HomeMy WebLinkAbout952298.tiffKRW CONSULTING, INC.
October 16, 1995
Weld County Planning Department
1400 North 17th Ave.
Greeley, Co. 80631
Attention: Keith Schuett
Subject: ERD Landfill - CQAQCP
Dear Keith:
On behalf of Mr. Rick Von Pein of Sanifill Inc., KRW Inc. submits three copies of the
Construction Quality Assurance Quality Control Plan (CQAQCP) for the ERD Landfill,
Weld County, Colorado, to the Weld County Planning Department for your information
and concurrence. This is an updated version of the 1990 CQAQCP approved with the
landfill permit documents. All changes are "minor" and reflect the current methods of
landfill construction, testing, and certification. No changes were made to any critical
landfill component. The liners will still be constructed of the same materials and have
the same thicknesses and hydraulic conductivities. The CQAQCP is a working document
and will be updated from time to time throughout the life of the facility.
If you have any questions, comments or concerns on this plan, please call me. Two copies
have been forwarded to the Colorado Department of Public Health and Environment for
approval.
Sincerely,
KRW Consulting Inc.
John N. Lang, P.E.
Senior Engineer
attachments:
cc: Steve Laudeman, CDPHE
Rick Von Pein, Sanifill Inc.
OCT 1 8 Sac"
952298
7717 W. 6th Avenue, Unit J • Lakewood, Colorado 80215 • (303) 239-9011 • Fax (303) 239-0745
kosiv
KRW CONSULTING, INC.
ENVIRONMENTAL RECYCLING and DISPOSAL LANDFILL
Weld County, Colorado
CONSTRUCTION QUALITY ASSURANCE QUALITY CONTROL PLAN
prepared for:
Sanifill of Colorado, Inc.
Prepared by:
John N. Lang, P.E.
Senior Engineer
Date: October 11, 1995
Project Number: 9504-02
7717 W. 6th Avenue, Unit J • Lakewood, Colorado 80215 • (303) 239-9011 • Fax (303) 239-0745
TABLE OF CONTENTS
1 .0 INTRODUCTION 1
1 .1 QUALITY ASSURANCE AND QUALITY CONTROL 1
1 .2 GENERALTESTING REQUIREMENTS 2
1 .3 ORGANIZATION AND USE OF THE CQAQCP 2
1.3.1 Definition and Responsibility of Parties 3
1 .3.1 .1 Construction Quality Assurance Engineer 3
1.3.1.2 Design Engineer 4
1.3.1.3 Facility Owner/Operator 4
1.3.1.4 General Contractor 4
1.3.1.5 Geosynthetic Installer 4
1.3.1.6 Geosynthetic Manufacturers 5
1.3.1.7 Resin Supplier 5
1.3.1.8 Soils Testing Laboratory 5
1 .3.2 Organization of the CQAQCP Parties 6
1.4 MEETINGS 6
1.5 DOCUMENTATION 7
1.5.1 Daily Construction Reports 7
1.5.2 Problem/Deficiency and Corrective Action Reports 8
1.5.3 Landfill Procedure/System Block Reports 9
1.5.4 Final Construction Documentation Reports 1 0
2.0 TEST FILL PROGRAM 1 1
2.1 PRE -CONSTRUCTION 12
2.2 MATERIALS OF CONSTRUCTION 1 2
2.3 PRE -CONSTRUCTION LABORATORY TESTING REQUIREMENTS 1 3
2.4 FIELD TESTING REQUIREMENTS 13
2.5 DOCUMENTATION 14
3 0 EARTHEN MATERIALS 15
3.1 SURVEYING REQUIREMENTS 1 5
3.2 LOW HYDRAULIC CONDUCTIVITY SOILS 1 6
3.2.1 Pre -Construction 17
3.2.2 Materials of Construction 1 7
3.2.3 Field Testing Requirements 1 7
3.2.4 Laboratory Testing Requirements 1 8
3.2.5 Soils Acceptance Criteria 1 9
3.2.6 Placement Criteria 1 9
3.2.7 Excavation Base Requirements 2 0
3.2.8 Compacted Clay Floor and Sideslope Liner 21
3.2.9 Final Cover 2 2
3.2.10 Deficiencies and Resolution 2 2
3.2.11 Documentation Report 2 3
3.3 GRANULAR SOILS 2 3
3.3.1 Pre -Construction 2 3
3.3.2 Materials of Construction 2 3
3.3.2.1 Leachate Drainage Layer Materials 2 4
3.3.2.2 Leachate Sump Aggregate Materials 2 4
3.3.2.3 Rip Rap Bedding Materials 2 4
3.3.2.4 Rip Rap Materials 2 4
3.3.3 Testing Requirements 2 5
3.3.3.1 Leachate Drainage Layer Testing 2 6
3.3.3.2 Leachate Sump Aggregate Testing 2 6
3.3.3.3 Rip Rap Bedding and Rip Rap Testing 2 6
3.3.4 Acceptance Criteria 2 6
3.3.5 Placement Criteria 2 7
3.3.5.1 Leachate Drainage Layer Placement 2 7
3.3.5.2 Leachate Sump Aggregate Placement 2 7
3.3.6 Deficiencies and Resolutions 2 8
3.3.7 Documentation Report 2 8
4.0 GEOSYNTHETICS 2 9
4.1 GEOMEMBRANES 2 9
4.1.1 HDPE Manufacturing 2 9
4.1 .2 Delivery, Handling, and Storage of Geomembrane Rolls 31
4.1 .3 Foundation 3 2
4.1 .4 Placement Criteria 3 2
4.1 .5 Construction Field Seams 3 3
4.1.5.1 Seaming Equipment 3 4
4.1.5.1.1 Fusion Process 3 4
4.1.5.1.2 Extrusion Process 3 5
4.1 .5.2 Seamer Qualifications 3 5
4.1.5.3 Weather Conditions During Seaming 36
4.1.5.4 Overlapping and Temporary Bond 3 6
4.1.5.5 Trial Seams 3 6
4.1.5.6 General Seaming Procedures 3 7
4.1.5.7 Nondestructive Testing 38
4.1 .6 Defects and Repairs 3 8
4.1.7 Placement of Leachate Collection and Drainage Materials 4 0
4.1.8 Anchor Trench System Construction and Backfilling 40
4.2 GEOTEXTILES 4 0
4.2.1 Manufacturing 41
4.2.2 Delivery, Handling, and Storage of Geotextile Rolls 4 2
5.3.3 Placement Criteria 4 3
4.2.4 Seams and Overlaps 4 3
4.2.5 Defects and Repairs 4 4
4.2.6 Placement of Soil Materials 4 5
LIST OF TABLES
TABLE 1 FIELD TESTING FOR CLAY LINER CONSTRUCTION 1 7
TABLE 2 LABORATORY TESTING FOR COMPACTED CLAY LINER FILL 1 8
TABLE 3 RIP RAP BEDDING MATERIALS 2 4
TABLE 4 RIP RAP MATERIALS 2 5
TABLE 5 MINIMUM TESTING REQUIREMENTS FOR GRANULAR MATERIALS 2 5
TABLE 6 LABORATORY TESTING ON HDPE RESIN 3 0
TABLE 7 LABORATORY TESTING ON HDPE GEOMEMBRANES 31
TABLE 8 MINIMUM PROPERTIES FOR 16 -OZ NONWOVEN GEOTEXTILES 41
i i i
95O4-02 ERD COAOCP
October 11, 1995
page 1
1.0 INTRODUCTION
This Construction Quality Assurance/Quality Control Plan (CQAQCP) has been prepared
as an addendum to the Design, Operations and Closure Plan for the proposed ERD Landfill
located in Weld County, Colorado, Section 28, Township 1 North, Range 68 West of the
6th P.M. This CQAQCP addresses the quality assurance of the construction and
installation of environmental control systems at the ERD Landfill, including earthen
materials (low hydraulic conductivity soils and drainage materials) and man-made
materials (geomembranes and geotextiles). This CQAQCP is intended to be a "working"
document. A document that is updated to reflect changes in specific materials used, in
installation practices, or in tests and test methods.
The CQAQCP includes the construction information and procedures for the following
systems at the Landfill:
1. Test fill construction.
2. Landfill floor and sideslope compacted clay liner system.
3. Geomembrane and geotextile installation.
4. Leachate drain system.
5. Final cover.
The scope of this CQAQCP includes the quality assurance applicable to these five landfill
systems for the following:
1. Soil excavation and placement.
2. Manufacturing, fabricating, shipping, handling, and installation of the
geosynthetic components.
1.1 QUALITY ASSURANCE AND QUALITY CONTROL
Quality assurance and quality control are defined as follows:
9504-02 ERD COAOCP
October 11. 1995
page 2
Quail y Assurance is a planned and systematic pattern of all means and actions designed to
provide adequate confidence that materials or services meet contractual and regulatory
requirements, and that these materials will perform satisfactorily in service.
