HomeMy WebLinkAbout7602_Eveready_ERM Proposed Permit Modification_DIN-27842_20111007
ERM NC, Inc.
8000 Corporate Center Dr.
Suite 200
Charlotte, NC 28226
(704) 541-8345
(704) 541-8416 (fax)
October 7, 2011
NCDENR – Division of Waste Management
610 East Center Avenue
Suite 301
Mooresville, NC 28115
Attention: Mr. John Murray
Reference: Energizer Battery Manufacturing
Proposed Permit Modification – Permit No. 76-02
Permit to Construct Phase 3A – Issued April 22, 2009
Energizer Scrap Battery Landfill - Asheboro, North Carolina
Mr. Murray:
On behalf of Energizer Battery Manufacturing, Inc. (Energizer), ERM NC, Inc. (ERM) is
submitting this letter and attached submittal for NCDENR – Division of Waste
Management approval. This submittal is for a modification to the permit for changes to
property boundary and addition of alternate liner section including a geosynthetic clay
liner (GCL).
On April 22, 2009, the Division of Solid Waste Management issued a Permit to Construct
for the Expansion and Upgrade of the Energizer Scrap Battery Landfill - Phase 3A. During
initial construction of the permitted Phase 3A expansion, buried municipal solid waste
was discovered in the area of the proposed sediment trap east of the 3A expansion. The
waste appears to have resulted from County Landfill operations in the 1980’s. Randolph
County has agreed to take possession of the impacted lands, and also transfer a separate
small portion of land to Energizer located north of the currently permitted boundary. The
property transfers resulted in a decrease in size of both the Energizer property, and the
landfill boundary. However, the change to the property boundary will not affect the
currently permitted limits or design of Phases 3A through 3C. This request for permit
modification is being submitted to reflect changes to the facility property boundaries,
buffers and landfill limits for future phases.
In addition to the changes involving property boundaries and landfill limits, this request
for modification includes an alternate liner section utilizing a geosynthetic clay liner
(GCL) in place of the currently permitted 18-inch low-permeability compacted soil liner.
This change is requested in the event that compacted soil liner materials are not readily
available at the time of construction.
Mr. John Murray
October 7, 2011
Page 2
Included within this submittal is the following:
A copy of the recorded deed following transfer of properties with Randolph
County.
A copy of the recorded survey plat following transfer of properties with Randolph
County.
A subset of the original Phase 3A Permit to Construct Application Drawings, which
includes all Phase 3A drawings, and any other revised drawings
A subset of the original Phase 3A Permit to Construct Application Technical
Specifications, which includes revised Sections for inclusion of GCL.
A subset of the original Construction Quality Assurance Plan (CQA Plan),
including revisions for inclusion of GCL.
If you should have any questions or require additional information, please contact me at
(704) 541-8345 or dave.wasiela@erm.com.
Sincerely,
ERM NC, Inc.
NC License # C-2206
David W. Wasiela, P.E.
NC Registration No. 20770
Senior Project Engineer
cc: Mr. Ed Mussler – NCDENR – Division of Waste Management
Mr. Scott Boyle – Energizer Battery Company
Energizer Battery Company
Request for Permit Modification
Energizer Scrap Battery Landfill
Permit No. 76-02
Asheboro, North Carolina
October 2011
Request for Permit Modification
Energizer Scrap Battery Landfill
Permit No. 76-02
Property Deed and Survey Plat
The recorded deed and survey plats that follow reflect revisions to the
property boundary due to the transfer of properties with Randolph
County.
Request for Permit Modification
Energizer Scrap Battery Landfill
Permit No. 76-02
Drawings
Revised drawings are included with this submittal under separate
cover. The drawings illustrate revisions due to change in property
boundary and inclusion of geosynthetic clay liner (GCL) as an
alternative liner section. Only the drawings requiring revision are
included in this submittal. The remainder of the previously permitted
plan sheets remain unchanged.
ENERGIZER SCRAP BATTERY LANDFILL REVISION DATENO.APPR.REVISION
DESIGN ENGINEER
DRAWN BY
DWW
CJM
ENERGIZER BATTERY COMPANY
COVER SHEET
DATE
AutoCAD 2002PROJECT MANAGER
PROJECT ENGINEER
DWW
DWW
RANDOLPH COUNTY, NORTH CAROLINA
0124816
PROJECT NO.
SCALE
1
OCTOBER 2011
Cover Sheet.DWG
SHEET 1
DRAWING NO.
26OF
REV. NO.
TITLEDRAWING NO.
CONTRACTOR SHALL CONTROL AND MONITOR ALL CONSTRUCTION
ACTIVITIES ON THE SITE TO ASSURE THAT NO ENVIRONMENTAL
RELEASES TO OFFSITE AIR AND WATER RESOURCES OCCURS; ANY
RELEASES SHALL IMMEDIATELY BE REPORTED TO THE OWNER,
ENGINEER AND APPROPRIATE REGULATORY AGENCIES.
CONTRACTOR SHALL INSTALL TEMPORARY, AS REQUIRED, AND
THREE PERMANENT BENCHMARKS PRIOR TO CONSTRUCTION. THE
LOCATION OF ALL BENCHMARKS SHALL BE FIELD DETERMINED BY
THE ENGINEER. ALL BENCHMARKS SHALL BE PROTECTED AND/OR
RELOCATED IF A BENCHMARK MUST BE DISTURBED DURING
CONSTRUCTION. BENCHMARKS SHALL BE REFERENCED TO THE
NATIONAL GEODETIC VERTICAL DATUM (NGVD).
CONTRACTOR SHALL MANAGE STORMWATER THROUGHOUT
CONSTRUCTION ACTIVITIES AND PREVENT THE MIGRATION OF
SEDIMENTS FROM THE SITE.
CONTRACTOR SHALL NOTIFY NORTH CAROLINA "DIG SAFE"
(1-800-632-4949) AT LEAST 3 DAYS PRIOR TO SUBSURFACE
DISTURBANCE. CONTRACTOR SHALL BE RESPONSIBLE FOR
VERIFYING THE LOCATION OF ALL SITE UTILITIES PRIOR TO THE
INITIATION OF ANY EXPLORATORY OR CONSTRUCTION ACTIVITIES.
EXISTING CONTOURS REPRESENT THE TOPOGRAPHY OF THE SITE IN
AUGUST 2005; TOPOGRAPHY PROVIDED BY JERRY KING SURVEYING,
INC. OF ASHEBORO, NORTH CAROLINA.
CONTOUR LINES ARE INDICATED AT 2-FOOT INTERVALS WITH
ELEVATIONS MEASURED ABOVE MEAN SEAL LEVEL (MSL) DATUM,
UNLESS OTHERWISE INDICATED.
SCALES AS ARE INDICATED ON EACH DRAWING.
THESE DRAWINGS ARE INTENDED FOR APPLICATION PURPOSES
ONLY, AND ARE NOT RELEASED FOR CONSTRUCTION.
THE GENERAL NOTES AND LEGEND PROVIDED ON THIS SHEET APPLY
TO ALL DRAWINGS, UNLESS OTHERWISE INDICATED.
LIST OF DRAWINGS
GENERAL NOTES
ENERGIZER SCRAP BATTERY LANDFILL
APPLICATION FOR PERMIT TO CONSTRUCT
PHASE 3A - PERMIT No. 76-02
REQUEST FOR MODIFICATION
9.
8.
7.
6.
5.
3.
4.
2.
1.
ASHEBORO
APPLICATION FOR LANDFILL UPGRADE AND EXPANSION
AS SHOWNERM NC, Inc.
1. COVER SHEET
2. EXISTING SITE CONDITIONS
3. EROSION & SEDIMENTATION CONTROL
4. EROSION & SEDIMENTATION CONTROL DETAILS
5. CELLS NO.1 & 2 CLOSURE PLAN
6. MANHOLE 1 / MANHOLE 2 CONNECTION (STS PLAN APPROVED 1996)
7. PHASE 3A GRADING PLAN
8. PHASE 3A GRADING PLAN
9. PHASE 3A TOP OF LINER GRADING PLAN
10. PHASE 3A LEACHATE COLLECTION PLAN
11. PHASE 3A TOP OF COVER GRADING PLAN
12. PHASE 3A INTERMEDIATE FILL PLAN
13. PHASE 3B GRADING PLAN
14. PHASE 3B TOP OF LINER GRADING PLAN
15. PHASE 3B LEACHATE COLLECTION PLAN
16. PHASE 3B TOP OF COVER GRADING PLAN
17. PHASE 3B INTERMEDIATE FILL PLAN
18. PHASE 3C GRADING PLAN
19. PHASE 3C TOP OF LINER GRADING PLAN
20. PHASE 3C LEACHATE COLLECTION PLAN
21. PHASE 3C TOP OF COVER GRADING PLAN
22. PHASE 3C INTERMEDIATE FILL PLAN
23. FINAL CLOSURE PLAN
24. LANDFILL DETAILS
25. LANDFILL DETAILS
26. SUMP & MANHOLE DETAILS
LEGEND
*
*
*
*
*
*
*
*
*
*
*
*
*
*
*SHEET INCLUDED IN THIS REQUEST FOR MODIFICATION, OCTOBER 2011
30' PROGRESS
ENERGY R.O.W.
ACTIVE CELL NO. 2
LANDFILLING (2009)
EXISTING LANDFILL
ENTRANCE
WOODED
AREA
WOODED
AREA
WOODED
AREA
WOODED
AREA
WOODED
AREA
WOODED
AREA
WOODED AREAWOODED AREA
X
X
X
X
X
X
X
X
X
X
X
X
X
X
X
X
X
X
X
X
X
X
X
X
X
X
X
X
X
X
12" DUCTILE
IRON PIPE
TELEPHONE
PEDESTAL
POWER POLE AND
ANCHOR POINTS
POWER POLE
POWER POLE AND
TELEPHONE
PEDESTAL
ANCHOR LINE POLE
AND ANCHOR POINT
ANCHOR LINE POLE
AND ANCHOR POINT
POWER POLE AND
ANCHOR POINTS
POWER POLE AND
ANCHOR POINTS
EXISTING LANDFILL
ENTRANCE
30' PROGRESS
ENERGY R.O.W.
