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Civil 8 Environmental Engineering Landscape Architecture

Geological Services

I N C Land Surveying Planning

211 South Main Bentonville, Arkansas 72712 [email protected]

Letter of Transmittal

To: Mr. Ryan Benefield, P.E.

Engineer Supervisor, SWMD

Arkansas Dept, of Environmental Quality

P.O. Box 8913

Little Rock. AR 72219-8913

FAXED 0 HAND DELIVERED 0 WE ARE SENDING YOU THE FOLLOWING AS CHECKED BELOW:

Date: 12/7/05 Project No. 078-001

Project Mississippi County Class 1 Landfill

Subject Composite Liner System -Cells 11 and 12 ADEQ Permit No. 136-S1-R3

AFIN: 47-00124

For Approval Approved for Payment For Your Use Approved as Submitted AS Requested Approved as Noted For Review and Comment For Bids Due

FED-EX MAILED 0

Returned for Corrections Resubmit Copies

Please call me at 479-271-0906 if you have any questions or need additional information.

Copies

1

w

C : Honorable Steve McGuire, Signed ~ ( 4 4 ~ ~ - /

Mississippi County Judge Shawki Al-Madhoun, PE

Mr. Dennis Burks, NEC Jonesboro Project Manager

File (078-001)

Date

12/7/05

Description

Engineer's Certification Report for Composite Liner System -Cells 11 and 12

ENGINEER'S CERTIFICATION REPORT FOR CELLS 1 I AND 12 COMPOSITE

LINER SYSTEM

PREPARED FOR

MISSISSIPPI COUNTY CLASS 1 LANDFILL MISSISSIPPI COUNTY, ARKANSAS

ARKANSAS DEPARTMENT OF ENVIRONMENTAL QUALITY (ADEQ) PERMIT NO. 13641 -R3

AFlN 47-00124

SUBMITTED TO:

SOLID WASTE MANAGEMENT DIVISION ADEQ

P.O. BOX 8913 LITTLE ROCK, AR 7221 9-891 3

No. 74 December 7, 2005

A NORTHSTAR Civil & Environmental Engineering

ENGINEERING Landscape Architecture Geological Services

CONSULTANTS, INC. Land Surveying Planninu

21 1 South Main Street Bentonville, Arkansas 72712

Phone (479) 271-0906

Fax (479) 271-8144

Enaineets Certification Report For Cells 11 and 12 Composite Liner Svstem - Mississippi county Class 1 andf fill

ADEQ Permit No. 0136-S1 R3 December 7.2005

TABLE OF CONTENTS

.............................................................................................. SECTION ONE: GENERAL INFORMATION I

.......................................................................................................................... 1.01 INTRODUCTION I

1.01 PURPOSE .................................................................................................................................... 2

SECTION TWO: CLAY LINER SYSTEM

2.01 PURPOS

2.02 SOlL QC CONSULTANT

2.03 CELL INFORMATION

2.04 SOlL QNQC DAT

SECTION THREE: FLEXIBLE MEMBRANE LINER SYSTE 12

3.01 PURPOS 12

3.02 FML MATERIAL CONFORMANCE 12

SECTION FOUR: LEACHATE COLLECTION AND REMOVAL SYSTEM

4.01 PURPOS

4.02 DRAINAGE LAYE

4.03 LEACHATE COLLECTION AND REMOVAL PlPlN

SECTION FIVE: ENGINEERS'S CERTIFICATION 4

5.01 PURPOS 4

5.02 ENGINEER'S CERTIFICATION ................................................................................................. 14

........................................................................... SECTION SIX: PHOTOGRAPHIC DOCUMENTATION 15

.................................................................................................................................. 6.01 PURPOSE 15

Northstar Engineering Consultants, Inc. i

Ensineefs Certification Report For Cells 11 and 12 Composite Liner Svstem - Mississippi county Class 1 iandfill

ADEQ Permit No. 0136-S1 R3

APPENDICES

APPENDIX A:

RECORD DRAWINGS FOR CELLS 11 AND 12

APPENDIX B:

CLAY LlNER SOlL MATERIAL CONFORMANCE TEST REPORTS

APPENDIX C:

CLAY LlNER QAIQC FIELD AND LABORATORY SOlL TEST RESULTS

APPENDIX D:

SUBGRADE AND CLAY LlNER CONSTRUCTION FIELD LOGS

APPENDIX E:

GEOSYNTHETICS AND DRAINAGE MATERIAL CONFORMANCE

APPENDIX F:

GEOSYNTHETICS INSTALLATION FIELD LOGS AND SUBGRADE ACCEPTANCE

APPENDIX G:

GEOMEMBRANE INSTALLERS QUALIFICATIONS SUBMITTAL 60 MIL HDPE GEOMEMBRANE LlNER INSTALLERS QAlQC DOCUMENTATION

APPENDIX H:

60 MIL HDPE GEOMEMBRANE LlNER LABORATORY DESTRUCTIVE TESTING RESULTS

Northstar Engineering Consultants. Inc. ii

Engineer's Certification Repolt For Cells 11 and 12 Composite Liner System Mississippi County Class 1 Landfill

ADEQ Permit No. 136-S1-R3 December 7,2005

SECTION ONE - GENERAL INFORMATION

1.01 INTRODUCTION

Mississippi County operates a Class 1 Municipal Solid Waste (MSW) Landfill (the landfill) near Luxora, Arkansas. The landfill operates under the authority of the Arkansas Department of Environmental Quality (ADEQ) Permit Number 136-S1-R2 (Permit). The landfill was originally permitted for operation on May 26, 1978. The facility has since been modified and is currently operated in accordance with 40 CFR Part 258 (Subtitle D) and ADEQ Regulation 22. The permittee also operates a Class 4 landfill (ADEQ Permit Number 294-S4) located to the east of the currently permitted Class 1 area.

The Mississippi County Class 1 Landfill is located approximately two (2) miles northwest of Luxora, Arkansas. More specifically, the site consists of twenty (20) acres located immediately noithwest of the Mississippi County Detention Center in a portion of Section 1, Township 13 North. Range 10 East in Mississippi County. A site location map is included as Figure 1-1 to this Section. Follows is general information concerning the Mississippi County Class 1 landfill:

Facility Name: Mississippi County Class 1 Landfill

ADEQ Permit No.: 136-S1-R3

Facility Location: Portion of Section 1, Township 13 North. Range 10 East,

Mississippi County, Arkansas

Contact Person:

Address:

Phone:

Fax:

Honorable Steve McGuire, County Judge

Mr. Billy Buck, Landfill Director

1695 E. County Road 506

Luxora, Arkansas 72358

Northstar Engineering Consultants. Inc. Page 1 of 37

Engineer's Certification Report For Cells 11 and 12 Composite Liner System Mississippi County Class 1 Landfill


1.02 PURPOSE

The purpose of this report is to provide certification of the prepared bottom clay and 60 mil textured HDPE flexible membrane composite liner system per the requirements of Section 22.428(h) of Arkansas Department of Environmental Quality (ADEQ) Regulation No. 22.

This report includes the following Sections and Appendices:

Section One: General Information

Section Two: Clay Liner System

Section Three: Flexible Membrane Liner System

Section Four: Leachate Collection and Removal System

Section Five: Engineer's Certification

Section Six: Photographic Documentation

Appendices: Appendix A: Record Drawings for Cells 11 and 12

Appendix B: Clay Liner Soil Materlal Conformance Test Reports

Appendix C: Clay Liner CWQC Field and Laboratory Soil Test Results

Appendix D: Subgrade and Clay Liner Construction Field Logs

Appendix E: Geosynthetics and Drainage Material Conformance Test Results

Appendix F: Geosynthetics Installation Field Logs and Subgrade Acceptance

Appendix G: Geomembrane Installers Qualifications Submittal 60 mil HDPE Geomembrane Liner Installers QAlQC

Documentation

Appendix H: 60 mil HDPE Geomembrane Liner Laboratory

Destructive Testing Results

Northstar Engineering Consultants, Inc. Page 2 of 37

NOT TO SCALE

FIGURE NO.: 1-1 PROJECT NO.: 078-001 DATE: 1 111 5/04 PREPARED BY: DHJ

NORTHSTAR

CONSULTANTS, INC.

MISSISSIPPI COUNTY CLASS 1 LANDFILL

SITE LOCATION MAP


ADEQ Permit No. 136-S1-R3 December 7.2005

SECTION TWO CLAY LINER SYSTEM

2.01 Purpose

The purpose of this section is to provide field and laboratory data concerning the quality assurance and quality control (QNQC) for the constructed bottom clay liner system for Cells 11 and 12. Figure 2-1 is a site layout map that shows the location of Cells 11 and 12.

2.02 Soil QC Consultant

Laboratory testing was performed by Anderson Engineering Consultants, Inc. (AECI) located at 10205 Rockwood Road, Little Rock, AR 72204. Field testing was performed by a qualified AECI representative stationed at the firm's field office located in Jonesboro. AR.

AECI Phone Numbers: Little Rock (501) 455-4545 Jonesboro (870) 932-3700

2.03 Cell Information

1) Location of cells: See Figure 2-1

2) Approximate area of prepared bottom of cell clay liner: 86,500 it?

3) Date of last inspection: October 28, 2005

2.04 Soil W Q C Data

The volume of clay soil needed to construct the two foot bottom clay liner system is approximately 6,500 cubic yards, which will require one pre-construction testing for every 20,000 cubic yard of clay soil and one conformance testing for every 5,000 cubic yards during construction. Appendix C includes AECl soil QNQC reports. The following is a summary of the soil conformance QNQC data:

1) Sample No. 3 (Subgrade)

Soil Classification For Engineering Purposes per ASTM D2487: ML

Standard Proctor Data per ASTM 0698:


benefield

Highlight

benefield

Highlight

Engineefs Certification Report For Cells 11 and 12 Composite Liner System Mississippi County Class 1 Landfill

ADEQ Permit No. 13E-S1-R3 December 7,2005

Date of Proctor Analysis: 0911 1103 Optimum Moisture Content: 17.8% Soil Maximum Dry Density: 97.8 lbs/ft3

Percent Passing No. 200 Sieve per ASTM D422: 5%

Atterberg Limits per ASTM D4318:

Liquid Limit: Non-plastic Plastic Limit: Non-plastic Plasticity Index: Non-plastic

2) Conformance Sample No. C1

Soil Classification For Engineering Purposes per ASTM D2487: CH

Standard Proctor Data per ASTM D698:

Date of Proctor Analysis: 08/04/05 Optimum Moisture Content: 20.1% Soil Maximum Dly Density: 88.8 lbs/ft3



Liquid Limit: 53 Plastic Limit: 21 Plasticity Index: 32

Remolded hydraulic conductivity per ASTM D5084: 1.72 x 10" cmlsec


Soil Classification For Engineering Purposes per ASTM D2487: CH


Date of Proctor Analysis: 08/04/05 Optimum Moisture Content: 19.9% Soil Maximum Dry Density: 89.7 lbs/ft3

Percent Passing No. 200 Sieve per ASTM 0422: 86%


Liquid Limit: 48


benefield

Highlight



W Plastic Limit: 17 W Plasticity Index: 31

Remolded hydraulic conductivity per ASTM 135084: 5.1 1 x 10" cmlsec


Soil Classification For Engineering Purposes per ASTM D2487: CL


W Date of Proctor Analysis: 08/31/05 W Optimum Moisture Content: 22.0% W Soil Maximum Dry Density: 100.5 lbs/ft3



W Liquid Limit: 39 W Plastic Limit: 19 W Plasticity Index: 20

Remolded hydraulic conductivity per ASTM D5084: 2.02 x 10" cmlsec


Soil Classification For Engineering Purposes per ASTM D2487: CL


W Date of Proctor Analysis: 09/23/05 Optimum Moisture Content: 22.0%

W Soil Maximum Dry Density: 100.6 lbs/ft3



Liquid Limit: 38 W Plastic Limit: 18 W Plasticity Index: 20

Remolded hydraulic conductivity per ASTM 05084: 2.05 x 10" cmlsec

+ In accordance with the requirements of Section 22.428(~)(11) of Regulation 22. a clay liner test fill area was constructed within the western portion of Cell 11. The test fill area dimensions were 200 feet (north-south) and 60 feet wide.




+ At a minimum, one in-place Field DensityIMoisture Content per lift per ASTM D2922 was conducted for every 10,000 f? of constructed clay liner. Field moisture-density testing results for the subgrade and clay liner lifts are summarized in Tables 2-1 through 2-5. The specified compaction is 95%.of the clay soil Standard Proctor maximum dry density.

+ At a minimum, one Hydraulic Conductivity Test per ASTM D5084 was conducted for every 40,000 f? of constructed clay liner. Shelby tube sample hydraulic conductivity testing results for each of the clay liner lifts are summarized in Table 2-6.

+ The Cell 11 and Cell 12 test locations are shown on field diagrams included in Appendix D.

+ Appendix B contains the clay liner material conformance testing laboratory results and Appendix C contains the clay liner construction testing results.

TABLE 2-1 SUBGRADE FIELD TESTING




TABLE 2-2 CLAY LINER FIELD TESTING FOR LIFT NO. 1




TABLE 2-3

CLAY LINER FIELD TESTING FOR LIFT NO. 2

11 2-1 1 22.5 1 100.5 1 23.9 98.6 Pass 1 1

NEC Test No. 8

Location ID

11 Remainder of Cells 11

Test Fill

Moisture

%

2-2

2-3

2-4

2-5

Standard Proctor Data Compaction %

1

1

1

1

2-6

2-7

2-8

2-9

Remarks

Max. Dry Density

lblft3

Proctor

No.

2-1 0

11 2-16 I C3 1 22.0 1 100.5 1 26.2 1 95.2 1 Pass 11

Optimum Moisture

O h

22.5

22.5

22.5

22.5

C3

C3

C3

C3

2-12

2-1 3

2-14

2-1 5

11 2-11 C3 I 22.0 1 100.5 1 25.5 95.4 I Pass Pass 11 C3


100.5

100.5

100.5

100.5

22.0

22.0

22.0

22.0

C3

C3

C3

C3

! I I I I I ~ -.

22.0

22.7

25.1

25.4

23.5

100.5

100.5

100.5

100.5

22.0

22.0

22.0

22.0

2-17

100.5

23.2

99.1

96.4

96.0

98.6

24.4

23.8

26.4

22.8

100.5

100.5

100.5

100.5

Pass

Pass

Pass

Pass

24.4

100.5 C3 100.0

96.1

97.9

95.6

97.8

98.4

25.5

23.4

23.4

25.4

22.0 Pass

Pass

Pass

Pass

Pass

95.3

98.6

98.7

96.1

Pass

Pass

Pass

Pass



TABLE 2-4

CLAY LINER FIELD TESTING FOR LIFT NO. 3

NEC Standard Proctor Data I Moisture I Compaction I Remarks

,No.& 1 , , 1 % 1 % I Location ID Pmctor Optimum Max. Dty

I NO. 1 Molsture 1 Density 1 I 1

Test Fi l l

Remainder of Cells

100.5

100.5

100.5

100.5

100.5

22.5

22.5

22.5

22.5

22.5

3-1

3-2

3-3

3-4

3-5

3-12

1

1

1

1

I

3-14

Norkhstar Engineering Consultants. Inc. Page 9 of 37

C3

3-16

Pass

Pass

Pass

Pass

Pass

22.6

22.7

25.1

24.0

25.7

3-1 3 1 C3 1 22.0 1 100.5 1 24.0

C3

99.7

99.1

95.6

95.7

96.9

22.0

C3

97.1

22.0

3-15

100.5

Pass

24.2

22.0

3-1 7

100.5

C3

C3 22.0

25.6

96.3

100.5

23.9

22.0 Pass

100.5

95.0

100.5

24.8

Pass

98.4

25.2

Pass

95.3 Pass

96.1 Pass



TABLE 2-5 CLAY LINER FIELD TESTING FOR LIFT NO. 4

11 NEC I Standard Pmctor Data I Moisture I Compaction I Remarks

11 4-1 I C3 1 22.0 1 100.5 1 22.6 99.7 Pass 11

Test No. 8

Location ID

Test Fill

4-2

4-3

4-4

4-5

X Max. Dry Density

lblRf

Proctor

No.

Remainder of Cells

C3

C3

C3

C3

Pass

Pass

Pass

Pass

4-1 0

%

Optimum Moisture

%

4-12


22.0

22.0

22.0

22.0

100.5

100.5

100.5

100.5

22.0

22.0

22.0

22.0

4-6

4-7

4-8

4-9

11 4-11 C3 I 22.0 1 100.5 1 23.1 96.6 I Pass pass 11 C3

4-14

4-1 5

4-16

4-14

C3

C3

C3

C3

11 4-13 I C3 1 22.0 1 100.5 1 24.5 95.5 I Pass Pass 11 C3

100.5

100.5

100.5

100.5

25.5

22.4

23.0

22.5

22.0

C3

C3

C3

C3

98.4

97.6

96.5

97.8

22.0

22.7

25.1

24.0

25.7

100.5

22.0

22.0

22.0

22.0

100.5

99.1

95.6

95.7

96.9

23.6

100.5

100.5

100.5

100.5

Pass

Pass

Pass

Pass

98.3

23.0 96.6

23.8

24.2

24.2

23.1

97.3

97.5

95.0

100.4

Pass

Pass

Pass

Pass


ADEQ Permit No. 136-Sl-R3 December 7,2005

TABLE 2-6 CLAY LINER HYDRAULIC CONDUCTIVITY TESTING


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SECTION THREE FLEXIBLE MEMBRANE LINER SYSTEM

3.01 INTRODUCTION

This section covers activities related to the Supply and installation of the flexible membrane liner (FML) component of the composite lining system.

Type of FML Used: 60 MIL Textured High Density Polyethylene (HDPE)

Manufacturer:

Installer:

Poly-Flex. Inc. 2000 W. Marshall Drive Grand Prairie, TX 75051 Phone: (888) 765-9359 Fax: 972-337-7233

Environmental Specialties International, Inc. (ESI) 7943 Pecue Lane, Suite A Baton Rouge, LA 70809 Phone: (225) 291-2700 Fax: (225) 291-2788

Geosynthetics Testing Laboratoly: TRIIEnvironmental. Inc. 9063 Bee Caves Road Austin, TX 78733-6201 Phone: (512) 263-2101 Fax: (512) 263-2558

3.02 GEOSYNTHETICS MATERIAL CONFORMANCE

Appendix E includes the following:

Manufacturer Roll Test Data Reports

Resin material information and certification

Tear resistance certification

Extrudate certification

Material Conformance Testing Results, testing performed by TRIIEnvironmental, Inc.


Engineer's Certification Report For Cells 11 and 12 Composite Liner Svstem Mississippi county Class 1 iandfill

ADEQ Permit No. 13&S1-R3 December 7,2005

SECTION FOUR LEACHATE COLLECTION AND REMOVAL SYSTEM

4.01 INTRODUCTION

The purpose of this section is to address the QAIQC testing and placement of the leachate drainage layer by landfill personnel.

4.02 DRAINAGE LAYER

The drainage layer that covers the composite bottom liner system consists of a minimum of twelve (12) inches of sand that was placed directly on top of the 60 mil HDPE geomembrane liner. The sand was obtained from Joe Harris Trucking of Osceola. Arkansas. Washed gravel was placed in the leachate trenches encapsulating the 6-inch PVC Schedule 80 perforated leachate collection piping. The placed piping and gravel is wrapped with 8 oz non-woven geotextile filter fabric. The gravel placed in the leachate trenches was also obtained from Joe Harris Trucking in Osceola. Laboratory hydraulic conductivity and gradation test results for the sand and gravel are presented in Appendix E.

4.03 LEACHATE COLLECTION AND REMOVAL PIPING

The longitudinal leachate collection trenches for Cells 11 and 12 include as described in Section 4.02 above 6-inch PVC Schedule 80 pipes. The leachate clean out risers located at the south end of the cells is made of solid wall 6-inch PVC Schedule 80 pipes. Similarly. 6-inch PVC Schedule 80 perforated pipes were installed in the lateral leachate collection system flowing east to west and connecting with the existing lateral leachate collection trench at the north end of Cells 9 and 10. The existing leachate collection pipe projecting from the bottom of the south end of Cell Number 5 was replaced with 6-inch PVC Schedule 80 solid wall pipe and was wrapped with an HDPE welded boot and allowed to drain into the lateral leachate collection trench immediately south of Cell 5 (north end of Cell 12). Manufacture pipe specifications for the Schedule 80 PVC pipe utilized for Cells 11 and 12 are included in Appendix E.



ADEQ Permit No. 136-S1-R3 nncnrnhnr 7 2005

SECTION FIVE

ENGINEER'S CERTIFICATION

5.01 PURPOSE

The purpose of this section is to comply with ADEQ Regulation No. 22, Section 22.428(h)(8)

5.02 ENGINEER'S CERTIFICATION

In conclusion, this report certifies that the Cells 11 and 12 composite liner and leachate collection system complies with the documents in the modified permit drawings, design and operation narrative and project specifications. This certification is contingent on the fact that all the information supplied to the certifying engineer at the time of this certification is accurate and was provided in good faith. Construction quality control was conducted under my supervision.

Prepared By: Shawki Al-Madhoun, PE Northstar Engineering Consultants, Inc.




SECTION SIX PHOTOGRAPHIC DOCUMENTATION

6.01 INTRODUCTION

This section contains photographs, as Exhibits, that depict the operations conducted during the construction of the composite liner system for Cells 11 and 12.