Quality Control refers to those actions taken by the Manufacturer or Installer to insure
that the materials and workmanship meet the requirements of the CQAQCP plans and
specifications. Quality control is provided by the manufacturers of the various
components; however, this plan does address specific quality control sampling to be
performed by the Contractor.
1.2 GENERAL TESTING REQUIREMENTS
This CQAQCP includes references to test procedures of the American Society for Testing
and Materials (ASTM), the National Sanitation Foundation Standard Number 54 Flexible
Membrane Liners, and the Geosynthetics Research Institute (GRI).
Unless indicated otherwise, tests will be performed in strict accordance with the
referenced test procedure and the description included in this plan. Any deviations to
test procedures specified in this plan must be approved, in writing, by the Construction
Engineer.
1.3 ORGANIZATION AND USE OF THE CQAQCP
The Construction Quality Assurance/Quality Control Plan (CQAQCP) is divided into four
main sections as follows:
Section 1.0 Introduction
Section 2.0 Test Fill Program
Section 3.0 Earthen Materials
Section 4.0 Geosynthetics
This organization is based on general construction procedures and materials and does not
follow the actual sequence of systems as they are constructed within the landfill.
9504-O2 ERD COAOCP
October 11, 1995
page 3
1.3.1 Definition and Responsibility of Parties
The successful -completion of the landfill construction is dependent on the interaction of
several qualified parties. These parties include those associated with the ownership;
design and specification preparation; manufacture, fabrication, transportation,
installation, and quality assurance of the geosynthetics; and the placement, testing, and
quality assurance of construction of earthen materials.
The Colorado Department of Public Health and Environment (CDPHE) and the Weld
County Planning department (WCP), are involved in the review and approval of this
CQAQCP, but they are not a party to the actual implementation and day-to-day activities
of the plan except that final documentation reports will be submitted to both.
Within each of the following party descriptions, reference is made to title and, where
applicable, to the individuals within that party responsible for carrying out the
provisions of this CQAQCP.
1.3.1.1 Construction Quality Assurance Engineer (CQAE)
The Owner/Operator will retain an independent consulting firm to fulfill the role of
CQAE. The main role of the CQAE is to verify that materials and/or services adequately
meet contractual and regulatory requirements as specified in the CQAQCP and other
documents. The CQAE will also provide overall coordination of the required
documentation to be submitted in support of this plan. The CQAE may also be responsible
for surveying (horizontal and vertical control). The CQAE will prepare the CQAQCP
Documentation Report which will be submitted to CDPHE and WCP by the
Owner/Operator. The term "CQAE" or "Construction Engineer" is used throughout this
document when reference is made to the tasks performed by this role. The CQAE may
assign other members of his staff to carry out these responsibilities during construction
activities.
9504-02 ERD COAOCP
October 11. 1995
page 4
1.3.1.2 Design Engineer
The Design Engineer is the company hired by the Owner/Operator to prepare the Landfill
Design, Operations, and Closure Plan. The term "Design Engineer" is used throughout
this document to indicate the official representative of the Design Engineer, whether on
site or not.
1.3.1.3 Facility Owner/Operator
Sanifill Inc. is the Owner/Operator of this landfill facility. The term "Owner/Operator"
is used throughout this document to indicate the designated representative of the
Owner/Operator.
1.3.1.4 General Contractor
The General Contractor's role will be performed by the Owner/Operator or their
authorized Project Management Team to furnish overall construction responsibility for
the completion of the landfill facility. The General Contractor will also be responsible
for hiring of all subcontractors such as the Geosynthetic Installer, the Earthwork
Contractor, ect. The term "Contractor" is used throughout this document when reference
is made to the tasks and responsibilities for this role.
1.3.1.5 Geosynthetic Installer
The Geosynthetic Installer is the General Contractor or a hired subcontractor used to
install the geosynthetic components referenced in this plan. The term "Installer" is used
throughout this plan when reference is made to the tasks and responsibilities of the
Geosynthetic Installer.
9504-02 ERO COAOCP
October 11, 1995
page 5
1.3.1.6 Geosynthetic Manufacturers
The Geosynthetic Manufacturers are those hired to furnish the geosynthetic components
referenced in this manual. The terms "Geomembrane Manufacturer" and "Geotextile
Manufacturer" are used throughout this plan to indicate the specific company supplying
these respective materials to the job site. This plan includes specific quality assurance
and quality control requirements for the geosynthetic manufacturers in their role of
providing the quality control during geosynthetic manufacturing.
1.3.1.7 Resin Supplier
The Resin Supplier is the company or companies selected by the Geomembrane
Manufacturer and Geotextile Manufacturer to furnish the resins used in fabricating the
geosynthetic components The term "Resin Supplier" is used in this manual to denote,
individually, each respective supplier. Designations of the specific resin suppliers are
not necessary since all communication and responsibilities within this plan are between
the respective manufacturers and suppliers.
1.3.1.8 Soils Testing Laboratory
The Soils Testing Laboratory is the independent laboratory hired by the Owner/Operator
to perform field and laboratory QA/QC soils tests as indicated in the plan. The term
"Soils Testing Laboratory" is used throughout this plan to denote the official
representative of the company providing these services. The Soils Testing Laboratory
will supply technicians as necessary for collection and laboratory analyses of samples
and testing of in -place earthen materials.
9504-02 ERD CQAQCP
October 11, 1995
page 6
1.3.2 Organization of the CQAQCP Parties
Overall responsibility for carrying out the provisions of this CQAQCP is with the CQAE.
The CQAE may consult the Design Engineer regarding design specifications and/or
recommended changes; however, the Design Engineer has no direct responsibilities set
forth in this plan. The Design Engineer may serve as the CQAE.
The Contractor (including any subcontractors that may be brought to the site) and the
Installer will report to the Owner/Operator and the CQAE for matters relating to the
CQAQCP. For financial or other issues, the Contractor and Installer will report directly
to the Owner/Operator.
The Geosynthetic Manufacturers will report to the Owner/Operator and the CQAE in any
matters related to the work described in this plan. Financial and/or other questions will
be directed by the Manufacturers to the Owner/Operator. Resin Suppliers are
responsible solely to the respective Geosynthetic Manufacturer to which they are
supplying material. The Resin Suppliers have no direct responsibilities set forth in this
plan.
1.4 MEETINGS
The two types of meetings which are related to the 'implementation of this Plan are pre -
construction meetings and problem/deficiency meetings. A pre -construction meeting
will be conducted prior to initiating construction of main landfill components and will be
attended by the Owner/Operator, the Contractor, the CQAE and other appropriate parties
such as the Soils Testing Laboratory, as appropriate. The purpose of these meetings will
be to review the project and the CQAQCP as it applies to the environmental control
systems and familiarize the involved parties with their respective responsibilities and
interactions. Problem/deficiency meetings will be conducted, as requested by the
Owner/Operator or the CQAE, to work out problems which may arise with the
construction or QA/QC testing. The meetings will be attended by the appropriate parties.
9504-02 ERD CDADCP
October 11, 1995
page 7
1.5 DOCUMENTATION
This section describes the types of documentation reports that must be completed by each
party which have direct QA/QC responsibility for the landfill construction. The parties
with these responsibilities are the CQAE and the Soils Testing Laboratory.
The documentation of construction quality assurance activities is an effective method of
insuring that the quality assurance requirements have been addressed and satisfied. The
documentation process includes:
1. Recognition of construction tasks that should be documented.
2. Assignment of responsibilities for the observation, testing, and
documentation of these tasks.
3. Completion of the required forms, data sheets, and reports to provide an
accurate record of the work performed during construction.
Documentation is required for each phase of landfill construction including subcells and
final closure.
1.5.1 Daily Construction Reports
A construction report will be completed by the CQAE and/or the Soils Testing Laboratory
each day that they perform work on the site. This report will be filled out in pen and
contain at a minimum, the following information preferably on a pre-printed form so
that the required information is organized in a consistent manner:
1. Date, project name, location, and report preparer's name. The specific
names of people on site under the direction of the preparer related to QA/QC
tasks.
2. Data on weather conditions including temperature, humidity, wind direction
and speed, cloud cover, and any precipitation events.
3. Chronological description of work in progress including any notices to, or
requests from, the Contractor and/or the Installer.
4. The results of, or a clear reference to where the results can be found, for
testing performed on site by personnel under the direction of the preparer.
5. When laboratory samples are collected, marked, and/or sent to an outside
testing laboratory. Likewise, reference should be included for any test data
results received from any of the outside testing laboratories.
9504-02 ERD COAOCP
October 11. 1995
page 8
6. An accurate record will be kept of communications with other CQAQCP
parties, or any other outside companies, regulatory agencies, or consultants
regarding the day's construction activities or any project meetings that are
held.
7. An accurate record will also be kept of calibrations or standardization's per-
formed on field testing equipment, including actions taken as a result of
recalibrations.
