 00-foot section.
5. For every 2,500 cubic yards of gas trench backfill deposited on the landfill repeat _the
following tests on a remolded sample at the anticipated field density. 1 -
ASTMD-2434
ASTM D-698
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Standard Proctor
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Density compaction test the I foot of in-place granular gas trench. Test in-place gas .
trench material every 100 lineal feet with ASTM D-2922-91. Compaction shall meet
or exceed Specification Section 02230.
4.4.3 POST CONSTRUCTION
None.
4.5 GEOSYNTHETICS
4.5.1 PRE-CONSTRUCTION
I. A pre-construction meeting will be held at the site. As a minimum, the meeting ~ill
be attended by the Installer, the Quality Assurance Manager, and the Contractor.
Specific topics considered for this meeting include:
a. Make any appropriate modifications to the Plan;
b. Review the responsibilities of each party;
c. Review lines of authority and communication;
d. Review methods for documenting and reporting, and for distributing
documents and reports;
e. Establish rules for writing on the geomembrane, i.e., who is authorized to
write, what can be written, and in which color;
f. Outline procedures for packaging and storing archive samples;
g. Review the time schedule for all operations;
h. Review panel layout and numbering systems for panels and sean1s;
1. Establish procedure for use of the extrusion welding apparatus;
J. Finalize field cutout procedures. Determine who will cut and fit field panels,
where they will be cut, which repair methods are acceptable, and how field
cutting and repairs will be documented.
k.
I.
Review seam testing procedures;
Review repair procedures;
. P;\QEOOC8\R01008"'TTACH.\WD\COAP.'M'O
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Review precautions to be taken against desiccation of clay surfaces, and
review the acceptable repair procedure for areas of desiccated clay.
The meeting will be documented by a person designated at the beginning of
the meeting, and minutes will be transmitted to all parties.
2. A daily progress meeting will be held between the Contractor, the Quality Assurance
Manager, the Installer's superintendent, and any other concerned parties. This
meeting will discuss current progress, planned activities for the next shift, and any
new business or revisions to the work. The Quality Assurance Manager will log any
problems, decisions, or questions arising at this meeting in his daily report. Any
matter that is raised in this meeting requiring action will be reported to the appropriate
parties.
3. Prior to the installation of any geomembrane material, the manufacturer will provide
the Quality Assurance Manager with the following information:
a. The origin (resin supplier's name, resin production plant), identification (brand
name, number) and production date of the resin.
b. A copy of the quality control certificates issued by the resin supplier.
c. Reports on the tests conducted by the manufacturer and/or the Geosynthetic
Quality Assurance Laboratory to verify the quality of the resin used to
manufacture the geomembrane rolls assigned to the GELS Dry Sludge
lmpoundment cap construction.
d. A certification that no more than 2% by weight of reclaimed polymer has been
added to the resin.
4. The Quality Assurance Manager will review these documents and will report any
discrepancies with the above requirements to the Site Manager.
5. The geomembrane manufacturer will provide the Quality Assurance Manager with the
following:
a. A material properties sheet including, at a minimum, all specified properties,
measured using test methods indicated in the specifications, or equivalent;
b. A list of quantities and descriptions of materials other than the base polymer
whi~J/. comprise the geomembrane;
C. The sampling procedure and results of testing;
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A certification that property values are given in the properties sheet are
guaranteed by the Geomembrane manufacturer.
The Quality Assurance Manager will verify that:
a. The property values certified by the geomembrane Manufacturer meet all of
the specifications.
b. The measurements of properties by the geomembrane manufacturer are
properly documented and that test methods used are acceptable.
6. Prior to shipment, the geomembrane manufacturer will provide the Site Manager and
the Quality Assurance Manager with a quality control certificate which will be_ signed
by a responsible party employed by geomembrane manufacturer, such as the
production manager.
The quality control certificate will include:
a. Roll numbers and identification; and
b. Sampling procedures and results of quality control tests will be given, at a
minimum, for thickness, carbon black content, carbon black dispersion, tensile
strength, and tear resistance, evaluated in accordance with the methods
indicated in the specifications or equivalent methods pre-approved by the
engineer.
The Quality Assurance Manager will:
a. Verify that the quality control certificates have been provided at the specified
frequency for all rolls, and that each certificate identifies the rolls related to it;
b. Review the quality control certificates and verify that the certified roll
properties meet the specifications.
7. Upon delivery of the rolls of geomembrane, the Quality Assurance Manager will
ensure that samples are removed at the specified frequency and forwarded to the
Geosynthetic Quality Assurarice Laboratory for testing to ensure conformance to both
the design specifications and the list of guaranteed properties.
8. As a minimpm, tests to determine the following characteristics will be performed on
geomembran.es:
a. Density;
b. Carbon black content and carbon black dispersion);
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Thickness (measured with calipers, at several random locations on the·
sample);
d. Tensile characteristics (yield strength, yield elongation, tensile strength,
tensile elongation) in each direction; and
e. Tear strength.
9. Comply with the following test procedures:
a. Density (ASTM D-I 505 or D-792);
b. Thickness (ASTM D-751);
c. Tensile strength (ASTM D-638);
d. Carbon Black (ASTM D-1603 and D-3015); and
e. Tear strength (ASTM D-1004, Die C).
10. Samples will be taken across the entire width of the roll and will not include the first
3 feet. Unless otherwise specified, samples will be 3 feet long by the roll width. The
Quality Assurance Manager will mark the machine direction of the samples with an
arrow.
11. Unless otherwise specified, samples will be taken at a rate of one per lot or one per
40,000 ft' whichever is less.
12. The Quality Assurance Manager will examine all results from laboratory conformance
testing and will report any non-conformance to the Site Manager.
13. Transportation of the geomembrane is the responsibility of the geomembrane
Manufacturer, Installer, or other party as agreed upon. All handling on site is the
responsibility of the Installer.
14. The Quality Assurance Manager will verify that the Installer's personnel handle the
geomembrane with care.
15. Upon delivery at the site, the Installer and the Quality Assurance Manager will
conduct a surface observation of all rolls or factory panels for defects and for damage.
This inspectfon will be conducted without unrolling rolls unless defects or damages
are found or suspected. The Quality Assurance Manager will record: ·
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Rolls, or portions thereof, which should be rejected and removed from the site
because they have severe flaws; and
b. Rolls which include minor repairable flaws.