View: Looking south during excavation of Cells 11 and 12


Engineefs Certification Report For Cells 11 and 12 Composite Liner Mississippi County Class 1

ADEQ Permit No. 13 December

System Landfill

?-S1-R3 7,2005 -

View: Looking northwest at Cells 11 and 12 subgrade

View: Looking north at subgrade and start of l* lift of clay liner test fill at left

Engineering Consultants. Inc. Page 16 of 37

Engineer's Certification Report For Cells 11 and 12 Composite Liner Mississippi County Class 1

ADEQ Permit No. 13 December

' System I Landfill 6-S1-R3 7.2005 -

View: Looking north during application of 1' lift of clay liner test fill

View: Looking west at watering of 1' lift of clay liner

. Engineering Consultants, Inc. Page 17 of 37

Engineer's Celtification Report For Cells 11 and 12 Composite Liner System Mississippi County Class 1 Landfill

ADEQ Permit No. 135S1-R3 Dewmber 7,2005

View: Looking west during construction of 2"6 lift of clay liner at norrthern end of cells

View: Looking southwest at PVC leachate pipe and HDPE geomembrane liner storage area


Engineets Cettification Repott For Cells 11 and 12 Composite Liner System Mississippi County Class 1 Landfill


View: Looking east at leachate drainage sand stockpile

View: Looking northwest during installation of HDPE geomembrane liner



ADEQ Permit No. 1SS1-R3 December 7.2005

View: Looking north during installation of HDPE geomembrane liner

View: Looking south during installation of HDPE geomembrane liner


Engineer's Celtification Report For Cells 11 and 12 Composite Liner System Mississippi County Class 1 Landfill

ADEQ Pennit No. 138S1-R3 December 7.2W5

V i : Looking west at north end of Cells 11 and 12 during installation of HDPE geomembrane liner

View: Looking southwest during installation of HDPE geomembrane liner


Engineer's Certification Report For Cells 11 and 12 Composite Liner System Mississippi County Class I Landfill



View: Looking south during installation of HDPE geomembrane liner



ADEQ Permit No. 13641-R3 December 7,2005

View: North end of cells at leachate pipe penetration



Engineer's Certification Report For Cells 11 and 12 Composite Liner System Mississippi County Class I Landfill

ADEQ Pennit No. 138S1-R3 December 7.2005



ingineering Consultants, Inc. Page 24 of 37


ADEQ Permit No. 13BS1-R3







View: Installer performing pressure test of fusion welded HDPE geomembrane liner seam



ADEQ Permit No. 13BSl-R3 December 7.2005

View: Looking north during installatiin of HDPE geomernbrane liner


Norlhstar Engineering Consultants. Inc. Page 27 of 37

Engineer's Certification Repott For Cells 11 and 12 Composite Liner System Mississippi County Class 1 Landfill


View: Looking east at excavation of anchor trench at south end of cells

View: Looking northeast during installation of HDPE geomembrane liner




View: Installers extrusion weld leachate pipe penetration boot at north end of cells12

View: Leachate pipe penetration at north end of cell 12 after completion of boot weld


Engineets Certification Repoat For Cells 11 and 12 Composite Liner System Mississippi County Class 1 Landfill

ADEQ Permit No. 138S1-R3 December 7,2005

View: Looking east along anchor trench at south end of cells

View: Looking north at completed HDPE geornembrane liner installation



ADEQ Permit No. 136S1-R3 December 7.2005

View: Air vent installed at south end of cells

View: Looking east during construction of entrance ramp at south end of cells



ADEQ Permit No. 13641-R3 December 7,2005

View: Looking north at completed HOPE geomembrane liner installation

View: Looking northeast during application of sand drainage layer




View: Looking east as front end loader obtains sand from stockpile for drainage layer

View: Looking south-southwest during application of sand drainage layer



ADEQ Perml No. 13BS1-R3 December 7,2005

View: Lwking northeast during application of sand drainage layer

View: Looking north-northeast during application of sand drainage layer

Nolthstar Engineering Consuitants. Inc. Page 34 of 37


ADEQ Permit No. 136-S1-R3

View: Lmking north along Cell 12 leachate line during applicatiin of sand drainage layer

View: Looking north along leachate line during placement of initial gravel on geotextile fabric



ADEQ Permit No. 13BS1-R3 December 7,2005

View: Looking northwest during placement of gravel in leachate line

View: Looking north during placement of gravel in leachate line



ADEQ Permit No. 136Sl-R3 December 7,2005

View: Looking north-northwest at leachate line after encapsulation of pipe and gravel with geotexti~le

View: Looking west along south slope at leachate riser pipe


Engineer's Cerlilication Report For Cells 11 and I 2 Composite Liner System Mississippi County Class 1 Landfill


APPENDIX A

RECORD DRAWINGS FOR CELLS 11 AND 12

1) BOlTOM LINER GRADING PLAN, NORTHSTAR ENGINEERING CONSULTANTS, INC., JUNE 24,2003

2) 60 MIL HDPE FLEXIBLE MEMBRANE LINER PANEL AS-BUILT, ENVIRONMENTAL SPECIALTIES INTERNATIONAL, INC., OCTOBER 13,2005, CELLS 11 AND 12

3) AS-BUILT SURVEY, NORTHSTAR ENGINEERING CONSULTANTS, INC., OCTOBER 28,2005

LEGEND

240 PROPOSEDCONTOUR

EXISTING CONTOUR

DIRECTIONAL FLOW ARROWS OF DRAINAGE (DITCHES AND BERMS) - - - ANCHORTRENCH

-I,- - - -.lt. LEACHATE COLLECTION TRENCHlPlPE

1 4 % - - 1.4% SLOPElGRADE PERCENTAGES

. .. . . , . , PROPOSED 22' SERVICE ROAD

RIP-RAP

A =- A SCALE I" = 60'

CLOSED C U S S I LiViDFIU CLOSED ClASS I L4NDFiLL

LEGEND

1 28 LOCATION NUMBER

' ' - - ' ' EXISTING EDGE OF LINER - - - LEACHATECOLLECTIONTRENCHPIPE

1.4% - - 11% SLOPUGRADE PERCENTAGES - - -pi,- - - EXISTING MAJOR CONTOUR - - -227- - - EXISTING MINOR CONTOUR

2% BOTOM OF SAND ELEVATION CONTOUR

EXISTING SAND

rn AIR VENT

I I

MLLmronnd4fmp -- TEz DICm4-7Zll

(IIDJXWUF..

hgao

MISSISSIPPI COUNTY 8lll 1-1 3PAm

CLASS 1 MNDFILL ,QJ, ,Lams nutwe

ma09 q VCdECTNO.

MISSISSIPPI COUNTY. ARKANSAS 07M1 SOTMTE -

CELL 11 AND 12 I-, 0

AS-BUILT SHEET 1 of 2

Pi? * L - o , 4 - - / ~ - 3 d = - S ! I

No. 74

Ck" t Lmlmnmmtal LondssOP A n h R r t u n In0ln"flnp

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CONSULTANTS, INC. Lond I u W n p Plonnlng

e.nlon.ll*. *r*m.m. I l l , ? ( 4 7 0 ) 274-8144 T o l

CHLCIFD.

EMS CLASS 1 SlM 12/5/05 DRAYIH'

LANDFILL JRH 12/5/05 F I E NAME.

078-02 d.0

PROJECT No : 078-02 DATE^^.

CELL 1 1 AND 12 12/5/05 0

AS-BUILT SHEET ELEVATION CHART 2 o f 2

Engineak Ce-on Raport For Cels 11 and 12 Cornpsiie Liner System Mississippi County Class 1 Landfill

ADEQ Permit No. 136S1-R3 December 7,2005

APPENDIX B

CLAY LINER SOIL MATERIAL CONFORMANCE TEST REPORTS

Nolthstar Engineering Consultants. Inc. Appendix B

2 DESCRIPTION OF MATERIAL: Brown Sandy Silt 3 U.S STANDARD SIEVE SIZES

I M 3llM NO 4 NO. 10 NO. Q NO. 1W 0 n 110 100 rn 3

90 n

g i n $i * 0 E i g m a 105

_O z 'IL ?? 52 a ' f s b 1L a 5 a a z z

0 100 U 20 rn k a 5 2 0

% g a ;z 1 1 9 w 5 c

2 95 GRAIN SIZE IN MILLIMETERS z 5 2 P

- 4 $ u, - z 9

W

2 i a ; 85

k! 2 8 80

2 7

o_ 2 n 75 5 3 5 10 15 20 25 30 J

$ WATER CONTENT OF DRY WEIGHT, %

a. 5

STANDARD COMPACTION ASTM D 698

MODIRED COMPACTION ASTM D 1557

GRAVEL SAND SILT OR CLAY

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PLASTICITY INDEX

P r o j e c t M ~ s s i s s l p p l C o u n t y L a n d f i l l D a t e 1011 4199 Boring No.: NA S a m p l e #I Job No : 124399

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LL 49 P L 16 PI 33

N o t e s :

Approved by: Derek Navratil, E.I. A s s i s t a n t L a b o r a t o r y Manager

= Geotechnical Engineering - Environmental Assessments - Quality Control Of Construction Materials -

- ANDERSON ENGIEIEERII4G CSZISULTANTS, li.iC. r 3 2 : 7 NSLCIPCLG JONESJORO. Ai(UliSiS 72iOl

Mechanical Grain Size Analysis

Project: EAississippi County Landfill Project No.: 124399 Contractor: NA Date: 1011 411999 Boring No.: NA Sample No.: # 1 Depth of Sample: NA Soil Description: Brown Gray Clay Sample Weight: 2,056 gm Washing Loss: 1794.64 gm

Weight Cumulative Sieve or Retained Weight Percent Percent Screen (Grams) Retained Retained Finer Soecitication

3" 0 0 0 100 1112 0 0 0.0 100

Pan 1794.64 2056 100 0

NOTE:

l l € L A d L n R l d I

Approved by: Derek Navratil. E.I. Assistant ~aboiatory Manager

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: ANDERSON ENGINEERING CONSULTANTS, INC. 3217 NEILCIRCLE, JONESBORO, ARKANSAS 72401

COEFFICIENT OF PERMEABILITY (CONSTANT HEAD)

ASTM D 5084 - FLEXIBLE WALL

Project: MISSISSIPPI COUNTY LANDFILL Location: LUXORA, ARKANSAS Sample No.: MC-C 1 Soil Description: LIGHT BROWN CLAY Elevation: NA

Project No.: 124399 Date: 08/08/05 Sample Depth: NA Station No.: NA Lift No.: NA

PHYSICAL PROPERTIES Diameter, Inch ................... 2.800 Diameter, Cm ................ 7.11 Height,Inch ...................... 2.800 Height, Cm .................... 7.11 Area, Square Inch .............. 6.16 Area Sq. Cm ................ 39.73

.......... Volume, Cubic Inch .......... 17.24 Volume, Cubic Cm 282.58 Initial Wt., Gram ............... 459.7 Est: SP. GR 2.68 .....................

................... Water Content 20.5 Void Ratio ...................... 0.9841 Wet Unit Wt., PCF ............ 101.6 Water Head:

............ Dry Unit Wt., PCF 84.3 Cm. .............................. 140.68 Ft. ............................... 4.62

WATER TEMP. HEAD m, MIN (T) PRESS psi FLOW IS20

DEG.,C * 0 (Q) CMfSEC

- - Geotechnlcal Englneerlng - EnvlronmentalAssessments - Quallty Control Of Construction Materials -1

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Project: MISSISSIPPI COUNTY LANDFILL Project No.: 124399 Location: LUXORA, ARKANSAS Date: 08/08/05 Sample No.: MC-C2 Sample Depth: NA Soil Description: LIGHT BROWN CLAY Station No.: N A Elevation: NA L i t No.: NA

PHYSICAL PROPERTIES Diameter, Inch .................. 2.800 Diameter, Cm 7.1 1 ................ Height, Inch ...................... 2.800 Height, Cm ................... 7.11 Area, Square Inch ............. 6.16 Area Sq. Cm .............. 39.73 Volume, Cubic Inch .......... 17.24 Volume, Cubic Cm .......... 282.58 Initial Wt., Gram ............... 468.2 Est. SP. GR ..................... 2.68 Water Content ................. 20.0 Void Ratio ...................... 0.9402 Wet Unit Wt., PCF ............ 103.5 Water Head: Dry Unit Wt., PCF ............ 86.2 Cm. .............................. 140.68

Ft ................................ 4.62

WATER TEMP. HEAD TIME, MIN (T) PRESS psi FLOW K20

DEG.,C ++ 0 ML (Q) CMJSEC o?)

420 20.0 1 .OOO 2.0 1 .OO 5.11E08

L - Geotechnlcal Englneerlng - Envlronmentai Assessments - Quality Control Of Constructlon Materlals I

ANDERSON ENGINEERING CONSULTANTS, INC. 3217 NEIL CIRCLE, JONESBORO. ARKANSAS 72401

MECHANICAL GRAIN SIZE ANALYSES ASTM D 422

Project: Mississippi County Landfill Project No.: 124399 Location: Luxora, Arkansas Date: 08/04/05 Sample No.: MC ll&12-C1 Sample Depth: Soil Description:

Sieve Weight Cumulative Weight Retained Retained Percent or Percent

Screen (prams) Retained Passing

(prams) 3" 0.0 0.0 0.0 100.0

314" 0.0 0.0 0.0 100.0 #4 0.0 0.0 0.0 100.0 #10 1 .O 1.0 0.3 99.7 #40 6.0 7.0 2.0 98.0

#200 39.0 46.0 13.3 86.7 PAN 299.0 345.0 100.0 0.0

Percent Sample Gravel: 0.0 Sample Weight: 345.08 Percent Sample Sand: 13.3 Washing Loss: 299.08 Percent Sample SilKlay: 86.7

Project: Mississippi County Landfill Project No.: 124399 Location: Luxora, A r k a m Date: 08104105 Sample No.: MC 118~12-C2 Sample Depth: Soil Description:

Sieve Weight Cumulative Weight or Retained Retained Percent Percent

Screen (i%r-1 (grams) Retained Passing

3" 0.0 0.0 0.0 100.0 314" 0.0 0.0 0.0 100.0 #4 0.0 0.0 0.0 100.0

#10 0.8 0.8 0.2 99.8 #40 9.0 9.8 2.4 97.6 #200 46.0 55.8 13.4 86.6 PAN 360.2 416.0 100.0 0.0

Percent Sample Gravel: 0.0 Sample Weight: 416.0g Percent Sample Sand: 13.4 Washing Loss: 360.28 Percent Sample SilffClay: 86.6

I Geotechnlcal Engineering - Environmental Assessments - Quallty Control Of Constructlon Materlals 1

-- ANDERSON ENGINEERING CONSULTANTS, INC. 3237 NElLClRME JONESBORO ARKANSAS 72401

MOISTURE CONTENT DETERMINATION ASTM D 2216

Project: Mississippi County Landfill Project No.: 124399 Location: Luxora, Arkansas Date: 08/02/05

MOISTURE CONTENT Sample Number C1 C2 Tare Number Tare + Wet Soil (g) 805.0 705.0 Tare + Dry Soil (g) 668 0 586.0 Tare (g) 133.0 143.0 Water (g) 137.0 119.0 Dry Soil (g) 535.0 443.0 Water Content (%) 25.6 26.9

- - Geotechnlcal Engineering - Envlronrnental Assessments - Quallty Control Of Constructlon Materials 5

ATTERBERG LIMIT DETERMINATION ASTM D 4318

I I Project: Mississippi County Landfill I I

Tare Number 8 1 5 Number of Blows 26 23 Tare + Wet Soil (g) 32.00 35.84 Tare + Dry Soil (g) 25.93 28.77 Tare (g) 14.53 14.06 Water (g) 6.07 7.07 hy Soil (g) 11.40 14.71 Water Content (%) 53.25 48.06 Liquid Limit 53 48 t sample Number MC 11&12-c1 ~ c 1 1 & 1 2 - ~ 2 Tare Number 7 2 Tare + Wet Soil (g) 17.10 20.56 Tare + Dry Soil (g) 16.97 20.46 Tare (g) 16.35 19.88 water (g) 0.13 0.10 Dry soil (g) 0.62 0.58 Water Content (%) 20.97 17.24 Plastic Limit 21 17 Plasticity Index 32 31 Classification (M0) CH CL

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' 11/16/2005 IVED EDAI FAX ~ ~ o z i o o a

ANDERSON ENGINEERING CONSULTANTS, INC. 2217 NElLClRCL6 XINEWRO.ARKAXSA8 7MOi

COErnrnNT OF PEl3iME.4YjItITY (CONSTANT HEAD)


Project: Mississippi County Ladi l l ; Cell Ilk12 Pmjeat No.: 124399 Lmtion: Luxaa, !de.was Date: 08/30/05 Sample No.: hdC11&12-C3 SampIeDepth: 6 inches Soil Description: Grayish Brown Lean Clay Station No.: NIA ElevaW NIP M No.: N/A

PHYSICAL PROPERTIES Diameto~, Inch ................... 2.800 Riameter, Cm ................ 7.11 Hoight, Inch ....................... 2.800 Height, Cm .................... 7.11 ArCg,Sq~mInch .............. 6.16 Area Sq. Cm ................ 39.73 Volume, Cubic Inch .......... 17.24 Volume, Cubic Cm .......... 282.58 Initial Wt., Oram ............... 526.3 & SP. GR .................... 268 Watar Conteat. .................. 21.0 Void Ratio ...................... 0.7405 Wet Unit Wt, PCF ............ 116.3 W & e r M thy Unit Wt, PCP ............ 96.1 Cm ............................... 140.68

Ft ............................ .-. 4.62

WATER TEMP. HEAD TIM& MIN (TI PRESS psi FLOW K20

DeC.,C *@v ML (Q. CMJSEC @) - 531.0 20.0 1 .OOO 2.0 0.50 W#E-08

= Geotochnlcal Englneerlng - Envlronrnontal Assessments - Quallty Control 01 Construction Materials 1 =

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-- ANDERSON ENGINEERING CONSULTANTS, INC. 3217 NEIL CIRCLE JONESBORO ARKANSAS 72401

MOISTURE CONTENT DETERMINATION ASTM D 2216

Project: Mississippi County Landf~ll; Cells 11 & 12 Project No.: 124399 Location: Luxora, Arkansas Date: 09/22/05

MOISTURE CONTENT Sample Number h i c ~ ~ 1 1 6 . 1 2 ~

TereNumber 36 Tare + Wet Soil (g) 992.00 Tare + Dry Soil (g) 849.50 Tare (g) 233.00 Water (g) 142.50 DfY soil (g) 616.50 Water Content (Ye) 23.11

- - Geotechnlcal Engineering - Environmental Assessments - Quality Control Of Construction Materials

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' 11/16/2005 WED 3:39 FAX ~ 0 0 3 1 0 0 3

Ir ANDERSON ENGINEERING CONSULTANTS, INC. *I7 NEIL CIRCLE. JMIESBORO, ARKANSAS 78401


ASTM D 5084 - RLEXKBLE WALL

Projeft: Mississippi County Landfill; Cell 1 1&12 Project No.: 124399 Locatioa: Luxora,Arkmsas D& 10119/05 Sample No.: MCl l& 12-C4 Sample Depth: 6 inches Soil Description: Grayish B m Lcan Clay Station No.: NIA E l ~ t i o n : N P Lift No.: N A

PBYSICAL PROPERTXE9 Diameter,Inch ................... 2.800 Diameter, CIU ...,.......... 7.1 1 Height, Inch ....................... 2.800 Hdght, Cm .................... 7.11 hea, Square Inch .............. 6.16 Awa Sq. Cm ................ 39.73 Volume, Cubic Inch .......... 17.24 V o b , Cubic Cta ......... 282.58 Initial Wt., G m . ............. 524.6 Est.SP.OR .................... 2.67 Water Content. .................. 22.0 Void Ratio ...................... 0.7538 Wet Unit Wt, FCF ............. 115.9 Wata Head: Dry Unit Wt, PCF ............ 95.0 Cm ........................... ". 140.68

R ............................... 4.62

.... WATER -.A* aOcw 1 1 -Wrn . DEQ,C ++(KIJ n\ ML (Q) CMJSEC I-. -- PRESS nsi mow

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525.0 20.0 1 .OOO 2.0 030 2.(ME-08

Geotschnical Englneerlng - Envlmnmental Assesrmente - Quality Control Of Construction Materials =

ANDERSON ENGINEERING CONSULTANTS, INC. 3217 NElLC1RC.E. JONESBOR0,ARKANSAS 72401


Projeft: Mississippi County Landfill Date: 08/30/05 Location: Luxora, Arkansas Job No.: 124399

LIQUID LIMIT Sample Number ST-I-A ST-2-A ST-3-A Tare Number 20 51 12 Number of Blows 27 23 27 Tare + Wet Soil (g) 44.12 42.1 1 40.17 Tare + Dry Soil (g) 40.46 39.12 37.70 Tare ($f 31.04 30.96 30.76 U'aieI fp) 3.66 2.99 2.47 hy Soil (g) 9.42 8.16 6.94 Water Content (%) 38.85 36.64 35.59 Liquid Limit 39 36 36 9 Sample Number ST-1-A ST-2-A ST-3-A Tan N m Tare +Wet Soil (g) Tam + Dry Soil (g) Tan (g) water k) m Soil (g) wetar Content (%) PLastic L i i Plasticity Index classification (#40)

- - Geotechnical Engineering - Environmental Assessments - Quality Control Of Construction Materials Z

-, ANDERSON ENGINEERING CONSULTANTS, INC. 3217 NEIL CIRCLE. JONESBORO ARKANSAS n4oi


Project: Mississippi County Landfill Project No.: 124399 Location: Luxora, Arkansas Date: 08/30/05 Sample No.: ST- 1 -A Sample Depth: 6 inches Soil Description: Brownish Gray Lean Clay

Sieve Weight Cumulative Weight Retained Retained Percent Percent

or (g.lms) cw4 Retained Passing

Screen .I

3" 0.0 0.0 0.0 100.0 314" 17.7 17.7 6.2 93.8 #4 4.3 22.0 7.8 92.3 #10 0.9 22.9 8.1 91.9 #40 14.7 37.6 13.2 86.8 #200 55.3 92.9 32.7 67.3 PAN 191.1 284.0 100.0 0.0

Percent Sample Gravel: 7.8 Sample Weighk 284.0g Percent Sample Sand: 25.0 Washing Loss: 191.lg Percent Sample SilffClay: 67.3

Project: Mississippi County Landfill Project No.: 124399 Location: Luxom Arkansas Date: 08130105 Sample No.: ST-2-A Sample Depth: 6 inches Soil Description: BroMsh Gray Lean Clay with Sand

Sieve Weight Cumulative Weight or Retained Retained Percent Percent

Screen (grams) (grams) lZetained Passing

3" 0.0 0.0 0.0 100.0 314" 17.2 17.2 2.9 97.1 #4 4.8 22.0 3.8 96.2

#10 0.9 22.9 3.9 96.1 A40 14.7 37.6 6.4 93.6

#200 55.3 92.9 15.9 84.1 PAN 492.1 585.0 100.0 0.0

Percent Sample Gravel: 3.8 Sample Weight: ' 585 Percent Sample Sand: 12.1 Washing Loss: 492.1g Percent Sample Silffaay: 84.1

- - Geotechnlcal Englneerlng - Environmental Assessments - Quallty Control Of Construction Materlals 5 BF

- r ANDERSON ENGINEERING CONSULTANTS, INC.