1.5.2 Problem/Deficiency Identification and Corrective Action Reports
Problem/Deficiency Identification and Corrective Action Reports will be completed by
the Soils Testing Laboratory and/or the CQAE when any construction material or activity
is observed or tested that does not meet the requirements set forth in this plan. These
reports are not necessary for a failing field test if corrective action is taken and
retesting confirms acceptable properties. At a minimum, the Problem/Deficiency
Identification and Corrective Action Reports will include the following information:
1. A detailed description of the problem or deficiency, including reference to
any supplemental data or observations responsible for determining the
problem or deficiency.
2. Location of the problem or deficiency, including how and when the problem
or deficiency was discovered. In addition, an estimate of how long the
problem or deficiency has existed should be included as well as an opinion as
to the probable cause of the problem or deficiency.
3. A recommended corrective action for resolving the problem or deficiency should
also be included in the report. If the corrective action has already been
implemented, then the observations and documentation to show that the problem
or deficiency has been resolved should be included. If the problem or deficiency
has not been resolved by the end of the day upon which it was discovered, then
the report will clearly state that it is an unresolved issue.
A problem/deficiency report will be submitted to the CQAE by the end of the working day
during which the problem or deficiency was discovered. The CQAE will then inform the
Owner/Operator within 24 hours of this notification. If the problem or deficiency has
not been resolved, then the CQAE will discuss the issue with the Owner/Operator, and the
Owner/Operator will take the necessary corrective actions to resolve the problem or
deficiency as soon as practical. The CQAE is responsible to make certain that all
Problem/Deficiency Identification Reports have been adequately resolved.
9504-02 ERD COAOCP
October 11. 1995
page 9
The CQAE will carefully review all problem/deficiency reports to determine if similar
reports on the same problem or deficiency are an indication of a need to make changes to
the plans and specifications and/or the CQAQCP. If this situation should develop, a
meeting will be held to determine if revisions to the plans or specifications should be
made. Revisions to the plans, specifications, or the CQAQCP must be approved by the
Owner/Operator, Design Engineer, and the appropriate regulatory parties.
1.5.3 Landfill Procedure/System Block Reports
Landfill Procedure/System Block Reports will be prepared by the CQAE following the
completion of each procedure/system as identified in Section 1.0, within a given cell. At
a minimum, each procedure/system report will contain the following:
1. Unique report number for cross-referencing this report to other
documents.
2. Name of procedure/system summarized in the report.
3. Summary of all field observations and tests performed, laboratory
samples collected, and test results reported by the respective outside
testing laboratory.
4. Summary of any problems and/or deficiencies encountered during the
construction, including any recurring problems or deficiencies that
were discovered.
5. Documentation that acceptance criteria were met, including comparison
of project data with construction plans and specifications and
requirements set forth in this CQAQCP.
6. A statement that the procedure/system was constructed according to the
plans, specifications, and this CQAQCP.
7. Document any approved design changes on as -built drawings.
9504-02 ERD COAOCP
October 11. 1995
page 10
1.5.4 Final Construction Documentation Reports
A Final Construction Documentation Report will be assembled (and where necessary,
edited) by the CQAE for each distinct portion of completed construction. The Final
Construction Documentation Report will be assembled by combining each of the Landfill
Procedure/System Block Reports discussed above in Section 1.5.3. At a minimum, the
Final Construction Documentation Report will contain the following information not
specifically covered by the Landfill Procedure/System Block reports:
1. All correspondence with CDPHE regarding this particular project.
2. The entire CQAQCP plan in effect at that time.
3. All documentation of required surveys.
4. A summary of all problem/deficiency reports and resolutions.
5. A summary of all daily reports, field and laboratory results of foundation
soils, clay liner soils, and coarse grained soils for leachate drainage
systems.
6. Copy of the Geosynthetics Installer's CQAQC plan.
7. All QA laboratory testing results for geosynthetics by manufacturer.
8. A summary of all Installer's Daily Reports on panel deployment and
seaming for geomembranes and geotextiles.
9. Geomembrane liner as -built layout plan prepared by the Installer.
10. All QA laboratory test results for geotextiles prepared by the
Manufacturer including roll numbers, thickness, and dimensions for
geomembranes and geotextiles.
11. All shipping lists of panels or roll numbers, thicknesses and dimensions
for geomembranes and geotextiles.
12. Any installation acceptance forms completed by Owner/Operator and
Installers.
13. Correspondence with Soils Testing Laboratory regarding clay liner
installation.
14. As -built construction drawings.
9504-02 ERD CCAOCP
October 11, 1995
page 11
2.0 TEST FILL PROGRAM
The test fill program will facilitate evaluation and establishment of effective procedures
for construction of the clay liner and final cover barrier layer. During test fill
construction, the primary objective will be to identify appropriate construction
equipment and procedures necessary to consistently achieve the required soil property
specifications during full-scale facility construction.
A new test fill will be constructed each time there is a significant change in the
construction methods, equipment used, or soils used during clay liner and/or final cover
barrier layer construction. A significant change in equipment would consist of:
1. A substantial decrease in the weight of the compactor or a change in the
general type of compactor used.
2. A change in the type of equipment used to process the clay (i.e., disc
implement).
A significant change in soil properties would consist of:
1. A changein the geologic unit from which the soil is obtained.
2. A change in the USCS classification.
The test fill area will be constructed with an approximate final operating surface of 75
feet by 150 feet (approximately 0.26 acres) and two feet thick. The areal dimension of
the test fill is based on providing adequate area so that normal operating speeds with the
compacting equipment can be achieved. The design thickness of the test fill is based on
providing sufficient thickness for observation of layering conditions within the fill and
for collection of a sufficient number of samples for analysis of moisture, density, and
hydraulic conductivity relationships. Testing of additional thickness is not deemed
necessary because each subsequent layer of liner will be compacted to meet these same
standards. The methods determined to be successful for construction of a 2 -foot thick by
0.26 acre test fill should be equally successful when constructing the actual 3 -foot thick
sections of liner. The CQAE may request additional construction and testing on the test
9504-02 ERD COAOCP
October 11. 1995
page 12
fill, both in area and thickness, if in the CQAE's opinion such construction and additional
testing is necessary to facilitate adequate full scale construction of the liner.
The CQAE and Owner/Operator will select the appropriate location for the test fill based
on site conditions. The test fill program includes:
1. Foundation soil preparation.
2. Sampling of clay material for laboratory analysis prior to construction.
3. Construction of a 2 -foot thick clay liner.
4. Field observation and testing of the clay liner.
5. Documentation of construction and testing.
2.1 PRE -CONSTRUCTION
The CQAE, Soils Testing Laboratory, and Contractor will meet prior to the start of the
test fill construction to review the plans, specifications, and the test fill requirements
of this CQAQCP.
The test fill construction will be performed under the supervision of the CQAE with
assistance from the Soils Testing Laboratory in order to evaluate the clay processing,
placement procedures, and test methods. Appropriate construction equipment to be used
for the test fill will be proposed by the Contractor and approved by the CQAE.
2.2 MATERIALS OF CONSTRUCTION
The test fill construction materials will consist of natural foundation soils and weathered
claystone excavated from the site. The clay soils used in construction of the liner will be
excavated from within the proposed landfill footprint or taken from stockpiles of
previously excavated soils. The proposed materials will be approved by the CQAE. The
soils shall have a Unified Soil Classification System (USCS) classification of CL or CH.
9504-02 ERD COAOCP
October 11, 1995
page 13
2.3 PRE -CONSTRUCTION LABORATORY TESTING REQUIREMENTS
Laboratory tests to be conducted on soils used for construction of the test fill will include
standard and/or modified Proctors, gradations, Atterberg limits, and remolded hydraulic
conductivity tests. Moisture/density and hydraulic conductivity relationships will be
established in the laboratory. Once the maximum dry densities and optimum moisture
contents are determined, the samples will be remolded at varying moisture contents and
densities and tested for hydraulic conductivity. The number of samples tested will be
determined by the CQAE based on the borrow materials consistency. The
moisture/density data will be plotted versus hydraulic conductivity and this information
will be used by the CQAE to propose a moisture/density "zone of compaction" band for
construction of the test fill.
2.4 FIELD TESTING REQUIREMENTS
The test fill will be constructed in lifts with a maximum lift thickness of approximately
eight inches of loose soil with the exception of the first lift. The first lift may be thicker
up to a maximum loose thickness of the length of the compactor tines plus four inches.
During construction of the test fill, nuclear moisture/density gauge tests will be
conducted at a minimum frequency of one for every 3,000 ft2 of liner area for each lap
of the compaction equipment over a loose lift of clay beginning with the third equipment
lap. A lap consists of two passes, one in each opposing direction over the fill. The testing
will continue after each lap until the required moisture/density specifications have been
achieved on that lift. Based upon the results of previous lifts, the CQAE may delay the
nuclear moisture/density gauge tests until a lap later than the third equipment lap if
results show that the required specifications are not achieved until the fifth or later lap.
Subsequent lifts will be tested in the same manner.
Upon completion of the 2 -foot clay liner test fill, a minimum of six "undisturbed"
samples shall be collected from the test fill and tested for hydraulic conductivity (ASTM
D5084 or other method as approved by the CQAE). Three of these samples shall be
collected from the lower one foot of liner and three samples shall be collected from the
upper one foot of liner.