16. The Installer will be responsible for the storage of the geomembrane on site. Storage
space should be protected from theft, vandalism, passage of vehicles, standing water,
direct sunlight, excessive heat or cold, etc.
17. The Quality Assurance Manager will verify that the storage of the geomembrane
ensures adequate protection against dirt, shock and other sources of damage. ·
4.5.2 CONSTRUCTION
1. The Installer will certify in writing that the surface on which the geomembrane will be
installed is acceptable. The certificate of acceptance will be given to the Quality
Assurance Manger prior to commencement of geomembrane installation in the area
under consideration.
2. The anchor trench will be excavated by the Contractor (unless otherwise specified) to
the lines and widths shown on the design drawings, prior to geomembrane panel
placement. The Quality Assurance Manager will verify that the anchor trench has
been constructed according to design drawings.
3. If the anchor trench is excavated in a clay cap susceptible to desiccation, no more than
the amount of trench required for the geomembrane to be anchored in one day will be
excavated ( unless otherwise specified) to minimize desiccation potential of the anchor
trench clay soils.
4. Slightly rounded corners will be provided in the trench where the geomembranc
adjoins the trench so as to avoid sharp bends in the geomembrane. No loose soil will
be allowed to underlie the geomembrane in the anchor trench.
S. It will be the responsibility of the Quality Assurance Manager to verify that the
Installer assigns each field panel an "identification code" (number or letter-number)
-consistent with the Installer's panel placement drawing. This identification code will
be agreed upon by the lnstalier and Quality Assurance Manger. This field panel
identification code will be as simple and logical as possible .
6.
.
It will be th~ responsibility of the Installer to ensure that each field panel placed is
marked with the original roll number. The roll number will be marked at a location
agreed upon by the Site Manager, Installer, and Quality Assurance Manager.
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The Quality Assurance Manager will verify that the Installer uses the same .
corresponding numbering system for the roll numbers, and field panel identification
codes. The.field panel identification code will be used for all quality assurance
records.
8. Geomembrane placement will not proceed at a sheet temperature below 32 °For
above 122°F. Geomembrane placement will not be done during any precipitation, in
the presence of excessive moisture ( e.g., fog, dew), in an area of ponded water, or in
the presence of excessive winds.
9. In general, seams will be oriented parallel to the line of maximum slope, i.e., oriented
along, not across, the slope. In comers and odd-shaped geometric locations, the
number of seams should be minimized. No horizontal seam will be less than 5 feet
from the toe of the slope, or areas of potential stress concentrations, unless otherwise
authorized.
I 0. A seam numbering system compatible with the panel numbering system will be
agreed upon at the pre-construction meeting.
11. The Quality Assurance Manager will verify that:
a. Prior to seaming, the seam area is clean and free of moisture, dust, dirt, debris
of any kind, and foreign material;
b. If seam overlap abrading is required, the process is completed according to the
geomembrane manufacturer's instructions in a way that does not damage the
geomembrane;
c. Seams are aligned with the fewest possible number of wrinkles and "fish
mouths".
12. The normally required weather conditions for seaming are as follows:
a. Unless authorized in writing by the Quality Assurance Manager, no seaming
will be attempted at an ambient temperature below 40°F or above I00°F. The
temperature will be measured 6 inches above the geomembrane surface;
b. Between an1bient temperatures of 40°F and 50°F, seaming is possible if the
geomcmbrane is preheated by either by sun or hot air device, an<l if there is no
excessive cooling resulting from wind; and .
c. . Abo~ an ambient temperature of 50°F, no preheating is required.
In all cases, the seaming area of the geomembrane will be dry and protected from
wind.
P:\GE'DOCS'II0100S\A.TTACH.'M'O\CQAP.'M'O
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I 3. The Quality Assurance Manager will verify that:
a. The panels of geomembrane have a finished overlap of a minimum of 3 inches
for extrusion welding and 5 inches for fusion welding, but in any event
sufficient overlap will be provided to allow peel tests to be performed on the
seam;
b. No solvent or adhesive is used unless the product is approved in writing by the
Engineer (samples will be submitted to the Engineer for testing and
evaluation); and
c. The procedure used to temporarily bond adjacent panels together does not
damage the geomembrane; in particular, the temperature of hot air at the .
nozzle of any spot welding apparatus is controlled such that the geomembrane
is not damaged.
14. Trial seams will be made on fragment pieces of geomembrane liner to verify that
seaming conditions are adequate. Such trial seams will be made at the beginning of
each seaming period. Also, each seamer will make at least one trial seam each day.
Trial seams will be made under the same conditions as actual seruns.
·»lf>fr<C"'"
15. The trial sample will be at least 3 feet long by I foot wide (after seaming) with the
seam centered lengthwise.
16. Two specimens, each 1 inch wide, and a minimum of 12 inches apart, will be cut
from the trial seam sample by the Installer. The specimens will be tested respectively
in shear and peel using a field tensometer. If a specimen fails in the seam, the entire
operation will be repeated. If the additional specimen fails, the seru11ing apparatus
ru1d seamer will not be accepted and will not be used for seaming until the
deficiencies are corrected ru1d two consecutive successful full trial welds achieved.
17. The Quality Assurru1ce Manager will observe all trial seam procedures. The
remainder of a successful trial seam sample will be assigned a number ru1d marked
accordingly by the Quality Assurru1ce Manager, who will also log the date, hour,
ambient temperature, number of seaming unit, name of seamer, arid pass or fail
description. The sample itself will be cut into three pieces, one lo be retained in the
,Owner's archives, one to be given to the Installer, and one to be tested by the Quality
Assurru1ce Laboratory.
I 8. After completion of the above described tests, the remaining portion of the trial seiun
sample c~ .j:>e discarded. Alternatively, if agreed upon between the parties involved
ru1d documented by the Quality Assurance Mru1ager in his daily report, the remaining
portion of a trial seam sample cru1 be subjected to destructive testing as indicated in
Section 4.5.2.29. If a trial scam sample fails u lest cunJuctcJ by the Gcusynlhclic
Quality Assurance Laboratory, then a destructive test sample will be taken from each
P:'GE'OOCS'ft0100S\ATTACH.'M'O'CQAP.YVPO
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of the seams completed by the seamer during the shift related to the considered trial
seam. These samples will be forwarded to the Geosynthetics Quality Assurance
Laboratory and, if they fail the test, the procedure indicated in Section 4.5.2.30 will
apply. The conditions of this paragraph will be considered as met for a given seam if
a destructive seam test sample has already been taken and passed.