3217 NEIL CIRCLE. JONESBORO, MKANSAS 72401


Project: Mississippi County Landfill Project No.: 124399 Location: Luxora, Arkansas Date: 08/30/05 Sample No.: ST-3-A Sample Depth: 6 Inches Soil Description: B~ownish Gray Lean Clay with Sand


or (grams) (grams)

Retained Passing Screen

3" 0.0 0.0 0.0 100.0 3/4" 0.0 0.0 0.0 100.0 #4 0.0 0.0 0.0 100.0

#tO 0.2 0.2 0.1 99.9 #40 3.4 3.7 1 .O 99.0

#200 52.5 56.2 16.1 83.9 PAN 292.8 349.0 100.0 0.0

Percent Sample Gravel: 0.0 Sample Weight: 349.0g Percent Sample Sand: 16.1 Washing Loss: 292.8g Percent Sample SiltlClay: 83.9

: ANDERSON ENGINEERING CONSULTANTS, INC. 3217 NEIL CIRCLE. MNESBORO. ARKANSAS 72401

PHYSICAL PROPERTIES OF SOIL

Project: Mississippi County Landfill Project No.: 124399 Location: Luxora, AR Date: 08/29/05 Sample No.: ST-I-A Sample Depth: 6 inches Soil Description: Brownish Gray Lean Clay

Tare Number.. ........... ........ Tare + Wet Soil..

Tare + Dry Soil ........... Tale. ........................ Water. ........................ Wet Soil ................... Dry Soil ....................

............ Water Content

................................. Height.. Avg. Diameter ........................ Gs (Eslimted). .......................... Trimmed Sample Total Weight.. .. Initial Area. .............................. Void Ratio = (Vo.Vs)Ns ............ Saturat-ion = GsWolEo.. ............... Dry Density = 62.4(WsNo) ........ Wet Density = 62.4(WNo) ..... ,... . 39 Field Correlation

Plastic Limit: 19 Drv Unit Weipht: 100 ocf

Project. Mississippi County Landfill Projeet No.: 124399 Loeation: L~xora, AR Date. 08/29/05 Sample No.: ST-2-A Sample Depth: 6 inches Soil Description: Brownish Gray Lean Clay with Sand

Tale Number.. ........... Tare + Wet Soil... ....... Tare + Dry Soil ........... Tare. ........................ Water.. ....................... Wet Soil ................... Dry Soil .................... Water Content ............

Height. .................................. Avg. Diameter ........................ Gs (Estimated). .......................... Trimmed Sample Total Weight.. .. Initial Area ............................... Void Ratio = (Vo-Vs)Ns. ........... Saturation = GsWo/Eo.. ............... Dry Density = 62.4(WsNo). ....... Wet Density = 62.4wNo). .........

5.875 in 2.875 in 2.69

1220.00 g 41.883 q.cm 0.712 91.6 % 98.0 pcf

121.8 pcf

Liquid Limit: 36 Field Correlation Plastic Lim'lt: 20 Dry Unit Weieht: 99.1 acf

A

Plasticity Index: 16 water cqnt&t: 239 %

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1

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- - ANDERSON ENGINEERING CONSULTANTS, INC. 3217 NEILCIRCLE. JONESBWO. ARKANSAS 72401


Project: Mississippi County Landflll Project No.: 124399 Location: Lux- AR Date: 08/29/05 Sample No.: ST-3-A Sample Depth: 6 inches Soil Description: Brownish Gray LeanClay with Sand

Tare Number. ............ 62 Height.. ................................. 5.125 in Tare + Wet Soil. ......... 1220.0 g Avg. Diameter ........................ 2.875 in Tare + Dry Soil ........... 995.0 g Gs (Estimated) ........................... 2.69 Tare ......................... 133.0 g Trimmed Sample Total Weight.. 1060.00 g .. Water ......................... 225.0 g Initial Area.. ............................. 41.883 sq.cm Wet Soil ................... 1087.0 g Void Ratio = (tb-Vs)Ns. 0.745 ........... Dry Soil .................... 862.0 g Saturation = GsWo/Eo.. 94.3 % ............... Water Content ............ 26.1 Dry Demity = 62A(WSNO). ....... 96.2 pcf

Wet Denaity = 62.4(WNo) .......... 1213 pef

I-'

Liquid Limit: 36 Field Correlation Pht ic LMt: 21 Dry Unit Weight: 96.5 pcf Plasticity Iadex: 15 Water Content: 25.9 %

lD

= Geotechnlcal Engineering - Envlronrnental Assessments - Quality Control Of Construction Materials S

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Ir ANDERSON ENGINEERING CONSULTANTS, INC. 3217 NEILCIRCLE, JONESBOR0,ARKMISAS 724Q1 1

MECHAMCAL GRAIN SIZE ANALYSES ASTM D 422

Project: Mississippi County Landfill; Cell 116212 Project No.: 124399 Location: Luxora, Arkansas Date: 09/08/05 Sample No.: ST-4-A Sample Depth: 6 inches Soil Description: Grayish Brown Lean Clay


or Screen ( L ? ~ W (-1 Retained Passing -

3" 0.0 0.0 0.0 100.0 314" 0.0 0.0 0.0 100.0 #4 1.4 1.4 0.2 99.8 #lo 1.4 2.8 0.4 99.6 #40 11.4 14.3 2.1 97.9 #200 77.8 92.1 13.8 86.2 PAN 572.9 665.0 100.0 0.0

Pereent Sample Gravel: 0.2 Sample Weight: 665.0g Percent Sample Sand: 13.6 Washing Loss: 572.9g Percent Sample SUt/Clay: 86.2

= Geotechnlcal Engineering - Environmental Assessments - Quality Control Of Construction Materials I a=

: ANDERSON ENGINEERING CONSULTANTS, INC. 3217 NEIL CIRCLE, JONESBORO, ARKANSAS 72401


Project: Mississippi County Landfill; Cell 11&12 Date: 09/07/05

Tare Number Number of Blows Tare + Wet Soil (g) Tare + Dry Soil (g) Tare (g) w-Ce) w soil 0 Water Content (%)

Tare + Wet Soil (g) Tate+hySoil@ Tan 0 water k) ny Soil k) warm Content (56) Plastic Limit Plasticity fndex C l d i n (W)

- - Geotechnlcal Englneerlng - Environmental Assessments - Quallty Control 01 Construction Materials : a=

ANDERSON ENGINEERING CONSULTANTS, INC. 3217 NEIL CIRCLE. JONEBBORO, ARKANSAS 7.2401


Project: Mississippi County Landfill Project No.: 124399 Location: Luxora, AR Date: 09/06/05 Sample No.: S T 4 A Sample Depth: 6 inches Soil Description: Brownish Gray Lean Clay

Tare Number.. ........... Tare +Wet So il... ....... Tare + Dry Soil ........... Tare. ........................ Water. ........................ Wet Soil.. ................. Dry Soil .................... Water Content ............

Height.. ................................ Avg. D ie t er . . ...................... Gs (Estimated).. ......................... Trimmed Sample Total Weight.. .. Initial Area.. ............................. Void Ratio - (Vo-Vs)Ns.. .......... Saturation = GswolEo.. ............... D y Density = 62A(WdVo) ........ Wet Density = 6 2 . 4 W o ) ..........

5.500 in 2.875 in 2.68

1165.00 g 41.883 sq.cm 0.693 99.8 % 98.8 pef

124.2 pcf

- Geotechnlcal Englneerlng - Environmental Assessments - Quallty Control 01 Construction Materlals

BF

Engineer's Ce~thication Report For Cells 11 and 12 Composite Liner System Mississippi County Class 1 Landfill

ADEQ Permit No. 1 3 S S i - ~ 3 December 7,2005

APPENDIX C

CLAY LINER QAlQC ~- -

FIELD AND LABORATORY SOIL TEST RESULTS

Northstar Engineering Consultants, Inc. Appendih C

ANDERSON ENGIN6W$ING CONSULTANTS, INC. SZI'I NEILCIRCLE ESBOAO. ARKANSAS 7 2 4 ~ 1

Project ~0 . -010-M) Icc: DAILY CONSTRUCTION REPORT

R e ~ O r t N O . : 32 PROJECT DATE JOB NO. Mississippi County Landfill 08/25/05 124399 9 Luxora, Arkansas CLIENT Northstar Engineering 211 South Main Street Bentonville, Arkansas 72712 WEATBER: (X)Clear ( ) P. Cloudy ( )Cloudy (X) Sunny ( )Light Rain

General Site Condition: Good

QUALITY CONTROL TESTING AND OBSERVATS9N I I At the request of Dennis Burks, the undersigned was present at the referenced project to perform twelve (12) nuclear field density tests. The results are as follows:

DENSITY TESTS:

TEST PROCTOR NO. NO.

DRY DENSITY

MOISTURE, PERCENT

CCPIPACTION, PERCENT

100.9

100.8

99.5

101.3

108.4

97.7

105.6

104.0

99.4

101.8

105.8

107.7

! Proctor No. 1 100.5 @ 22.5% (Standard) ! Proctor NO. 3 97.8 @ 17.8% (Standard) I

I Specified Compaction: 95.0%

1 SIGNED: Jimmy Guthrie, E.T.

TEST ITEM 6 LOCATION

Sub-Grade

5-1

5-2

5-3

5-4

5-5

5-6

5-7

5-8

5-9

5-10

5-11

5-12

Geotechnical Engineering - Enrironmntd Assessments - Quality Control Of Construction Materials 2.l

ANDERSON ENGINFTING CONSULTANTS. INC. 3217 NEIL CIRCLE ESBORO. ARKANSAS 72101

DAILY CONSTRUCTION REPORT

R e p o r t N o . : 33 PROJECT DATE JOB NO. Mississippi County Landfill 08/26/05 124399 PROJECT LOCATION Luxora, Arkansas CLIENT I / Northstar Engineering 211 South Main Street -

Bentonville, Arkansas 72712 WEAT c R: (X)C ear


QUALITY CONTROL TESTING AND OBSERVATION I I At the request of Dennis Burks, the undersigned was present at the referenced project to perform fifteen (15) nuclear field density tests and obtained six (6) shelby tube samples and one (1) sample of brown clay to be returned to the laboratory for testing. The results are as follows:

DENSITY TESTS:

TEST PROCTOR NO.

DRY DENSITY

MOISTZTRE , PERCENT

COMPACTION, PERCENT TEST ITEM h LOCATION

F i r s t L i f t - T e s t P a d

1 -1

1-2

1-5

S e c o n d L i f t - T e s t P a d

2 -1

Third L i f t - T e s C Pad

7 1 1 1 0 0 . 2 2 2 . 6 99.7 3-1

7 2 1 9 8 . 5 2 2 . 7 9 8 . 0 3-2

7 3 1 9 6 . 1 2 5 . 1 9 5 . 6 3 -3

7 4 1 9 6 . 2 2 4 . 0 9 5 . 7 3-4

Geotechnlcal Englneerlng - Environmental Assessments - Quality Control Of Construction Materials 1

ANDERSON ENGINrWING CONSULTANTS, INC. 3217 NEIL ClRCLi IESBORO. ARKANSAS 72401


Report No.: 33 PROJECT DATE JOB NO. PAGE NO. Mississippi County Landfill 08/26/05 124399 2

DENSITY TESTS:

TEST PROCTOR DRY MOISTURE, CWACTION, NO. - NO. DENSITY PERCENT PERCENT TEST ITEM 6 UXATION

First Lift-Test Pad

61 1 97 .4 2 5 . 7 96.9 1-1

Proctor No. 1 100.5 @ 22.5% (Standard) Proctor No. 3 97.8 @ 17.8% (Standard)

Specified Compaction: 95.0%

SIGNED: Jimmy Guthrie, E.T.

- - Geotechnlcal Engineering - Environmental Assessments - Quallty Control Of Construction Materials Z

11/15/200!~ TUE 1 : ~ FAX ~oozioon

ANDERSON ENGlNEERlNG CONSULTANTS, WC. azt7 NBlLCIRClE, WEEDQRO. bRKANSffi 1ZM1

DAILY CONSTRUCTION REPORT I I Renost No.: 34

PROjeCT DATE JOB NO. Mississippi County Landfill 09/06/05 124399 PRO CT c ~uxora, Arkansas CLIE#T I I Northstar Enoineerina 1 1 211 south ~ a i n streef Bentonville, Arkansas 72712 WEWTflER: ( )Clear (X)P. Cloudy ( )Cloudy ( )Sunny ( )Light Rain


At the request of Dennis Burks, the Undersigned was present at the referenced project to perform five ( 5 ) nuclear field density tests and obtained two ( 2 ) Shelby tube samples to be returned to the laboratory for testing. The results are as follows:

DENSITY TESTS:

TEST PROCTOR DRY MOIS-, ~ A C T I W , 2 & A ! L . - ~ ~ ~ TEST I= C ICCATIOtJ

1 O~U/"" Fourth Lift-Test Pad 76 KC3 97.1 24.1 96.6 4-1

77 XC/3 97.8 25.0 97.3 4-2

78 r c 3 97.6 2 4 . 6 97.2 4-3

7 9 XC3 96.1 25.7 95.7 4-4

80 xL3 96.2 24.8 95.8 4-5

Proctor No. 2f 100.5 @ 2b5% (Standard) CS U . O %


Ir ANDERSON ENGINEERING CONSULTAWS, INC. 3217 NEIL CIRCLE. JONESWRO. ARKANSAS 72401


Report No. : 3 6 PROJECT DATE JOB NO. Mississippi County Landfill 09/08/05 124399 PROJECT LOCATION Luxora, Arkansas ~LIENT Northstar Engineering 211 South Main Street --- - -

Bentonville, Arkansas 72712 WEATHER: ( )Clear ( )P. Cloudy ( )Cloudy (X)Sunny ( )Light Rain


QUALITY CONTROL TESTING AND OBSERVATION

At the request of Dennis Burks, the undersigned was present at the referenced project.

1'' Trip Performed nine (9) nuclear field density tests and obtained two (2) shelby tube samples to be returned to the laboratory for testing.

2- Trip Performed nine (9)nuclear field density tests and obtained two (2) shelby tube samples to be returned to the laboratory for testing. The results of the tests are as follows:

QENSITY TESTS:

TEST PROCTOR DRY MOISTURE, COMPACTION, NO. NO. DENSITY PERCENT PERCENT TEST ITEM & LOCATION

First Lift

9 5 . 9 1 -6

9 9 . 3 1-7

95.7 1 -8

9 7 . 7 1 - 9

9 7 . 7 1 -10

96 .7 1-11

9 6 . 9 1 - 1 2

97 .9 1 - 1 3

Second Lift

9 0 ,4'~3 96 .6 24.4 9 6 . 1 2-6,

k Geotechnlcal Engineerlng - Environmental Asoessrnants - Quallty Control Of Construction Materials 4

-- ANDERSON ENGINEERING CONSULTANTS, INC. 3217 NEIL CIRCLE. JONESBORO. ARKANSAS 72401


R e ~ 0 r t NO. : 3 6 PROJECT DATE JOB NO. PAGE NO. Mississippi County Landfill 09/08/05 124399 2

DENSITY TESTS:

TEST PROCTOR DRY MOISTURE, COMPACTION, NO. - NO. DENSITY PERCENT PERCENT TEST ITEM 6 LOCATION

S e c o n d Llft

9 3 j'C3 9 8 . 3 2 2 . 8 9 7 . 8 2-9

9 4 ,963 9 8 . 8 2 4 . 4 9 8 . 4 2-10

95 $03 9 5 . 9 2 5 . 5 9 5 . 4 2-11

9 6 K C 3 9 5 . 8 2 5 . 5 9 5 . 3 2-12

97 XC3 9 9 . 1 23 .4 9 8 . 6 2 -13

9 8 kc3 9 9 . 2 2 3 . 4 9 8 . 7 2-14

Proctor No. fl 100.5 @ 2ZT5% (Standard) C 3 22.9'6

Specified compaction: 95.0%

SIGNED: Jimmy Guthrle, E.T.

ANDERSON ENGINEERING CONSULTANTS, INC. 3217 NEIL CIRCLE, JONESBDRO, ARKANSAS 72401

DAILY CONSTRUCTION REPORT I I Report No. : 37

PROJECT DATE JOB NO. Mississippi County Landfill 09/10/05 124399 PROJECT LOCATION Luxora, Arkansas CLIENT Northstar Engineering 711 South Main Street --- - ~ ~ ~~~ ~ ~

Bentonville, ~rkansas 72712 WEATHER: ( )Clear ( )P. Cloudy ( )Cloudy (X)Sunny ( )Liqht Rain

General Site condition: ~ o o d - -


At the request of Dennis Burks, the undersigned wes present at the referenced project to perform nine (9) nuclear field density tests and obtained two (2) shelby tube samples to be returned to the laboratory for testing. The results of the tests are as follows:

DENSITY TESTS:

TEST PROCTOR NO. - NO.

DRY MOISTURE, DENSITY PERCENT

CCMPACTION, PERCENT TEST ITEM 6 LOCATION

Third Lift

3- 6

3-7

3-8

Proctor No. K 100.5 @ gk!B (sfandard) <3

Specified Compaction: g?zflb ,,/,,5b5

1 ANDERSON ENGINEERING CONSULTANTS, INC. 3217 NEIL CIRCLE, JONESBORO. ARKANSAS 72401 I


Ps~ort No. : 3 8 PROJECT DATE JOB NO. Mississippi County Landfill 09/12/05 124399 PROJECT LOCATION Luxora, Arkansas CLIENT Northstar Engineering 211 South Main Street Bentonville, Arkansas 72712 WEATHER: ( )Clear ( ) P. cloudy ( )Cloudy (X)Sunny ( )Light Rain



At the request of Dennis Burks, the undersigned was present at the referenced project to perform nine (9) nuclear field density tests and obtained two (2) Shelby tube samples to be returned to the laboratory for testing. The results of the tests are as follows:

DENSITY TESTS:

TEST PROCTOR NO. - NO.

DRY DENSITY

MOISTURE, PERCENT

COM!?ACTION, PERCENT TEST ITEM 6 LOCATION

Fourth Lift

4-6

4-7

4-8

4-9

4-10

4-11

4-12

4-13

4-14

proctor No. R 100.5 46tandard) 63 22.0%

Specified Compaction: 95.01 8 b 11 / i a /05

ANDERSON ENGINEERING CONSULTANTS, INC. 3217 NEIL CIRCLE. JONESBORO, ARKANSAS 72401


Rsoort No.: 39 PROJECT DATE JOB NO. Mississippi County Landfill 09/19/05 124399 9 Luxora, Arkansas I I Northstar Engineering 211 South Main Street Bentonville, Arkansas 72712 WEM"l'ER: ( )Clear ( ) P. Cloudy ( )Cloudy (X)Sunny ( )Light Rain


QUALITY CONTROL TESTING AND OBSERVATION I I At the request of Dennis Burks, the undersigned was present at the referenced project to perform three (3) nuclear field density tests and obtained one (1) shelby tube sample to be returned to the laboratory for testing. The results of the tests are as follows:

DENSITY TESTS:

TEST PROCTOR DRY MOISTURE, COMPACTION, a NO. DENSITY PERCENT PERCENT TEST ITEM h LOCATION -

lat Lift

117 R C 3 95.5 2 2 . 4 9 5 . 1 1-15

Proctor No. K 100.5 @ (Standard) c3 3 . 0 %

Specified Compaction: 95.0% /1}%/5

SIGNED: Jimmy Guthrie, E.T.