9504-02 ERD COAOCP
October 11, 1995
page 14
2.5 DOCUMENTATION
Documentation of the test fill construction will be conducted as described in Section 1.5.
Upon completion of the test fill construction, the QC/QA documentation will be gathered,
organized, summarized, and presented as a report to be included in an overall
documentation report as discussed in Section 1.5.4. This report will contain a summary
of the following items:
1. Preconstruction laboratory soil tests.
2. Field moisture and density measurements.
3. Hydraulic conductivity testing of "undisturbed" samples.
4. Daily reports.
5. Short summary narrative which describes the construction process of
each component.
As a part of this report, the CQAE will prepare and present plots of the following data:
1. A plot of field density and corresponding moisture content results versus
compaction equipment passes.
2. A plot of moisture and density relationships versus hydraulic
conductivity results.
4. A moisture/density plot outlining the acceptable moisture/density range
to achieve design hydraulic conductivity.
The results of these tests will be used by the CQAE to modify the specifications for
construction of the liner, if required, relative to the specific soil source, equipment, and
methods used during the test fill construction.
9504-02 ERD COAOCP
October 11, 1995
page 15
3.0 EARTHEN MATERIALS
This part of the CQAQCP describes the earthen materials used in constructing the low
hydraulic conductivity soil component of the landfill liner or the final cover and
surveying requirements for documentation of proper grades and fill thicknesses.
3.1 SURVEYING REQUIREMENTS
Vertical and horizontal control has been established for the site. The northwest corner
of Section 28, Township 1 North, Range 68 West is designated coordinate 10,000 North
and 10,000 West. The basis of bearings for the site is the west line of the NW1/4 of
Section 28, N 0°00' 00" E, assumed.
Grade staking will be performed by surveyors under the supervision of the CQAE to
establish required elevations for the excavation base. The horizontal location of "break-
points" between slopes and the landfill base will be documented on a minimum 50 -foot
grid (± 0.5 -foot horizontal tolerance). Vertical elevations of the excavation base grades
will be established to a tolerance of ± 0.1 foot as measured by appropriate surveying
methods by the surveyor.
The CQAE will document final excavation elevations, top of clay liner elevations, and top
of liner system cover/leachate collection layer elevations by survey using previously
established vertical control. Vertical elevations of excavation grades and liner finish
grades will be documented on an approximate 50 -foot grid pattern and read to the
nearest 0.01 foot to verify that grades are substantially within the 0.1 -foot tolerance.
The final subgrade for the liner will be surveyed on a 50 -foot grid to document proper
lines and grades in accordance with this section. Other locations to be documented
include the top and toe of slopes and edges of the proposed liner. The final thickness of
the compacted clay floor and sideslopes of the liner shall be a minimum of three feet
thick, four feet in the sump areas shown on the drawings, when measured normal to the
excavation floor or sideslope surface. The finished clay liner surface elevations will be
verified on the same 50 -foot grid along with the other critical locations such as the top
and toe of slopes and edges of the liner. This liner construction survey data (before and
9504-02 ERD COAOCP
October 11, 1995
page 16
after) will be compared to determine the clay liner thickness. Any location determined
to have less than the required liner thickness will be reported immediately to the CQAE.
The CQAE will then inform the Owner/Operator and initiate the appropriate actions to
bring the work into compliance with the plans and specifications.
The CQAE will document final landfill cover elevations. Vertical elevations of the final
cover will be established to a tolerance of ± 0.5 foot as measured by appropriate
surveying methods by the surveyor under the supervision of the CQAE. It should be noted
that the finish grades shown on the final grading plan represent the target for final
construction; however, settlement of the landfill mass will occur before, during, and
after placement of final cover. Therefore, the final contours of the landfill may initially
vary from the design contours by several feet so long as the minimum design slopes are
maintained. The surveyor, under the direction of the CQAE, will survey or bore the final
cover components to verify the proper thicknesses of the various layers in the cover.
Thickness shall be measured normal to the final slope configuration.
3.2 LOW HYDRAULIC CONDUCTIVITY SOILS
This section includes the QA/QC requirements for placement, backfilling, and compaction
of low hydraulic conductivity soil components of the landfill liner or final cover. Low
hydraulic conductivity soils will generally be select clay soils from excavation within
the landfill area and will be used for the following:
1. Backfilling any areas which are over -excavated.
2. Constructing the floor liner, sideslope liner, and leachate sump liner.
3. Constructing the low hydraulic conductivity layer of the final cover for
the landfill.
Soil sample locations will be recorded in reports by the CQAE or his representative.
These locations will be designated by both site grid stations and elevation.
9504-02 ERD COAOCP
October 11, 1995
page 18
Test frequencies for performing field moisture/density tests on clay fill for foundation
soils and liner shall be a minimum of two field moisture/density tests per acre per
compacted lift or not less than one test per 500 cubic yards placed.
Liner perforations due to nuclear density testing shall be backfilled by using powdered
bentonite compacted by hand to achieve continuity of the compacted clay liner. The CQAE
shall approve the method of backfilling prior to conducting backfilling operations.
Field in -place nuclear moisture density tests shall be verified by laboratory testing
and/or alternate field methods on a periodic basis. At least one verification test shall be
performed per 15,000 cubic yards placed. In addition, nuclear moisture/density
devices shall be calibrated daily and the results of the calibration tests included in the
daily field report.
3.2.4 Laboratory Testing Requirements
The Soils Testing Laboratory will conduct periodic laboratory testing on samples from
the clay borrow and from the compacted clay liner. The sample method used for
collection of undisturbed samples from the compacted clay liner shall be approved by the
CQAE. Table 2 presents laboratory test types, methods, and frequencies for low
hydraulic conductivity soil fill.
Table 2 - Laboratory Testing for the Compacted Clay Liner Fill
Test
Method
Minimum Frequency
Standard Proctor or
Modified Proctor
ASTM D698 or
ASTM D1557
1 per 8,000 yds3
Atterberg Limits
ASTM D4318
1 per Proctor
Grain Size Analyses
ASTM D422
1 per Proctor
Unified Soil Classification
ASTM D2487
1 per Proctor
Hydraulic Conductivity (on
remolded Proctor)
ASTM D5084
1 per Proctor
Hydraulic Conductivity (on
finished liner sample)
ASTM D5084
1 per acre
9504-02 ERD COAOCP
October 11. 1995
page 19
Liner perforations due to sampling for hydraulic conductivity testing, shall be backfilled
by using powdered bentonite compacted by hand to achieve continuity of the compacted
clay liner at these locations. The CQAE shall approve the method of backfilling prior to
conducting backfilling operations.
3.2.5 Soils Acceptance Criteria
The following acceptance criteria will apply to low hydraulic conductivity compacted
soil for any of the landfill systems:
1. Soils shall be classify as CL or CH by the Unified Soil Classification system.
2. The soils will be moisture conditioned until they fall within the required
moisture content range, initially determined in the laboratory and later
confirmed during test fill construction.
3. The soils will be compacted sufficiently to achieve the hydraulic conductivity
specification for the system being constructed.
4. A laboratory determination of hydraulic conductivity of 1 x10-7 cm/sec for
the low hydraulic conductivity soil liners or the final cover barrier layer
will be required on the post -construction samples.
5. If a hydraulic conductivity test fails the specification, at least one additional
sample will be collected from the general area (within 25 feet) of the failing
test. Based on the initial test and the retest results, the CQAE will determine
whether additional tests should be conducted and/or repairs to the liner made
to correct the deficiency.
3.2.6 Placement Criteria
The low hydraulic conductivity soils shall be placed with emphasis on the following:
1. Segregation and removal of unsuitable material.
2. Removal of boulders and cobbles.
3. Removal of structurally weak material (i.e., organic debris).
9504-02 ERD COAOCP
October 11. 1995
page 20
Field densities and moisture contents will be measured in areas where low hydraulic
conductivity compacted soil has been placed in order to document that the in -place soils
are in substantial conformance with the required specifications.
Any backfilling and/or placement of low hydraulic conductivity soils will be
accomplished in accordance with the following requirements:
1. Observed stones greater than three inches in diameter will be removed from
this material during soil homogenizing and moisture conditioning.
2. No frozen soils will be used for backfilling. Any frozen soils in the
compaction work area will be removed.
3. The lifts are of approximately equal thickness, generally parallel to each
other and with a minimum amount of construction joints.
4. Compaction will be performed on properly homogenized and moisture
conditioned soil, so as to accomplish continuous and complete layer bonding
and continuity of all soil construction joints.
5. Low hydraulic conductivity soils will be compacted to achieve a hydraulic
conductivity of ≤1x10-7 cm/sec.
6. Unacceptable compaction density or moisture content test results will be
reported immediately to the Contractor by the Soils Testing Laboratory.
Corrective action will consist of moisture conditioning of the soil and/or
additional compactive effort as necessary, followed by retesting. The CQAE
shall be notified of any unresolved, unacceptable compaction densities or
moisture contents.