TOP OF CASING
EL. = 700.3
TOP OF CASING
EL. = 713.4
TOP OF CASING
EL. = 746.6
50-FT PROPERTY
BUFFER
APPROXIMATE WASTE LIMITS
CELL NO. 2
EXISTING MANHOLE NO. 2
PROPERTY BOUNDARY
APPROXIMATE WASTE LIMITS
CELL NO. 1
EXISTING
MANHOLE NO. 1
SW-2
EXISTING STORM DITCH
EXISTING RIP RAP OUTLET
ENERGIZER SCRAP BATTERY LANDFILL
REVISION DATENO.APPR.REVISION
DESIGN ENGINEER
DRAWN BY
DWW
ENERGIZER BATTERY COMPANY
EXISTING SITE CONDITIONS
DATE
AutoCAD 2007PROJECT MANAGER
PROJECT ENGINEER
DWW
DWW
ASHEBORO, NORTH CAROLINA
0124816
1"=30'
PROJECT NO.
SCALE
2
OCTOBER 2011
Existing Conditions.dwg
SHEET 2
DRAWING NO.
N
26OF
REV. NO.
CJM ERM NC, Inc.
WOODED
AREA
WOODED
AREA
30' PROGRESS
ENERGY R.O.W.
WOODED
AREA
WOODED
AREA
WOODED
AREA
WOODED
AREA
WOODED AREAWOODED AREA
X
X
X
X
X
X
X
X
X
X
X
X
X
X
X
X
X
X
X
X
X
X
X
X
X
X
X
X
X
X
12" DUCTILE
IRON PIPE
TELEPHONE
PEDESTAL
POWER POLE AND
ANCHOR POINTS
POWER POLE
POWER POLE AND
TELEPHONE
PEDESTAL
ANCHOR LINE POLE
AND ANCHOR POINT
ANCHOR LINE POLE
AND ANCHOR POINT
POWER POLE AND
ANCHOR POINTS
POWER POLE AND
ANCHOR POINTS
30' PROGRESS
ENERGY R.O.W.
TOP OF CASING
EL. = 700.3
TOP OF CASING
EL. = 713.4
TOP OF CASING
EL. = 746.6
SW-2
7
3
0
7
2
0
74
0
50-FT PROPERTY
BUFFER
EROSION CONTROL BLANKET
EROSION CONTROL BLANKET
EROSION CONTROL BLANKET
DOUBLE ROW OF SILT FENCE
SPACED 3' APART
DOUBLE ROW OF SILT FENCE
SPACED 3-FT APART
EXISTING STORM DITCH
EXISTING RIP RAP OUTLET
BAFFLE (TYP.)
INSTALLED AT 20-FT
INCREMENTS FROM WEIR
LIMITS OF
PHASE 3A
LANDFILL
WEIR SECTION
TO EXISTING OUTLET
DRAINAGE AREA
FOR ST-1
2.58 ACRES
LIMITS OF DISTURBANCE
CO-LOCATED WITH SILT FENCE
TOTAL AREA IS 3.64 ACRES
WEIR SECTION
TO EXISTING OUTLET
PROPERTY BOUNDARY
AND 50' BUFFER
ENERGIZER SCRAP BATTERY LANDFILL
REVISION DATENO.APPR.REVISION
DESIGN ENGINEER
DRAWN BY
DWW
ENERGIZER BATTERY COMPANY
EROSION & SEDIMENTATION CONTROL
DATE
AutoCAD 2007PROJECT MANAGER
PROJECT ENGINEER
DWW
DWW
ASHEBORO, NORTH CAROLINA CONST-
RUCTION
0124816
1"=30'
PROJECT NO.
SCALE
NOT
FOR
3
OCTOBER 2011
ESC - Erosion and Sedimentation Control.dwg
SHEET 3
DRAWING NO.
N
26OF
REV. NO.
CJM ERM NC, Inc.
ENERGIZER SCRAP BATTERY LANDFILL
REVISION DATENO.APPR.REVISION
DESIGN ENGINEER
DRAWN BY
DWW
ENERGIZER BATTERY COMPANY
EROSION & SEDIMENTATION CONTROL
DATE
AutoCAD 2007PROJECT MANAGER
PROJECT ENGINEER
DWW
DWW
ASHEBORO, NORTH CAROLINA CONST-
RUCTION
0124618
NTS
PROJECT NO.
SCALE
NOT
FOR
4
OCTOBER 2011
ESC - Detail Sheet.dwg
SHEET 4
DRAWING NO.
26OF
REV. NO.
DWW
DETAILS
ERM NC, Inc.
WOODED
AREA
WOODED
AREA
30' PROGRESS
ENERGY R.O.W.
EXISTING LANDFILL
ENTRANCE
WOODED
AREA
WOODED
AREA
WOODED
AREA
WOODED
AREA
WOODED AREAWOODED AREA
X
X
X
X
X
X
X
X
X
X
X
X
X
X
X
X
X
X
X
X
X
X
X
X
X
X
X
X
X
X
12" DUCTILE
IRON PIPE
TELEPHONE
PEDESTAL
POWER POLE
POWER POLE AND
TELEPHONE
PEDESTAL
POWER POLE
EXISTING LANDFILL
ENTRANCE
30' PROGRESS
ENERGY R.O.W.
TOP OF CASING
EL. = 700.3
TOP OF CASING
EL. = 713.4
TOP OF CASING
EL. = 746.6
EXISTING MANHOLE NO. 2
EXISTING
MANHOLE NO. 1
ABANDONED
FOR CONSTRUCTION
MW-3
ABANDONED
FOR
CONSTRUCTION
MW-2
EXISTING
MW-1
SW-1
SW-2
7
3
0
7
2
0
74
0
710
71
0
712
72
0
73
0
74
075
0
70
8
70
0
75
0
75
0
74
8
74
8
74
0
73
0
72
0
74
6
LIMITS OF PROPOSED
PHASE 3A LINER
LIMITS OF PROPOSED
PHASE 3A LINER
ACCESS RAMPACCESS RAMP
744
746
75
2
EXISTING STORM DITCH
EXISTING RIP RAP OUTLET
WEIR SECTION
TO EXISTING OUTLET
PROPERTY BOUNDARY
50' PROPERTY BUFFER
PROPERTY BOUNDARY
50' PROPERTY BUFFER
3A
74
2
ENERGIZER SCRAP BATTERY LANDFILL
REVISION DATENO.APPR.REVISION
DESIGN ENGINEER
DRAWN BY
DWW
ENERGIZER BATTERY COMPANY
PHASE 3A GRADING PLAN
DATE
AutoCAD 2007PROJECT MANAGER
PROJECT ENGINEER
DWW
DWW
ASHEBORO, NORTH CAROLINA
0124816
1"=30'
PROJECT NO.
SCALE
7
OCTOBER 2011
Proposed Phase 3A Grading Plans - ALL.dwg
SHEET 7
DRAWING NO.
N
26OF
REV. NO.
CJM ERM NC, Inc.
30' PROGRESS
ENERGY R.O.W.
EXISTING LANDFILL
ENTRANCE
WOODED AREAWOODED AREA
12" DUCTILE
IRON PIPE
TELEPHONE
PEDESTAL
POWER POLE
POWER POLE AND
TELEPHONE
PEDESTAL
POWER POLE
EXISTING LANDFILL
ENTRANCE
30' PROGRESS
ENERGY R.O.W.
7
3
0
7
2
0
74
0
710
71
0
712
72
0
73
0
74
075
0
70
8
70
0
75
0
75
0
74
8
74
8
74
0
73
0
72
0
74
6
LIMITS OF PROPOSED
PHASE 3A LINER
LIMITS OF PROPOSED
PHASE 3A LINER
ACCESS RAMPACCESS RAMP
744
746
75
2
EXISTING STORM DITCH
EXISTING RIP RAP OUTLET
WEIR SECTION
TO EXISTING OUTLET
PROPERTY BOUNDARY
50' PROPERTY BUFFER
PROPERTY BOUNDARY
50' PROPERTY BUFFER
3A
74
2
ENERGIZER SCRAP BATTERY LANDFILL
REVISION DATENO.APPR.REVISION
DESIGN ENGINEER
DRAWN BY
DWW
ENERGIZER BATTERY COMPANY
PHASE 3A GRADING PLAN
DATE
AutoCAD 2007PROJECT MANAGER
PROJECT ENGINEER
DWW
DWW
ASHEBORO, NORTH CAROLINA
0124816
1"=30'
PROJECT NO.
SCALE
8
OCTOBER 2011
SHEET 8
DRAWING NO.
N
26OF
REV. NO.
CJM ERM NC, Inc.
Proposed Phase 3A Grading Plans - ALL.dwg
30' PROGRESS
ENERGY R.O.W.
EXISTING LANDFILL
ENTRANCE
WOODED AREAWOODED AREA
12" DUCTILE
IRON PIPE
TELEPHONE
PEDESTAL
POWER POLE
POWER POLE AND
TELEPHONE
PEDESTAL
POWER POLE
EXISTING LANDFILL
ENTRANCE
30' PROGRESS
ENERGY R.O.W.
712
70
8
74
6
74
9
.
5
75
3
.
5
75
3
.
5
7
3
0
7
2
0
74
0
710
71
0
72
0
73
0
74
075
0
70
0
75
0
75
0
74
0
73
0
72
0
74
6
74
3
74
8
752
750
LIMITS OF PROPOSED
PHASE 3A LINER
LIMITS OF PROPOSED
PHASE 3A LINER
ACCESS RAMPACCESS RAMP
744
746
75
2
74
8
EXISTING STORM DITCH
EXISTING RIP RAP OUTLET
WEIR SECTION
TO EXISTING OUTLET
PROPERTY BOUNDARY
50' PROPERTY BUFFER
PROPERTY BOUNDARY
50' PROPERTY BUFFER
3A
ENERGIZER SCRAP BATTERY LANDFILL
ENERGIZER BATTERY COMPANY
PHASE 3A TOP OF LINER GRADING PLAN
ASHEBORO, NORTH CAROLINA
9
9
N
26
ERM NC, Inc.