Unless otherwise specified, the general seaming procedure used by the Installer will
be a follows:
a. Fish mouths or wrinkles at the seam overlaps will be cut along the ridge of the
wrinkle in order to achieve a flat overlap. The cut fish mouths or wrinkles will
be seamed and any portion where the overlap is inadequate will then be
patched with an oval or round patch of the same geomembrane extending a
minimum of 6 inches beyond the cut in all directions;
b. If seaming operations are carried out at night, adequate illumination will be
provided at the Contractor's expense; and
c. Seaming will extend to the outside edge of panels to be placed in the anchor
trench.
Vacuum Testing (as required)
The equipment will be comprised of the following:
a. A vacuum box assembly with a rigid housing, a transparent viewing window,
a soft neoprene gasket attached to the bottom, port hole or valve assembly, and
a vacuum gauge;
b. A steel vacuum tank and pump assembly equipped with a pressure controller
and pipe connections;
c. A rubber pressure/vacuum hose with fittings and connections;
d. A bucket and wide paint brush or other approved applicators;
e. A soapy solution.
The following procedures will be followed:
a. Energize the vacuum pump and reduce the tank pressure to approximately five
pounds per square inch (5 psi) (10 in of Hg);
b. Wet a strip of geomembrane with a soapy solution approximately 6 inches
larger in each dimension than the vacuum box being utilized;
P:'GE'OOCS"IU>IOOS....TTACH.\W'O'GCAP.'N'O
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d.
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Place the box over the wetted area;
Close the bleed valve and open the vacuum valve;
Ensure that a leak tight seal is created;
For a period of not less than 30 seconds, close the vacuum valve and open the
bleed valve;
g. If no bubble appears after 30 seconds, close the vacuurn valve and open the
bleed valve;
h. With an approved marking template make a 3 inch mark inside the leading
edge of the vacuum box;
1. Move the box over the next adjoining area while overlapping the previous
mark by 3 inches;
J. Repeat the process;
k. All areas where soap bubbles appear will be marked and repaired in
accordance with Subsection 4.5.2.33; and
I. For vacuum testing fusion seams, the overlap must be cut back to the edge of
the weld, and the procedure above may then be followed.
21. Air Pressure Testing (for double fusion seam only)
The following procedures are applicable to those processes which produce a double
seam with an enclosed space.
The equipment will be comprised of the following:
a. An air pump (manual or motor driven equipped with pressure gauge capable
of generating and sustaining a pressure between 25 to 30 psi and mounted on a
cushion to protect the geomembrane;
b. A rubber hose with fittings and connections; and
c. A s~arp hollow needle, or other approved pressure feed device.
)
The following procedures will be followed:
a. Seal both ends of the scam lo be tested;
P:\GrN>OCS\R0100S\A TT ACH.\WOICQAP .'M'O
Mardl11,10ot 29
•
b. Insert needle or other approved pressure feed device into the annulus created
by the fusion weld; ·
c. Insert a protective cushion between the air pump and the geomembrane;
d. Energize the air pump to a pressure between 25 and 30 psi, close valve, and
sustain pressure for 5 minutes;
e. If loss of pressure exceeds 2 psi or does not stabilize, locate faulty area and
repair in accordance with Subsection 4.5.2.33;
f. To verify there is airflow through the entire annulus, remove the seal at the
end of the annulus away from the air source and listen for the escaping air, and .
if it is found that there is a blockage in the channel, the entire seam will be
vacuum tested;
g. If upon checking for complete airflow it is found that there is a blockage in the
annulus, the scam will be vacuum tested; and
h. Remove needle or other approved pressure feed device and seal.
22. Destructive seam tests will be performed at selected locations. The purpose of these
tests is to evaluate seam strength. Seam strength testing will be done as the seaming
work progresses, not at the completion of all field seaming.
23. The Quality Assurance Manager will select locations where seam samples will be cut
out for laboratory testing. Those locations will be established as follows:
a. A minimum frequency of one test location per 500 feet of seam length. This
minimum frequency is to be determined as an average taken throughout the
entire facility.
b. A maximum frequency will be agreed upon by the Installer, Site Manager, and
Quality Assurance Manager at the resolution and/or pre-construction meeting.
c. Test locations will be determined during seaming at the Quality Assurance
Manager's discretion. Selection of such locations may be prompted by
suspicion of excess crystallinity, contamination, offset welds, or any other
potential cause of imperfect welding.
24. Samples w~l be cut by the Installer as the seaming progresses in order to have
laboratory test results before the geomembrane is covered by another material. The
Quality Assurance Manager will:
a. Observe sample cutting;
P:\OE'OOCSIR01DOSIA TTACH WPOICQAP .WPO
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b. Assign a number to each sample, and mark it accordingly;
c. Record sample location on layout drawing; and
d. Record reason for taking the sample at this location (e.g., statistical routine,
suspicious feature of the geomembrane, etc.)
25. All holes in the geomembrane resulting from destructive seam sampling will be
immediately repaired in accordance with repair procedures described in Section
4.5.2.33. The continuity of the new seams in the repaired area will be tested according
to Section 4.5.2.20.
26. At a given sample location two types of samples may be taken. First, two samples for
field testing should be taken. Each of these samples will be I inch wide by 12 inches
long, with the seam centered parallel to the width. The distance between these two
samples will be 44 inches. If both samples pass the field test described in Section
4.5.2.23 a sample for laboratory testing will be taken.
27. The sample for laboratory testing will be located between the two samples for field
testing. the sample for laboratory testing will be 12 inches wide by 44 inches long
with the seam centered lengthwise. The sample will be cut into three parts and
distributed as follows:
a. One portion to the Installer for laboratory testing, 12 inches x 12 inches;
b. One portion for Geosynthetic Quality Assurance Laboratory testing, 12 inches
x 18 inches; and
c. One portion to the Owner for archive storage, 12 inches x 12 inches.