3.2.7 Excavation Base Requirements
The excavation work shall be routinely observed on a part-time basis by the CQAE to
assess the soils and to look for faults and/or high permeability zones. The entire
excavation will also be observed and mapped by the CQAE prior to liner or clay fill
construction. The CQAE will document all excavation conditions including but not limited
to relative moisture content, material consistency, stability, slope configuration, and
that the base area is graded, according to the plans and specifications. Proof -rolling
with heavy equipment will be performed and observed by the CQAE, to identify any areas
of undesirable material or soft foundation soils.
9504-02 ERD COAOCP
October 11, 1995
page 21
Where unacceptable excavation base surface conditions exist, the surface will be re -
rolled or over -excavated to reduce the impact of such conditions. When over -excavated,
the resulting depression will be backfilled with compacted clay soils. Backfilling will be
accomplished in accordance with the field and laboratory testing provisions of Sections
3.2.3 and 3.2.4.
The completed and/or repaired excavation will be surveyed according to the provisions
of Section 3.1 to determine that the excavation base is in accordance with the plans and
specifications.
3.2.8 Compacted Clay Floor and Sideslope Liner
The final thickness of the compacted clay floor and sideslopes of the liner shall be a
minimum of three feet thick, four feet in the sump areas shown on the drawings, when
measured normal to the excavation floor or sideslope surface. The liner material shall
be placed in lifts of approximately equal thickness. The lifts shall have a maximum
thickness of approximately eight inches of loose soil with the exception of the first lift.
The first lift may be thicker up to a maximum loose thickness of the length of the
compactor tines plus four inches. Material thicknesses and proper grades shall be
monitored by the CQAE or his representative.
The liner for each successive subcell within the cell shall be integrally connected or
steeped into the previous liner to provide a continuous liner across the landfill floor and
sideslopes (i.e., vertical overlapping joints in the liner will not be accepted).
During extended periods when liner construction is not being conducted, the leading edge
of the compacted clay liner will be covered with a minimum of two feet of soil to prevent
liner desiccation. Bonding of subsequent liner sections will be accomplished by
removing a five foot wide strip of the temporary soil cover from the leading edge of the
previous liner and removing a 1 -foot width of the leading edge of the liner. The exposed
9504-02 ERD COAOCP
October 11. 1995
page 22
liner will be observed for signs of desiccation and repaired as necessary. The Contractor
will, if necessary, moisture -condition surfaces to receive clay fill either by addition of
water and additional scarification where desiccated, or by discing to reduce water
content.
Prior to placement of the leachate drainage layer, the final surface of the floor and
sideslope liner shall be smoothed by compaction with a flat wheel drum or other suitable
equipment in order to provide a well draining surface.
3.2.9 Final Cover
The final cover will be constructed in part with a 2.5 -foot low hydraulic conductivity
clay barrier layer overlaying a 0.5 foot foundation layer. The low hydraulic
conductivity clay barrier layer will be constructed and tested similar to other low
permeable systems.
The foundation layer consists of a 0.5 -foot thick compacted lift of soil which will
provide a structural basis for construction of the low hydraulic conductivity layer. No
specific compaction/density specification is set forth; however, the CQAE shall approve
the compaction methods and effort applied to this layer.
3.2.10 Deficiencies and Resolution
If a deficiency is discovered in the construction work, the CQAE along with the Soils
Testing Laboratory, will determine the extent and nature of the defect by additional
testing, observation, review of data, or other appropriate means and will then inform
the Owner/Operator. The Owner/Operator and the CQAE will direct the Contractor to
perform the necessary corrective tasks. The Soils Testing Laboratory will retest the
previously defective area as appropriate to document the success of corrective action.
9504-02 ERD COAOCP
October 11, 1995
page 23
3.2.11 Documentation Report
Upon completion of the low hydraulic conductivity soil component of the landfill
construction, the QA/QC documentation will be gathered, organized, summarized, and
presented as a landfill procedure/system block report to be included in an overall
documentation report as discussed in Section 1.5.4. This block report will contain a
summary of the following items:
1. Field moisture and density measurements.
2. Laboratory soil tests.
3. Field survey measurements.
4. Daily reports.
5. Short summary narrative which describes the construction process of each
component.
3.3 GRANULAR SOILS
3.3.1 Pre -Construction
Granular soil placement will be performed in accordance with the construction plans and
specifications. The granular soils will be of sufficient consistency to provide compliance
with the design specifications. These materials will be imported from outside the waste
boundary. Samples of the granular soils will be collected from the supplier for
laboratory testing to make certain that the material meets specifications stated in
Section 3.3.2.
3.3.2 Materials of Construction
Granular soils will be used in construction of the leachate drainage layer, the leachate
collection sumps, backfill of anchor trenches, and as bedding for rip rap. There are no
specific gradation specifications for the anchor trench backfill, however, the CQAE
9504-02 ERA COAOCP
October 11, 1995
page 24
and/or Design Engineer shall approve the materials used. For the purpose of this plan,
rip rap materials are incorporated in this granular soils section.
3.3.2.1 Leachate Drainage Layer Materials
The leachate drainage layer shall consist of a sand and/or gravel with an in -place
hydraulic conductivity of 1x10-2 cm/sec or greater and a maximum particle size of two
inches. The leachate drainage layer materials will be made up of inert stable materials.
The material and its particle size distribution shall be approved by the CQAE.
3.3.2.2 Leachate Sump Aggregate Materials
The granular material placed in the leachate sumps shall be 1.5 -inch aggregate
conforming to the ASTM C-33 size #4 specification. This material shall be made up of
inert and stable materials such as silica and quartz.
3.3.2.3 Rip Rap Bedding Materials
The granular bedding material placed below the rip rap shall meet the gradation
requirements specified in Table 3.
Table 3 - Rio Rap Bedding Materials
Sieve Size
Percent Passing By Weight
3 inch
90 - 100
3/4 inch
20 - 90
# 4
0-20
#200
0 - 3
3.3.2.4 Rip Rap Materials
The rip rap material placed shall meet the requirements for size designation, gradation
and intermediate rock dimension specified in Table 4.
9504-02 ERD COAOCP
October 11, 1995
page 25
Table 4 - Rio Rao Materials
Rip Rap Designation
Percent Smaller Than
Intermediate
Size by Weight
Intermediate Size
(inches)
Type L (9")
70 - 100
1 5
50-70
12
30- 50
9
2 - 10
3
Type M (12")
70 - 100
21
50 - 70
1 8
30- 50
1 2
2 - 10
4
Type H (18")
100
30
50 - 70
2 4
30- 50
1 8
2 - 10
6
3.3.3 Testing Requirements
The Soils Testing Laboratory and/or CQAE will be responsible for making sufficient
observations of the granular materials during their placement to insure that materials
specifications are met. All field and laboratory test results plus survey results,
including locations of field tests and laboratory sample points (by grid station and
elevations), will be recorded. The methods and test frequencies for laboratory analyses
are presented in Table 5.
Table 5 - Minimum Testing Requirements For Granular Materials
Test
I Method
I Material
I Frequency
Grain Size
ASTM D422
Leachate Drain Layer
Sump Aggregate
Rip Rap Bedding
Rip Rap
1 per 3 acres & 1/source
1 per sump & 1 per source
None Required
None Required
Hydraulic
Conductivity
ASTM D2434
Leachate Drain Layer
Sump Aggregate
Rip Rap Bedding
Rip Rap
1 per source
None Required
None Required
None Required
9504-02 ERD COAOCP
October 11, 1995
page 26
3.3.3.1 Leachate Drainage Layer Testing
A minimum of one sample shall be collected for grain size analysis for every .three acres
of leachate drainage material placed and for every different gravel source. A minimum
of one sample shall be collected and analyzed for hydraulic conductivity for every source
of aggregate used. The CQAE may require additional testing depending on routine
observations of the material being delivered to the site or placed over the liner. The
thickness of the leachate drainage layer will be measured as described in Section 3.1.
3.3.3.2 Leachate Sump Aggregate Testing
A minimum of one sample shall be collected for grain size analysis for each sump. In
addition, a minimum of one grain size analysis will be performed on each source of the
sump aggregate. The CQAE may require additional testing depending on routine
observations of the material being delivered to the site or placed over the liner. The
thickness of the leachate drainage layer will be measured as described in Section 3.1.
3.3.3.3 Rip Rap Bedding and Rip Rap Testing
No tests are required for these materials; however the CQAE may require grain size
testing based upon physical observations of the materials.
3.3.4 Acceptance Criteria
The acceptance criteria for the granular soils are the material specifications, based on
particle size, visual observation, and hydraulic conductivity testing. In addition the
granular soils must consist of inert and stable materials. The CQAE will observe the
spreading and grading of the granular material in the leachate sump and the leachate
9504-02 ERD COAOCP
October 11, 1995
page 27
drainage layer and document that it meets the project specifications. This observation
will also be conducted to quickly detect potential and/or actual damage to the underlying
geosynthetics upon which the material is being placed. Where damage is suspected, the
underlying component surface will be exposed and observed to determine its condition.