30' PROGRESS
ENERGY R.O.W.
EXISTING LANDFILL
ENTRANCE
WOODED AREAWOODED AREA
12" DUCTILE
IRON PIPE
TELEPHONE
PEDESTAL
POWER POLE
POWER POLE AND
TELEPHONE
PEDESTAL
POWER POLE
EXISTING LANDFILL
ENTRANCE
30' PROGRESS
ENERGY R.O.W.
712
70
8
74
6
74
9
.
5
75
3
.
5
75
3
.
5
7
3
0
7
2
0
74
0
710
71
0
72
0
73
0
74
075
0
70
0
75
0
75
0
74
0
73
0
72
0
74
6
74
3
74
8
752
750
744
746
75
2
74
8
EXISTING STORM DITCH
EXISTING RIP RAP OUTLET
WEIR SECTION
TO EXISTING OUTLET
3A
ENERGIZER SCRAP BATTERY LANDFILL
REVISION DATENO.APPR.REVISION
DESIGN ENGINEER
DRAWN BY
DWW
ENERGIZER BATTERY COMPANY
PHASE 3A LEACHATE COLLECTION PLAN
DATE
AutoCAD 2007PROJECT MANAGER
PROJECT ENGINEER
DWW
DWW
ASHEBORO, NORTH CAROLINA
0124816
1"=30'
PROJECT NO.
SCALE
10
OCTOBER 2011
SHEET 10
DRAWING NO.
N
26OF
REV. NO.
CJM ERM NC, Inc.
Proposed Phase 3A Grading Plans - ALL.dwg
30' PROGRESS
ENERGY R.O.W.
EXISTING LANDFILL
ENTRANCE
WOODED AREAWOODED AREA
12" DUCTILE
IRON PIPE
TELEPHONE
PEDESTAL
POWER POLE
POWER POLE AND
TELEPHONE
PEDESTAL
POWER POLE
EXISTING LANDFILL
ENTRANCE
30' PROGRESS
ENERGY R.O.W.
712
70
8
74
6
7
3
0
7
2
0
74
0
710
71
0
72
0
73
0
74
075
0
70
0
75
0
75
0
74
0
73
0
72
0
751.5
75
0
752
75
5
.
5
75
4
75
0
PROPOSED GRADES REPRESENT
SUBGRADE ELEVATIONS
PROPOSED GRADES REPRESENT
OPERATIONAL COVER OVER
EXTENDED LINER
TEMPORARY SUBDIVIDER
BERM
PROPOSED GRADES REPRESENT
TOP OF OPERATIONAL COVER
744
746
75
2
EXISTING STORM DITCH
EXISTING RIP RAP OUTLET
WEIR SECTION
TO EXISTING OUTLET
3A
74
6
.
5
748
747.5
ENERGIZER SCRAP BATTERY LANDFILL
REVISION DATENO.APPR.REVISION
DESIGN ENGINEER
DRAWN BY
DWW
ENERGIZER BATTERY COMPANY
PHASE 3A TOP OF COVER GRADING PLAN
DATE
AutoCAD 2007PROJECT MANAGER
PROJECT ENGINEER
DWW
DWW
ASHEBORO, NORTH CAROLINA
0124816
1"=30'
PROJECT NO.
SCALE
11
OCTOBER 2011
SHEET 11
DRAWING NO.
N
26OF
REV. NO.
CJM ERM NC, Inc.
Proposed Phase 3A Grading Plans - ALL.dwg
30' PROGRESS
ENERGY R.O.W.
EXISTING LANDFILL
ENTRANCE
WOODED AREAWOODED AREA
12" DUCTILE
IRON PIPE
TELEPHONE
PEDESTAL
POWER POLE
POWER POLE AND
TELEPHONE
PEDESTAL
POWER POLE
EXISTING LANDFILL
ENTRANCE
30' PROGRESS
ENERGY R.O.W.
75
1
.
5
760
758
756
754
712
70
8
74
6
75
1
.
5
7
3
0
7
2
0
74
0
710
71
0
72
0
73
0
74
075
0
70
0
75
0
75
0
74
0
73
0
72
0
751.5
75
0
752
75
5
.
5
760
758
756
754
LIMITS OF PROPOSED
PHASE 3A LINER
LIMITS OF PROPOSED
PHASE 3A LINER
ACCESS RAMPACCESS RAMP
744
746
75
2
EXISTING STORM DITCH
EXISTING RIP RAP OUTLET
WEIR SECTION
TO EXISTING OUTLET
PROPERTY BOUNDARY
50' PROPERTY BUFFER
PROPERTY BOUNDARY
50' PROPERTY BUFFER
3A
ENERGIZER SCRAP BATTERY LANDFILL
REVISION DATENO.APPR.REVISION
DESIGN ENGINEER
DRAWN BY
DWW
ENERGIZER BATTERY COMPANY
PHASE 3A INTERMEDIATE FILL PLAN
DATE
AutoCAD 2007PROJECT MANAGER
PROJECT ENGINEER
DWW
DWW
ASHEBORO, NORTH CAROLINA
0124816
1"=30'
PROJECT NO.
SCALE
12
OCTOBER 2011
SHEET 12
DRAWING NO.
N
26OF
REV. NO.
CJM ERM NC, Inc.
Proposed Phase 3A Grading Plans - ALL.dwg
30' PROGRESS
ENERGY R.O.W.
EXISTING LANDFILL
ENTRANCE
WOODED AREAWOODED AREA
12" DUCTILE
IRON PIPE
TELEPHONE
PEDESTAL
POWER POLE
POWER POLE AND
TELEPHONE
PEDESTAL
POWER POLE
EXISTING LANDFILL
ENTRANCE
30' PROGRESS
ENERGY R.O.W.
ACCESS RAMPACCESS RAMP
PHASE 3B CERTIFICATION
LIMITS
PHASE 3C LINER LIMITSPHASE 3C LINER LIMITS
7
2
0
74
0
710
71
0
71
2
70
8
70
0
7
3
0
740
730
750
720
73
0
74
0
75
0
760
770
746
750
748
75
0 3B
3A
3C 4A-4C
5A-5C
6A-6C
7A-7C
8A-8C
77
0
76
0
75
0
74
0
73
0
72
0
EXISTING MANHOLE NO. 1
ENERGIZER SCRAP BATTERY LANDFILL
REVISION DATENO.APPR.REVISION
DESIGN ENGINEER
DRAWN BY
DWW
ENERGIZER BATTERY COMPANY
FINAL CLOSURE PLAN
DATE
AutoCAD 2007PROJECT MANAGER
PROJECT ENGINEER
DWW
DWW
ASHEBORO, NORTH CAROLINA
0124816
1"=30'
PROJECT NO.
SCALE
23
OCTOBER 2011
Final Closure Plan.dwg
SHEET 23
DRAWING NO.
N
26OF
REV. NO.
CJM ERM NC, Inc.
FUTURE MANHOLE 4
FUTURE MANHOLE 5
FUTURE MANHOLE 6
FUTURE MANHOLE 7
FUTURE COLLECTION/
PUMP OUT
TANK(S)
TYPICAL LINER OVERLAP
CONNECTION
60-MIL TEXTURED HDPE
GEOCOMPOSITE
ENERGIZER SCRAP BATTERY LANDFILL
REVISION DATENO.APPR.REVISION
DESIGN ENGINEER
DRAWN BY
DWW
ENERGIZER BATTERY COMPANY
LANDFILL DETAILS
DATE
AutoCAD 2007PROJECT MANAGER
PROJECT ENGINEER
DWW
DWW
ASHEBORO, NORTH CAROLINA
0124816
NTS
PROJECT NO.
SCALE
24
OCTOBER 2011
Details Sheet 1.dwg
SHEET 24
DRAWING NO.
26OF
REV. NO.
DWW
ANCHOR HDPE 12-IN
DEEP, 12-IN WIDE
BURY LEADING EDGE 12-IN
18-IN DRAINAGE LAYER
ERM NC, Inc.
10
9
5
5
18-IN. DRAINAGE LAYER
14
ENERGIZER SCRAP BATTERY LANDFILL
REVISION DATENO.APPR.REVISION
DESIGN ENGINEER
DRAWN BY
DWW
ENERGIZER BATTERY COMPANY
LANDFILL DETAILS
DATE
AutoCAD 2007PROJECT MANAGER
PROJECT ENGINEER
DWW
DWW
ASHEBORO, NORTH CAROLINA
0124816
NTS
PROJECT NO.
SCALE
25
OCTOBER 2011
Details Sheet 2.dwg
SHEET 25
DRAWING NO.
26OF
REV. NO.
DWW ERM NC, Inc.
TOP OF 18-IN DRAINAGE LAYER
6-IN-DIA. PREFABRICATED STUB SDR 32.5 HDPE PIPE
EXTENDS 12-IN FROM MANHOLE EDGE. BUTT FUSION
OR THERMAL COUPLE WELD TOGETHER
ENERGIZER SCRAP BATTERY LANDFILL
REVISION DATENO.APPR.REVISION
DESIGN ENGINEER
DRAWN BY
DWW
ENERGIZER BATTERY COMPANY
SUMP & MANHOLE DETAILS
DATE
AutoCAD 2007PROJECT MANAGER
PROJECT ENGINEER
DWW
DWW
ASHEBORO, NORTH CAROLINA
0124816
NTS
PROJECT NO.
SCALE
26
OCTOBER 2011
Details Sheet 3.dwg
SHEET 26
DRAWING NO.
26OF
REV. NO.
DWW ERM NC, Inc.
Request for Permit Modification
Energizer Scrap Battery Landfill
Permit No. 76-02
Revised Technical Specifications
The Technical Specifications that follow reflect revisions to currently
permitted technical specifications with the addition of geosynthetic clay
liner (GCL) as an alternate liner section. Only the sections of technical
specifications requiring revision are included in this submittal. The
remainder of the previously permitted technical specifications remains
unchanged.