- - ANDERSON ENGINEERING CONSULTANTS, INC. 3217 NEILCIRCLE. JONESBORO. ARKANSAS 72401

DAILY CONSTRUCTION REPORT I I R e ~ o r t No . : 4 0

PROJECT DATE JOB NO. ~ ~

Mississippi County Landfill 09/21/05 124399 9 Luxora. Arkansas CLIENT Northstar Engineering 211 South Main Street Bentonville, Arkansas 72712 WEATHER: ( )Clear ( ) P. Cloudy ( )Cloudy (X)Sunny ( )Light Rain



At the request of Dennis Burks, the undersigned was present at the referenced project to perform three ( 3 ) nuclear field density tests and obtained one (1) shelby tube sample to be returned to the laboratory for testing. The results of the tests are as follows:

lgt T R I P

DENSITY TESTS:

TEST PROCTOR DRY MOISTURE, CCMPACTION, NO. NO. DENSITY PERCENT PERCENT TEST ITEM & LOCATION

2nd Lift

120 PC3 96.6 25.4 96.1 2-15

121 X G ~ 95.6 26.2 95.2 2-16

122 ac3 100.5 23.2 100.0 2-17 (ST-2-4)

Proctor No. & ~ 3 100.5 @ 22.0% (Standard) Specified Compaction: 95.0%

11Ilb[05

L A.\&C

Performed three (3) nuclear field density tests on Lift 3, Cells 1 & 12. Obtained one (1) shelby tube sample to be returned to the laboratory for testing. The tests results are as follows:

DENSITY TESTS: I I TEST PROCTOR DRY MOISTURE, COMPACTION,

NO L NO. DENSITY PERCENT PERCENT TEST ITEM 6 LOCATION I I 3rd Lift

123 / ~ 3 96.8 24.2 96.3 3-15

124 d ~ 3 95.7 24.8 95.3 3-16

- - Geotechnlcal Englneerlng - Envlronrnental Assessments - Quallty Control Of Construction Materials

- 3217 NEIL CIRCLE. JONESBORO. ARKANSAS 72401


R e ~ o r t N O . : 41 PROJECT DATE JOB NO. PAGE NO. Mississippi County Landfill 09/21/05 124399 2

Proctor No. .d 100.5 @ 22.0% (Standard] G3


- - ANDERSON ENGINEERING CONSULTANTS, INC. 3217 NEIL CIRCLE. JONESBORO. ARKANSAS 7241

DAILY CONSTRUCTION REPORT I I Report NO. : 4 1

PROJECT DATE JOB NO. Mississippi County Landfill 09/22/05 124399 PROJECT LOCATION Luxora, Arkansas CLIENT I I Northstar Engineering 211 South Main Street Bentonville, Arkansas 72712 WEATHER: ( )Clear ( ) P. Cloudy ( )Cloudy (X)Sunny ( )Light Rain


QUALITY CONTROL TESTING AND OBSERVATION I I At the request of Dennis Burks, the undersigned was present at the referenced project to perform three (3) nuclear field density tests and obtained one (1) shelby tube sample to be returned to the laboratory for testing. The results of the tests are as follows:

DENSITY TESTS:

TEST PROCTOR DRY MOISTURE, CCMPACTION, NO. NO. DENSITY PERCENT PERCENT TEST ITEM 6 LOCATION

Lift

12 6 k c 3 90.0 24.2 97 .5 4-15

Proctor No. ,KC3 100.5 @ 22.0% (Standard) Specified Compaction: 95.0%

' 09/1412005 IVED 3:28 FAX

ANDERSON ENGINEERING CONSULTANTS, INC. 217 NOLCIRCLE. JONESBORO. A R K ~ N W ~ ~ U D I

COEFFiCIENT OF PERMEABILITY (CONSTANT HEAD)

ASTM D $084 - EZEXCBLE WALL

Project: Mississippi County Landfill Pmjeet No.: 124399 Lacation: Luxora, Arkansas Date: 08130105 Sample No.: ST-1-1 Sample Depth: 6 inohes Soil Description: Grayish Brown Lean Clay Station No.: N/A Elevation: N@ Lift No.: NIA

PHYSICAL PROPERTIES Diameter, Inch ................... 2.800 Diameter, Cm ................ 7.11 Height, Inch ....................... 2.800 H o i i Cm .................... 7.1 1 Arw, Squm Inch ............. 6.16 AreaSq.Cm ................ 39.73 Volume, Cubic Inch .......... 17.24 Volume, Cubic Cm .......... 282.58 Initial Wt, Gram ............... 546.6 IW SP. CrlL .................... 2.68 Warn Cement .................. 225 Void Ratio ...................... 0.6964 Wet Unit Wt., PCF ............ 120.8 Watcr Head: Dry Unit Wt., PCF ............ 98.6 Cm ............................... 140.68

Ft.. .................... 4.62

= M I N O

545.0 20.0 1 .OOO 2.0 0.20 7.tlBE-09

= Geotechnical Englneerlng - Environmental Assessments - Quality Control Of Construotlon Materials %F

9

ANDERSON ENGINEERING CONSULTANTS, INC. 321 7 NEIL CIRCLE. JONESBORO. ARKANSAS 72401



Project: Mississippi County Landf~ill; Cell 11&12 Projeet No.: 124399 Location: LUXORI, Arkansas Date: 09/16/05 Sample No.: ST-1.2 Sample Depth: 6 inches SOU Description: Brown Lean Clay Station No.: N/A Elevation: NiP L i i No.: NIA

PWSICAL PROPERTIES Diameter, Inch ................... Height, Inch ....................... Area, Square Inch .............. Volume, Cubic Inoh .......... Initial Wt., Gram ............... Water Content. .................. Wet Unit Wt., PCF ............ Dry Unit Wt., PCF ............

Diameter, Cm ................ Height, Cm .................... Area Sq.. Cm ................

Volume, Cubic Cm .......... Est. SP. GR ..................... Void Ratio ...................... Water Head:

Cm.. ............................. Ft.. ..............................

W A E R TEMP. HEAD

m MIN (T) PRESS psi FLOW K20 DEG.,C * @TI

ihl (Q) CM./SEC

L - Geotechnlcal Engineering - Environmental Assessments - Quality Control Ot Constructlon Materials =]_1 w

- - ANDERSON ENGINEERING CONSULTANTS, INC. 3217 NEIL CIRCLE JONESBORO, ARKANSAS 72403



Project: Mississippi County Landfill; Cell 11&12 Project No.: 124399 Lofation: Luxom, Arkansas Date: 09/16/05 Sample No.: ST-1-3 Sample Depth: 6 inches Soil Description: Grayish Brown Lean Clay Station No.: NIA Elevation: N/P Lift No.: N/A

L

PHYSICAL PROPERTIES Diameter, Inch .................. 2.800 D i e t e r , Cm ................ 7.11 Height, Inch. ..................... 2.800 Height, Cm .................... 7.11 Area, Square Inoh ............. 6.16 Area Sq. Cm ................ 39.73 Volume, Cubic Inch .......... 17.24 Volume, Cubic Cm .......... 282.58

.................... Initial Wt., Gram ............... 553.0 Est. SP. G R 2.67 Water Content.. ................. 26.1 Void Ratio ...................... 0.7195 Wet Unit Wt., PCF ........... 122.2 Water Head: Dry Unit Wt., PCF ............ 96.9 Cm.. ............................. 350.00

Ft.. .............................. 11.48


DEG.,C ++ (RT) - (h) ML (Q) CM./SEC -

175.0 20.0 1 .OW 5.0 0.50 2.47E-08

= Geotechnlcal Engineerlng - Environmental Assessments - Quality Control Of Constructlon Materials I BF

- - ANDERSON ENGINEERING CONSULTANTS, INC. 3217 NEIL CIRCLE JONESBORO. ARKANSAS 72401


ASTM D 5084 - FLEXlBLE WALL

Project: Mississippi County Landfill; Cell 11&12 Project No.: 124399 Location; Luxora, Arkansas Date: 10106105 Sample No.: ST-1-4 Sample Depth: 6 inches Soil Description: Brownish Gray Lean Clay Station No.: NIA Elevation: NIP Lift No.: N/A

PHYSICAL PROPERTIES Diameter, Inch .................. 2.800 Diamebr, Cm ................ 7.11 Height, Inch ...................... 2.800 Height, Cm .................... 7.11 Area Square Inch ............. 6.16 Area Sq. Cm ................ 39.73 Volume, Cubic Inch .......... 17.24 Volume, Cubic Cm .......... 282.58 Initid Wt, Gram ............... 503.5 Est. SP. GR 2.67 .................... Watm Content ................... 35.7 Void Ratio 1.0323 ...................... WetUnitWt.,PCF ............ 111.2 Water Head: Dry Unit Wt., PCF ............ 82.0 Cm. .............................. 140.68

Ft.. .............................. 4.62

WATER TEMP. HEAD =,MINO PRESS psi FLOW K20

DEG.,C ff (RT) (Q) CMJSEC @)

514.0 20.0 1.000 2.0 0.50 2.0934

- - Geotechnlcai Engineering - Environmental Assessments - Quality Control Of Construction Materials

EF

09/14/2005 WFD 3 : 2 8 FAX

ANDERSON ENGINEERING CONSULTANTS, INC. 8217 NEIL CIRCLE X X I E W R O . 4RKANW.S 72Mi

COEFP1[CTENT OF WWIWEABILITY (CONSTANT HEAD)

ASTM D 5084 - WLEXBLE WALL

Pmjcct: Mississippi County ladi l l ; Cell 1 la12 Project NIX 124399 -on: Luxora, Arksnsss Date: 08/30/05 Sample No.: ST-2-1 Sample Depth: 6 inches SOU Description; Grayish Brown Lean Clay Station No.: N/A Elevation: N/P Uft No.: NIA

PHYSICAL PROPEIZTKES Diameter, Inch ................... 2.800 Diameter, Cm ................ 7.11

.................... Height, Inch ....................... 2.800 Height, Cm 7.11 Area, Square Inch .............. 6.16 Area Sq. Cm ................ 39.73 Volume, Cubic Inch .......... 17.24 Volume, Cubic Cm .......... 282.58 initial Wt, Gram ............... 550.0 Est. SP. GIL .................... Zb8 Water Content .................. 24.8 Void Ratio ...................... 0.7177 Wet Unit Wt, PCF ............ 1215 Water Hoad: Dry Unit Wt, PCF ............ 97.4 Cm.. ............................ 140.68

St ............................... 4.62

WATER TEMP. HaAD

rn MINU') PRESS psi FLOW K20

DEG.,C -I+ F-0 I%> ML (a) CM.ISEC

k Geotechniml Engineering - Environmentel Assessments - Quallty Control Of Cons~ct ion Materials = -iV

: ANDERSON ENGINEERING CONSULTANTS, INC. 3217 NEIL CIRCLE, JONESBORO, ARKANSAS 72401



Project: Mississippi County Landfill; Cell 118~12 Project No.: 124399 Location: Lwrora, Arkansas Date: 091 16/05 Sample No.: ST-2-2 Sample Depth: 6 inches Soil Description: Brown Lean Clay Station No.: NIA Elevation: N/P Lift No.: NIA

PHYSICAL PROPERTIES Diameter,Inch ................... 2.800 Diameter, Cm ................ 7.1 1

.................... Height,Inch ....................... 2.800 Heighf Cm 7.11 Area, Square Inch .............. 6.16 Area Sq. Cm ................ 39.73 Volume, Cubic Inch .......... 17.24 Volume, Cubic Cm .......... 282.58 Initial Wt., Gram ............... 578.3 Est. SP. GR. .................... 2.67 Water Content ................... 21.7 Void Ratio ...................... 0.5868 Wet Unit Wt., PCF ............ 127.8 Water Head: Dry Unit Wt., PCF ............ 105.0 Cm.. ............................. 350.00

Ft.. .............................. 11.48

WATER TEMP. HEAD

TIME, hfm (TI PRESS psi FLOW K20

D+.,C ++ (RT) fi) h4L (Q) CM./SEC

- - Geotechnical Englneerlng - Environmental Assessments - Quallty Control Of Construction Materlals Z

ANDERSON ENGINEERING CONSULTANTS, INC. 3217 NEIL CIRCLE. JONESBORO, ARKANSAS 72401



Project Mississippi County Landfill; Cell 11&12 Projeft No.: 124399 Location: Luxora, Arkansas Date: 0911 6/05 Sample No.: ST-2-3 Sample Depth: 6 inches Soid Description: Brown Lean Clay Station No.: NIA Elevation: N P Lifi No.: NIA

r PHYSICAL PROPERTIES

Diameter, Inch ................... Height, Inch ....................... Area, Square Inch .............. Volume, Cubic Inch .......... Initial Wt., Gram ............... Water Content ................... Wet Unit Wt., PCF ............ Dry Unit Wt., PCF ............

Diameter, Cm ................ Height, Cm .................... Area Sq. Cm ................

Volume, Cubic Cm .......... Est. SP. GR .................... Void Ratio ...................... Water Head:

Cm. .............................. Ft. ...............................

WATER TEMP. HEAD

m, MIN 0') PRESS psi n o w K20

DEG.,C * @T) (Q) CM./SEC @) - -

391.0 20.0 1 .OOO 5.0 0.50 l.lOE-08

L 1 Geotechnlcal Englneerlng - Envlronmental Assessments - Quality Control Of Construction Materials I 81

I

I

I I

I

- ANDERSON ENGINEERING CONSULTANTS, INC. 3217 NEIL CIRCLE. JONESBORO ARKANSM 72401

COEFFICIENT OF PERMEABILITY (CONSTANT BEAD)


Project: Mississippi County Landfill; Cell 11&12 Pmject No.: 124399 Location: Luxom, Arkansas Date: 10/06105 Sample No.: ST-2-4 Sample Depth: 6 inches Soil Description: Brownish Gray Lean Clay Station No.: NIA Elevation: N P Lift No.: NIA

PHYSICAL PROPERTIES ................ Diameter,Inch .................. 2.800 Diameter, Cm 7.1 1

Height, Inch ...................... 2.800 Height, Cm .................... 7.11 Area, Square Inch ............. 6.16 Area Sq. Cm ................ 39.73 Volume, Cubic Inch .......... 17.24 Voiume, Cubic Cm .......... 282.58 Initial Wt., Gram ............... 563.0 Est. SP. GR ..................... 2.67 Water Content ................... 22.4 Void Ratio ...................... 0.6393 Wet Unit Wt., PCF ............ 124.4 Water Head: Dry Unit Wt., PCP ............ 101.6 Cm.. ............................. 140.68

Ft ............................... 4.62

WATER TEMP. HEAD

m, MIN (T) PRESS psi FLOW K20

DEG.,C * @T) ML (Q) CM./SEC @)

513.0 20.0 1.000 2.0 0.30 1 3 W 8

= Geotechnical Engineering - Environmental Assessments - Quality Control Of Construction Materials 7 3

' 09/14/2005 WED 3:28 FAX MOO5iOOS

ANDERSON ENGINEERING CONSULTANTS, INC. N17 NEIL CIRCLE, JONESBOR0,ARKANSAS 72401 I

COErnCIENT OF PlmmAluLITY (CONSTANT HEAR)


Projeck Mississippi Couoty Landfill Location: Luxora, Arkansas Bmple No.: ST-3-1 Soil Deseriptioa: Grayish B m Lean Clay Elevation: NIP

Project No.: 124399 Dak 08/3WOS Sample Depth: 6 inches Station No.: NIA Li No.: NIA

PHYSICAL PROPERTIES Diameter, h h ................... Height, Inoh .......................

.............. Area, Square Inch Volume, Cubio Inch .......... Initial wt., Gram ............... Water Content .................. Wet Unit Wt., PCF ............ Dry Unit Wt., PCF ............

................ Diameter, Cm Height, Cm .................... Area Sq. cm ................ Volume, Cubic Cm .......... I&. SP. GR ..................... Void Ratio ...................... WatMH8ad: Cm.. ............................. Ft ...............................

WATER TEMP. HBAD W m Q PRESS psi FLQW K20

RW..C * (R5 (Q) CMJSEC

Geotechnical Engineering - Environmental Assessments - Quallty Control 01 Construction Materials = BF

ANDERSON ENGINEERING CONSULTANTS, INC. - 3217 NEIL CIRCLE. JONESBOAO. ARKANSAS 72401



Project: Mississippi County Landfill; Cell 11&12 Project No.: 124399 Location: Lwrora, Arkansss Date: 09/16/05 Sample No.: ST-3-2 Sample Depth: 6 inches Soil Description: Grayish Brown Lean Clay Station No.: N/A Elevation: N/P Lift No.: N/A

PHYSICAL PROPERTIES Diameter, Inch ................... 2.800 Diameter, Cm ................ 7.11 Height,Inch ....................... 2.800 Height, Cm .................... 7.1 1

.............. Area, Square Inch 6.16 Area Sq. Cm ................ 39.73 Volume. Cubic Inch .......... 17.24 Volume, Cubic Cm .......... 282.58 Initial Wt., Gram ............... 557.0 Est. SP. GR ..................... 2.67 Water Content ................... 24.4 Void Ratio 0.6845 ...................... Wet Unit Wt., PCP ............ 123.1 Water Head:

............ Dry Unit Wt,, PCF 98.9 Cm.. ............................. 350.00 Ft.. .............................. 11.48

WATER TEMP. HEAD

TIME, MIN (T) PRESS psi FLOW K20

DEG.,C ++(RT) I%> ML (Q) CM./SEC

- - Geotechnlcal Engineering - Environmental Assessments - Ouallty Control Of Conotructlon Materials 1 8F

ANDERSON ENGINEERING CONSULTANTS, INC. 3217 NE . C RC-E .ONESBORO ARaNSAS 7 2 4 1

COEJ!FlCIENT OF PERMEABILITY (CONSTANT HEAD)


Project: Mississippi County Landfill; Cell 1 l&l2 Project No.: 124399 Location: Luxora, Arkansas Date: 09/16/05 Sample No.: ST-3-3 Sample Depth: 6 inches SoilDescription: Brown Lean Clay Station No.: N/A Elevation: NIP LiIt No.: N/A

PHYSICAL PROPERTIES Diameter, Inch ...................

....................... Height, Inch Area, Square Inch .............. Volume, Cubic Inch .......... Initial Wt., Gram ............... Water Content ................... Wet Unit Wt., PCF ............ Dry Unit Wt., PCF ............

Diameter, Cm ................ Height, Cm .................... Area Sq. Cm ................

Volume, Cubic Cm .......... Est. SP. GR ..................... Void Ratio ...................... Water Head:

Cm.. ............................. Ft.. ..............................