28. The two I-inch wide strips mentioned in Section 4.5.2.26 and 4.5.2.27 will be tested
in the field, by hand or tensometer, for peel and shear respectively and will not fail in
the seam. If any field test sample fails to pass, then the procedures outlined in Section
4.5.2.30 will be followed. ·
29. 'Testing will include "Seam Strength" [ASTM D-638 with type M-1 specimen 0.5 inch
wide tested at 2 inches per minute] and "Peel Adhesion" ASTM D-413 as modified in
NSF Appendix A). The minimum acceptable values to be obtained in these tests are
those indi1;ated in Table 2, and the specifications. At least 5 specimens will be tested
for each test method. · Specimens will be selected alternately by test from the samples
(i.e., peel, shear, peel, shear..: ).
P;'tllE'OOC~D100S~ TT ACH.'M'D'CQ-'P .\WO
Mard'l11,1Vtl 31
30.
• •
The following procedures will apply whenever a sample fails a destructive test,
whether that test conducted by the Geosynthetic Quality Assurance Laboratory, the
Installer's laboratory, or by field tensometer.
The Installer has two options:
a. The Installer can reconstruct the seam between any two passed test locations,
or
b. The Installer can trace the welding path to an intermediate location at IO feet
minimum from the point of the failed test in each direction and take a small .
sample for an additional field test at each location. If these additional samples
pass the test, then full laboratory samples are taken. If these laboratory
samples pass the tests, then the seam is reconstructed between these locations.
If either sample fails, then the process is repeated to establish the zone in
which the seam should be reconstructed.
31. All acceptable seams must be bounded by two locations from which samples passing
laboratory destructive tests have been taken.• In cases exceeding 150 feet of
reconstructed seam, a sample taken from the zone in which the seam has been
reconstructed must pass destructive testing:
32. Work will not proceed with any materials which will cover locations which have been
repaired until laboratory test results with passing values are available.
33. Any portion of the geomembrane exhibiting a flaw, or failing a destructive or
nondestructive test, will be repaired. Several procedures exist for the repair of these
areas. The final decision as to the appropriate repair procedure will be agreed upon
between the Installer and the Quality Assurance Manager.
The procedures available include:
a. Patching, used to repair holes, tears, undispersed raw materials, and
contamination by foreign matter;
b. Grinding and rewelding, used to repair small sections of extruded seams;
c. Spot welding or seaming, used to repair pinholes or other minor localized
flaws;
d. Capping, used to repair large lengths of failed seams;
e. Topping, used to repair large lengths of inadequate seams, which have an
exposed edge; ·
P:'GE'DOCS'IID100S\ATIACH.W'OICQAP,W'O
Mara, 11. 11111 32
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f. Removing bad seams and replacing with a strip of new material welded into
place (used with large lengths of fusion seams); .
g. Abrading surfaces of the geomembrane which are to be repaired will be
conducted no more than one hour prior to the repair;
h. Cleaning and drying all surfaces at the time of the repair;
1. Using only approved seaming equipment for repairing procedures;
J. The repair procedures, materials, and techniques will be approved in advance
of the specific repair by the Quality Assurance Manager and Installer;
k. Patches or caps will extend at least 6 inches beyond the edge of the defect, and
all corners of patches will be rounded with a radius of at least 3 inches.; and
I. The geomembrane below large caps should be appropriately cut to avoid
water or gas collection between the two sheets.
34. Each repair will be numbered and/or logged. Each repair will be non-destructively
tested using the methods described in Section 4.5.2.20 or 4.5.2.21 as appropriate.
Repairs which pass the non-destructive test will be taken as an indication of an
adequate repair. Large caps may be of sufficient extent to require destructive test
sampling, at the discretion of the Quality Assurance Manager. Failed tests require
that the repair be redone and retested until a passing test results. The Quality
Assurance Manager will observe all non-destructive testing of repairs and will record
the numbers of each repair, date, and test outcome.
35. The anchor trench will be adequately drained, to prevent ponding or otherwise
softening of the adjacent soils while the trench is open. The anchor trench will be
backfilled and compacted by the Contractor, as outlined in the specifications and bid
documents.
36. The Installer and the manufacturers will retain the ownership and responsibility for
the geosynthetics in the lining system until acceptance by the Owner. ·
37. The geosynthetic lining system will be accepted by the Owner when:
a. The installation is finished;
b. Verification of the adequacy of all seams and repairs, including associated
testing, is complete;
P;'GE'DOCSIR0100S\ATTACH.V',PO',CQAP.W'O
Mlf'Cllll,1991 33
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· Installer's representative furnishes the Quality Assurance Manag~r with 1
certification that the finer was installed in accordance with the manufacturer's
recommendations as well as the plans and specifications;
d. All documentation of installation is completed including the Quality
Assurance Manager's final report; and
e. Final report, including Record Drawing(s), sealed by a Registered Professional
Engineer has been received by the Owner.
38. The Quality Assurance Manager will verify that:
39.
a. Installation of the geomembrane in sump and appurtenance areas, and
connection of geomembrane to sumps and appurtenances have been made
according to specifications,
b. Extreme care is taken while welding around appurtenances since neither non-
destructive nor destructive testing may be feasible in these areas;
c. The geomembrane has not been visibly damaged while making connections to
sumps and appurtenances; and
The geotextile manufacturer will provide the Quality Assurance Manager with a list
of guaranteed "minimum average roll value" properties (as defined by the Federal
Highway Administration), for the type of geotextile to be delivered.· The geotextile
manufacturer will also provide the Quality Assurance Manager with a written
certification signed by a responsible party that the materials actually delivered have
property "minimum average roll values" which meet or exceed all property values
guaranteed for that type of geotextile.
40. The geotextile manufacturer will identify all rolls of geotextile with the following:
a. Manufacturer's name;
b. Product identification;
C. Lot number;
d. Roll number; and
e. Roll dimensions.
'
Additionally, if any special handling of the geotextile is required, it will be so marked
on the lop surface oflhe gcolcxlile, e.g., "This Side UP".
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41.
• •
During shipment and storage, the geotextile will be protected from ultraviolet.light
exposure, precipitation or other inundation, mud, dirt, dust, puncture, cutting or any ·
other damaging or deleterious conditions. For that purpose, geotextile rolls will be
shipped and stored in a relatively opaque and watertight wrapping.
42. Geotextiles will not be exposed to precipitation prior to being installed. Wrappings
protecting geotextile rolls will be removed less than one hour prior to unrolling the
geotextile. After the wrapping has been removed, a geotextile will not be exposed to
sunlight for more than 15 days, unless otherwise specified and guaranteed by the
geotextile manufacturer.