TECHNICAL SPECIFICATIONS
ENERGIZER SCRAP BATTERY LANDFILL
RANDOLPH COUNTY, NORTH CAROLINA
TABLE OF CONTENTS
DIVISION 0 - BIDDING AND CONTRACT DOCUMENTS
SECTION SUBJECT
00001 Title Page
00003 Table of Contents
DIVISION 1 - GENERAL REQUIREMENTS
SECTION SUBJECT
01010 Scope of Work
01051 Survey Requirements
01410 Testing Laboratory Services
DIVISION 2 - SITE WORK
SECTION SUBJECT
02100 Site Preparation
02200 Excavation, Grading, Backfill, and Compaction
02272 Non-woven Geotextiles
02273 Geosynthetic Drainage Composite
02275 Compacted Soil Liner
02276 Erosion and Sedimentation Control
02623 High Density Polyethylene (HDPE) Pipe
02700 Drainage/Protective Cover Material
02776 Textured Geomembrane Liner
REV OCT. 2011 02777 Geosynthetic Clay Liner
02985 Seeding and Mulching
02777-1
SECTION 02777
GEOSYNTHETIC CLAY LINER
PART 1: GENERAL
1.01 SCOPE OF WORK
A. Work covered in this section shall consist of the manufacture, fabrication (if needed),
supply, and installation of geosynthetic clay liner (GCL). The Geosynthetics Installer
shall provide all labor, materials, transportation, supervision, tools, equipment, and
services necessary to complete and test the GCL installation as described in and on the
Technical Specifications and Construction Drawings.
B. All procedures, operations, and testing methods shall be in strict accordance with these
Technical Specifications and the CQA Plan. The installed system shall conform
exactly to the Technical Specifications and Contract Drawings except where otherwise
authorized in writing by the Engineer or Owner.
1.02 RELATED SECTIONS
A. Section 02200: Excavation, Backfill and Compaction.
B. Section 02273: Geosynthetic Drainage Composite
C. Section 02275: Compacted Soil Liner
D. Section 02776: Textured Geomembrane Liner
1.03 SUBMITTALS
A. The Geosynthetics Installer shall, prior to delivery of materials, submit to the Owner
and CQA Consultant certification from the GCL manufacturer that the delivered GCL
will meet the minimum specifications listed in this Technical Specification and the
CQA Plan. Within 15 calendar days following the Effective Date of the Agreement,
submit the following information:
1. Submittals relating to Manufacturer and GCL liner
a. Corporate Background
b. Manufacturing capabilities:
(1) Information on factory size, equipment, personnel, number of shifts
per day and production capacity per shift.
(2) List of material properties and samples of liner with attached
certified test results.
02777-2
(3) Manufacturer's quality control program and manual including
description of laboratory facilities.
(4) A list of ten completed facilities totaling a minimum of 2,000,000
square feet, for which the manufacturer has manufactured a GCL
liner. The following information shall be provided for each facility.
Name and purpose of facility, its location and date of
installation.
Name of Owner, project manager, design engineer and
installer.
GCL Liner thickness and surface area.
Information on performance of the facility.
c. Copy of quality control certificates in conformance with Paragraphs 2.01
and 2.02.
2. Submittals relating to Geosynthetics Installer
a. Background Information
b. Installation capabilities:
(1) Information on equipment (including Granular Bentonite spreader)
and personnel.
(2) Anticipated average daily production (complete including QC
measures).
c. A list of five completed facilities totaling 2,000,000 square feet for which
the installer has installed GCL. The following information shall be
provided for each facility:
(1) Name and purpose of facility, its location and date of installation.
(2) Name of Owner, design engineer, manufacturer and name and
telephone number of contact at the facility who can discuss the
project.
(3) Thickness of GCL liner and surface area of the installed liner.
(4) A copy of the manufacturer's certification or approval letter.
(5) Resume of the qualifications of the Installation Supervisor and
Quality Control personnel to be assigned to this project.
02777-3
d. Installation schedule.
e. A quality control manual that specifically defines the quality assurance
program during installation. The manual shall include daily procedures,
field testing procedures, lab testing procedures, specific steps that are to be
taken in the event of a failure or defect, personnel requirements, levels of
authority and all other information necessary to ensure a high quality liner
installation.
1.04 REFERENCE STANDARDS
A. American Society for Testing and Materials (ASTM)
1. ASTM D2216 – Standard Test Method for Laboratory Determination of Water
(moisture) Content of Soil, Rock and Soil-Aggregate Mixtures.
2. ASTM D4354 – Standard Practice for Sampling of Geosynthetics for Testing.
3. ASTM D4632 – Standard Test Method for Grab Breaking Load and Elongation
of Geotextiles.
4. ASTM D4833 – Standard Test Method for Index Puncture Resistance of
Geotextiles, Geomembranes and Related Products.
5. ASTM D5084 – Standard Test Method for Measurement of Hydraulic
Conductivity of Saturated Porous Materials Using a Flexible Wall Permeameter.
6. ASTM D5261 – Standard Test Method for Measuring Mass Per Unit Area of
Geotextiles.
7. ASTM D5887 - Standard Test Method for Measurement of Index Flux Through
Saturated Geosynthetic Clay Liner Specimens Using a Flexible Wall
Permeameter.
8. ASTM D5888 - Standard Guide for Storage and Handling of Geosynthetic Clay
Liners.
9. ASTM D5889 - Standard Practice for Quality Control of Geosynthetic Clay
Liners.
10. ASTM D5890 - Standard Test Method for Swell Index of Clay Mineral
Components of Geosynthetic Clay Liners.
11. ASTM D5891 - Standard Test Method for Fluid Loss of Clay Component of
Geosynthetic Clay Liners.
02777-4
12. ASTM D5993 - Standard Test Method for Measuring Mass Per Unit of
Geosynthetic Clay Liners.
13. ASTM D6072 - Standard Guide for Obtaining Samples of Geosynthetic Clay
Liners.
14. ASTM D6102 - Standard Guide for Installation of Geosynthetic Clay Liners.
15. ASTM D6141 - Standard Guide for Screening the Clay Portion of a
Geosynthetic Clay Liner (GCL) for Chemical Compatibility to Liquids.
16. ASTM D6243 - Standard Test Method for Determining the Internal and
Interface Shear Resistance of Geosynthetic Clay Liner by the Direct Shear
Method.
17. ASTM D6495 - Standard Guide for Acceptance Testing Requirements for
Geosynthetic Clay Liners.
18. ASTM D6496 - Standard Test Method for Determining Average Bonding Peel
Strength Between the Top and Bottom Layers of Needle-Punched Geosynthetic
Clay Liners.
B. Where reference is made to one of the above standards, the revision in effect at the time
of bid opening shall apply.
1.05 QUALITY ASSURANCE
A. In addition to manufacturer and installer requirements for qualifications and
certification specified in Paragraph 1.03 the Quality Assurance consists of conformance
testing of the material delivered to the site and field quality control during installation.
B. Conformance testing requirements are specified in Paragraph 2.03. The purpose of
conformance testing is to assure that the supplied material conforms to the
specifications and to the manufacturer's quality control certificates.
C. Field quality control requirements are specified in Paragraph 3.03. The purpose of field
quality control procedures is to assure that the liner has been installed in accordance
with the specifications and manufacturer's recommendations.
D. Geomembrane Quality Control Documentation
1. Pre-installation Conference
a. Prior to commencing work, a pre-installation conference shall be held and
the following project personnel shall be identified by name and recorded in
the project files:
02777-5
Contractor
Contractor's Representative
Engineer's Field Representative
Geosynthetics Installer
Installation Supervisor: Quality Control Personnel
Quality Assurance Laboratory
b. Two duplicate project files shall be maintained. One shall be maintained
by the Engineer Field Representative and the other shall be maintained by
the Installation Supervisor. At the end of each work week the files shall be
updated and checked to assure that copies of all pertinent project
information are included in each file.
1.06 QUALIFICATIONS
A. Manufacturer
1. The Manufacturer of the lining material described below shall have previously
demonstrated the ability to produce this liner by having at least five years
continuous experience in the manufacture of GCL liner and successfully
manufactured a minimum of 10,000,000 square feet of similar liner material for
hydraulic lining installations.
B. Geosynthetics Installer
1. The Geosynthetics Installer shall be the manufacturer or an approved installer
trained and certified to install the manufacturer's liner. Installation shall be
performed under the constant direction of a single installation supervisor who
shall remain on site and be in charge throughout the liner installation, for liner
layout, seaming, patching, repairs and all other activities required by the
installer. The Installation Supervisor shall have installed or supervised the
installation of a minimum of 2,000,000 square feet of GCL liner.
1.07 DELIVERY, STORAGE AND HANDLING
A. The GCL liner shall be packaged and shipped by appropriate means to prevent damage
of the liner rolls. Unloading and storage of the liner is the responsibility of the
Geosynthetics Installer. The GCL liner shall be unloaded in the presence of the CQA
Consultant or his representative. The Geosynthetics Installer shall be responsible for
replacing any damaged or unacceptable material at no cost to the Owner.
B. Damage during unloading shall be documented by the CQA Consultant or his
representative. All damaged rolls must be separated from the undamaged rolls until the
proper disposition of that material has been determined by the Engineer.
C. The GCL liner rolls shall be stored so as to be protected from puncture, dirt, grease,
water, moisture, mud, mechanical abrasions and excessive heat that may damage the
liner material. The rolls shall be stored on a prepared surface (not wooden pallets) and
shall not be stacked more than two rolls high. All rolls shall be covered by additional
plastic tarps.
02777-6
1.08 DEFINITIONS AND RESPONSIBILITIES
A. Geosynthetics Installer
1. The Geosynthetics Installer is the firm or corporation with whom the Owner has
entered into agreement to construct the project. The Geosynthetics Installer shall
be the Manufacturer or approved installer trained and certified to install the
manufacturer’s geomembrane. The Geosynthetics Installer is responsible for all
submittals by the Manufacturer as required by the Specifications. The
Geosynthetics Installer is responsible for scheduling and coordination of the
required work with the Manufacturer. The Geosynthetics Installer shall be
responsible for field handling, storing, placing, sewing, and all other aspects of
installation. The Geosynthetics Installer is responsible for furnishing record
drawings and a copy of the complete documentation of the liner system. The
Geosynthetics Installer is also responsible for daily updating of the design
drawings onsite and for any and all deviations from these drawings. All
deviations must be initialed and approved by the Engineer's Field Representative
onsite.