WATER TEMP. HEAD

TIME, (T) PRESS psi now ~ 2 0 DEG.,C * @T) fi) ML (Q) CM./SEC

- - Geotechnlcal Englneerlng - Environmental Assessments - Quallty Control Of Construction Materials =

-- ANDERSON ENGINEERING CONSULTANTS, INC. 3217 NEIL CIRCLE JONESBORO. ARKANSAS 72401

COEFTICIENT OF PERMEABILITY (CONSTANT HEAD)


Project: Mississippi County Landfill; Cell 11812 Project No.: 124399 Loeation: Luxora, Arkansas Date: 10/06/05 SampIe No.: ST-3-4 Sample Depth: 6 inches Soil Description: Brownish Gray Lean Clay Station No.: N/A Elevation: NIP Lift No.: N/A

PHYSICAL PROPERTIES Diameter, Inch .................. 2.800 Diameter, Cm ................ 7.11

.................... Height, Inch ...................... 2.800 Height, Cm 7.11 Area, Square Inch ............. 6.16 Area Sq. Cm ................ 39.73 Volume, Cubic Inch .......... 17.24 Volume, Cubic Cm .......... 282.58 Initid Wt., Gram ............... 545.0 Est. SP. GR .................... 2.67

...................... Water Content ................... 23.3 Void Ratio 0.7062 Wet Unit Wt., PCF ........... 120.4 Water Head: Dry Unit Wt., PCF ............ 97.6 Cm. .............................. 140.68

Ft.. .............................. 4.62

WATER TEMP. HEAD

TIME, MIN (T) PRESS psi FLOW K20 DEG.,C * (RT) ML (Q) CMJSEC

@)

553.0 20.0 1.000 2.0 0.10 3.883-09

= Geotechnlcal Engineering - Environmental Assessments - Quality Control Of Construction Materials --

-- ANDERSON ENGINEERING CONSULTANTS, INC. 3217 NEIL CIRCLE. JONESBORO ARKANSAS 7201

COEFFICIENT OF PERMEABILITY (CONSTANT B A D )


Pmjeft: Mississippi County Landfill; CeU 1 l&12 Project No.: 124399 Loeation: Luxora, Arkansas Date: 09/16/05 Sample No.: ST-4-1 Sample Depth: 6 inches Soil Description: Brown Lean Clay Station No.: NIA Elevation: NIP Li No.: NIA

PHYSICAL PROPERTIES Diameter, Inch .................. 2.800 Diameter, Cm ................ 7.1 1 Height, Inch ...................... 2.800 Height, Cm .................... 7.11 Area, Square Inch ............. 6.16 Area Sq. Cm ................ 39.73 Volume, Cubic Inch .......... 17.24 Volume, Cubic Cm .......... 282.58 Initial Wt., Gram ............... 568.5 Est. SP. GR ..................... 2.67 Water Content. .................. 24.4 Void Ratio ...................... 0.6494 Wet Unit Wt., PCF ........... 125.6 Water Head: Dry Unit Wt., PCF ............ 101.0 Cm.. ............................ 350.00

Ft. ............................... 11.48

WATER TEMP. HEAD

TIME, MIN (T) PRESS psi ELOW K20 DEG.,C ++@n (Q) CM./SEC

01) L

C

830.0 20.0 1.000 5.0 0.50 5.20EO9

= Geotechnlcal Engineering - Environmental Assessments - Quality Control Of Construction Materials 5 BF


3217 NEIL CIRCLE. JONESBORO. ARKANSAS 72401

COEFFICIENT OF PERMEABLLITY (CONSTANT HFAD)


Project: Mississippi County Landfill; Cell 11&12 Project No.: 124399 Location: Luxor& Arkansas Date: 09/27/05 Sample No.: ST-4-2 Sample Depth: 6 inches Soil Description: Grayish Brown Lean Clay with S a d Station No.: N/A Elevation: NIP Lift No.: N/A -

PHYSICAL PROPERTIES Diameter, Inch ................... 2.800 Diameter, Cm ................ 7.11 HeighfInch ....................... 2.800 Height, Cm .................... 7.1 1 Area, Square Inch ............. 6.16 Area Sq. Cm ................ 39.73 Volume, Cubic Inch .......... 17.24 Volume, Cubic Cm .......... 282.58 Initial Wt., Gram ............... 547.2 Est. SP. GR 2.66 .................... Water Content ................... 27.9 Void Ratio ...................... 0.7563 Wet Unit Wt., PCF ............ 120.9 Water Head: Dry Unit Wt., PCF ............ 94.5 Cm. .............................. 140.68

Ft ................................ 4.62

WATER TEMP. HEAD m, MIN (TI PRESS psi

FLOW K20 DEG.,C * @T) (Q) CM./SEC

(h)

423.0 20.0 1.000 2.0 0.46 2343-08

i 1 - Geotechnlcal Engineerlng - Envlronrnental Assessments - Quality Control Of Construction Materials - BF


3217 NEIL CIRCLE, JONESBORO, ARKANSAS 72401



Project: Mississippi County Landfill; Cell 118212 Project No.: 124399 Location: Luxora, Arkansas Date. 09/27/05 Sample No.: ST-4-3 Sample Depth: 6 inches Soil Description: Grayish Brown Lean Clay Station No.: NIA Elevation: NIP Lift No.: N/A

PHYSICAL PROPERTEES Diameter, Inch ................... 2.800 Diameter, Cm ................ 7.11 HeighfInch. ...................... 2.800 Height, Cm .................... 7.11 Area, Square Inch .............. 6.16 Area Sq. Cm ................ 39.73 Volume, Cubic Inch .......... 17.24 Volume, Cubic Cm .......... 282.58 Initial Wt., Gram ............... 553.6 Est. SP. GR ..................... 2.67 Water Content ................... 13.1 Void Ratio ...................... 0.5406 Wet Unit Wt., PCF 122.3 . ............ Water Head: Dry Unit Wt., PCF ............ 108.1 Cm. .............................. 140.68

Ft.. .............................. 4.62

WATER TEMP. HEAD m, MIN @I PRESS psi now no

DEG.,C * @T) L (h)

ML (Q) CM./SEC 4

435.0 20.0 1.000 2.0 0.40 1.98EO8

L - Geotechnical Engineering - Envlronmentai Assessments -Quality Control Of Constructlon Materials 1 a

ANDERSON ENGINEERING CONSULTANTS, INC. 3217 NEILCIRCLE. JONESBOR0,ARKANSAS 72401

COErnCIENT OF PERMEABILITY (CONSTANT HEAD)


Project: Mississippi County Landfill; Cell 11&12 Project No.: 124399 Location: Luxora, Arkansas Date: 10/06/05 Sample No.: ST-4-4 Sample Depth: 6 inches Soil Description: Grayish Brown Lean Clay Station No.: NIA Elevation: NiP Lift No.: NIA

PHYSICAL PROPERTIES Diameter, Inch ................... Height, Inch ....................... Area, Square Inch .............. Volume, Cubic Inch .......... Initial Wt., Gram ............... Water Content ................... Wet Unit Wt., PCF ............ Dry Unit Wt., PCF ............

Diameter, Cm ................ 7.1 1 Height, Cm .................... 7.11 Area Sq. Crn ................ 39.73

.......... Volume, Cubic Crn 282.58 Est. SP. GR ..................... 2.67 Void Ratio ...................... 0.6534 Water Head:

Cm. .............................. 140.68 Ft... ............................. 4.62

I

WATER TEMP. FLOW K20 HEAD

PRESS psi DEG.,C * (RT) (Q) CMJSEC

Engineer's Certification Report For Cells 11 and 12 Composite Uner System Mississippi County Class 1 Landfill

ADEQ Pennit No. 136S1-R3 December 7.2005

APPENDIX D

SUBGRADE AND CLAY LINER CONSTRUCTION FIELD LOGS

Northstar Engineering Consultants. Inc. Appendix D

Northstar Engineering, Inc. Field Log

Date: 6 - 7 . Q Weather: ~ q b n - ~ 1 . e I C L J L - ~ ~ ~ - \ Facility: y Y i > j > i ; p & L A , 1.F Site Conditions: l ~ l j t fL- ' / ~ W = P &&~hl.zx,

p~&-. o f &b- w L I a,?-

Northstar Engineering, Inc. Field Lag

D&&: '6-t--r we at he^: IC.I**~*\;~A G& & CLF. tne ( I zlr

sicondihoae. . k4-.

a ' ( 1 & C** g-, k,?,; r n c ~ ~ t n - ~ ~ 1% &Q,& d-f L*, el& 5-1. J' W(. I m C l f * l r - L L zJ 5ClJ I -C 5.r + h a &> n w*IC ~ r 2 , if ~ / b h w ( 2 L&, :

. w ; (-4 04 I , Cl,? LA GAL TI+ /)J,.(,., cc: AJ"4LEL - nt& QQ. .a

P L c - 5t ( J 6 i A-6 1,rU G c L cI1 F+ C r ~ u r i l - c , )

*tc: @, ,& 4 - 5.u-.r 3 r-c c p .*,, r,a S 3JiJ r - G 4 p &-a

Northstar Engineering, Inc. Field Log -

~ ~ t ~ : 6.2'0' Weather: CSL\t - Cr4- - TQ? 0 , . Facility; *I;l. L.. C F . c ~ ? . ( [ L Q

C o d wrb 3 7 s r-.k Site Conditions: b d f r 4 .

Si , . M , 7 . n . C . *. b F u r . *I.* p)- 52C. v310

Northstar Engineering, Jnc. Field Log pnQ. m., cwlCnSk . PA-

0 s 0,- Date: 8-2C -03- ~eatbelhcr: W- -!. =- Lo \( - OJ.)L

Facility: mir L L F. a 1 1 *la

Site Conditions: S p b 4 ~ L\+ rk., I%.*.CLS). yrri f i l l

b d '~4 +C ~'4; k w IC &,. UD 1-1 Ch.." I-r

'''' L* I+M prJ)-i s h q I* ~k ht R ~ I hir acr- W %7-1-( L r ~ ~ 1 - 4 fl- - - L ,.,& ,* ,2+ k,t ,2a P& at.t CL zc , g rY.'

*C L*rrll J? .it&-,.% - bk - 3 . A ~ L I I ) I I - G ~ ~ \ z1.Q t jg l ,~ 9 F . u - - , I . . 2 . , ~Lsc' - b !& 2 Z . E

f- f& b.Jb.R C L , a; Jri J - Ll. s a I-s t3.4 ut., - + & - 27 .6 $! la- rll, I:A t.h G'I I ,+, &, , J, , a,

12 I.& 1. C- 00 j I O . 5 5 $ > 6 F*,C - w ! l o - * A - I 3 &GO--- l"lvr ZS.1 531 u?

IU*YJ - + k $4 L ~ ~ ) ( ~ hrJ) dU:*r - G 4 9 6 .dl& +W G,e. bLL" $2 cJ. f2 ces

L1:ctf . $15 4 2 141-J ,k. r'? 2 - -1' 0.3 PC. y(

/ >;w- '4 AJ m.4- 4 CIw 2-m,, b b

PJ( JI, Q - C Or* RL kvki ?dl& TF I , , ) -# la* ?7.& C=-

l : 3 ~ - J m zd I,& TF + i A n

ru* r,akA, .&3zL.1bp TbP u4 X J . ~ c,

2"-I 90.C L3.9 -' 9 t r . l z.t \k.# r - 3 'i'q. ( 22-7

%c 2s.v 47.1 u&& M a s PI- LL,- w QJ 100.7 Z 2 L l u l . ~

I

Q'QJ @

Signature: Q- S p h l ow I* -

Northstar Engineering, Inc.

I Field Log

Date: S-LC-US- Weather: C L k& Facility: h.t tee rr* lL Site condition^: ~rpd-

ad : s4n-t \n.1;7 dL, (& &iff7 ~ f -

hk-, / S C ~ N C A ' %A& M

ur I,+,,, 4 ~ ( x - p l - - d i i f i r L 9 uxaefi- - b y =-a+-+ ~ e - urr.

),; & 7 ~p a.p- - d c - \A kk7 &L.d 'A -'LO

Or 5** P, ,,*.

uyC /7 C(LS. n~ 4 0 ~ F ~ P I ) . + Lr(l&.7

3"Pw * G+. c*'.t-. no 3-1 qq.> O L L I w , 2

S + L 96.0 zz.7 9Y.3-

5 ' 5 Yr.6 ZY.1 9 C . I 3-q 7 - 1 29.0 w.2 '3-3- q 6 . ~ as.? 9c.r I y ~ s - 8 4

1m.r e e L r

u

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1 s - [,A A, Do* su b A f i L . 0 *I

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"( &-- T;**,Q '32w ~Itd A'+,, G/*d c D 7 , 0 4 - r- D3 T! ,r ~f fd T! L-l

Signature: L2?Lkz2

Northstar Engineering, Inc. Field tog

Date: f -kf -er(k, ) Weather: - & - t%-*i.Lk. &:u 6 Facility: h r , LPP i ( * I L

Site Conditions: IJF+ .


Date: y . ~ - o l - Weather: b Facility: rur-s G, Site Condttionr: n-r; f- I . u u . 0 r-' d* J P UQ

I,:% ,?. * & cll k k , /3A. SLC( 'A(. A~JJ-ccQ ns. ,,,.+,. A. 6 +,-- 6 &I-(/[- - d ($I

signature: P @ w

8 8 / 2 3 1 2 ~ U S 17: 83 d792718143 NORTHSTAR ENGINEER 1 ..f PIC a 1 1 cl'l. 7- b.uT PAGk 81/81

ve- Fsk 6i l RSS LA--


Date: q- 6- 05- Weather: h. P4-W (kd, Facility: M , , , , , ~ ; G. . f.a 1 1 ~ I Z

Site Conditions: &A 7533 f i PC-+& blS;br) .& I , , + ,f u c k h x k & vr d- v?lOp G.IJ- - ~ A c * ) ~ ~ - t .rr a L,z ti A. -F , b1-4

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10: ~r I

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5ydP z a g 96.2

I*!YT- 1 ; f&S, Ad 4 UAb? -ME& (11- [& ~ r ) / ' ~ P ~ C 57- v- I .. g.,. ',-a & N D L"& c1,3

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nc m(c+ &, *o.% socr u,&& rJi, As,,, p w - 5 * "-I% d - 3 4 A, . 5

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m e . d c , + 0 % * 5.. C Y.r 'G" olrf- -' L

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p G f s s 4 ke, tl: -

- 4 Q I!." Li, L k C + , 1 4 L p L 2< h A LGw. d ILW I . J ~ I-rnf

Nortbstar Engineering, Inc. E', .p Field Log +AA - at *4

Dute: 7-7-05- Weather: Ukn )( PA&?. CQ& -. u-l* +& 01 " 4c bpc,

'Facility: -- ~ I * L , I > ; +' @ & / / L I Z --.. Site Conditions: Irur*

0-r-k 7~ . I 4 . sr* + (hY, /,A, 1 3 r -+A b1 Lp.. ~ - 4 +, r* & I , , , L 1.1 0

J-r.i . &-r4- - t-c. 4~7 &-, a if serJ &.- t t - 6.e. *% ,I,,?

l o ~ 4 f - L +b& L./ z2,- I-,, h q Y. /I-*'& C k nc d t3 a, *, ' + S"C, hk U C

"F. "b* 4 .v.R 0 ' ~ && ' ( b YA, A.4 l o b

: r.&, f Z p h 6 --.; - PCfi f ~ 4 1 4

l = 'W*

,%A: ,IS-.- !- 6 6 - d -& /r- b Signature: --,.-

k k I " 0 - k 5 $ fA $w+#&

NDRTHSTiW ENGINEER

? -

q 2 e'>

-TA "1 Uc

Northstpr Engineering, lac. d t - WA,O>IF fJ Figld Log

Date: 7.'$-oi- Wwtbw; PA& U,-Q - IW -, r*\ Facility: ~ r > , r i om G.3, l. F LSP I / * i t Site Cuaditionar: bd -

2 '4 PAGE O l i U l

3

Nodhstar Engineering, gnc. Field Log

us*e: ' q - ? . * r Weather: &- -4 f& (.!L-Jl Facility: ,%I;, ,r,i.),.i LJ? B, [-teil *I--

Site Conditions: b.8 -,,- + J. t d 1.e y ~ i ( f ~ - I J .-<U

I R ~ SU pi (.b3- D \ b n F ~ ~ ~ ~ 4 i . t -Piv15rcr

* +.-+,A .h'K * u ' c u . . , p- 4- , 7 1 5 ~ - , d -14 T,& , w(zp- - 9-4 q (? 3d os. /0!4

S&- rs 9 h 4-. [I %, L.3

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by. w#:l no i21s F f".Q - . ,,.&q ,, E.iq 3-c FG,o 2f.s 5C.J- - 3 . 7 qq,, 25.7 y7.S 57.5-3 2!4

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+'a' h.S. k,% 3 4 t , p *P*&; Lro 9C,3 LEA 96.8

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qr4 Jr,& i-,y-y 2S..Y 9 8 7 -- 1b.g e r r t + ~ . s c ~ t . ~ e

/----

Northstar Engineering, Inc. Field Log h v - a

Date: 9 - r o - ~ r Weather: 6 f&-. Facility: f i t : i , '232% CLP. I I + ~ Z

Site Conditions: &A r- dq - F~ 7& ,.A . 34 (3 %s)\

JP 5 - r - . s

TLC3.. ', .-p- k9, > 5 ? 4 lapC7 us(.+' -T,& Q,, 4 k w p d w A! l o - * - .-

r\.&-- *- Y * I\/& kilj l.2 ( I r , ,.+ " 6 6L1 SsG+

Signature:

NCRTHSTAR ENGINEER

2-3 " &a-a, -r& st..

Northstar Engineering, lnc* 4- +A Field h g Lv- (A-

~ n t e : 9 le- Q T WW~C, . L p-4 Faculty: P w s s , ~ , o w Lf

Site Conditions: G U ~

.",; $ - 2s. I- r2.y Z 3.a 22.5

2 5 . c ea. 23.- a'4.r zsr

Facility: f i f .

Site ~onditiGai: Ir'.oQ- 7 0 " . & - Tk U z p - L A c w t ~ C C .

Otn- 4 4-c IJ I.. n .,-arm p,

signature: @@

North~tar Engineering, Inc. Field Log -

cj.lc/-aO Weather: eahJ;: - i,kh*~tA p4x& Date: I

Facility: h . ~ L f . ) ( M L

Sit6 Conditions: c.l-=Q-

.+& 1 ,?,,, ~4 Si c4rk &+- (2.

. i?,E ".I- CLe 1 - GCa$* Y*&

7 ! * .J%,-. L.4, I=-&,- 4 I.& Y"-@ I U - ' F I e LA-


Date: 5 . ) -. Weather: && - ti Facility: m . c . L F. Lee 1 1 h l L Site Conditions: LJ r h

4-16 ~r ( .IF I - 6

7b-"- & k c + . f- u . ~ a f ,-.c pkILpr7 C ~ ~ P I . - *9 A<; J, a; - - - - - - -

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Lo&* N f - PC@, l oo . rQ rr.oL

/Ox.' T - 4 L b_q- ,".kt $& A v ,; + y y t 2 Z& PC.

signature: -L22zQ

NORTHSTW ENGINEER PAGE 01i01 5z

15 l~ '=Ca


Date: . I ? . o > - ( 4 ) Weather: &- A I-& Facility: P . C . C - F . W / / L I Z

Site Colldltio~ls: +

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us ,.,-4 '& so- (t4. irk- - C-4 . I ; ' LSk d L&'

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+‘,I, E Z J - I q , ZL.L/ 9r.r w err - L: s;.~,_ + ~ b - + l f ~ P g - r -/ L <iG. S- 3 $7.0

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3 1 d e 7ru- y-h,,,-. too.,- q 2 J . U L

Ccr ce * '1.r . a 6 , ) - 2

signature: OcQ&

M9/23/2UW5 1;: 83 d7YZ!1814J p>. - % Y NURTWTAK ENGINEER ..'i Ul i131

15

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~ ~ ~ t h s b r ~ng ineer im Inc. ~ c a A,..+- 4 >+

Field Log OY - Date: G-m -" Weather: p& Ce*ll? '

Bueility: . CIQ uelr

Site Conditionu: & 7 b 7 ? k C / ~ P ~ 02tk

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b C, PI* Juk .

S!.& - &I [A. ..(ts-, -fPsd SignaW: DY 0.y- ,LJ+; a+...

Northstar Engineering, k c . Field Log

Date: 5 - ~ - ~ i W e ~ W m : a - o - d Facility: m.c. L.f. Gee LlwL

Site Conditions:

u4A7t4 - L i - L C - y - ~ P - A @ & +& ,, ,;t 00 D L & - D L ( . D-p- S ~ L & z4 1S) w-&, C- a b k,t. - , 6 a5.Y TG. C

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p$&-23-2085 ' !UE is; 48 TEL: 87092TNiS0 W : NORMSTFlR E I ~ ~ G I N E E R ~ ~ ~ ~ P~


$.LA- Weather: a- *stu*L Fa&@: h.C. Laf. f / * l r

Site Conditions: O4 la * . C , 14 ~ ~ L h a l Q, y * yl ,-,,, (2 /"h

Signature:

Nodstar Engineering, hc. Field Log

Date: c j . ~ S , o % ~ ~wthor: f ' n a && - boa-

Facility: n . c . cc-'. Cea ~ c + / r Site CondiGom: cm~&-

0 , d? > w n - ,


Date: 7-"?*35' Weuther: a& . Facility: K C Lt? L u e l l A l L

Site Conditiaou: GQ&

Ol

7 +A = 5 L r < cQP L , * l r L p+ C (-I/~QF L,, , . , j . 1r)lrr =*- +% 7 , , , -

-rc (4 - f% ac (2 I

G : $ / q p + ,,,r &- f a [,

! . m . v r P 4

Engineefs Cetiication Report For Cells 11 and 12 Composite Liner System M i i s s i ~ ~ i Countv Class 1 Landfill

December 7.2005

APPENDIX E

GEOSYNTHETICS AND DRAINAGE MATERIAL CONFORMANCE

N o W r Engineering Consubnts, Inc. Appendix E

TO: Northstar Engineering Consultants, Inc. DATE: 8/24/05

21 1 South Main Street JOB NAME: Mississippi County Class 1 Landfill

Bentonville, AR 72712 Cell 11 & 12 Geosynthetic installation

TEL # : (479) 271-0906 TRANSMITTAL NUMBER: 02A

ATTENTION: David Johnson ESI PROJECT NUMBER: 05-07-1 128

WE ARE SENDING OATTACHED UNDERS SEPARATE COVER^ THE FOLLOWING ITEMS

USHOP DRAWINGS PRINTS UPLANS USAMPLES SPECIFICATIONS

DCOPY OF LETTER OCHANGE ORDER

ACTION ( ' )

COMMENTS:

SENT VIA:

QE-MAIL MAIL UOVERNIGHT OHAND DELIVERY OTHER

COPY TO: BY: Kevin Simms

If enclosures are not as noted, please no t i i us at once ......

9 -l84e 2000 W. k n b a l l 01lur Rrlrl8. h a s -1 UM

I 808-766-osSC M - 7 1 1 3 FAX 9724S7-7h

CERTlFlCATlON DOCUMENTS

altias International Dab 811 112005

Project Name(: Misslsslppi County Order # PreGert

4

D.p.rtum Data: Pre-Cert D..tlnrtlon: C.*

Trlp No: Pre-Cart

FmlgM:

Attached please Rnd Wments for the above mfwonced shipment. Please law knW if yw have any quealbns.

'I Polv-Flex

DATE 1 1-0cl-05

Poly-Flex # 250675

Customer: Mississippi county

Material Pre-Certification List

# 70057.3

I ceMy that all roll c o n d m were inylec$d and appmved. C.E.M.