Actual damage will be fully documented as well as corrective action taken according to
the repair procedures of Section 4.1.6.
3.3.5 Placement Criteria
The following placement criteria will be used by the Contractor while installing the
12 -inch minimum thickness of liner drainage blanket, or the sump gravel.
3.3.5.1 Leachate Drainage Layer Placement
The CQAE will observe the spreading and grading of the granular material in the
leachate drainage layer and document that it meets the project specifications. During
placement of the leachate drainage layer over the liners, at least one foot of granular
soils shall be maintained between the earthmoving equipment and underlying liner.
A minimum final thickness of 1.0 foot of drainage material will be placed over the
liner floor.
3.3.5.2 Leachate Sump Aggregate Placement
The CQAE will observe the spreading and grading of the granular material in the
leachate sump and document that it meets the project specifications. During
placement of gravel in the leachate sump, a minimum of 1.5 feet of granular
material shall be maintained between the earth moving equipment and the underlying
liner components.
9504-02 ERD COAOCP
October 11, 1995
page 28
3.3.6 Deficiencies and Resolutions
If a deficiency in earthwork is discovered during construction, the Soils Testing
Laboratory will immediately determine the extent and nature of the defect by additional
testing, observation, review of data, or other appropriate means and will then notify the
Contractor and the CQAE of the defect. The Contractor will perform the necessary
corrective tasks. The Soils Testing Laboratory will then retest or observe the area again
to document that the defect has been satisfactorily corrected. Additional work shall not
be performed in the area of deficiency until the deficiency is corrected.
3.3.7 Documentation Report
The CQAE will document final elevations and/or thicknesses of the leachate drainage
layer according to the requirements set forth in Section 3.1.
Upon completion of the placement and testing of the granular soils, the documentation
information will be gathered, organized, summarized, and presented as a landfill
procedure/system block report to be included in the Final Construction Documentation
Report described in Section 1.5.4. This block report will include:
1. Material testing results.
2. Field survey measurements.
3. Short narrative summary which describes the construction process of
this component.
9504-02 ERD COAOCP
October 11, 1995
page 29
4.0 GEOSYNTHETICS
This section of the CQAQCP applies to geosynthetics used in the construction of the disposal
cell liner, the leachate collection system, and the leachate evaporation pond.
1. 60 -mil textured high density polyethylene (HDPE) geomembrane liner for
added containment protection in the leachate sump.
2. 16-oz/yd2 non -woven geotextile fabric for protection of the geosynthetic
liner in the sump area.
3. 80 -mil textured high density polyethylene (HDPE) geomembrane liner for
the leachate evaporation pond and the fresh water reservoir.
4.1 GEOMEMBRANES
Geomembranes shall be installed over the low hydraulic conductivity soil liner in the
leachate sumps and the sideslopes adjacent to the sumps, and in the leachate evaporation
pond in accordance with the design documents and this CQAQCP.
4.1.1 HDPE Manufacturing
The width of the HDPE geomembrane panels shall be optimized to allow for the least
number of seams.
Prior to delivery of any geomembrane rolls to the site, the Manufacturer will provide
the CQAE with the following information:
1. The resin supplier, supplier location, and brand name.
2. Any test results conducted by the geomembrane and/or resin
manufacturer to document the quality of the resin used in the membrane
fabrication.
3. The quality control plan that the membrane manufacturer will be using
for the membrane being supplied.
9504-02 ERD COAOCP
October 11. 1995
page 30
Every roll of HDPE geomembrane delivered to the site must be manufactured and
inspected by the Manufacturer according to the following requirements:
1. The PE resin shall contain no more than two percent recycled polymer by
weight. Recycled polymer shall be limited to material generated within
the geomembrane manufacturer's plant and from the same grade and type
defined in this plan.
2. The geomembrane must contain no more than one percent by weight
additives, fillers, or extenders, excluding carbon black.
3. The geomembrane must have no striations, roughness, pinholes, or
bubbles on the surface.
4. The geomembrane must be free of holes, blisters, undispersed raw
materials, or any other sign of contamination by foreign matter.
The geomembrane manufacturer will perform the tests listed in Table 6 on every
50,000 pounds of resin received, or fraction thereof, and will report the results to the
CQAE.
Table 6 - Laboratory Testing On HOPE Resin
Test
Method
Specific Gravity
ASTM D1505, Method A
Melt Flow index
ASTM D1238, Condition E
Moisture content
any CQAE approved method
Carbon black content
ASTM D1603
Carbon black dispersion
ASTM D-3015 as modified
The Geomembrane Manufacturer will provide certification based on tests performed by
the Manufacturer's laboratory, or other outside laboratory contracted by the
Manufacturer, that the membrane supplied under this plan will meet the specifications
listed in Table 7.
9504-02 ERD COAOCP
October 11, 1995
page 31
Table 7 - Laboratory Testing and On HOPE Geom mbranes
Test
Method
Requirements
Sheet Thickness
ASTM D1593
0.940 - 0.950 q/cm3
Tensile Strength Yield
ASTM D638
min. 112 lb. per in. width
Elongation at Yield
ASTM D638
min. 13 percent
Elongation at Break
ASTM D638
min. 100 percent
Tear Resistance
ASTM D1004, Die C
min. 45 lbs.
Puncture Resistance
FTMS-101B, Method 2065
min. 80 lbs.
Low Temp. Brittleness
ASTM D746, Procedure B
Minus 100 OF
4.1.2 Delivery, Handling, and Storage of Geomembrane Rolls
Transportation of the geomembrane rolls to the job site is the responsibility of the
Geomembrane Manufacturer. All on -site handling is the responsibility of the Installer.
The geomembrane will be protected during shipment from excessive heat or cold,
puncture, cutting, or other damaging or deleterious conditions. Upon arrival, the
Installer shall inspect all materials for defects in the manufacturing process and for
damage during transportation. Materials judged to be severely damaged shall be rejected
and removed from the site. Minor damage and defects shall be repaired by the Installer.
Geomembrane rolls will be stored on site in a manner which prevents excessive
ultraviolet exposure prior to installation.
The CQAE will be responsible throughout the preconstruction, construction, and post
construction periods for observing and documenting that the Installer provides adequate
handling equipment for use in moving geomembrane rolls and that the equipment for the
moving of the geomembrane rolls preserves the integrity of the geomembrane.
The Installer will be responsible for making certain that the manufacturer, type, and
thickness of each roll in a shipment is correct. The CQAE will also maintain a log of
geomembrane roll deliveries throughout the sump construction process. This log shall
include, at a minimum, the following:
9504-02 ERD COAOCP
October 11, 1995
page 32
1. Manufacture date.
2 Date of receipt at the site.
3. Roll and lot batch numbers.
4.1.3 Foundation
The Earthwork Contractor will be responsible for preparing the supporting low
hydraulic conductivity soil liner or excavation according to the plans and the
specifications provided in this plan.
The Geomembrane Installer will certify in writing that the surface on which the
geomembrane will be placed is acceptable. This certification of acceptance will be given
to the CQAE prior to the start of geomembrane installation in each area.
After the underlying surface has been accepted by the Installer, it will be the Installer's
responsibility to report to the CQAE any change in that surface that may require repair
work. The supporting surface will be examined by the Installer and the CQAE to evaluate
the surface conditions immediately prior to placement of the HDPE geomembrane. These
observations shall be documented in writing.
4.1.4 Placement Criteria
A panel layout drawing will be prepared by the Installer, prior to installation of the
geomembranes. This layout will be submitted to the CQAE for review.
Geomembrane placement will not be conducted at ambient temperatures below 40°F
(unless approved by the manufacturer and the CQAE), during precipitation or fog, in
ponded water, or during excessive winds. Where adjacent or transverse panels are
seamed, temperature effects on these panels should be taken into account to reduce the
problem of "fishmouths" which may be encountered in the seaming process.
9504-02 ERD COAOCP
October 11. 1995
page 33
The CQAE will document the following:
1. The equipment used does not damage the geomembrane by handling, heat,
leakage of hydrocarbons, or by any other means.
2. The prepared soil surface for the geomembrane has not deteriorated since
previous acceptance.
3. Personnel working on geomembranes do not smoke, wear damaging
clothing, or engage in activities that would damage the geomembrane.
4. The method of unrolling the geomembrane does not cause scratches or
crimps in the membrane.
5. The method and sequencing used to place the rolls minimizes wrinkles
and seaming problems.
6. Adequate means are used to prevent uplift by wind while preventing
damage to the geomembrane or supporting earthen foundation.
7. Direct contact with the geomembrane will be minimized. The
geomembrane will be protected by geotextiles or extra geomembrane
materials in areas where excessive traffic is anticipated.
4.1.5 Construction Field Seams
This section covers quality assurance/quality control procedures for seaming rolls of
geomembrane into a continuous liner. This plan requires 100 percent non-destructive
testing of all field seams.