B. Manufacturer
1. The Manufacturer is the firm or corporation responsible for production of the
GCL liner material to be used in the project. The Manufacturer shall produce a
consistent product meeting the project specifications, and shall provide quality
control documentation for the product specified herein. The Manufacturer is
responsible for the condition of the GCL liner until the material is accepted by
the Engineer's Field Representative upon delivery and installation. The
Manufacturer shall produce a consistent product meeting the project
specifications.
PART 2: PRODUCTS
2.01 MATERIALS
A. GCL materials shall be stored, handled, and installed in strict accordance with the
manufacturer’s recommendation. At a minimum, the Owner shall provide a dry storage
area on firm level ground. All rolls shall be packaged in moisture resistant plastic
sleeves with cardboard cores sufficiently strong to resist collapse during transit and
handling. All rolls shall be covered by additional plastic tarps.
B. The GCL shall be a reinforced GCL with a sodium bentonite layer encapsulated
between woven and non-woven geotextiles as manufactured by CETCO (Bentomat ST)
or Engineer approved alternate, and shall meet the minimum average roll value
conformance testing specifications presented in Table 3.3 of the CQA Plan. The non-
woven geotextile side of the GCL shall be installed against the textured HDPE liner.
C. Any accessory bentonite used for sealing seams, penetrations, or repairs, shall be the
same granular bentonite as used in the production of the GCL itself.
02777-7
D. The minimum acceptable dimensions for the GCL panels shall be 15 feet wide and 125
feet long. Short rolls (rolls less than 125 feet long) may be supplied, but at a rate not to
exceed 5 percent of the total square footage produced for this project.
E. A minimum overlap guideline and a construction match-line delineating the overlap
zone shall be imprinted with non-toxic ink on both edges of the GCL panel to ensure
the accuracy of the seam. These lines shall be used during CQA to ensure the minimum
overlap is achieved. The minimum overlap guideline shall indicate where the edge of
the panel must be placed in order to achieve a full 6 inches of bentonite overlap for
each panel.
2.02 QUALITY CONTROL DOCUMENTATION
A. Prior to installation of any liner material, the Geosynthetics Installer shall provide the
following information certified by the Manufacturer for the delivered liner.
1. Origin, identification and production of the GCL liner (supplier's name, brand
name and production plant).
2. Bentonite Manufacturer Certification – Bentonite Manufacturer quality control
documentation for the particular lot of clay used in the production of rolls
delivered.
3. Geotextile Manufacturer Certification – Geotextile Manufacturer quality control
documentation for the particular lots of geotextiles used in the production of the
rolls delivered.
4. Each roll delivered to the project site shall have the following identification
information:
Manufacturer's name
Product identification
Thickness or total roll weight
Lot or Batch Number
Roll number
Length and width (or width and area)
Geotextile Type and Roll numbers (upper & lower)
5. Quality control certificates, signed by the Manufacturer's quality assurance
manager. Each certificate shall have roll identification number, sampling
procedures, frequency and test results. At a minimum the following test results
shall be in accordance with test requirements specified in Table 1:
Bentonite Content
GCL Peel Strength
Swell Index
Fluid Loss
Permeability
Refer to Table 3.3 of the CQA Plan for the required testing frequencies.
02777-8
2.03 CONFORMANCE TESTING
A. Conformance testing shall be performed by an independent Quality Assurance
Laboratory approved by the Owner at the frequencies specified in Table 3.3 of the CQA
Plan. Samples will be taken across the entire width of the roll and will not include the
first 3 linear feet. Unless otherwise specified, samples will be 3 feet long and the width
of the roll. The CQA Consultant shall obtain the samples from the roll, and mark the
machine direction and identification number.
B. The following conformance tests shall be performed in accordance with Table 3.3 of
the CQA Plan:
GCL Peel Strength
Permeability
• If all the test values for a sample meet all of the values given in the above conformance
testing specifications, and also the Manufacturer's guaranteed minimum values, the
sample passes.
• If any of the test values for the sample do not meet one or more of the required
conformance testing values, additional evaluation procedures will be implemented by
the CQA Consultant:
- For the failing test parameter(s), the CQA Geosynthetic Laboratory shall
perform two additional tests on the sample. The tests may be performed by
another CQA Geosynthetics Laboratory at the discretion of the CQA Consultant
and the Owner;
- If all of the test values for each of the two additional tests meet the required
values, the roll and adjacent rolls pass and are acceptable.
- If one or more of the additional test values do not meet requirements, the CQA
Consultant shall reject the roll and collect samples from the closest numerical
roll on both sides of the failed roll and test for the failed parameter(s). If one or
both of these tests do not meet requirements, those roll(s) will be rejected and
the CQA Consultant and Owner shall determine further testing protocol and
criteria for identifying the limits of rejected rolls.
C. The CQA Consultant will ensure that conformance samples are removed at the
specified frequency and forwarded to the CQA Consultant's Laboratory. The CQA
Consultant will review laboratory test results as soon as they become available, and
make appropriate recommendations to the Owner. All conformance test results shall be
reviewed by Engineer and accepted or rejected, prior to the placement of the GCL liner.
All test results shall meet, or exceed, the property values listed in Table 1. In the case
of failing test results, the Manufacturer may request that another sample be retested by
an independent laboratory with the Manufacturer's technical representative present
during the testing procedures. The Manufacturer shall pay for this retesting. The
Manufacturer may also have the sample retested at two different laboratories approved
by the Owner. If both laboratories report passing results, the material shall be
accepted. If both laboratories do not report passing results, all liner material from the
lot representing the failing sample will be considered out of specification and rejected.
02777-9
PART 3: EXECUTION
3.01 PREPARED SUBBASE PREPARATION
A. The surface of the prepared subbase shall be smooth, uniform, free from sudden
changes in grade (such as vehicular ruts), rocks, stones, debris and deleterious
materials. The moisture content of the prepared subbase must be maintained within the
project specifications until the synthetic liner has been installed. If excessive drying
occurs, the Contractor shall rehydrate and compact the affected area to the Engineer's
satisfaction.
During actual placing of the GCL liner, the prepared subbase surface shall be kept free
of all standing water. If the prepared subbase surface below the GCL liner becomes
wet and unstable, it shall be dried and recompacted to the CQA Consultant’s
satisfaction. If drying and recompacting the material is insufficient, the unstable
material must be removed and replace with approved material.
B. Before the liner installation begins, the Contractor and installer shall verify in writing
and submit to the CQA Consultant:
1. Lines and grades are in relative conformance with the Drawings and
Specifications.
2. The surface area to be lined has been rolled and compacted, free of irregularities
and abrupt changes in grade.
C. Any synthetic liner system materials damaged during the repair work shall be replaced
with new material. All costs associated with such actions will be paid for entirely by
the Contractor including, but not limited to, labor, additional liner system material,
testing, labor and material costs incurred by the Engineer to perform additional
inspection services.
3.02 ANCHOR TRENCH
A. The anchor trench shall be constructed as shown on the Contract Drawings and as
specified herein.
B. Slightly rounded corners shall be provided in the trench to avoid sharp bends in the
liner.
C. The anchor trench shall be adequately drained to prevent water ponding and softening
of adjacent soils. The anchor trench shall be backfilled with local fill material and
compacted to 95 percent standard proctor density, ASTM D698 as specified in Section
02200.
D. If the anchor trench is located in a clay susceptible to desiccation, the amount of trench
open at any time shall be limited to one day of liner installation capacity.
3.03 GCL LINER PLACEMENT
02777-10
A. Weather Conditions
1. GCL liner placement shall not proceed at an ambient temperature below 40
degrees Fahrenheit (F) or above 100 degrees F unless otherwise authorized, in
writing, by the Engineer or his/her field representative. GCL liner placement
shall not be performed during precipitation, excessive moisture, in an area of
ponded water, or excessive winds. The Geosynthetics Installer shall limit the
deployment of GCL to areas that may subsequently be covered by the primary
HDPE geomembrane, including seaming of all HDPE panels during the same
day.
B. Handling and Storage
1. The party responsible for unloading the GCL shall contact the manufacturer
prior to shipment to determine the correct unloading methods and equipment if
different from the pre-approved and specified methods.
2. The GCL roll must be supported during handling to ensure worker safety and
prevent damage to the liner. Under approved circumstances only, shall the rolls
be dragged, lifted from one end, lifted with only the forks of a lift truck or
pushed to the ground from the delivery vehicle.
3. The CQA inspector shall verify that proper handling equipment exists which
does not pose any danger to installation personnel or risk of damage or
deformation to the liner material itself. Suitable handling equipment is described
below.
a. Spreader Bar Assembly – A spreader bar assembly shall include both a
core pipe or bar and a spreader bar beam. The core pipe shall be used to
uniformly support the roll when inserted through the GCL core while the
spreader bar beam will prevent chains or straps from chafing the roll edges.
b. Stinger – A stinger is a rigid pipe or rod with one end directly connected to
a forklift or other handling equipment. If a stinger is used, it should be fully
inserted to its full length into the roll to prevent excessive bending of the
roll when lifted.
c. Roller Cradles – Roller cradles consist of two large diameter rollers spaced
approximately 3 inches apart, which both support the GCL roll and allow it
to freely unroll. The use of roller cradles shall be permitted if the rollers
support the entire width of the GCL roll.
d. Straps – Straps may be used to support the ends of spreader bars but are not
recommended as the primary support mechanism. As straps may damage
the GCL where wrapped around the roll and generally do not provide
sufficient uniform support to prevent roll bending or deformation, great
care must be exercised when this option is used.
02777-11
4. Each roll shall be visually inspected when unloaded to determine if any
packaging or material has been damaged during transit. Repairs to damaged
GCL shall be performed in accordance with Section 3.05 of this specification.
a. Rolls exhibiting damage shall be marked and set aside for closer
examination during deployment.
b. Minor rips or tears in the plastic packaging shall be repaired with moisture
resistant tape prior to being placed in storage to prevent moisture damage.
c. GCL rolls delivered to the project site shall be only those indicated on
GCL manufacturing quality control certificates.