43. As a minimum, the manufacturer will perform the following tests on geotextiles:
a. Mass per unit area;
b. Grab strength;
C. Tear strength;
d. Burst strength;
e . Puncture strength;
f. Permeability and apparent opening size; and
g. Thickness.
44. Samples will be taken across the entire width of the roll and will not include the first
3 feet. Unless otherwise specified, samples will be 3 feet long by the roll width. The
Quality Assurance Manager will mark the machine direction on the samples with an
arrow.
45. Unless otherwise specified samples will be taken at a rate of one per lot or one per
40,000 ft2, whichever is less.
46. The Installer will handle all geotextiles in such a manner as to ensure they are not .
damaged in any way, and the.following will be complied with:
a. In the presence of wind, all geotextiles will be weighted with sand bags or the
equi;valent. Such sandbags will be installed during placement and will remain
until replaced with earth cover material.
b. Geotextiles will be cut using an approved geotextile cutter only. If in place,
special care must be taken to protect other materials from damage which rnuld
be caused by the cutting of the geotextiles.
P:\GE'OOCSIRD100S!ATTACH.'M'OICQAP.\WO
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C. The Installer will take any necessary precautions to prevent damage to
underlying layers during placement of the geotextile.
d. . During placement of geotextiles, care will be taken not to entrap in the
geotextile stones, excessive dust, or moisture that could damage the
geomembrane, generate clogging of filters, or hamper subsequent sean1ing.
e. If white colored textile is used, precautions will be taken against "snow
blindness" of personnel. ·
4 7. Geotextiles will be overlapped 6 inches prior to seaming. Seams will be along, nol
across, a slope, except as part of a patch.
48. Any sewing will be done using polymetric thread with chemical resistance properties
equal to or exceeding those of the geotextile.
49. Any holes or tears in the geotextile will be repaired with a patch made from the same
geotextile spot-seamed in place with a minimum of 24 inch overlap in all directions.
50. The Installer will place all soil materials located on top of a geotextile in such a
marmer as to ensure:
a. No damage of the geotextile;
b. Minimal slippage between the geotextile and underlying layers; and
c. No excess tensile stresses in the geotextile.
4.5.3 POST CONSTRUCTION
I. Record drawings shall be prepared by the Contractor (or Installer, on behalf of the
Contractor) The record drawings should include the following information for
geomembranes:
a. Dimensions for all geomembrane field panels;
b. Location, as closely as possible, for each panel relative to the surveyors plan;
c. Identification of all seams and panels with appropriate numbers or
"ide!]tification codes";
)
d. Location of all patches and repairs; and
e. Location of all destructive testing samples.
P:'GE'DOCS'lffl100S\ATTACH.YoPD\CQAP.W'O
Mardi 11, 11111 36
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The record drawings will address the geomembrane, and if necessary, another
drawing will identify problems or unusual conditions of the geotextile layer. In ·
addition, applicable cross-sections will show layouts of geotextiles which are unusual
or differ from the design drawings.
3. A final report will be submitted upon completion of the work. This report will
include all reports prepared by the Quality Assurance Manager personnel, summarize
the activities of the project, and document all aspects of the quality assurance program·
performed. The final report will include as a minimum the foll?wing information:
a. Personnel involved with the project;
b. Scope of work;
c. Outline of project;
d. Quality assurance methods;
e. Test results (destructive and non-destructive, including laboratory tests);
f. Final report scaled and signed by a Registered Professional Engineer, and
g. Record drawings sealed and signed by a Registered Professional Engineer.
4. During construction, the Contractor will be responsible for the facility record
Drawings. The document originals will be stored by the Engineer or Owner.
)
P:'tOE'OOCS'i'OIOOSIATTACH.W'O'COAP.W'O
Mlltft11,tffl 37
4.6
4.6.1
•
PLASTIC PIPING
PRE-CONSTRUCTION
1. The Quality Assurance Manager will inspect the HOPE and PVC pipe and pipe
fittings upon delivery for compliance with the requirements in Specification Section
02611, Plastic Piping.
2. The Quality Assurance Manager will check the quantity of piping and pipe fittings
delivered to assure that the required amount is on site to complete construction of the
pipelines.
3. The Contractor will store the HOPE and PVC pipe and pipe fittings such that they are
protected from excessive heat, construction traffic, and theft. Storage locations are
subject to approval from the Engineer and Owner.
4. Jfthe HOPE and PVC pipe and pipe fittings are stored at a location with other
construction materials it will be necessary for the Contractor to assure that stacking or
insertion of the other construction materials onto or into the HOPE or PVC pipe and
pipe fitting is prohibited.
5. The Contractor will arrange the storage area to provide access for easy inspection.
They shall periodically inspected to assure HOPE and PVC pipe and pipe fittings are
undamaged, and have been protected as stated above.
6. The Contractor will not remove HOPE and PVC pipe and pipe fittings from shipping
packages until construction is initiated.
7. The Quality Assurance Manager and the Contractor will review all Construction
Drawings prior to construction start-up.
4.6.2 CONSTRUCTION
I. Upon transporting HOPE or PVC pipe and pipe fittings from the storage location to
the construction site all contractors handling the pipe are to use pliable straps, slings,
or rope to lift the pipe. Steel cables or chains will not be permitted to transport pipe.
2. The Contractor will not drop, impact, or bump the pipe, particularly at the pipe ends.
3.
Pipe and fitting ends must be cleaned of all dirt, debris, oil or any other contan1inant
which may prevent or inhibit making a sound joint.
l
The Quality Assurance Manager and the Contractor must inspect each length of pipe,
and each fitting for any visible defects. Any non-perforated pipe or fitting with an
external gouge <lccpcr than 10% of the wall thickness shall be <liscar<lc<l or repaired
P:IQEIOOCS'oAOlOOS\ATTACH.'lof'O\CQAP.w>O
Mlfdl11,ttol 38
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before use. Out-of-round pipe that cannot be properly joined and will be placed in an
unstressed area and given tini.e to normally round out. ·
4. The Contractor will join the HOPE drainage pipe into continuous lengths using
fittings supplied by the manufacturer.
4.6.3 POST CONSTRUCTION
None.
4.7 CAST-IN-PLACE CONCRETE
4.7.1 PRE-CONSTRUCTION
None.