TRlCk LOaael

' 1 ! &PR. 15.2005.: 8:2DPM 4.POLY AMERICA RM 972 337 7 4 0 7 L I U U I ,'.a - NO. 1 3 3 5 P. 1/2

cpc orthruy 1: 808748110 m p p d To: PClLY

2000 w. UAREIWJJ PO .: l W l s 4 PRAIRIE TX 771051 Wmlghl: 1110700 U

flgA 8hlp D8tm: OU?U?O(M Pmka#b: WJLK

nwlplana Dm AvuitU Mods Ho~pu C* cU fi ~ s p x r n l ~ Foe 6.11 NO. 16O216

~ o t Numb*: 8280471

vllur Unlt f iopW T a t wed

AITM Dl&- 0.1 o/lW Malt Indew ASTM D I D 8 12.1 d I W HLMl Row Rat* ABTM Dl608 0.987 doml

Ihw*IN

J ~ ~ T H S T A R ENGINEERING Rceived By mM ~ a t e u - o r ,.iect NO. o m c c : g!:;c~ ,

sb-kl

TO: Northstar Engineering Consultants, Inc DATE: 10/13105

21 1 South Main Street JOB NAME: Mississippi Countv Class 1 Landfill

Bentonviile, AR 72712 Cell 11 & 12 Geosynthetic Installation

TEL # : (479) 271-0906 TRANSMITTAL NUMBER: 04

ATTENTION: David Johnson ESI PROJECT NUMBER: 05-07-1 128

WE ARE SENDING ATTACHED OUNCU~SEPARATECOMRVIA THE FOLLOWING ITEMS:

USHOP DRAWINGS q PRINTS US PLANS OSAMPLES SPECIF~CATIONS

ACTION ( " )

COMMENTS:

SENT VIA:

COPY TO: BY: Kevin Simms

If enclosures are not as noted, please notify us at once...

2000 W. Marshall Drive Grand Prairie, Texas 75051 USA 888-765-9359 972-337-7269 Fax 972-337-7269

CERTIFICATION DOCUMENTS To: Environmental Specialties International Dab: 1011 312005

7943 Pecue Lane Poly-Flex PProJ # : 250675 Baton Rouge. LA 70809 Customer PO. 5616-R

Project Name: Miss. Cwnty Attn: James Land Order # 717170 Fu NO: 225-291-2788 Number of pages including cover: 4

bparture Date: 10/12/2005 DesUnaUon: Luxora, AR canler.

Trip No: 717170

Frelght:

Addltlonal Notes:

M.blbutlon of Documents:

Shlpment lnspootlon Sheet: 1 Roll CaWcaUon: 1 Resln CortMlcaUon: 1 Other:

Attached please Rnd documents for the above referenced shipment. Please let us know if you have any questkns.

Russell Searcey 1-888-785-9359 ext 7269

2000 W. Murhall D r b PROJECT NO: Orand Pralrie, Texas 75051

P0ly-Flex Material Shipment Roll List Tractor X Traller # Dab: 12-Ocl05 TRIP 717170

Drop # 1 DW # Poly-Flex # 250675(717170) Poly-Flex # Customer: Mlsslssippi County Custwner: DesUnaUm: Luxora, AR DesUnascm: Carrier: C.P.U Carrlec

amp # Drop # Poly-Flex # Poly-Flex # Cwtcmec Custwnet: DesUnaUon: k M & : Canler: Cwriec

23

24

25

28

n 28

2,175

I cerllfy mat all loading requlremenls 8nd roll condltlms were Inspected md appmved. C.E.M

Truck Loader

-. ch.3EF. 12. 26:':i 2 :45PM ePOLv AMERICA RM 972 3 3 7 7407'1' Ri#"fPbx NO, 48C' p, j

j Cettiflcate of Analysis

Shippld To: POLY AKERICA 2000 W . MARSHALL ORAND PRAIRIE TX 75051 USA

Redplmt: DM Avuilte Fax: 1-972-337-7407

CPC O~livrry t : 88449977 PO X: 8571% Weigh!: 188200 LS Ship DM#: 08/1012003 Pwka~a: BULK Mod.: Hoppw C v C Y C: ACFX087758

Ploduot! MARLEX POLYETHYLENE K3W BULK

NCTL. ASTM 06397.86 Appwdlx ImodlR8dI. Avo: >BOO Hours lnot twtmd an each lot)

Lot Numbs: 8231088

Tho dwta set lorth herein havm bsm oer8fully wmpllrd by Chevron Illlps Chrrnlcal Compmy LP. Haavmr, & r e i o no wmmty of y IW, wllhr mmd a bn , ~ppGc&b to it. un, md rha u w r v m r d rhh md hbEk br omn& hrpw#l. h

1

Roprty Twt M8thad

M8lt Index ABTM 01238

PNI 5. Newbola Sf. Cmrtifltotlon Systems Speoirllrt

Valuo Vnl!

0.070 dl Om1

For CoA qumalons conrao! Patr Sshblrman aI 713-1894789

HLMI FLOW RU~. ASIM 01 2as 10.80 ~ I I om1 I bnnity ASTM 01 60s 0.9980 o/0m3

OCT. 12 . 2005 4 : 5 3 P M T E X A S R E S E A R C H INTL

TRUENVIRONMENTAL, INC. A rexas Researoh International Company

October 12,2005 Project NO. 07 Lv +,-

Mail To: Bill To: 6 le

Mr. Shawki ACMadhoun Northstar Engineering Consultants, Inc. 21 I S. Main Street Bentonville, Arkansas 72712

o Same (Proiff 078-01)

Fax: 479-271-8144

Dear Mr. Al-Madhoun:

Thank you for consulting TRIEnvironmental, Inc. (TRI) for your geosynthetics testing needs. TRI is pleased to submit this final report for laboratory testing.

Project: Mississippi County Class 1 Landfill, Cell 11 & 12

TRI Job Reference Number: E2242-87-08

Material(s) Tested: 3 Poly-Flex 60 mil Textured HDPE Geornernbrane(s)

Thickness (ASTM D 1693) Density (ASTM D 1505) Carbon Cont@nt (ASTM D 1603, mod.) Carbon Dispersion (ASTM D 3105NSF 64) Melt Flow Index (ASTM D 1238) Tensile (ASTM D 638lGRI GM13) Puncture Strength (FTMS IOIC, Method 2065) Tear Resistance (ASTM D 1004)

A you have any questions or require any additional Information, please call us at 1-800-880-8378.

Sincerely,

Sam R. Allen Vice President and Division Manager Geosynthetic Services Division

9063 Bee Caves Road IAusUn, Terns 78733 I 512 263 Z ~ O I I siz 263 2558 1014

OCT. 12. 2005 4 : 5 3 P M T E X A S R t S t A K C H INTL NU. 445 Y. 2

TRIIENVIRONMENTAL, INC. A Texas Research International Company

QEOMEMBRANE TEST RESULTS TRI Client: N o M r Engineering Consultants, I ~ c .

Project: Mississippi County Class 1 Landflll

Material: Poly-Flex 60 mil Textured HDPE Geomembrane Sample Identifioation: GT-645-10334 TRI Log #: E2242-87-08

SCD. PROJ.

PARAMETER TEST REPLICATE NUMBER ME4N DEV. SPEC. 1 2 3 4 5 6 7 e 9 10 I

Thickness (ASTM D 1593) I

bnSW (BlW3) 0.944 0.043 0.943

Carbon Black Content (ASTM D 1603, mod.)

% Carbn El& 2.47 2.48

Carbon Black Dispersion (ASTM D 30lSINSF 54)

1 O.OW5 NA

1 2.01 Z W 3

Fmhg A1 A1 A1 A1 A1 A l

Melt Flow Index (ASTM D 1238, Method A, 19012.16)

MD BnaX Gtrength (ppi) Ma 191 127 183 198 '70 Break StrewU~ @pi) 128 125 122 144 124

LEI NA

Melt FIm Index (OH0 min) 0.22

Tensile Propetties (ASTM D 638GRI GM IS, 2 ipm strain rate, Type Nspeeimen - HDPE)

MI, Yield Elongation (X) I 8 18 18 19 18 leu Elaneaton (5) 17 17 17 16 17

NA

MO Break Elawatbn (?I,) 464 653 53 60608 568 82 loo min rn mar awngatran (%) 159 108 351 470 395 133 IOOmin

Puncture Resistance (FTMS 101C, Method 2065)

MD Tear Strmgth (lbs) m Tear strenm on$)

PUnCiLUe ShcngV1 (Ibc) BB 86 87 85 88

Tear Resistance (ASTM D 1004)

55 55 46 50 50 S W 56 53 3 a m i n 47 46 4 8 52 48 62 a 47 47 2 45 min

186 1 70 min

I MD Machine DIredion TLJ Tmnvverse Dlredion NA Not Available

me terW u band w n aEoepted lnousty practice as well as me (cct method llnad. T M ~ muns reponad herein do not apply to m p . = omer than ihose leslrd. 7RI neaher a m p nrpondbilhy for nor maker daim as W me fiwl ure and purpose of tne m a h m , TR obrewes and maimairs client conlldentialib. TRI lmito ropmOLCIiOn of IhIs repart w o ~ p t in fuU. with04 prior npproa ofTRI.

9063 Bee Caves Road /&fin, Texas 78785 1522 263 2101 1512 263 2558 2 014

OCT. 12. 2005 4 : 5 3 P M TEXAS RESEARCH I N T L NO. 445 P. 3

TRIIENVIRONMENTAL, INC. A Texas Research International Corn~anv

GEOMEMBRANE TEST RESULTS TRI Client: NoMstar Engineering ConsultanB, Inc.

Project: Mississippi County Class 1 Landfill

Material: Poly-Flex 60 mil Textured HDPE Geomembrane Sample Identification: GT4-05-1038-5 T RI Log #: E2242-87-08

STD. PROL PARAMETER TEST REPUCATE NUMBER MEW DEV. SPEC.

1 2 3 4 5 6 7 8 9 1 0 1 Thickness (ASTM D 1593) I Thidmeos (mils)

DcnW Wglcm3) 0 - W 0.046 0.946


% C a M Black 2.64 2.62

Carbon Black Dispemion (nSTM D S015/NSF 54)

0-0000 NA ,

0.0l 2 to 3

R a w A1 A1 A1 A1 AT A1

Melt Flow Index ( A m D 1238, MethDd A, 190@.?6)

MD Yield Wm$h (ppi) 161 163 1$4 171 188 TD YRld am"@ @PO 169 167 1 160 176

rn NA

Men Flow lnda (gA0 min) 0.29

Tensile Properties (ASTM D 6381GRI OM 13.2 ipm strain rate, rype IVspecimen - HDPE)

17 35min 12 35 rnin

N A

MD Break Elongation (%) BZ8 476 554 491 571 55 10Omin TD Break Elangalion (%) 255 8 213 481 2W 125 1Wmin

Puncture Resistance (FTMS IOIC, Method 2065)

MD Tear SvengVl Obs) 52 53 52 51 55 52 SO 51 2 45 mln To Tearstnonth (Ibs) 49 52 49 49 56 48 48 45 47 55 8 46 rnin

MO Machine Mrsafon TO TranPvsrsa Diredion NA Not Available

Pundurn Strength (Ibs) 88 91 91 82 92

Tear Reristanso (ASTM D 1004)

lhe WaiW is based upon accepted irduslty pradce as well a. the M61 memod Wed. Teat mu116 *ported h d n do not apply lo Samples oiher Vlan M O S ~ M. TRI neher a w t s msponsib'bifa nor m a w claim as lo the 6nal use and purpose of Vle materia, TRi o b s e ~ e s and maintains dient wnfidentlality. TRi limits repmduclion of this report, erteul in fun, without prior approval of TRI.

1 91 70min

90BB Bee C a w Rosd /Austin. T W 6 78738 1512 283 2101 I512 2 s 2558 3 Of4

OCT. 1 2 . 2 0 0 5 4 : 5 3 P M T E X A S RESEARCH I N l L NU. 445 V . 4

TRUENVIRONMENTAL, INC. A Tewas Reearoh International Company

GEOMEMBRANE TEST RESULTS TRI Client: Northotar Engineering Consultants, Inc.

Project Mississippi County Class 1 Landfill

Matedal: Poly-Flex 60 mil Textured HDPE Geomembrane Sample Identification: GT-6-0510394 TRI Log #: E2242-8708

STD. PROJ. PARAMETER TEST REPLICATE NUMBER MEAN O N . SPEC.

1 2 3 4 5 6 7 8 9 10 Thickness (ASTM D 1593)

Thihness (mas)

I Density (ASTM D 1505)

Densib. ( g l m ) 0.848 0.948 0.947


~ 0 . 0 0 . 0 0 0 5 NA

% C a h n Black 2.61 2.82

Carbon Black Dispersion (ASTM D 30151NSF 54)

1 0.00 2 to3

Fating AI ~1 A1 A1 A1 A1

Melt Flow Index (ASTM D 1288, Method 4 (110/!2.16)

MD Y i d Oonpabbn (%) 19 14 17 19 17 TO Yiild Elongalban (Pb) 17 17 17 17 I 6

G a NA

Melt flow index (9110 mh) 022

Tensile Properties (ASMI D 638lGRI GM 13.2 ipm strain rate, Type Nspecimen . HDPE)

MD weal( Uongaon (%) 401 90 460 509 420 lD Break Uongatlon (%) 290 359 111 490 78

Puncture Resistance (WMS IO IC, Method 2065)

NA

7 128 min 8 126min

21 35 min 12 3Smin

148 100min 154 100 min

MD Tear Strengm (Ibs) 51 58 56 55 54 60 48 51 Ti3 Teaf Wennth (ms) 52 51 53 $4 51 48 52 lg @ g 2 45 min

MD Machime Direman TD Tmnsverse Dim-on NI\ Not Available

PUMU~ suem (I~s) 69 89 91 sa s4

Tear Resistance (ASTM D 1004)

me testing is based upon soeepted i n a u m pradce as weii as ule W metnod listed. Test resuits reportea herein do not appb to samples Olherlhan those $sM. TRI W a r amp18 respanslbility for nor makes daim as to final use and purpmse ofthe mabrial. Iffl oMeNe6 and mintaim dent confidentieli~. W TRImNI repmduolion of mi. report, exwpt in fill, without prior apprwal of TRI.

9063 Bee Caves Road /Austin, Tsxas 787331512 263 2101 1512 263 2558 4 0 f 4

I 2 7ommin

TRIIENVIRONMENTAL, INC. A Texas Research international Company

October 17,2005

Mail To:

Mr. Shawki ACMadhoun Northstar Engineering Consultants, Inc. 21 1 S. Main Street Bentonville, Arkansas 72712

INURTHSTAR ENGINEERING Received By m ~ a t e m Project No. P%W( CC: "IQ ,%.;A

Bill To: Denn > 5

email: [email protected] Fax: 479-271-8144


Thank you for consulting TRIIEnvironmental, Inc. (TRI) for your geosynthetics testing needs TRI is pleased to submit this final report for laboratory testing.

Project: Mississippi County Landfill, Cells 11 & 12


Material(s) Tested: 1 Mirafi 8 oz Nonwoven Geotextile(s)

Test(s) Requested: Thickness (ASTM D 1777) MassIUnit Area (ASTM D 3776) Grab Tensile (ASTM D 4632) Puncture Strength (ASTM D 4833) Trapezoidal Tear (ASTM D 4533) Mullen Burst (ASTM D 3786) Apparent Opening Size (ASTM D 4751) Permittivity (ASTM D 4491)

If you have any questions or require any additional information, please call us at 1-800-880-8378.

Sincerely,

Jarret A. Nelson Special Projects Manager Geosynthetic Services Division

0063 Bee Caves Road /Austin, Texas 78733 / 512 263 2101 / 512 263 2558 l O f 3

TRIIENVIRONMENTAL, INC. A Texas Research international Company

9063 Bee Caves Road 1 Austin, Texas 78733 1 512 263 2101 1512 263 2558 2013

GEOTEXTILE TEST RESULTS TRI Client: Northstar Engineering Consultants, lnc. Project: Mississippi County Landfill, Cells I f 8 12

Material: Mirafi 8 oz Nonwoven Geotextile Sample identification: Roll# 1095148 TRI Log #: E2251-01-03

PARAMETER TEST REPLICATE NUMBER 1 2 3 4 5 6 7 8 9 10

Thickness (ASTM D 1777)

Thickness (mils) 97 80 79 90 76 85 70 85 84 Thickness (mm) 2.46 2.03 2.01 2.29 1.93 2.16 1.78 2.16 2.13 2.16

MasslUnit Area (ASTM D 3776, Optlon C)

5" diameter circle (grams) 2.94 2.43 2.98 2.56 2.72 2.91 2.69 2.68 2.64 2.41 MassIUnit Area (orlsq.yd) 6.84 5.65 6.93 5.95 6.33 6.77 6.26 6.23 6.14 5.61

Grab Tensile Properties (ASTM D 4632)

MD - Tensile Strength (Ibs) 187 271 167 227 207 240 199 174 229 233

TD - Tensile Strength (Ibs) 171 234 195 187 186 171 221 182 203 191

MD - Elong. @ Max. Load (%) 65 66 53 68 65 70 67 61 61

TD - Eiong. @Max. Load (%) 106 107 93 83 103 98 96 93 87 110 " Puncture Resistance (ASTM D 4833)

Pundurn Strength (Ibs) 113 128 88 79 99 108 94 107 141 138 97 82 95 130 100

Trapezoidal Tear Resistance (ASTM D 4533)

MD -Tear Strength (Ibs) 74 61 84 58 64 62 78 56 73 TD - Tear Strength (Ibs) 63 51 86 60 55 55 59 44 60 49

Mulien Burst Strength (ASTM D 3786, modified)

Tare (psi): 20 Bunt Strength (psi) 310 350 300 340 360 310 370 360 400 370

Apparent Opening Size (ASTM D 4751)

Opening Size Diameter (mm) 0.250 0.212 0.180 0.150 0.180 US Sieve No. 60 70 80 100 80

MD Machine Direction TD Transverse Direction

STD. MEAN DEV.

wl 0%

6271 0.44

1- :: L

1 1 0 7 7 19

" m : '.- 30 Tare Not Subtracted

m O.ON The testing herein is based upon accepted industry practice as well as the test method listed. Test results reported herein do not apply to samples other than those tested. TRI neither accepts responsibility for n w makes claim as to the tinal use and purpcse of the material. TRI obselves and maintains client confidentiality. TRI limits reproduction of this report, except in full, without prior approval of TRI.

TRIIENVIRONMENTAL, INC. A Texas Research International Company

GEOTEXTILE TEST RESULTS TRI Client: Northstar Engineering Consultants, Inc. Project: Mlsslsslppl County Landfill, Cells 11 B 12

Material: Mirafi 8 o r Nonwoven Geotextile Sample Identlflcation: Roil# 1095148 TRI Log #: E2251-07-03

STD.

PARAMETER TEST REPLICATE NUMBER MEAN DEV. 1 2 3 4 5 6 7 8 9 10 1

Constant Head Permit t iv i ty (ASTM D 4491, 2 in. Constant Head) I Water Temp. (C): Correction Factor:

Trial =>:

Thickness (mils) Time (5) Flow (L)

Permittivity (5-1) 1.97 2.01 1.97 1.97 1.97 1.94 1.94 1.91 1.91 1.94 Flow rate (GPMIft2) 148 150 148 148 148 145 145 143 143 145 Permeability (cmls) 0.42 0.43 0.42 0.42 0.42 0.44 0.44 0.44 0.44 0.44

Trial =7:

Thickness (mils) Time (s) Flow (L)

Permittivity ( s - I ) 2.07 2.04 2.04 2.04 2.04 1.94 1.97 1.94 1.94 1.94 Flow rate (GPMm2) 155 153 153 153 153 145 148 145 145 145 Permeability (cmls) 0.39 0.39 0.39 0.39 0.39 0.40 0.41 0.40 0.40 0.40

The testing herein is based upon accepted industry practice as well as the test method listed. Test results reparted herein do not apply to samples other than those tested. TRI neither accepts responsibility for nor makes claim as to the Rnai use and purpose of the matedal. TRI observes and maintains client mnndentiality. TRI limits reproduction of this report, except in full, without prior approval of TRI.

Fl 0.05

3 0.41 0.02

TEMPERATURE CORRECTED VALUES

9063 Bee Caves Road /Austin. Texas 78733 1512 263 2101 / 512 263 2556 3o f3

-

Permittivity (5-1) Flow rate (GPMIftZ) Permeability (cmls)

- - -

0.41

PIPE AND FOUNDRY COMPANY P.O. Box 35430 Charla*, Narl), C a d i 28235 704/372-5030 800/438-609l FAX 8001553-1605

vpmv.chorlotlepip.com

CHARL~TTE PIPE AN0 KWlNDRY WMCIAIW'

PVC Type 1, Grade 1

ASTM D 1784 Schedule 80 Pipe ASTM D 1785

PVC SCHEDULE 80 BELL-END 20' LENGTHS (GRAY) PVG 11 20

+

Skid Truckload Outside Mln. Max. Work Wt. Per Part Nom. Oty. Percenta e Dlameter Wall Pressure 100 Ft. Lls~ Price NO. slze (R.) par s k ~ a (I,., (In.) nt 230 c (I~s.) Per roo R.