The Installer will provide the CQAE with seam layout drawings for each panel showing
each expected seam. The CQAE will review the seam layout drawing and document that it
is consistent with accepted practice and the design specifications. No seaming will be
performed without the CQAE's approval.
In general seams should be oriented parallel to the line of maximum slope, so they are
oriented along, not across, the slope. In corners and at other odd geometric
intersections, the number of seams should be minimized. No horizontal seams will be
allowed on the sideslopes. Horizontal seams in the base of the leachate sumps should be
at least five feet from the toe of the slope.
9504-02 ERD CDAOCP
October 11, 1995
page 34
A seam numbering system will be agreed upon by the Installer and the CQAE which is
compatible with the geomembrane roll numbering system.
Prior to seaming, the seam area shall be clean, free of moisture, dust, dirt, debris of
any kind, and foreign material. If seam overlap grinding is required, it shall be
performed according to the Manufacturer's instruction within one hour of the seaming
operation and in a way that does not damage the geomembrane. Seams shall be aligned
with the fewest possible wrinkles.
4.1.5.1 Seaming Equipment
Approved processes for field seaming are fusion welding and extrusion welding. Fusion
welding application may be impractical where space is limited in some parts of the
leachate sumps. Only apparatus which have been specifically approved by the CQAE shall
be used. Proposed alternate processes shall be documented and submitted for approval to
the CQAE.
4.1.5.1.1 Fusion Process
Fusion welding is the preferred method of seaming HDPE geomembrane. The fusion
welding apparatus shall be equipped with gauges giving the applicable temperatures and
pressures.
Prior to installation of any geomembrane material, the Installer shall submit seaming
quality control records, including ambient temperatures and applicable apparatus
temperatures and pressures to the CQAE.
The CQAE will document that these requirements are met by the Installer for the process
selected.
9504-02 ERD COAOCP
October 11. 1995
page 35
4.1.5.1.2 Extrusion Process
The Installer shall meet the following requirements regarding use, availability, and
cleaning of extrusion welding equipment to be used at the site:
1. The welding apparatus will be equipped with a continuously temperature
monitor in the barrel and at the nozzle.
2. At least one spare operable seaming device will be maintained on site at
all times.
3. Equipment used for seaming shall not damage the geomembrane.
4. The extruder will be cleaned and purged prior to beginning seaming, and
at any time that seaming operations are stopped, until all heat -degraded
extrudate has been removed from the barrel.
5. The electric generator for the equipment will be placed on a smooth base
in such a way that no damage occurs to the geomembrane.
6. A smooth insulating plate or fabric will be placed beneath hot equipment
to protect the geomembrane.
The Installer and if applicable the Manufacturer, will provide documentation to the CQAE
regarding the quality of extrudate used in the welding apparatus. At a minimum, the
extrudate should be compatible with the base of liner material and contain the same
grade and quality of PE resin as used in the base material.
4.1.5.2 Seamer Qualifications
All personnel performing seaming operations will be qualified by experience and by
successfully passing seaming tests for the type of seaming equipment to be used. All
seamers must have seaming experience of a minimum of 1,000,000 ft2 of polyethylene
geomembrane using the same type of equipment to be used on this project. The most
experienced seamer, the "master seamer" (a seamer that has successfully seamed a
minimum of 5,000,000 ft2 of polyethylene geomembrane using the same type of
equipment to be used on this project) will have direct supervisory responsibility at the
site over less experienced seamers. The Installer shall provide documentation of the
qualifications of the seaming crew to the CQAE.
9504-02 ERD COAOCP
October 11. 1995
page 36
4.1.5.3 Weather Conditions During Seaming
The range of weather conditions under which geomembrane seaming can be performed
are as follows:
1. Unless otherwise authorized in writing by the CQAE, no seaming will be
attempted at an air temperature colder than 40°F or warmer than 104°F
as measured 6 -inches above the sheet.
2. Between ambient temperatures of 40°F and 50°F, as measured 6 -inches
above the sheet, seaming will be performed only if the geomembrane is
preheated by either the sun or hot air device, provided there is no
excessive ambient cooling resulting from wind conditions.
3. The geomembrane will be dry and protected from the wind.
4. Seaming will not be performed during any precipitation event.
5. Seaming will not be performed in areas where ponded water has collected
beneath the surface of the geomembrane.
The CQAE will document that these requirements are met by the Installer and will
document the actual weather conditions during the installation.
4.1.5.4 Overlapping and Temporary Bond
The CQAE will document the following:
1. The geomembrane overlap is adequate for the seaming process that is
used.
2. Procedures used to temporarily bond adjacent geomembrane rolls shall
not damage the geomembrane.
4.1.5.5 Trial Seams
Trial seams will be made on fragment pieces of membrane to document that the seaming
conditions are adequate. Such trial seams will be made at the beginning of each seaming
period, and at least once every four hours thereafter, for each seaming apparatus used
that day. Each seamer will make at least one trial seam each day. All trial seams will be
made under the same conditions as actual seaming work.
9504-02 ERD COAOCP
October 11, 1995
page 37
The trial seams will first be examined for squeeze out, footprint, pressure, and general
appearance by the Installer. If a seam fails any of these examinations, a new trial seam
will be performed until satisfactory seams are obtained.
The trial seam samples will be a minimum of 3 -feet long by 1 -foot wide after seaming,
with the seam oriented lengthwise and with the overlap described in Section 4.1.5.4.
Two, 1 -inch wide specimens will be cut from each end of each trial seam sample by the
Installer. The specimens or "coupons" will be tested for "peel" in the field using a
calibrated tensiometer. A passing test is defined as the sheet material tears with no
damage to the weld. A failure is defined as the seam or weld peeling. If a specimen fails,
the entire trial seam shall be repeated. If the additional specimen fails, the seaming
apparatus or seamer shall not be accepted until corrective measures are taken and two
successive trail seams are successfully completed. After completion of these tests, the
remaining portion of the passing trial seam will be logged and retained for reference if
any further information might be required. The results of all test seams shall be
forwarded to the CQAE.
4.1.5.6 General Seaming Procedures
The general seaming procedures are as follows:
1. For fusion welding, each overlap and the sheet below the overlap shall be
hand -wiped clean immediately prior to welding.
2. Large "fishmouths" or wrinkles at the seam overlaps will be cut along
the ridge of the wrinkle in order to achieve a flat overlap. The cut
"fishmouths" or wrinkles shall be seamed, and any portion where the
overlap is inadequate will then be patched with an oval patch of the same
membrane, extending a minimum of six inches beyond the cut in all
directions.
3. If seaming operations are to be conducted at night, adequate lighting shall
be provided.
4. On the side slopes seaming will extend into the anchor trenches.
9504-02 ERD COAOCP
October 11, 1995
page 38
5. At locations where the initial seam cannot be nondestructively tested, the
seam will be cap stripped with the same geomembrane material. The
CQAE will observe the cap stripping to document the uniformity and
completeness of the work.
4.1.5.7 Nondestructive Testing
Each field seam will be nondestructively tested over the full length of the seam to the
extent practical. Any seams which cannot be effectively tested will be reported to the
CQAE. The purpose of the nondestructive testing is to determine the continuity of the
seams. The recommended test for conducting nondestructive seam testing is by vacuum
box or the ultrasonic shadow method. Other test methods may be used based on approval
by the CQAE.
The CQAE will perform the following tasks related to seam testing:
1. Observe nondestructive seam testing and examine all seams for squeeze -
out, footprint, pressure, and general appearance. Failure of these cri-
teria will be considered as failure of the seam, and repair or
reconstruction will be required.
2. Document the location, date, test unit number, name of tester, and
outcome of all testing.
3. Inform the Installer of any required repairs.
4.1.6 Defects and Repairs
This section applies to all defects including damage during placement and repairs from
examinations, tests, or visual observations performed on the geomembrane material and
on seams used in joining rolls in the field.
The CQAE will examine each roll for damage after placement but prior to seaming and
will determine which rolls or portions of rolls should be rejected, repaired or accepted.
Damaged rolls or portions of rolls which have been rejected will be marked, and their
removal from the site will be recorded by the CQAE.
9504-02 ERD COAOCP
October 11, 1995
page 39
All seam and non seam areas of the geomembrane will be examined and documented by the
CQAE for identification of defects, holes, blisters, undispersed raw materials, large
wrinkles, and any signs of contamination by foreign matter. The surface of the
geomembrane will be clean at the time of examination.
Each location which fails examination will be marked by the CQAE and repaired by the
Installer. Work will not proceed in any area where defects are identified until suitable
repairs are made.
Several procedures exist for the repair of flawed areas. The final decision as to the
appropriate repair procedure will be agreed upon between the Installer and the CQAE
prior to commencement of the repair. The following procedures are available:
1. Patching- used to repair large holes, tears, undispersed raw materials,
and contamination by foreign matter.
2. Soot Seaming- used to repair small tears, pinholes, or other minor
localized flaws.
3. Camping- used to repair large lengths of failed seams.
4. Removing the Bad Seam and Replacing with a Strip of New Material
Seamed in Place- used for repairing large lengths of fusion seams.