4. 7 .2 CONSTRUCTION
Cast-in-place concrete will be installed by the Contractor in strict accordance with
Specification Section 03300 and the drawings.
4.7.3
None.
POST CONSTRUCTION
4.8 GEOCOMPOSITE DRAINAGE MATERIAL
4.8.1 PRE-CONSTRUCTION
i. Pre-construction meeting: See 4.5.1.1.
2. Daily progress meetings: See 4.5.1.2.
3. Prior to the installation of any geocomposite material, the manufacturer will provide
the Quality Assurance Manager with the following information:
a.
b.
Om: 8-inch by I 0-inch sample of the geocomposite to be used on the project.
1
A copy of the product specification sheet listing all test methods and property
values as identified in Section 02715 and Table 02715-1 of the specifications.
P:\OE'OOCS'RD100S\ATTACH.Yof>O'CQAP.Yvf>O
lillrdl 11, , ... 39
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A case history list identifying sufficient geocomposite drainage material
projects of similar scope to assure compliance with qualifications ·
requirements of the Manufacturer and Installer detailed in Subsection 1.5 of
Section 02715.
d. Reports on the tests conducted by the manufacturer and/or the Geosynthetic
Quality Assurance Laboratory to verify the quality of the resin used to
manufacture the geomembrane rolls assigned to the GELS Dry Sludge
lmpoundment cap construction.
e. A certification that no reclaimed polymer has been added to the resin.
f. Copies of the quality control certificates issued by the raw material supplier.
4. The Quality Assurance Manager will review these documents and will report any
discrepancies with the above requirements to the Site Manager.
5. Prior to shipment, the geocomposite manufacturer will provide the Site Manager and
the Quality Assurance Manager with a quality control certificate which will be signed
by a responsible party employed by geocomposite manufacturer, such as the
production manager.
The quality control certificate will include:
a. Roll numbers and identification; and
b. Sampling procedures and results of quality control tests will be given, at a
minimum, for thickness, carbon black content, unit weight, compression,
tensile strength, ply adhesion, transmissivity, polymer density, and melt flow
index, evaluated in accordance with the methods indicated in the
specifications or equivalent methods pre-approved by the engineer.
The Quality Assurance Manager will:
a. Verify that the quality control certificates have been provided at the specified
frequency for all rolls, and that each certificate identifies the rolls related to it;
b. Review the quality control certificates and verify that the certified roll
properties meet the specifications . .
6. As a minilil\1111, tests to detem1ine the following characteristics will be performed on
geocomposites with appropriate test methods as outlined in Subsection 2.2 of Section
02715.
P:'(l,E'DOCS',ROIIICISIATIACH.Y,FO'CQ.IJ>.'M'O
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7.
•
· Samples shall be taken at the' rate of one per 50,000 square feet with a n1inimwn of _
one _sample per lot. Samples shall be tested for material properties presented in Table
02715-1 of the specifications at the Geosynthetic QA Laboratory.
8. The Quality Assurance Manager will examine all results from laboratory conformance
testing and will report any non-conformance to the Site Manager.
9. Transportation of the geocomposite is the'responsibility of the geocomposite
Manufacturer, Installer, or other party as agreed upon. All handling on site is the
responsibility of the Installer. ·
I 0. The Quality Assurance Manager will verify that the Installer's personnel handle the
geocomposite with care.
11. Upon delivery at the site, the Installer and the Quality Assurance Manager will
conduct a surface observation of all rolls or factory panels for defects and for damage.
This inspection will be conducted without unrolling rolls unless defects or damages
are found or suspected. The Quality Assurance Manager will record:
a. Rolls, or portions thereof, which should be rejected and removed from the site
because they have severe flaws; and
b. Rolls which include minor repairable flaws.
12. The Installer will be responsible for the storage of the geocomposite on site. Storage
space should be protected from theft, vandalism, passage of vehicles, standing water,
direct sunlight, excessive heat or cold, etc.
13. The Quality Assurance Manager will verify that the storage of the geocomposite
ensures adequate protection against dirt, shock and other sources of damage.
4.8.2 CONSTRUCTION
I. The Installer shall familiarize himself with all work pertaining to the installation of
geocomposite material prior to commencing work. The Installer will certify in
writing that the surface on which the geocomposite will be installed is acceptable.
, The certificate of acceptance will be given to the Quality Assurance Manger prior to
commencement of geocomposite installation in the area under consideration.
2. Place geoc,omposite in the anchor trench (see 4,5.2.2) to the lines and widths shown
on the design drawings. Coordinate placement of drainage piping and piping
penetrations with construction of the anchor trench portion of the geocomposite layer.
The Quality Assurance Manager will verify that the anchor trench geocomposite
placement has been conducted uccording lo design drawings,
P;'OE'OOCS'-R0100S'ATTACH.'M'O'CQAP.VW'O
M.-dl11,1tlOII 41
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3.
4.
5.
•
Handle and place geocoiuposite as detailed in Subsection 3.3 of Section 02715.
Geocomposite panel and seam numbering system: See 4.5.2.5 through 4.5.2.7.
No direct vehicle or equipment traffic shall occur on the surface of the geocomposite.
Pre_vent damage by soil cover and minimize equipment loading as per Subsection
3.3.H of Section 02715.
6. Installer shall construct scams and overlaps as per Subsection 3.4 of Section 02715.
7. Installer shall repair all damage to.the geocomposite as per Subsection 3.5 of Section
02715.
4.8.3 POST CONSTRUCTION
I. Record drawings: See 4.5.3.1.
2. The record drawings will address the geocomposite. In addition, applicable cross-
sections will show layout of geocomposite that are unusual or differ from the design
drawings.
3. Final report: See 4.5.3.3.
4. During construction, the Contractor will be responsible for the facility record
Drawings. The document originals will be stored by the Engineer or Owner.
P:'taFOOCSIRD1008\ATTACH.Wl'O'COAP.IM'O
Mard\11,tffl 42
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•
. 5 MEETINGS
To guarantee a high degree of quality during construction, clear, open channels of
communication between the Owner, Engineer, Quality Assurance Manager, and the
Contractor( s) are essential. To that end meetings are essential.
5.1 PRE-CONSTRUCTION MEETING
5.1.1 TIMING
Two weeks prior to start of construction.