PVC 100058 '12"x20' 6880 2.730 0.840 .147 850 PSI 20.5 . $ 59.00 - PVC 100078 '/4"~20' 4200 3.570 1.050 ,154 690 PSI 27.5 $ 76.00

PVC IOOlOB l'x20' 3540 2.076 1.315 ,179 630 PSI 40.9 $111.00

PVC 1001 2B I '/rWx2O' 4240 3.570 1.660 ,191 520 PSI 55.7 $ 148.00

PVG 1001 58 1 '/2"X20' 3440 3.570 1.900 ,200 470 PSI 68.6 $ 178.00 - - -

PVC 100208 2 " W 1980 3.570 2 375 ,218 400 PSI 94.9 $ 230.00

PVC 100258 2'/2*x20' 1360 3 570 2.875 .276 420 PSI 142.1 $ 286.00

PVC 100308 3"X201 960 3.570 3.500 ,300 370 PSI 193.8 $ 45000

PVC 100408 4"x20' 1080 7.144 4.500 337 320 PSI 2833 $ 65400

4 P V C lOO6OB 6"x201 480 7 144 6.625 ,432 280 PSI 541 1 $1256 00

PVC 100608 8"x201 300 7.144 8.625 ,500 250 PSI 805.2 $1853.00 - - - - -- - - - - - -

PvC 101006 lO"x20' I60 , 8.928 10.750 .593 230 PSI 1200.0 $2762.00

PVC 101208 ITx20' 120 7 144 12 750 .687 230 PSI 1650.0 $3797.00

PVC 101 408 14"x20' 60 6,926 14.000 750 220 PSI 2010 0 $5084.00

PVC 101608 16"xZD' 60 7.144 16 000 .843 220 PSI 2544.1 $6425.00

NOTE: For truckloads of mixed slres, multiply skids desired by truckload percentage perakld.

Pallets are polyethylene wrapped for cleanliness end UV protection.

L?

NSF Listed. Meets All Requirements of ASTM D 1784 and ASTM D 1785. PVC Plpe is not recommended for use with compressed alr or gases.


3217 NEILCIRCLE, JONESBOR0,ARKANSAS 72401 I

COEFFICIENT OF PERMEABILITY (CONSTANT BEAD)

ASTM D 2434 - RIGID WALL

Project: Mississippi County Landfill Location: Luxora, Arkansas Sample No.: MCII&12-DSI Soil Description: Lt. Brown Sand Elevation: NIP

Project No.: 124399 Date: 08/03/05 Sample Depth: N/A Station No.: N/A Lift No.: N/A

PHYSICAL PROPERTIES Diameter, Inch ................... 2.500 Diameter, Cm ............... 6.35 Height,Inch ....................... 2.500 Height, Cm .................... 6.35 Area, Square Inch .............. 4.91 Area Sq. Cm ................ 31.67 Volume, Cubic Inch .......... 12.27 Volume, Cubic Cm .......... 201.14 Initial Wt., Gram ............... 358.6 Est. SP. GR. .................... 2.63 Water Content ................... 13.1 Void Ratio ...................... 0.6679 Wet Unit Wt., PCF ............ 11 13 Water Head: Dry Unit Wt, PCF ............ 98.4 Cm.. ............................. 140.68

Ft ................................ 4.62


DEG.,C +f (RT) (Q) CM./SEC (h)

0.5 20.0 1.000 2.0 325.00 1.56E-02

i - Geotechnical Engineering - Environmental Assessments - Quality Control Of Construction Materials - Ef

ANDERSON ENGINEERING CONSULTANTS, INC. 3217 NEIL CIRCLE, JONESBORO. ARKANSAS 72401

COEFFICIENT OF PERMEABILITY (CONSTANT HEAD) ,


Project: Mississippi County Landfill Location: Luxora, Arkansas Sample No.: MC11&12-DG1 Soil Description: Lt. Brown Clean Gravel Elevation: N P

Project No.: 124399 Date: 08/03/05 Sample Depth: N/A Station No.: N/A Lift No.: NIA

PHYSICAL PROPERTIES D i e t e r , Inch ...................

....................... Height, Inch Area, Square Inch .............. Volume, Cubic Inch .......... Initial Wt., Gnun ............... Water Content ................... Wet Unit Wt., PCF ............ Dry Unit Wt., PCF ............

Diameter, Cm ................ Height, Cm ....................

................ Area Sq. Cm Volume, Cubic Cm .......... Est. SP. G R .................... Void Ratio ...................... Water Head:

Cm. .............................. Ft. ...............................

WATER TEMP. HEAD

m,m(n PRESS psi FLOW K20

DEG.,C * (RT) (Q) CM./SEC (b) ,-

Note: For open graded gravel 1v2 is maximum permeability through permeameter.

1 Geotechnicai Engineering - Environmental Assessments - Quality Control Of Construction Materials -

23

12 /04 /2005 SUN 23:48 FAX LjJ0021002

'- ANDERSON ENGINEERING CONSULTANTS. INC. Z I T NEILCIRCLE. JONESBOR0,ARKANSffi Rib$

MECHANICAL GRAIN SIZE ANALYSES A S W D 422

Project: W s s i p p i County Landfill Project No.: 124399 Location: Luxora, ArkaDsas Date: 08/02/05 Sample No.: MCI 1&12 - DSI Sample Depth: 6 inches Soil Description: Lt. Brown Sand

Siwc Weight Cumulative Wei&t Retained kktfikd

Percent Perceat or

cgrams) (gtams) Retained Passimg

Screen 3" 0.0 0.0 0.0 100.0

314" 0.0 0.0 0.0 100.0 #4 6.0 6.0 0.3 99.7

#I 0 18.0 24.0 1.4 98.6 #O 1046.0 1070.0 60.9 39.1

#200 644.0 1714.0 97.6 2.4 PAN 42.0 1756.0 100.0 0.0

Percent Sample Gravel: 0.3 Sample Weight: 1756.0g Percent Sample Sand: 97.3 Washina, Loss: 42.0g Perrent Sarnple SlWChy: 2.4

Pmjeet: Mississippi County LadiTll Project No.: 124399 Location: Luxora, Arkansas Date: 08/02/05 Sample No.: MCllBtl2 - DGI Sample Depth: 6 inches Soil Rescription: Lt. Brow Clan Gravel

Sieve Weight Cumulative Weight or Raained Retained Percemt Percent

Screen j Retained Passing

3" 0.0 0.0 0.0 100.0 314" 370.0 370.0 14.5 85.5 #4 2130.0 2500.0 97.7 2.3 #lo 40.0 2540.0 99.2 0.8 NO 5.0 2545.0 99.4 0.6

#200 4.0 2549.0 99.6 0.4 PAN 11.0 2560.0 100.0 0.0

Percent Sampb Gravel: 97.7 Sample Wdght: 2560 Percent Sample Sad: 1.9 Washing Loss: 1 1 .Og Percent Sample Siltlclsy: 0.4

= Gwtechnical Engineering . EnvlronmentaI Assessments - Quality Control Of Construction Materials BF 2

' 10/26/2005 WED 1:29 FAX

ANDERSON ENGINEERING CONSULTANTS, INC. P I T NEILCIRCLE. JONESBORO.ARMNSA.5 M l

COEFFICIXNT OF PERMEABILITY (CONSTANT HEAD)


Project: Mississippi County Landfill Location: Luxonr, Arkansss Sample No.: MCll&12-DS2 SoiJ Description: Lt. Brown Poorly Ciradcd Sand Elemtion: NIP

Project No.: 124399 Rate: 10/21/05 Sample Depth: NIA Station No.: NIA ti No.: NIA

PHYSICAL PROPERTIES Diameter, Inch ................... 2.500 Diameter, Cm ................ 6.35 Height, Irish ....................... 2.500 Height, Cm .................... 6.35 Area, Square Inch .............. 4.91 Area Sq. Cm ................ 31.67 Volumo, Cubic Jnch .......... 12.27 Volume, Cubio Cm .......... 201.14 Initial Wt, Gtam ............... 3613 Est. SP. OR .................... 2.63 Water Content ................... 123 Void Ratio ...................... 0.6415 Wet Unit Wt., PCF ............ 112.1 WatcrHcad: Dry Unit Wt., PCF ............ 100.0 Cm. .............................. 140.68

Ft ............................... 4.62

W A m TEMP. HEAD

m m O PRESS p i FLOW K20

DEG.,C *W"l ML (P) CMJSU: '3) - -

0.5 20.0 1 .ooo 2.0 333.00 1.6oE-02

= Geolechnlcal Engineering - Enviroflmental Assessments - Quality Control Of Construction Materials -- Bf

' 1012612005 WED 1:29 FAX ~ 0 0 2 1 0 0 4

ANDERSON ENGINEERING CONSULTANTS, INC. 3217 NElLC8CLE JONESBORO.ARMNE4S 7 W t

COErnCXENT OF PERMEABILlTY (CONSTANT HEAD)


Projctk Mississippi County Landfill Location: Lwm Arkaases Sample No.: MC11&12-Mj2 Soil Ikaeripdon: h. Brown Clean Gravel E h t i o n : NP

Project No.: 124399 W e : 10/21/05 Smpb Depth: NIA Station No.: NIA Liff No.: NlA

PffYsICAL PROPERTIES Diameter, Inch ................... 2,500 Diametm,Cm ................ 6.35 Height, Inch ....................... 2.500 Height, Crn .................... 635 Area, Square Inch .............. 4.9 1 Area Sq. Cm ................ 31.67 Volume, Cubic Inoh .......... 12.27 Volums, Cubic; Cm .......... 201.14 Initial Wt., Gram .............. 382.3 EsL SP. GFL ................ :... 2.61 Water Content. .................. 2.9 Void Ratio ...................... 0.4121 Wot Unit Wt, PCF ............ l lg7 Water noad: Dry Unit Wt, PCF ............ 115.3 Cm.. ............................. 140.68

Ft. ....... .: ...................... 4.62

WATER TEMP. EiEAD m ~ w ~ PRESS psi FLOW K20

DJ3G.F *(R1? ML ('2) CMJSM3 - - @) 1.0 20.0 1 .OW 2.0 873.00 2.IOE-02

Note: For open graded gntvcl, 10" is maximum prrme-ability through psnn-e~

k GeotechniCal Engineering - Environmental Asmrsrnsnts - Quality Control Of Connrucrion Msrerlsls 3 8F

' 10/26/2005 WED 1:29 FAX Im0041004

ANDERSON ENGlNEERlNO CONSULTANTS, INC. Ir $277 NE8LCIRCLE. JQNESOARKANSAS 7MO1


Project: h4ississippi County Landfill Project No.: 124399 Location: Luxora, rlrkamas Date: 10/20/05 Sample No.: MCll&12 -DS2 SamuteDeptb: 6incbes Soil ~eseription: Lt. Bmwn Poorly W e d Sand

- -

Sieve Weight Cumulative Weight or Retained Retained

Percent Percent

Screen (srams) (grams) Retained Pass*

3" 0.0 0.0 0.0 100.0 314" 0.0 0.0 #4 8.0 8.0 #10 18.0 26.0 #40 1075.0 1101.0 #200 722.0 1823.0 PAN 48.0 1871.0

Percent Sample Gmeb 0.4 Percent Sample Sand: 97.0 Percent Sample SWClay: 2.6

0.0 100.0 0.4 99.6 1.4 98.6

58.8 41.2 97.4 2.6

100.0 0.0 Sample Wei&k 1871.0g Washing Loss: 48.0g

Project Mississippi Coludy Landfill Project No.: 124399 h t i o n : ~~ Arkansas Date: 10/20/05 Sample No.: MCl la12 - DCt2 Sam~le Death: 6 Inches - Soil kcription: Lt. Bmwn Clean Orirvel

Sieve Weight Cumulative Weight - - - 01 Retained Retained merit Percent

Screen b-1 (-1 Retained Pass*

3" 0.0 0.0 0.0 100.0 314" 397.0 #Q 2427.0 #lo 31.0 #40 1.0 #200 4.0 PAN 10.0 *

Pcmnt Sample Gravel: 98.4 Petcent Sample Sand: 1.3 Percent Sample SiWC1ay: 0.3

397.0 13.8 86.2 2824.0 98.4 1.6 2855.0 99.5 0.5 2856.0 99.5 0.5 2860.0 99.7. 0.3 2870.0 100.0 0.0

Sample Weight: 2870 washing ha: 1o.og

Geotechnical Engineering - Environmental ASseSSments - Quality Control Of Construction Materia[%

w

Engineeh Certification Report For Cells 11 and 12 Composite Liner System Mississippi County Class 1 Landfill

ADEQ Permit No. 13&S1-R3 December 7,2005

APPENDIX F

GEOSYNTHETICS INSTALLATION FIELD LOGS SUBGRADE ACCEPTANCE

Norlhstar Engineering Consultants. Inc. Appendii F

I ENVIRONMENTAL SPECIALTIES INTERNATIONAL, INC. I ACCEPTANCE FOR WORK COMPLETED

PROJECT: Mississippi Co. Landfill- LOCATION: Luxora Ar. DATE: 1@1305305

PROJECT NO. Billing Information Owner Representative-Mississippi County Landfill Owner:

Billing Address:

The undersigned, as owner or authomed agent for owner, states that he has inspected the below listed project and found it complded in accordance with engineering design -.

. .

Material Type: 60 mil texture - Total Sq. Ft.: 104483.5 sf Material Type: Total Sq. Ft.: Material Type: Total Sq. R: Material Type: TOW Sq. Ft: Material Type: Total Sq. Ft: Material Type: Total Sq. Ft.: Material Type: TOW Sq. Ft.: Material Type: Total Sq. Ft: Material Type: Total Sq. Ft.: Material Type: Total Sq. Ft.: Rain Flap: TexturadlSmooth Wdd: Rain Flap WeM: Tieln Weld: 759 feet' Boots: 1 boot COMMENTS:

ENVIRONMENTAL SPECIALTIES INTERNATIONAL, INC.

SUBGRADE ACCEPTANCE

PROJECT NAME: Mississippi CO Landfill PROJECT NUMBER:

OWNER Mississippi Co Landfill LOCATION: Luxora, AR -

I, undersigned, a duly appointed representative of Environmental Specialties International, Inc., have visually observed the soil subgrade surface described below, and found it to be an acceptable surface on which to install geomembrane.

The certification is based on observations of the subgrade only. No subterranean inspections or tests have been performed by Environmental Specialties International, Inc. and ESI makes no representations or warranties regarding condiions which may exist below the surface of the subgrade. Environmental Specialties International. Inc. accepts no responsibility for conformance of the subgrade to this project's specifications.

Area Being Accepted : The subgrade was acceptable on the north berm and on the

floor. Approximately 38880.00 sf

Date:

Signature:

Name:

Title:

OWNERS REPRESENTATIVE:

Date: I O / \ O / O S

Signature:

Name: c

Title: c 4 4 /

Company: ~~ocT~!{w& Ickx9~a 1d6

ENVIRONMENTAL SPECIALTIES INTERNATIONAL, INC. 1

SUBGRADE ACCEPTANCE


OWNER Mississippi Co Landfill LOCATION: Luxora, AR - I, undersigned, a duly appointed representative of Environmental Specialties International, Inc., have visually observed the soil subgrade surface described below, and found it to be an acceptable surface on which to install geomembrane.

The certification is based on obse~ations of the subgrade only. No subterranean ins~ections or tests have been Derformed bv Environmental S~ecialties International. Inc. and ESI makes no representatibns or warranties regarding conditions which may exist below the surface of the subgrade. Environmental Specialties International, Inc. accepts no responsibility for conformance of the subgrade to this project's specifications.

Area Being Accepted : The subgrade was acceptable on the floor. Approximately

60383.00 sf


Date:

Signature: V

Name:

Title:

Company: ~ ~ O L T ~ T M k(\1011\l!Zkd l ~b

SUBGRADE ACCEPTANCE


OWNER Mississippi Co Landfill LOCATION: Luxora, AR - I, undersigned, a duly appointed representative of Environmental Specialties International, Inc., have visually observed the soil subgrade surface described below, and found it to be an acceptable surface on which to install geomembrane.

The certification is based on observations of the subgrade only. No subterranean inspections or tests have been performed by Environmental Speciafties International, Inc. and ESI makes no representations or warranties regarding conditions which may exist below the surface of the subgrade. Environmental Specialties International. Inc. accepts no responsibility for conformance of the subgrade to this project's specifications.

Area Being Accepted : The subgrade was acceptable on the sloop. Approximately

5220. sf

Date: 10-13-05 .A

Signature:

Name:

Title:


Date:

Signature:

Name:

Title: f,@& Company: h j ~ f l ~ ~ E~b i f lm i &

Northstar Engineering, lac. 6L.Q jA, *L GG...-

Field lag Dste: '6 *2'4- or Weather: CJwa Facility: a G. L-F w ir ~ I Z

Site Conditions: bd! I i r *A 4 *,9JV ~ ~ ' Y X W +KT Pol~-F/c-r,T,,c. / k&d 8-rq-ur

6T-6-0s- 1 ~ x 7 - S - )*A w - A LA-.

lozF - il,*, J19 1032 - k 4 - I033 1037 - 103, F

193s - WY -!=kt GWT-ace -0-3 n r d -~Q&.J!

/ 03C * 1031 *-

-& E ~ I P & Z ~

1-33 ' =s'pp**o' ?m*O.

S., 1 t ..I9

t-rr qtrCrJl . xu0 - - ds-;(

,J..J.- * d " + k,t ir(,A Signature:

Northstar Engineering, bc. Field Lag

Date: $ . r A Weather: - C r ' n ~ & &-~-cc ,%AS Facility: h . ~ . . Lf ' u i r * I & -- S b Conditions: - &6&-- - ~ 1 % =c

. - @ ~ l f l *

lt00G L;* Tractor #

SKID WEIGHT SHEET Trailer # A - 7 ate: 2-[7 73-y

Weight I Blend I Roll Description 75-1 S 1 82,% Y V 1

.-, - s- v' . Northstar Engineering, Inc.

1 Field Log ! Date: - 7 . f o - a j- Weather: (%- . G d 1 Facility: n.c c . ~ cna r i * I L

I Site Conditionu: w ; ~ t I

I,

u.4 cP %:ST3 cnes ol,, - - w & JL L . T M,:

150N11513Bl Ds-p i ' P" u-

! *,o ,, " \ w d

; - - ~ e n m ((~eters) 91.40 w (m) 300.00 I d" puc r ) z o s& Y O MdndK (Mtrh) 4.W WdUl (mchcs) 1W.W

, ' &I.% W~IS) 418.jO h a (81 YW) W.W P R zso ,Or$ e 2s;.

i ~ K G S .W mas 1.68 .W nsr- 0 - 1 Net l6lcmans M Net Pounds ,011

signature: (I@

Northstar Engineering Consultants, Inc. Field Log

Date: 1 0 f10 /US Weather: Wt b u ~ y h, 75" C

Facility: M145lX1 P P I b ~ - V U

Site Conditions: Dm

Construction Activity: ~~ f/M@L

Page L of 1_


Facility: IY1WlSL; I PPI COVUty h 4 ~ ~ t . r ~ -

Site Conditions:

Construction Activity: f S o m L l h l ~ e - ZoIJ.6 I1 : /Z

Page I_ of


Date: /o / i t 10-5- Weather: r/T. @ ~ J Q M C k

Facility: i ; ~ ~ S f p p / &aum ~ ~ O F L C ~

Site Conditions: /%q

Construction Activity: &W ( , c p ~ @ L %id& 0 f (2

Signature

Page _L o f I


Date: /0/(3/05 Weather: c < o ~ ~ q 5 L o " I

Facility: m/G.i/s .;pp/ ~ O U / ~ M ~ ~ O F I L - L

Site Conditions: L'-

Construction Activity: &- L INWZ Zow5 / / d /Z

Signatur : +


Date: 1 / o Weather: PT. cCLou~q - 60 '

Facility: lZ.I/55 r55 / FYI &JUAI?-~ L & ~ / O F ( L L Site Conditions: D&q

Construction Activity: Ro~fvrzn LLAJLX ~ - Z ~ I A J & ~ ~ &I& -ZouG / I tLLZ


Date: / o / / s / ~ r Weather: SOMU Y - 60 * I

Facility: / h / 55 ( 4 4

Site Conditions: nee/

Construction Activity: Bmrn QNVIL DR/1f#Rkc ~ G T Z - Z U ~ L - ~ S I / c /Z

Page 1 of 1


Date: / 0 / / 7 //x Weather: S O ~ A J q - 6 o '

Facility: M/55/cq/Pp( Pout~rw LHNOFLLL

Site Conditions: DR q I

Construction Activity: bm,t~ L I&- /2&/&/-1~fi &7+1/71 - h s I! Q' 1 2 /

Page I_ of-

Northstar Engineering, Xnc. Pield Log

Date: iC- 17-i- Weutber: - Facility: p r r r r r r ~ p f ; Gw-4, L . F CrQ. 1 1 * J L

I Site ConWns: -

Signature:

%S:d bbT82L26ibT:Ol 058LZE60L8 N1833NI3N3 Wl5HltlON:WOtlJ 9E:01 SBBZ-T-/ION


Date: /O//S(DF Weather: Son/,uq - 60' Facility: mrwsy w/ C ~ U N ~ Y &NF/U

Site Conditions: p a

Construction Activity: m u n L/nn;m DRP/N-&G - CKU 5 ~ $ / z

Page 1 of -


Date: /0 / /9 /K Weather: SUN&@ - S5O

Facility: & ~ S ~ ~ J ~ L P P I &W.IW LWFILC Site Conditions: Dr&

Construction Activity: i?&,~+, &en D~r,u%e &EE - ~ L L 5 11 P 1 2 .