5. Storage of the GCL rolls shall be the responsibility of the Geosynthetics Installer
or other designated party. All GCL rolls shall be stockpiled and maintained dry
in a flat location area away from high-traffic areas sufficiently close to the active
work area to minimize handling.
6. The presence of free-flowing water within the packaging shall require that roll to
be set aside for further examination to ascertain the extent of damage, if any.
Free-flowing water within the packaging of unreinforced GCLs shall be cause
for rejection of that roll.
a. GCL should be stored no higher than three to four rolls high or limited to the
height at which the handling apparatus may be safely handled by installation
personnel. Stacks or tiers of rolls should be situated in a manner that
prevents sliding or rolling by “choking” the bottom layer of rolls.
b. Rolls shall not be stacked on uneven or discontinuous surfaces in order to
prevent bending, deformation, and damage to the GCL or cause difficulty
inserting the core pipe.
c. An additional tarpaulin or plastic sheet shall be used over the stacked rolls to
provide extra protection for GCL material stored outdoors.
d. Bagged bentonite material shall be stored and tarped next to GCL rolls
unless other more protective measures are available. Bags shall be stored on
pallets or other suitably dry surface, which will prevent undue prehydration.
C. Method of Placement
1. GCL shall be installed such that all seams of the material are laid perpendicular
to contours of constant elevation. Exceptions to this can be approved by the
Owner or CQA Consultant only. The layout shall be designed to keep field
overlapping of the GCL liner to a minimum and consistent with proper methods
of GCL liner installation. The non-woven side of the GCL shall be placed
against the soil liner.
2. For GCL liner placed on 4 to 1 or steeper slopes, the overlap seams shall be
oriented in the direction of the slope. Horizontal seams on 4 to 1 slopes or
steeper shall not be allowed except for cases in which it is unavoidable.
02777-12
Horizontal overlapping seaming methods on 4 to 1 slopes or steeper shall be
approved by the Engineer prior to or during the Geosynthetics pre-construction
meeting.
3. The equipment used to deploy the liner shall not cause rutting of the prepared
subbase surface. If rutting occurs, the Geosynthetics Installer shall suspend all
liner placement activities and repair the ruts and immediately employ an
alternative method for liner deployment. GCL liner rolls shall be placed using
spreader and rolling bars with cloth slings. If a sheet must be relocated a
distance greater than its width, a slip-sheet shall be used.
4. The CQA Consultant shall inspect each panel, after placement and for damage
and/or defects. Defective or damaged panels shall be replaced or repaired, as
approved by the CQA Consultant.
5. The GCL shall not be permitted to become hydrated (wet) at any time before,
during or after its installation, prior to placement of the primary geomembrane
(including seaming of geomembrane). The Geosynthetics Installer shall limit
deployment of GCL to areas that may subsequently be covered by the primary
geomembrane including seaming of all panels during the same day. Any GCL
that is damaged due to rain or any other conditions shall be removed and
replaced by the Geosynthetics Installer at no additional cost to the Owner
provided the damage was the direct fault of the Geosynthetics Installer. The
Owner or CQA Consultant will make determination of the need for removal and
replacement.
6. The GCL shall be oriented per the manufacturer's directions. The CQA
Consultant shall verify that every GCL panel is installed with this orientation.
7. GCL shall be adjusted to smooth out creases or irregularities, but shall not be
pulled enough to induce tension or stress.
8. The Geosynthetics Installer shall not drag the GCL liner panels over the
compacted soil liner.
9. All GCL liner shall be anchored as shown on the Contract Drawings and
consistent with Manufacturer's recommendations. Sufficient liner shall be
installed within the anchor trench to ensure proper installation prior to
backfilling the trench.
10. Personnel working on the GCL liner shall not smoke, wear damaging shoes or
involve themselves in any activity that may damage the liner.
11. The GCL liner shall be properly weighted with sand bags to avoid uplift due to
wind.
12. Vehicular traffic across the GCL liner shall not be allowed.
13. When tying into existing liner, all excavation of previously installed liner shall
be performed by hand to prevent damage.
02777-13
3.04 OVERLAPPED FIELD SEAMS
A. Individual panels of liner shall be laid out and overlapped by a minimum of 12-inches
along longitudinal seams and 12 inches minimum on the panel end seams. GCL shall
be adjusted to smooth out creases or irregularities, but shall not be pulled enough to
induce tension or stress.
B. GCL seams shall consist of a simple overlap and shall not be permitted to be “stapled”
or “pinned”. All dirt, soil and debris shall be removed from the overlap. Panels shall
be shingled in a down gradient direction. A loose layer of sodium Bentonite shall be
spread along each overlap at a rate consistent with manufacturers recommendation.
3.05 REPAIRS
A. Prior to cover material placement, damage to the GCL shall be identified and repaired
by the installer. Damage is defined as any rips or tears in the geotextiles, delamination
of geotextiles or a displaced panel.
1. Rip and Tear Repair (Flat Surfaces) – Rips or tears may be repaired by completely
exposing the affected area, removing all foreign objects or soil, and by then placing
a patch cut from unused GCL over the damage (damaged material may be left in
place), with a minimum overlap of 12 inches on all edges. Accessory bentonite
should be placed between the patch edges and the repaired material at a rate of a
quarter pound per lineal foot of edge spread in a continuous six-inch fillet.
2. Rip and Tear Repair (Slopes) – Damaged GCL material on slopes shall be repaired
by the same procedures above, however, the edges of the patch should also be
adhered to the repaired liner with an adhesive to keep the patch in position during
backfill or cover operations.
3. Displaced Panels – Displaced panels shall be adjusted to the correct position and
orientation. The adjusted panel shall then be inspected for any geotextile damage or
bentonite loss. Damage shall be repaired by the above procedure.
4. Premature Hydration – If the GCL is prematurely hydrated, installer shall notify the
QA/QC technician and Project Engineer for a site-specific determination as to
whether the material is acceptable of if alternative measures must be taken to
ensure the quality of the design – dependent upon the degree of damage.
B. Care shall be taken to minimize the loss of bentonite into underlying liner materials.
Loose bentonite that is present on underlying materials shall be either swept or
vacuumed off of the underlying material.
3.06 OVERLYING GEOSYNTHETICS
02777-14
A. Precautions shall be taken to prevent damage to the GCL by restricting the use of heavy
equipment over the liner system.
B. Installation of the overlying geosynthetic component can be accomplished through the
use of lightweight, rubber-tired equipment such as a 4-wheel all-terrain vehicle (ATV).
This vehicle can be driven directly on the GCL, provided the ATV makes no sudden
stops, starts, or turns.
C. A slip-sheet (such as 20-mil smooth HDPE) may be used to facilitate placement of the
textured geomembrane. The slip-sheet shall first be placed over the GCL in order to
allow the geomembrane to slide into its proper position. Once the overlying
geomembrane is properly positioned, the slip-sheet shall be carefully removed paying
close attention to avoiding any movement to the geomembrane.
END OF SECTION
Request for Permit Modification
Energizer Scrap Battery Landfill
Permit No. 76-02
Construction Quality Assurance(CQA)Plan
The Construction Quality Assurance (CQA) Plan that follows reflect
revisions to currently permitted Construction Quality Assurance (CQA)
Plan with the addition of geosynthetic clay liner (GCL) as an alternate
liner section.