5.1.2 PURPOSE
A job kick-off meeting to be attended by the Project Quality Assurance Manager, the
Contractor, the Installer, the Project Director, and the Owner's representative.
5.1.3 AGENDA ITEMS
I. Communicate to all parties any relevant documents.
2. Review critical design details of the project.
3. Review the seam layout drawing provided by the Contractor or the Installer.
4. Make any appropriate modifications to the project specific Geosynthetic ·
Quality Assurance Plan.
5. Review the responsibilities of each party.
6. Review lines of authority and communication.
7. Reach a consensus on the Geosynthetic Quality Assurance Plan and quality
control procedures, especially on methods of determining acceptability of the
geosynthetic membrane.
8. Assign responsibilities of each party;
43
9.
•
Decide the number of spare seaming units to be maintained on site by the
Installer (this number depends on the number of seaming crews and on the
type of seaming equipment).
10. Establish methods for documenting and reporting, and for distributing
documents and reports.
11. Establish lines of authority and communication; and
12. Prepare a time schedule for all operations.
13. Designate responsibility for keeping minutes at the beginning of the meeting,
and minutes shall be transmitted to all parties.
5.2 PROGRESS MEETINGS
5.2.1 TIMING
Progress meetings shall be held every morning at the start of work for the duration of
the project.
5.2.2. PURPOSE
A daily progress meeting shall be held among Contractors at the job site and the
Quality Assurance Manager and any other concerned parties to discuss current progress,
planned activities for the next shift, and any new business or revisions to the work.
5.2.3 AGENDA ITEMS
I. Logging any problems, decisions, or questions arising at meeting (to be
logged in daily reports).
2. Report matters requiring action to appropriate parties.
5.3 JOB .COORDINATION MEETINGS
)
5.3.1 TIMING
Every Monday (or start of each workweek, in the case of Holidays) morning at the
start of work.
0:'GEV-iE1fJER"CQap.wpd
~13.IIN 44
•
5.3.2 PURPOSE
. Job coordination meetings shall be held among the Contractor, the Engineer, the
Quality Assurance Manager, Project Director, and the other concerned parties to insure a
smooth interface between respective contractor activities.
5.3.3 AGENDA ITEMS
I. Discuss weekly progress, activities planned for next week, new business arid
revisions to work.
2. Discuss potential problems between phasing of contract work.
5.4 PERIODIC VISITS
5.4.1 TIMING
Periodic
5.4.2 PURPOSE
To keep the Project Director informed of job site activities. This visit should be
coordinated with the Engineer and Quality Assurance Manager. These visits may be
coordinated with [Federal and/or State] regulatory officials.
5.4.3 AGENDA ITEMS
Identify job problems and progress.
D IQE'rfENOeR\alllP.wpd
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6 DOCUMENTATION AND RECORD KEEPING
Record keeping is a key element of the Plan and shall be performed by all parties. The
specific record keeping and reporting requirements included in the Plan are discussed in the
following sections.
6.1 DAILY LOGS
6.1.1 DUTY
Quality Assurance Monitor
6.1.2 PURPOSE
Outline of Monitoring Activities
6.1.3 TIMING
( Log must be completed at the end of each monitor's shift, prior to leaving the site and
submitted to the Quality Assurance Manager.
6.1.4 CONTENTS
I. Identify precise areas, panel numbers, seams completed and approved.
2. Identify lifts or other e_arthwork activity completed.
3. Identify measures taken to protect unfinished areas overnight.
'4. Identify compaction.tests completed.
5. Indicate failed seams or other panel areas requiring remedial action and nature
of action required.
1
6. Repairs and their precise locations.
7. Log completed repairs.
D:'GE'HaNDER'll:Uelwpd
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8. Note any problems or concerns with regard to site operations.
6.2 DAILY REPORTS
6.2.l DUTY
Quality Assurance Manager and Engineer.
6.2.2 PURPOSE
1. Provide a summary of quality assurance activities.
2. Provide Quality Assurance Manager review of daily logs submitted by
Monitors to inform Project Director on field activities.
3. Highlight matters requiring Project Director's action.
4. File and maintain a copy in bound log book.
6.2.3 TIMING
Daily summary of previous day's activities, copies to Project Director at the beginning
of day following report issue date.
6.2.4 CONTENTS
I. Identify project name, location, and date.
2. Record weather conditions, including:
3.
4.
a. Temperature (daily high and low);
b. Barometric pressure;
c. Wind direction and speed;
d. Last precipitation event; and ·
e. . Amount of precipitation.
Describe construction activities underway.
Identify equipment, personnel and work at each unit.
47
-!','" , .. ! -!
... ··~--., ·~,
(
•
' 5. Identify kinds and types of materials used (what, where, when, and how
often).
6. Summarize Quality Assurance Manager's report.
7. Summarize QA/QC procedures implemented.
8. Identify items requiring Project Director's action.
9. Record visitors.
I 0. List any conferences with Owner's representative, Contractor, Engineer,
Project Director, etc.
11. List laboratory reports on testing material, equipment, etc.
6.3 DESTRUCTIVE AND NON-DESTRUCTIVE REPORTS
6.3.1 DUTY
Quality Assurance Manager.
6.3.2 PURPOSE
Summarize sampling results.
6.3.3 TIMING
Ongoing basis with reports collated and kept with Log Book (see Section 6.2.2.4).
6.3.4 CONTENTS
I. Summarized field test results.
2. Summarize Contractor's laboratory tests.
3. Summarize soils, concrete, and geosynthetic quality assurance laboratory
4.
D·\G~NOeA'COIIO-WOII
~ll.tlM
' tests.
List pass/fail results with summaries to be submitted with periodic progress
reports (see Section 6.4).
48
6.4
6.4.l
•
ENVIRONMENTAL COMPLIANCE REPORTS
DUTY
Contractor
6.4.2 PURPOSE
Verify compliance with all applicable environmental requirements.
6.4.3 TIMING
Ongoing basis with reports collated and kept with Contractor, update copy
continuously to Engineer.
6.4.4 CONTENTS
I. Disposal manifests and records of all material disposed off-site. (Material
disposed on-site will not be manifested.)
2. Copies of all air monitoring forms completed as part of air monitoring
required per the Health & Safety Plan.
3. Copies of all approved permits and/or correspondence with regulatory
agencies.