5. Other- as agreed upon by the Installer and the CQAE.
At a minimum the following provisions will be provided for repairs:
1. Patches or caps will extend at least six inches beyond the edge of the
defect, and all corners of patches will be rounded with a radius of three
inches minimum.
2. The geomembrane below large caps shall be appropriately cut to avoid
water or gas collection between the two sheets.
Each repair will be examined, numbered, and logged by the CQAE.
9504-02 ERD COAOCP
October 11, 1995
page 40
4.1.7 Placement of Leachate Collection and Drainage Materials
Placement of all leachate collection and drainage materials on top of the HDPE
geomembranes will be conducted by the Contractor in such a manner as to confirm the
following:
1. No damage of the geosynthetics or underlying earthen foundation occurs.
2. Slippage of the geosynthetics on the underlying earthen foundation is
minimal.
3. No excess tensile stresses are imposed on the geomembranes.
4.1.8 Anchor Trench System Construction and Backfilling
A "nested" anchor trench will be used for anchoring the geomembrane and geotextile
around the perimeter of the leachate sump and on the top of the adjacent slopes. The
anchor trench will be excavated to the specifications shown on the design plans unless
otherwise specified by the CQAE.
The anchor trench on the waste boundary sides (top of slope) shall be backfilled with a
suitable granular material such as sand and gravel. This material shall be approved by
the Owner/Operator, the Installer, and the CQAE. Care shall be taken to prevent damage
to the geomembrane and geotextile during backfill of the anchor trench.
The internal anchor trench shall be backfilled with clay backfill. The soil shall be
placed in 6 -inch lifts, moisture conditioned and compacted as directed by the CQAE.
4.2 GEOTEXTILES
Geotextiles covered under this section will be used in the following applications:
1. 16-oz/yd2 nonwoven geotextile for protective layer over the 60 mil
HDPE geomembrane in the leachate sumps and adjacent slopes.
9504-02 ERD COAOCP
October 11. 1995
page 41
4.2.1 Manufacturing
The geotextiles shall be manufactured from polypropylene resin. The geotextiles will be
supplied to the site in factory rolls. The minimum requirements for the geotextiles are
presented in Table 8.
Table 8 - Minimum Properties for 16 -oz Nonwoven Geotextiles
Property
I Units
I Specification
Test Method
Thickness (min.)
mils
1 80
ASTM D1777 with a 2kg
loading
Mass/Unit Area (nominal)
oz/yd2
1 6
ASTM D3776
Grab Strength (min.)
lbs
270
ASTM D4632
UV Resistance
% strength
> 80
ASTM D4355
Quality control testing will be performed by the Geotextile Manufacturer to demonstrate
compliance with the stated test methods. Prior to delivery of any geotextile rolls to the
site, the Geotextile Manufacturer will provide the CQAE with the following information:
1. The resin supplier, supplier location, and brand name.
2. Any test results conducted by the geotextile and/or resin manufacturer to
document the quality of the resin used in geotextile fabrication.
3. The quality control plan that the Geotextile Manufacturer will be using
for the geotextile being supplied.
Every roll delivered to the site must be manufactured and inspected by the Geotextile
Manufacturer according to the following requirements:
1. First quality resins must be used containing no more than two percent
recycled material by weight as determined by thermo gravimetric
analysis. Recycled polymer will be limited to material generated within
the Geotextile Manufacturer's plant and from the same grade and type
resin defined in this plan.
2. The geotextile must contain no needles used in punching.
3. The geotextile must be free of holes and any other sign of contamination
by foreign matter.
9504-02 ERD COAOCP
October 11, 1995
page 42
The Geotextile Manufacturer will provide certification, based on tests performed by the
Manufacturer's laboratory or other outside laboratory contracted by the Manufacturer,
that the geotextile supplied under this plan will meet the stated specifications.
4.2.2 Delivery, Handling, and Storage of Geotextile Rolls
Transportation of the geotextile rolls to the job site is the responsibility of the
Geotextile Manufacturer. All on -site handling is the responsibility of the Installer. The
geotextile will be protected during shipment from excessive heat or cold, puncture,
cutting, or other damaging or deleterious conditions. Upon receipt of material shipments
at the site, the Installer shall inspect all materials for defects in the manufacturing
process and for damage during transportation. Materials judged to be severely damaged
shall be rejected and removed from the site. Minor damage and defects shall be repaired
by the Installer. The geotextile rolls will be stored on site in a manner which prevents
excessive ultraviolet exposure prior to installation.
The CQAE will be responsible throughout the pre -construction and construction periods
for observing and documenting that the Installer uses adequate handling equipment for
moving the geotextile rolls.
The CQAE will be responsible for making certain that the manufacturer, type, and
thickness of each roll in a shipment is correct. The CQAE will also maintain a -log of the
geotextile roll delivered throughout the construction process. This log shall include, at a
minimum the following:
1. Manufacture date.
2 Date of receipt at the site.
3. Roll and lot batch numbers.
9504-02 ERD COAOCP
October 11, 1995
page 43
5.3.3 Placement Criteria
The Installer will handle all geotextiles in such a manner to insure that they are not
damaged in any way. The CQAE will observe and document that all of the following steps
are performed by the Installer.
1. On sideslopes, the geotextile shall be rolled down the slope in such a
manner as to continually keep the geotextile in tension followed by
securely anchoring the geotextile as shown on the design details.
2. In the presence of wind, all geotextiles will be secured by suitable
methods which are protective of the geotextile and the underlying
geomembrane.
3. Geotextiles will be cut using only approved geotextile cutters. If the
geotextile is already in place at the time of cutting, special care shall be
taken to prevent damage to the underlying geomembrane.
4. The Installer will take necessary precautions to prevent damage to the
soil/geomembrane liners during placement of the geotextile.
5. During placement of the geotextile over the geomembrane, care will be
taken not to entrap foreign matter or excessive moisture between the
geotextile and geomembrane.
6. A visual inspection of the geotextile will be carried out over the entire
surface after installation by the Installer, to insure that no potentially
harmful foreign objects such as needles are present. In addition the CQAE
may undertake a sweep of the entire surface after installation using a
metal detector. All such foreign objects or material shall be removed.
4.2.4 Seams and Overlaps
The following requirements will be used with regard to seaming and overlapping of
geotextile rolls:
1. Geotextile seams will be continuously sewn and will be overlapped a
minimum of three inches prior to seaming. Spot sewing will not be
allowed.
2. No horizontal seams will be allowed on the landfill sideslopes except as
part of a patch.
3. The Installer will pay particular attention to seams to insure that no
earthen materials could be inadvertently trapped beneath the geotextile.
9504-02 ERD COAOCP
October 11. 1995
page 44
4. Any sewing will be performed using polypropylene thread manufactured
of the same base material as the geotextile. The thread shall be resistant
to degradation by ultraviolet light.
The CQAE will observe and document that all of the seaming and overlapping protocol is
followed by the Installer. The CQAE will perform a final geotextile examination after
installation of each geotextile layer has been completed to detect the presence of holes or
tears and to examine seams for tension due to excessive stretching of the fabric during
installation. Repairs will be made for areas not conforming to acceptable practices.
4.2.5 Defects and Repairs
This section applies to all defects including damage during placement and repairs
undertaken based on defects detected during examinations, tests, or visual observations
performed on the geotextile material and on seams used in joining rolls in the field.
The CQAE will examine each roll for damage after placement, but prior to seaming, and
will determine which rolls or portions of rolls should be rejected, repaired, or accepted.
Damaged rolls or portions of rolls which have been rejected will be marked, and their
removal from the site will be recorded by the CQAE.
All seam and non -seam areas of the geotextiles will be examined and documented by the
CQAE for identification of defects, holes, undispersed raw materials, large wrinkles, and
any signs of contamination by foreign matter. The surface of the geotextiles will be clean
at the time of examination.
Each location which fails examination will be marked by the CQAE and repaired by the
Installer. Work will not proceed in an area where defects are identified until suitable
repairs are made. Each repair will be examined, numbered, and logged by the CQAE.
Any holes or tears in the geotextile will be reported to the CQAE and repaired as follows:
1. A patch made from the same geotextile will be seamed or listered in
place, with a 24 -inch minimum overlap in all directions.
2. Care will be taken to remove any soil or other material which may have
penetrated a torn geotextile.
9504-02 ERD COAOCP
October 11. 1995
page 45
4.2.6 Placement of Soil Materials
Placement of all soil materials on top of the geotextile will be performed by the
Contractor in such a manner as to confirm the following:
1. Damage of the underlying geotextile or geomembrane does not occur.
2. Slippage of the geotextile on the underlying geomembrane is minimal.
3. No excess tensile stresses are imposed on the geotextile or geomembrane.
If there will be an extended time delay between placement of the geotextiles and the start
of the installation of the overlying material, the Owner/Operator shall make provisions,
approved in advance, to protect the geotextile against excessive exposure to ultraviolet
radiation from the sun.
END of CQAQCP
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