3.0 CONSTRUCTION QUALITY ASSURANCE PLAN
TABLE OF CONTENTS
3.1 GENERAL
3.1.1 Introduction
3.1.2 Scope of the CQA Plan
3.1.3 Definitions and Use of Terms
3.1.3.1 Definitions Relating To CQA
3.1.3.2 References To Standard
3.1.3.3 Units
3.1.4 Responsibility and Authority
3.1.4.1 Permitting Agency
3.1.4.2 Owner
3.1.4.2.1 Regional Engineer
3.1.4.2.2 Project Manager
3.1.4.3 Permit Engineer
3.1.4.4 Design Engineer
3.1.4.5 CQA Consultant
3.1.4.6 Soils CQA Laboratory
3.1.4.7 Geosynthetics CQA Laboratory
3.1.4.8 Earthwork Contractor
3.1.4.9 Geosynthetics Manufacturer
3.1.4.10 Geosynthetics Installer
3.1.5 Project Meetings
3.1.5.1 Pre-Construction
3.1.5.2 Weekly Progress Meetings
3.1.5.3 Problem or Work Deficiency Meetings
TABLE OF CONTENTS (cont’d)
3.1.6 Qualifications of Key Personnel and Organizations
3.1.6.1 CQA Consultant
3.1.6.2 Soils And Geosynthetics CQA Laboratories
3.1.6.3 Earthwork Contractor
3.1.6.4 Geosynthetics Manufacturer
3.1.6.5 Geosynthetics Installer
3.2 STRUCTURAL FILL, COMPACTED SOIL LINER, AND DRAINAGE MATERIALS
3.2.1 Introduction
3.2.2 Test Methods and Sampling Requirements
3.2.3 Subgrade
3.2.4 Structural Fill
3.2.5 Compacted Soil Liner
3.2.6 Protective Cover
3.2.7 Drainage Sand
3.2.8 Coarse Aggregate
3.2.9 Potential Problems and Deficiencies
3.2.9.1 Notification
3.2.9.2 Repairs and Testing
3.3 GEOSYNTHETIC CLAY LINER
3.3.1 General
3.3.2 Materials
3.3.2.1 Storage and Handling
3.3.2.2 Quality Control Testing
3.3.2.3 Conformance Testing
3.3.3 Installation Methods
3.3.3.1 Storage and Handling
3.3.3.2 Compacted Soil Liner Preparation
3.3.3.3 Anchor Trench
3.3.3.4 Placement of GCL Liner
3.3.3.5 GCL Seaming Requirements
3.3.3.6 Repairs
3.3.3.7 Overlying Geosynthetics
TABLE OF CONTENTS (cont’d)
3.4 GEOMEMBRANE
3.4.1 Manufacture, Shipment and Storage
3.4.1.1 Manufacture Of Polyethylene Geomembrane
3.4.1.1.1 Resin Quality
3.4.1.1.2 Certification of Property Values
3.4.1.1.3 Quality Control Certificates
3.4.1.2 Shipment And Handling
3.4.1.3 Conformance Testing Of Geomembrane
3.4.1.3.1 Sample Collection
3.4.1.3.2 Test Results
3.4.1.4 Storage
3.4.2 Geomembrane Installation
3.4.2.1 Earthwork
3.4.2.2 Geomembrane Placement
3.4.2.2.1 Panel Layout
3.4.2.2.2 Field Panel Identification
3.4.2.2.3 Installation Schedule
3.4.2.2.4 Weather Conditions
3.4.2.2.5 Anchorage System
3.4.2.2.6 Method of Placement
3.4.2.2.7 Damage
3.4.2.3 Field Seaming
3.4.2.3.1 Extrusion Seaming
3.4.2.3.2 Fusion Seaming
3.4.2.3.3 Seam Preparation
3.4.2.3.4 Weather Conditions for Seaming
3.4.2.3.5 Trial Seams
3.4.2.3.6 General Seaming Procedure
3.4.2.3.7 Non-Destructive Seam Continuity Testing
TABLE OF CONTENTS (cont’d)
3.4.2.4 Defects And Repairs
3.4.2.4.1 Repair Procedures
3.4.2.4.2 Verification of Repairs
3.4.2.4.3 Large Wrinkles
3.4.2.5 Backfilling Of Anchor Trench
3.4.2.6 Liner System Certification/Acceptance
3.4.2.7 Materials In Contact With The Geomembranes
3.4.2.7.1 Geonet
3.4.2.7.2 Appurtenances
3.5 GEOCOMPOSITE
3.5.1 Manufacturer’s Documentation
3.5.1.1 Certification Of Property Values
3.5.1.2 Labeling
3.5.2 Shipment and Storage
3.5.3 Conformance Testing of Geocomposite
3.5.3.1 Sample Collection
3.5.3.2 Test Results
3.5.4 Handling and Placement
3.5.5 Stacking and Joining
3.5.6 Repair
3.5.7 Placement of Materials on Geocomposite
3.6 GEOTEXTILE
3.6.1 Manufacturer’s Documentation
3.6.1.1 Certification Of Property Values
3.6.1.2 Labeling
3.6.2 Shipment and Storage
3.6.3 Conformance Testing of Geotextile
3.6.3.1 Sample Collection
3.6.3.2 Test Results
TABLE OF CONTENTS (cont’d)
3.6.4 Handling And Placement
3.6.5 Seams and Overlaps
3.6.6 Repairs
3.6.7 Placement of Materials on Geotextiles
3.7 POLYETHYLENE PIPE AND FITTINGS
3.7.1 Material Requirements
3.7.1.1 Pipe
3.7.1.2 Fittings
3.7.1.3 Joints
3.7.2 Manufacturer’s Documentation
3.7.2.1 Certification Of Property Values
3.7.2.2 Quality Control Certificates
3.7.3 Fusion Process for Joints
3.7.3.1 Preparation
3.7.3.2 Weather Conditions For Butt-Fusion
3.7.3.3 General Butt-Fusion Procedure
3.7.4 Pressure Testing of Joints
3.7.4.1 Segment Testing: Pre-Installation
3.7.4.2 Test Failure
3.7.4.3 Final Test
3.7.4.4 Test Reporting
3.8 SURVEYING
3.8.1 Introduction
3.8.2 Survey Control
3.8.3 Surveying Personnel
3.8.4 Precision and Accuracy
3.8.5 Lines and Grades
3.8.6 Frequency and Spacing
3.8.7 Tolerances
3.8.8 Documentation
TABLE OF CONTENTS (cont’d)
3.9 DOCUMENTATION
3.9.1 Introduction
3.9.2 Daily Recordkeeping
3.9.2.1 Daily Summary Report
3.9.2.2 Construction Problem and Solution Report
3.9.2.3 Photographic Reporting Data Sheets
3.9.2.4 Design and/or Specification Changes and Clarifications
3.9.3 Reports
3.9.3.1 Final Record Documentation
TABLES
SAMPLE DOCUMENTATION FORMS
3 - 17
Equipment break downs during placement;
Excessive pumping or cracking of material occurs;
Adverse weather conditions;
Work conducted in difficult areas; or
High frequency of failing tests.
If a defect is discovered in the earthwork product, the CQA Consultant shall
immediately determine the extent and nature of the defect. If the defect is indicated by an
unsatisfactory test result, the CQA Consultant shall determine the extent of the deficient area
by additional tests, observations, a review of records, or other appropriate means. All
deficiencies shall be corrected by the Earthwork Contractor to the satisfaction of the CQA
Consultant and the Owner.
3.2.9.1 Notification
The CQA Consultant shall notify the Earthwork Contractor immediately upon
discovering the defect. After determining the extent and nature of the defect, the CQA
Consultant shall notify the Project Manager as necessary.
3.2.9.2 Repairs and Retesting
The Earthwork Contractor shall correct the deficiency to the satisfaction of
the CQA Consultant and Owner. If a design specification criterion cannot be met, or unusual
weather conditions hinder work, then the CQA Consultant shall develop and present to the
Owner suggested solutions for approval.
The CQA Consultant shall schedule appropriate retests after the work
deficiency has been corrected. Retests recommended by the CQA Consultant must verify
that the defect has been corrected before any additional work is performed by the Earthwork
Contractor in the area of the deficiency.
3.3 GEOSYNTHETIC CLAY LINER
3.3.1 General
Geosynthetic clay liner (GCL) shall meet material acceptance and construction
quality requirements as stated in this Section of the CQA Plan and in the design
specifications.
3.3.2 Materials
3.3.2.1 Storage and Handling
GCL materials shall be stored, handled, and installed in strict accordance with
the manufacturer's recommendation. At a minimum, the Owner shall provide a dry storage
3 - 18
area on firm level ground. The Geosynthetics Installer shall cover all rolls with additional
plastic tarps.
3.3.2.2 Quality Control Testing
Quality control testing shall be conducted by the manufacturer and the results
submitted to the CQA Consultant to demonstrate that the GCL meets the certification
requirements as contained in the CQA Plan. The Manufacturer's quality control manager
shall sign quality control certificates. Each certificate shall have Manufacturer’s name,
product identification, lot number, length, width roll identification number, sampling
procedures, frequency and test results. At a minimum the following test results shall be
provided in accordance with test requirements specified in Table 3.3-1.
Bentonite Content
GCL Peel Strength
Swell Index
Fluid Loss
Permeability
3.3.2.3 Conformance Testing
The GCL shall be manufactured by Colloid Environmental Technologies
Company (Bentomat ST) or Engineer approved equal, and shall meet the minimum average
roll value conformance testing specifications contained in Table 3.3-2.
If a conformance test is found to be failing the following procedures shall be
used to determine the acceptance of the material:
If all the test values for a sample meet all of the values given in the
conformance testing requirements in Table 3.3-2, and also the
Manufacturer's guaranteed minimum values, the sample passes.
If any of the test values for the sample do not meet one or more of the
required conformance testing values, additional evaluation procedures will
be implemented by the CQA Consultant:
For the failing test parameter(s), the CQA Geosynthetic Laboratory
shall perform two additional tests on the sample. The tests may be
performed by another CQA Geosynthetics Laboratory at the
discretion of the CQA Consultant and the Owner.
If all of the test values for each of the two additional tests meet the
required values, the roll and adjacent rolls pass and are acceptable.
3 - 19
If one or more of the additional test values do not meet
requirements, the CQA Consultant shall reject the roll and collect
samples from the closest numerical roll on both sides of the failed
roll and test for the failed parameter(s). If one or both of these
tests do not meet requirements, those roll(s) will be rejected and
the CQA Consultant and Owner shall determine further testing
protocol and criteria for identifying the limits of rejected rolls.
The CQA Consultant will ensure that conformance samples are removed at
the specified frequency and forwarded to the CQA Consultant’s Laboratory. The CQA
Consultant will review laboratory test results as soon as they become available, and make
appropriate recommendations to the Owner. All conformance test results shall meet, or
exceed, the property values listed in Table 3.3-2. In the case of failing test results, the
Manufacturer may request that an independent laboratory retest another sample with the
Manufacturer’s technical representative present during testing procedures. The
Manufacturer shall pay for this retesting. The Manufacturer may also have the sample
retested at two different laboratories approved by the Owner. If both laboratories report
passing results, the material shall be accepted. If both laboratories do not report passing
results, all liner material from the lot representing the failing sample will be considered out
of specification and rejected.
The Geosynthetics Installer shall, prior to delivery of materials, submit to the
Owner and CQA Consultant certifications from the GCL manufacturer that the delivered
GCL will meet the minimum specifications listed in this Technical Specification and the
CQA Plan.
3.3.3 Installation Methods
3.3.3.1 Storage and Handling
Materials shall be transported, stored, and handled so as to prevent damage of
the liner rolls. The GCL materials shall be stored so as to be protected from puncture, dirt,
grease, water, moisture, mud, mechanical abrasions, and excessive heat. GCL Liner rolls
shall not be moved from this structure until the day they are to be installed.
Storage of GCL in the open environment shall be avoided. The storage of
GCL Liner shall be sufficiently close to the work area to minimize handling. Spreader bars,
stingers, roller cradles, or straps shall be used to handle and place the GCL Liner.
Protective plastic wrapping shall not be removed until just prior to
deployment.
The GCL shall not be permitted to become hydrated (wet) at any time before,
during or after its installation, prior to placement of the primary geomembrane (including
seaming of geomembrane). Geosynthetics Installer shall limit deployment of GCL to areas
that may subsequently be covered by the primary geomembrane including seaming of all
3 - 20
panels during the same day. Any GCL that is damaged due to rain or any other conditions
shall be removed and replaced by the Geosynthetics Installer at no additional cost to the
Owner provided the damage was the direct fault of the Geosynthetics Installer. The Owner
or CQA Consultant will make determination of the need for removal and replacement.