6.5 RECORD DRAWINGS
6.5.l DUTY
Project Director.
6.5.2 PURPOSE
Record any changes to construction drawings, date, and whom authorized ..
6.5.3 TIMIN~
Four weeks after completion of construction.
0:'GFHENOER'aiap.wpd
Nowm:iarU.111111 49
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(
6.5.4
6.6
6.6.1
6.6.2
• •
CONTENTS
I. Reflect changes to construction drawings.
2. Provide dimensions of geomembrane field panels.
3. Locate geomembrane panels relative to the surveyor's plan.
4. Identify seams and panels with appropriate numbers or identification codes
per Section 4.5.
5. Locate patches, repairs.
6. Locate destructive test samples and soil sample locations.
7. Identify, if necessary, problems or unusual conditions of the geotextile.
FINAL REPORT
DUTY
I. Project Director.
2. Summarize activities of project.
PURPOSE
I . Document that all aspects of the Plan were performed.
2. Include relevant QA/QC personnel documents.
3. Comply with Design Report Requirements of the Record of Decision and/or
Consent Decree.
6.6.3 TIMING
Four weeks after completion of construction.
1
O:\GE'ti!NDER'qap.wpd
NINember13,11N 50
•
6.6.4 CONTENTS
I.
2.
3.
4.
5.
6.
7.
8.
D·\GE'rlENOER11qap.wpd
~13,1IOI
List personnel involved with the Project.
Outline Scope of Work.
Outline Project.
Summarize QA/QC methods of the Plan.
Include destructive and non-destructive test results.
Complete Final Report requirements, sealed and signed by Project Director.
Complete As-Built Drawing requirements per Engineering Design Report or
Remedial Action Work Plan.
Contain the following certifications:
"I (Project Director) hereby certify that the [disposal site name) has been
capped and closed in accordance with the approved plans." Any deviations
from the approved plan will be noted and explained.
51
•
NTH Consultants, Ltd.
ATTACHMENT 1
GEOSYNTHETIC MONITORING REPORT AND FORMS
I
• NTH CONSULTANTS, LTD.
DAILY GEOSYNTHETICS CONSTRUCTION MONITORING REPORT
PROJECT: WEATHER: REPORT No:
PROJECT No: PRECIP: SHEET: OF
LOCATION: MAX. TEMP: SEE ATTACHED: ____ _
DATE:
CLIENT:
MIN. TEMP:
CONTRACTOR:
SKETCH
SPECIAL RPT.
CLIENT'S REPRESENTATIVE: CONTRACTOR'S REPRESENTATIVE:: ------------
SITE VISITORS:
Construction Verification
Earthwork Fenn Attached:
T e
Toda :
To Date:
lnstalle~s Subgrade
Acceptance Attached
. so~lwlii:c~liEkiiJGitSl.leMSAA~e"ti~~IT8W.ieNf@/¥A'i II
Yes
Desiccation Observed: □
Desiccation Corrected: D (Explain)
Rock, Debris, etc. Removed
Prior to Geosynthetic Deployment □
No
□
Construction Verification
Geosynthetics Fenn Attached
N/A
D (Explain)
□ □
□
For test results and details of work performed, see Form Nos. 1 through 6.
Time Arrived: NTH Field Representative: __________ _
Time Departed: Checked By: __________ _
Doown~ffi
I ... ,,, "
COMMENTS
C:\FORMS\WORD\tml-#1.dot
i --- ---
• NTH CONSULTANTS, LTD.
38955 HILLS TECH DRIVE ❖ FARMINGTON HILLS, MICHIGAN 48333-9173 ❖ [phone]
FORM 1
MATERIAL DELIVERY REPORT
Type of Material:
Manufacturer:
I n······ ....
' E •: .... :::•
: ·••.• •1/:c••••< '.· ... ... .. ,~,::: I< ::
c,I
MATERIAL
STORAGE
Reviewed By: ___ _
• NTH CONSULTANTS, LTD. •
38955 HILLS TECH DRIVE ❖ FARMINGTON HILLS, MICHIGAN 48333-9173 ❖ [phone]
FORM2
GEOMEMBRANE DEPLOYMENT AND THICKNESS MEASUREMENTS
C:\FORMS\WORD\fml-#2.dot
Reviewed By: ___ _
• NTH CONSULTANTS, LTD.
IIT-t
~
38955 HILLS TECH DRIVE ❖ FARMINGTON HILLS, MICHIGAN 48333-9173 ❖ [phone]
FORM3
TRIAL WELD INFORMATION AND GEOMEMBRANE SEAMING RECORDS
Extrusion Welds
Required Peel Values =
Required Shear Values =
C.\Program Fi!es\Microsoft Office\Templates\fml-#3. dot
ppi
ppi
Fusion Welds
ppi
ppi
• Unless otherwise noted, temp obtained from 1 foot above liner
Reviewed By: ___ _
• NTH CONSULTANTS, LTD.
38955 HILLS TECH DRIVE ❖ FARMINGTON HILLS, MICHIGAN 48333-9173 ❖ [phone]
FORM4
NON-DESTRUCTIVE SEAM TESTING
Repairs of failed seams are documented on Form 6
• Extrusion welded
C:\FORMS\WORO\tml-#4.dot Reviewed By. ___ _
• NTH CONSULTANTS, LTD.
38955 HILLS TECH DRIVE ❖ FARMINGTON HILLS, MICHIGAN 48333-9173 ❖ [phone]
C:\Program Files\Microsoft Office\Templates\fml-#5,dol
FORM5
DESTRUCTIVE SAMPLE LOG
Reviewed By:
• NTH CONSULTANTS, LTD.
38955 HILLS TECH DRIVE ❖ FARMINGTON HILLS, MICHIGAN 48333-9173 ❖ [phone]
S = Secondary Panel
P = Primary Panel
C;\FORMS\WORO\frnl-#6.dot
FORMS
FML REPAIR LOCATIONS
Reviewed By: ___ _
NTH CONSULTANTS, LTD.
38955 HILLS TECH DRIVE ❖ FARMINGTON HILLS, MICHIGAN 48333-9173 ❖ [phone]
FORM7
TEST ASSIGNMENT RECORD FOR LABORATORY SAMPLES
REPORT RESULTS TO:
COMMENTS:
Relinquished By: Date/Time: Received By: (Signature) -------Date/Time: ______ _