3.3.3.2 Prepared Subbase Preparation
Preparation of the prepared subbase surface shall be as specified in Section
3.2.4, of the CQA manual.
The surface of the prepared subbase shall be smooth, uniform, and free from
sudden changes in grade (such as vehicular ruts), rocks, stones, debris, ice, standing water,
and deleterious materials. The moisture content of the prepared subbase must be maintained
within the project specifications until the synthetic liner has been installed. If excessive
drying occurs, the contractor shall rehydrate and compact the affected area to the Engineer's
satisfaction.
During actual placing of the GCL, the prepared subbase surface shall be kept
free of all standing water. If the prepared subbase surface below the GCL liner becomes wet
and unstable, it shall be dried and recompacted to the Engineer's satisfaction. If drying and
recompacting the material is insufficient, the unstable material must be removed and replace
with approved material.
Before the liner installation begins, the Contractor and installer shall verify in
writing and submit to the CQA Consultant that the lines and grades are in relative
conformance with the Contract Drawings and Specifications and that the surface area to be
lined has been rolled and compacted, free of irregularities, abrupt changes in grade and meets
the requirements of Section 3.7 of the CQA manual.
Any synthetic liner system materials damaged during the repair work shall be
replaced with new material. All costs associated with such actions will be paid for entirely
by the Contractor including, but not limited to, labor, additional liner system material,
testing, labor and material costs incurred by the Engineer to perform additional inspection
services.
3.3.3.3 Anchor Trench
The anchor trench shall be constructed as shown on the Contract Drawings
and as specified herein. Slightly rounded corners shall be provided in the trench to avoid
sharp bends in the liner.
The anchor trench shall be adequately drained to prevent water ponding and
softening of adjacent soils. Backfilling of anchor trenches shall be performed in accordance
with the Technical Specifications and Section 3.4.2.5 of the CQA Manual.
3 - 21
If the anchor trench is located in clay susceptible to desiccation, the amount of
trench open at any time shall be limited to one day of liner installation capacity.
3.3.3.4 Placement of GCL Liner
GCL shall not be installed when working conditions exceed temperatures of
104° Fahrenheit (F) or are less than 40°F. GCL liner placement shall not be performed
during precipitation, excessive moisture, in an area of ponded water, or excessive winds.
The Geosynthetics Installer shall limit the deployment of GCL to areas that may
subsequently be covered by the primary HDPE geomembrane, including seaming of all
HDPE panels during the same day.
GCL shall be installed such that all seams of the material are laid
perpendicular to contours of constant elevation. Exceptions to this can be approved by the
Owner or CQA Consultant only.
The GCL shall be oriented per the manufacturer's directions. The CQA
Consultant shall verify that every GCL panel is installed with this orientation.
For GCL liner placed on 4 to 1 or steeper slopes, the overlap seams shall be
oriented in the direction of the slope. Horizontal seams on 4 to 1 slopes or steeper shall not
be allowed except for cases in which it is unavoidable. The Engineer prior to or during the
Geosynthetics pre-construction meeting shall approve horizontal overlapping seaming
methods on 4 to 1 slopes or steeper.
The equipment used to deploy the liner shall not cause rutting of the prepared
subbase surface. If rutting occurs, the Liner Contractor shall suspend all liner placement
activities and repair the ruts and immediately employ an alternative method for liner
deployment. GCL liner rolls shall be placed using spreader and rolling bars with cloth
slings. If a sheet must be relocated a distance greater than its width, a slip-sheet shall be
used.
The CQA Consultant shall inspect each panel after placement for damage
and/or defects. Defective or damaged panels shall be replaced or repaired, as approved by
the CQA Consultant.
GCL shall be adjusted to smooth out creases or irregularities, but shall not be
pulled enough to induce tension or stress.
The Geosynthetics Installer shall not drag the GCL liner panels over the
compacted soil liner.
All GCL seams shall have an overlap of 6 inches minimum along longitudinal
seams and 24 inches minimum on the panel end seams.
3 - 22
Care shall be taken to minimize the loss of bentonite into underlying liner
materials. Loose bentonite that is present on underlying materials shall be either swept or
vacuumed off of the underlying material.
Vehicular traffic across the GCL liner shall not be allowed. When tying into
existing liner, all excavation of previously installed liner shall be performed by hand to
prevent damage.
3.3.3.5 GCL Seaming Requirements
Individual panels of liner shall be laid out and overlapped by a minimum of
12-inches along longitudinal seams and 12 inches minimum on the panel end seams. GCL
shall be adjusted to smooth out creases or irregularities, but shall not be pulled enough to
induce tension or stress.
GCL seams shall consist of a simple overlap and shall not be permitted to be
"stapled or pinned." All dirt, soil, and other debris shall be removed from the overlap.
Panels should be shingled in a down gradient direction. A loose layer of sodium bentonite
shall be spread along each overlap at a rate consistent with manufacturer’s recommendations.
Damaged areas shall be repaired by removing the damaged area and placing a
new piece of GCL underneath the damaged area. This new piece shall extend a minimum of
12 inches beyond the damaged area in all dimensions.
3.3.3.6 Repairs
Prior to cover material placement, damage to the GCL shall be identified and
repaired by the installer. Damage is defined as any rips or tears in the geotextiles,
delamination of geotextiles or a displaced panel.
Rip and Tear Repair (Flat Surfaces) – Rips or tears may be repaired by
completely exposing the affected area, removing all foreign objects or
soil,
and by then placing a patch cut from unused GCL over the damage
(damaged material may be left in place), with a minimum overlap of 12
inches on all edges. Accessory bentonite should be placed between the
patch edges and the repaired material at a rate of a quarter pound per lineal
foot of edge spread in a continuous six-inch fillet.
Rip and Tear Repair (Slopes) – Damaged GCL material on slopes shall be
repaired by the same procedures above, however, the edges of the patch
should also be adhered to the repaired liner with an adhesive to keep the
patch in position during backfill or cover operations.
Displaced Panels – Displaced panels shall be adjusted to the correct
position and orientation. The adjusted panel shall then be inspected for
3 - 23
any geotextile damage or bentonite loss. Damage shall be repaired by the
above procedure.
Premature Hydration – If the GCL is prematurely hydrated, the
Geosynthetics Installer shall notify the QA/QC technician and Project
Engineer for a site-specific determination as to whether the material is
acceptable of if alternative measures must be taken to ensure the quality of
the design – dependent upon the degree of damage.
Care shall be taken to minimize the loss of bentonite into underlying liner
materials. Loose bentonite that is present on underlying materials shall be either swept or
vacuumed off of the underlying material.
3.3.3.7 Overlying Geosynthetics
Precautions shall be taken to prevent damage to the GCL by restricting the use
of heavy equipment over the liner system.
Installation of the overlying geosynthetic component can be accomplished
through the use of lightweight, rubber-tired equipment such as a 4-wheel all-terrain vehicle
(ATV). This vehicle can be driven directly on the GCL, provided the ATV makes no sudden
stops, starts, or turns.
A slip-sheet (such as 20-mil smooth HDPE) may be used to facilitate
placement of the textured geomembrane. The slip-sheet shall first be placed over the GCL in
order to allow the geomembrane to slide into its proper position. Once the overlying
geomembrane is properly positioned, the slip-sheet shall be carefully removed paying close
attention to avoiding any movement to the geomembrane.
3.4 GEOMEMBRANE
3.4.1 Manufacture, Shipment and Storage
The following addresses the activities associated with the manufacture of the
geomembrane; the shipment, handling, and delivery of geomembrane to the site; conformance
testing of delivered geomembrane; and the storage of the geomembrane prior to installation.
3.4.1.1 Manufacture Of Polyethylene Geomembrane
The Geosynthetics Manufacturer shall provide documentation that the material
meets the requirements of the design specifications, as listed in Table 3.4-1 [High Density
Polyethylene (HDPE)] and Table 3.4-4 [Liner Low Density Polyethylene (LLDPE)] (Tables),
and that adequate quality control measures have been implemented during the manufacturing
process.
SECTION 3.3 ATTACHMENTS
TABLE 3.3-1
REQUIRED GEOSYNTHETIC CLAY LINER PROPERTIES
Material Property Value Units Test Method Test Frequency
Swell Index 24 ml ASTM D5890 1 per 100,000 lb or
1 per lot
Fluid Loss 18 ml ASTM D5891 1 per 100,000 lb or
1 per lot
Bentonite Content(1) 0.75 lbs/ft2 ASTM D5993 1 per 40,000 ft2 or
1 per lot
GCL Peel Strength 3.5 lbs/in ASTM D6496 1 per 40,000 ft2 or
1 per lot
Permeability(2) 5.0 x 10-9 cm/sec ASTM D5084 1 per 100,000 ft2 or
1 per lot
Notes:
(1) At a 0 percent moisture content or oven dried condition.
(2) Engineer shall determine permeability test pressure and gradients.
TABLE 3.3-2
REQUIRED MATERIAL CONFORMATION TESTING
GEOSYNTHETIC CLAY LINER
Material Property Value Units Test Method Test Frequency
Bentonite Content(1) 0.75 lbs/ft2 ASTM D5993 1 per 100,000 ft2 or
1 per lot
GCL Peel Strength 3.5 lbs/in ASTM D6496 1 per 100,000 ft2 or
1 per lot
Permeability(2) 5.0 x 10-9 cm/sec ASTM D5084 1 per 250,000 ft2 or
1 per lot
Notes:
(1) At a 0 percent moisture content or oven dried condition.
(2) Engineer shall determine permeability test pressure and gradients.
ERM NC, Inc.
8000 Corporate Center Drive, Suite 200
Charlotte, NC 28226 (704) 541-8345
SHEET NO. OF
DATE
PROJECT NAME: COMPUTED BY:
PROJECT NO.: CHECKED BY:
MATERIAL DESCRIPTION:
GCL DEPLOYMENT LOG
PANEL
DATE
ROLL
NO.
LENGTH
WIDTH
SQUARE FOOTAGE
TOTAL SQUARE FOOTAGE