Date: / O / Z ~ / O S Weather: Q u u ~ v - 65-

Site Conditions: PrZq

Construction Activity: W / v r L i e 0fl/M/a6g &a? - cuzcr / / f /z

signatur c$+ : Page I of I

Northstar Engineering Consultants, Inc. Geornernbrane Defect, Repair and Non-Destructive Test Log

311 5/05 Rev. 0

Project Name: /~ILXI%IPPI & O ~ J M CAFJDF~ L C NEC Pmject No.: 07 0 C Project Location: L u x o ~ p , , k ~ . FML Work Area (-r Zone): i I I'L

CQA Monitor Name: &t.~ L r u ~ r

Notes: 1 OF 3

Northstar Engineering Consultants, Inc. Geomembrane Deployment Log

8/23/2005 Rev. 0

7 \ NEC Project No.: 078 C

Project Location: LVXO&# &k5kIJ6(45 FML Work Area (Cell or Zone): 7 ~ r ~ e 5 11 1 I 2 CQA Monitor ~ame:-

I I I I I I I I I I I Notes: !M+Tsttxnti.~td TO @tq. ptlez wrII p i ~ m p i - %<'

Nu111lstar ellytneetlng ionsunants, inc. Destructive Sample Field Test Log 3115105 Rev. 0

Project ~ a r n e : & r r ~ ~ w ] &UWW W&I LL

Project No.: 07% Project Location: / A I Y ~ PA , ~ 4 5 1 + 5

FML Work Area (Cell or Zone): MA- /I ? ' /z CQA Monitor Name: JOM /&w&re~c

Project Specifications

Wedge Welds: Extrusion Welds: Peel: 4 Peel: %d

Shear: 120 Shear: 120

Notes: Destructive samples must be collected from every 500 foot of completed weld. Additional samples must be collected and shipped for laboratory testing.

Nonnstar tngineering Consultants, inc. Destructive Sample Field Test Log

Project Name: &l%fLhl PPI ~ ~ J O R L C Project Specifications Project No.: 07% . Wedge Welds: Extrusion Welds:

Project Location: I!,/IX&& . &?. Peel: 9 A Peel: 84 FML Work Area Fe l l or@: ( I k 1 2

C W Monitor Name: Shear: (20 Shear. 120

311 %US Rev. 0

Notes: Destructive samples must be collected from every 500 foot of completed weld. Additional samples must be collected and shipped for laboratory testing.

0 c

P

m

.P g

:.. 8

92

%

ow

n

6

0 - ..

C

u-

g 0 8

Sn

6

h u ~ ~ l ~ s t a r c ~ ~ y i n e e ~ ~ ~ ~ y Con~u~lilnts, IIIC. Weage ana extrus~on 61-6-07 - 0708

Trial Weld Log

Project Name: /MI%l4;1~fll ~BOP(T~/ L L Project Specifications Ptoject No.: O 7 B c Wedge Welds: Extrusion Welds:

Project Location: I. o r ~ u , A&, Peel: peel: 84 FML Work Area (Cell @ I( 4 12 CQA Monitor Name: d & d I&& Shear: / 2 0 Shear: /Zo

311 31US Rev. 0

Notes:

Engineer's Certihcation Repoll For Cells 11 and 12 Composite Liner System Mississippi County Class 1 Landfill


APPENDIX G

GEOMEMBRANE INSTALLERS QUALIFICATIONS SUBMITTAL

60 MIL HDPE GEOMEMBRANE LINER INSTALLERS QAlQC DOCUMENTATION

Northstar Engineering Conwitants, Inc. Appendix G

GEOMEMBRANE SUBMITTAL PACKAGE for the

MISSISSIPPI COUNTY CLASS 1 LANDFILL CELLS 11 AND 12

LUXORG ARKANSAS

SUBMITTAL # 01

Prepared for:

Northstar Engineering Consultants, Inc.

ENVIRONMENTAL SPECULTZES INTERNATIONAL BATON ROUGE, LOUZSUNA

August 10,2005 JOB NO. 05-07-1 128

TABLE OF CONTENTS (Page 1 of I )

1.0 Geomembrane Manufacturer's History and Project References

2.0 Geomembrane Manufacturer's Reference Manual including Manufacturing Quality Control

3.0 Geomembrane Manufacturer's Clarifications & Material Property Sheet

4.0 Geomembrane Manufacturer's Sample Warranty

)OLY-AM- and Poly-Flex are privately held corporations with headquarters in Grand M e , Texas, which is in the heart of the DallasIFort Worth metroplex. Pdy-America was founded in 1975 by Steven

ss. Mr. Ross was formerly the president and owner of Poly-Tech, Inc., Minneapolis, Minnesota.

11 headquarters in Texas indude over one million square feet of plant and warehoming situated on a 1 acre industrial park. 'Ihe buildings and land are all owned free and dear. This facility has the apacity produce more than 403 million pounds of polyethyiene products ~w m. ly-America also operates a second ~llanufachuing plant in Cottage Grove, Minnesota. 'Ihat facility is 3,000 square feet on 87 a m The hknesota facility, acquud in April 1990, currently has the capacity produce close to 100 nlillion pounds of polyethylene products per year. A third site, Pol-Teq is a repro- sing and map sewice center located on 14 aues in Mont Belvieu. Texas. Additionally, we are in the a1 design stages of a new plant in Henderson, Nevada which wdl wentually serve the west coast. An Stional facility is planned for South Carolina.

Iy-hllerica produces several product lines, all within the polyethylene family. The company is the ~rld's largest producer of polyethylene conauction film, a leading supplier of geonlernbrane liners, and r fastest growing bash bag manufacturer in the United States. Poly.hne~ica is also the most technolog- Uy advanced and largest rqcler of polyethylene in the world.

dicated to providing the hghest quality polyethylene products, our staff of chenlical and process engi- s utilize all available contemporary technology. Our design team is responsible for several teclm~ jcal breakthroughs in f i l ! ~ ~ exWion, bag making and recy&ng. In orderto suppwt our research and ality control efforts, we maintain the most sophisticated on-site laboratory in the plastic industry.

)OLY-AMERICA manufactures a nlultitude of products to the highest quality standards in their mar- kets today. This high quality is the result of a long standing commih~lent to utilize the latest,

~te-of-the-art manufacturing equipment and best raw material available.

order to consistently manufame high quality geomembrane liner, several elements must come gether in a complete package. Raw material selection, manufacturing technology, and shict qual- control of the finished product are all essential.

iw material selection is the first step in produdng our liner. Our team of chemical and process engi- :ers has worked with major polyethylene suppliers to mod% high-grade resins to produce superi- physical properties.

~ c h railcar of resin must meet the proprietary speafications developed by Poly-America. Upon rival at our plant, a sample quantity is removed from both the top and bottom of each cornpart- ent and taken to our laboratory. There we test for basic characteristics such as melt index and den- y. A film sa~nple is also created using a laboratory extruder. The finished fiirn sample is then sub- zed to a batter). of tests including inFrared spectrometry, which provides a computer "blue-print" the resin's conlplete chenlical makeup. The finished film is also tested for strength. Only after test sulh indicate compliance with our spedfications is the resin released into raw material storage,

Once actual production begins, liner is manufactured utilizing high perfomlance extmsion equipment and proprietary design film dies. Test results prove that in order to achieve optinlum properties, production out- put must be seconda~y to quality concerns. Poly- America management is committed to a quality product by choosing optullum and sonletimes lower production rates and higher performance rlersus the typi- cally used philosophy of high production at a quality sacrifice.

Quality control of finished product includes regular on-line testing and a complete quality assurance program with our advanced laboratory. The end result of our raw material, manufacturing, and testing programs is an outstanding product with consistent quality.

Our technical people are constantly looking at new wa)l to improve our product. We are currently working on new resin formulations, and even more advanced manufacturing technology to further enhance the Poly-Rex l i e .

Corporate Facilities

) Poly-America, lnc. POtY.FLE%, INC. POW.FLEXCO~~~-tion. 8"s. POW TRUCKNG MANUFACTURING AND CORPORATE HEADQUARTERS Grand Prairie, Texas Centrally Located in the middle of the U.S.

Four buildings totaling 780,000 sq. ft. on 774 acres l o w electrical rate&, low land cost, excellent labor pool Low freight rates, proximity to resin producers No state personal income tax, right-to-work state Manufactures Poly'Flex geomembrane products, sheeting and trash bags

) Up North Plastics, Inc. Cottage Grove, Minnesota Services far northern part of U.S. and Canada

Modem 200,000 sq. W. plant on 87 acres Manufactures sheeting, agricultural film and silage bags

I B POL-TEX INTERNATIONAL Mont Belvieu, Texas Reprocessing plant and scrap service center for companies such as Union Carbide, Exxon, Quantum and Dow. Manufacturers additive compounds and concentrates

180,000 sq. ft. on 14 acres

Future Trash Bag and Sheefing Manufacfuring Sife Henderson, Nevada

35 acres

Future Trash Bag and Sheeting Manufacfuring Sife Columbia, South Carolina

110 acres

Poly-America, Inc. Corporate Headquarters

Gmnd Prairie, Texas

4 Acre Industrial Park jstomers grow, so do we.

omembrane and nstruction Film Plant 300 sq . ft. plant began operations '76. Production of all geomem- e products as well as other sheet- ~ n d extrusion products. ocessing area occupies one-third lilding.

ilding 2: Truck Shop reventative maintenance, major ,minor repairs are performed by a d staff of trained heavy duty truck lanics.

Iding 3: PolyeFlex - ,Flex, Inc. and Poly-Flex truction, lnc's. new office location, ing and other field equipment S.

lding 4: s h Bag Plant dant is a fully integrated produc- tnd warehousing facility for trash

Runoff Contaminant Lake All exterior waste water and rain runoff is diverted t o the lake, which is constantly skimmed. We send clean water into the city sewer system and reclaim an average of 1,200 pounds of usable raw material each day.

Poly Sub-station Our own electric sub-station gives us electrical power at 130,000 volts in vol- umes that allow for all o f our future growth. Having our own sub-station provides better filtering and cleaner power t o give us fewer power inter- ruptions.

Building 5: Plant This recently completed 300,000+ sq. ft. plant is for production and warehousing of trash bags and other retail film products.

Future Building 6 - This 200,000 sq. ft. building is currently in design engineering, and wil l be a new reprocessing plant.

including low density,-high den- n d drawstring.

George M. Hall President

Morris Jett General Manager

Lou Jacobsen Dealer Sales Manager

Tim Hagood Production and Distribution Coordinator

George Yazdani Engineering Manager

2000 W. Marshall Drive Grand Prairie, Texas 75051

(888) POLYFLX Fax (972) 337-7233

Corporate Profile Kwik Facts

Company founded: 1975

Facility

Grand Prairie

Up North

Pol-Tex

Emplovees Square Footaae

1,500 employed 780,000 sq. ft.

200 employed 200,000 sq. ft.

95 employed 200,000 sq. ft.

Total pounds of plastic extruded (all plants, 2000)

Total pounds of plastic recycled

Number of trucks (tractors)

Number of trailers

525,000,000 pounds

220,000,000 pounds

150

450

Major suppliers: Dow Chemical

Union Carbide

Phillips, Chevron

Resin Storage: Silos Poly-America 30,000,000 pounds

Up North Plastics, Inc. 18,000,000 pounds

Pol-Tex 4,000,000 pounds

Rail car capacity PolyAmerica 120 cars

Up North Plastics, Inc. 45 cars

Poly-Flex, Inc. Geornernbrane Experience Resume

;Vonr: Kosciusko County LF Nonr; Environtech Landtill

Lucmiun: Claypool. IN Lomion: Morris. IL

Durc: ZOO0 D m : 2000

O w r c Allied Owner: Allied

Et8sinrtr.r: Weaver BOOS % Gordon Enginrrc EMCON

.~l,zurinl: 60 Mil HDPE. Geotextile 1 i l 60 HDPEIHDR. Geotextile

S;;E 162.000 SF Si:c 360.000 SF

Conroc:: Sreve Smith 7081824-3060 Coniucr: John McDonrell 7081824-3060

,\rnmc:

Locurion:

Dme:

mnrc

Enginecc

M(~rcrioL'

S l t c

Conraec

A'nmc:

Lmdon:

Dore:

Owner:

Engineer:

,u',It,io~:

s i x

Conlam

Br~ckyard Landfill

Danville, IL

2000

Allied

Weaver Boos & Gordon

60 HDPEMDR, Geotextile

176,000 SF

Drew Begenthal7081824-;060

Trinity River Authority

Dallas, TX

2000

LD KEMP

In-House

60 HDPE

25,000 SF

Mike Grackney 817Q81-4470

Pineview

Dora, AL

2000

Allied

Colder & Assoc.

60 HDPE, Geocomposire

3 10,000 SF

Paol Bameit 2051648-1000

BFI-Tessman Road

San Antonio, TX 2000

Allied

Colder & Assoc.

60 HDPEiHDR, Geocomposite

500,000 SF

Mitch Noto 2101661-4404

Nanr:

Loc',,ion:

Dole

Owner!

Enginer:

Morerial:

Sizc

ConIacl:

Nam:

Lowipn:

Dare!

Owner:

Enginem:

Malerid

Siz :

coru',d:

Illinois Landfill

Ill~no~s. IL

2000

Allled

Weaver Boos & Gordon

60 HDPEHDR. Geotextile

3 13,000 SF

Drew Bergenthal7081824-3060

Lake Area Landfill

Sarona, WI

2000

Allied

CQM. Inc.

60 HDPEmDR, Geotextile

200.000 SF

Tim Ralston 65 11450-2157

Galveston, Landfill

Galveston, TX 2000

Allied

Colder 8; Assoc.

60 HDPEMDR. Geocomposite

428,000 SF

Sonny Anozie 7131671-1550

Vienna Junction

Erie, MI

2000

Allied

STS Consultants

60 HDPERfDR, Geocompsite

875,000 SF

Jay Robem 9371593-3566

Nome

Loc.ufion

Date

Owner

Enghrrr

dlc~teriol

Siir

Contacz

Locmion

Dafc

owner

Engineer

*lonrii,,l

size

Confner

Name

Locotion

Date

Owner

Enginem

Mmm'd

Size

conlnu

Poly-Flex Construction, Inc. Geomernbrane Experience Resume

Wastewater Treatment Plant

Live Oak, FL

1985

City of Live Oak, FL

Hensley-Schmidt, inc.

60 mil HDPE

247,500 sf

John Ragland 4041952-886 1

County Line Landfill Cap

Argos, IN

1997

Allied Waste Industries, Inc.


40 mil LLR

400,000 sf

Steve Smith/ 708-824-3060

Clean Enviroments, Inc.

San Antonio. TX

1998

Clean Enviroments, Inc.

Clean Environments, Inc.

60 mil HDPE

50,000 sf

Tom Guelzow/210-349-1132

Styro Chem International, Inc.

Saginaw, TX 1997

Styro Chem Ihtmational

Caldwell Engineering

60 mil HDPE

200,000 sf

Dennis NeitzeV 972-496-1372

Nnmc

Lwnrion

Date

owner

Elrgi"rer

i t In f~n '~ l

Size

Conau

Nam

Lamion

Dnfe

owner

Engineer

Malerid

Size

confan

Nome

Location

Date

owner

Engineer

Matdm1

size

conrnu

Pinewood, Cell III-B Cap N ~ I W

Pinewood, SC Loadon

1998 D ~ C

Laidlaw Environmental Services owner

Virogroup Engineer

60 mil HDR Moluld

200,000 sf Slu

Larry Johosonl803-55 1-4335 conaa

Athens Fish Hatchery

Athens, TX 1997

Texas Parks & Wildlife Department

KCM, Inc.

40 mil LLDPE

2,018,159 s f

Rohn Boonel 903-839-2733

EnviroCare

Clive, UT

1997

EvniroCare - UT EvniroCare - UT 60 & 80 mil HDPE

1,040,750 sf

Dave ComstocW 801-532-0920

KN Energy

Bushton, KS

1997

KN Energy

KN Energy

40 & 60 HDPE

800,000 sf

Shawn Cooped 713-299-3582

Altair Landfill, Cell #108N

Altair, TX

1998

Laidlaw Environmental Services

Virogroup

60 mil HDPE

195,000 sf

Larrj Johnson1 803-551-4335

Amour Foods Anaerobic Lagoons

Nampa, ID

1998

Amour Foods

Amour Foods

40 & 60 mil HDPE 250.000 sf

208-635-5767

Name

Lmnrio"

D a c

Ownrr

Engineer

Mule"a1

Conrocr

Name

Lororion

Dale

Owner

Engineer

Maredd

Sire

comna

Name

Lomlion

Dote

Owner

Enrimem

MotcrfnI'

Size

Conrna

Name

Lwolion

Date

Ownu

Engineer

MaIcriaI

Size

Conma

Poly-Flex Construction, Inc. Geomembrane Experience Resume

Safe Eanh Management

Hammon, OK

1998



40 HDPE

200.000 sf

John Smith1 580-473-254 1

Resh Road I1 Sanitary LF, Cell N; Hagerstown. MD

1998

Washington County, MD

KC1 Technolwies

40 LLPDE, LLR & 60 HDPE, HDR

400,000 sf

A m a t Hussainl301-791-3 10 1

County Line Landfill

Chicago, IL

1998

Allied Waste Indusrries, Inc.

Allied Waste Industries, lnc.

60 mil HDPE & 60 HDR

458,000 sf


Newton County Landfill

Brook, IN 1998

Allied Waste Industries. Inc.


60 mil HDPE & HDR

992,000 sf


DixonIGrop Landfill Cap

Dixon, IL

1998


Andrews Engineering

40 mil LLR 1,000,000 sf

Steve SmiW 708-824-3060

Nanu

Locarion

Dulr

Owner

Engineer

dfolc"(1I

Siir

confou

Nnme

Loedion

Dme

Owner

En8inCCr

Mo~crid

Size

Cortlan

Nam

Locolion

D@le

Dwnn

&-inem

Mdm'd

She

c(Mtun

City of Wichita Falls

Wichita Falls. TX 1998



60 mil HDPE & HDR

70.000 sf

Mike Fnckneyl8 17-28 1-4470

Steator Area Landfill

Streator, 1L

1998


Weaver Boos

60 mil HDPE Br HDR

202,000 sf


Lee County Landfill

Dixon. IL

1998


Andrews Engineering

60 mil HDPE

580,000 sf


Wayne Disposal - Oakland, inc.

Auburn Hills, MI

1998



60 mil HDR

382,000 sf


Ellis County Disposal

Ennis. TX

1998



60 mil HDPE & HDR 170,000 sf

Shawn McCash/ 602423-2946

Poly-Flex Construction, Inc.

Nome:

Locarion:

Dart:

&ncc

Enp'necc

Mutcriol:

Slre:

co,u,m

Name:

LwaUon:

Dmc:

(huncc

Engincn:

M0feri.,L.

Size:

Conlaa:

Num:

L O ~ a r i 0 ~

DUE

Owner:

E'gineer:

Motulaf:

S*e:

Co#,mu:

Nnmc

Location:

Durc

&*CE

EngIncu:

Mmen'al:

Srre

cefllnu:

Geomembrane Experience Resume

City of Mesquite Landfill

Mesquite, Texas

1997


ETTL Consultants

60 mil HDTNDPE

300,000 sf

Shawn McCashi60?-413-2946

Plainville Sanitary Landfill

Plainville, Massachusetts

1997

Allied Waste Industries. lnc

CGK, Inc. 40 mil LLRlLLDPE

1,500,000 sf

Brian Card/SO3-j47-;148

Cumberland County Landfill

Fayeneville, North Carolina

1997

Cumberland County

Camp, Dresser & McKee

50 mil HDT

1,300,000 sf

Lonnie Burgessf407-348-1234

Lone Mountain, Cell No. 12 Closure

Waynoka, Oklahoma

1997

Laidlaw Environmental Services, Inc.

Law Engineering

60 mil HDT

450,000 sf

Mike HowarU405-697-3508

Grassy Mountain, Cell I1 Closure

Clive, Utah

Cumnt

Laidlaw Environmental Services, Inc

H, A & L Engineering

80 mil NDTRIDPE

250,000 sf

Marty Smitbl801-355-9166

NMK:

Loeolim:

Dare:

h n e c

Nome:

Loc,,rion:

Dorc

owner:

Enrimer:

hluren'uI:

Sirc

COOIUU:

Nam:

Locoliom

Dare:

Ovncr:

Engiw:

M a i d &

Sirc:

0-

Jackpot Reservoirs 2 & 3

Riverton, Wyoming

1997

U. S. Energy and Crested Corp

U. S. Energy and Crested Corp

60 mil HDPW40 mil HDPE

250,000 sf

Bill DeLapp1307-856-927 1

Wayne Disposal - Oakland, Inc

Oakland, Michigan

1997

Allied Waste Industries, Inc

NTH Consultants

60 mil HDT

370,000 sf

Chris UIrichR48-373-2334

Johnson County Landfill

Shawnee, Kansas

1997

Deffenbaugh Indusbies

Deffenbaugh Industries

60 mil HDPEfHDT

700,000 sf

John Browningf913-63 1-5300

Rollins North Landfill Cell Number 5

Deer Park, TX 1997


Maxim Technologies

60 mil HDT

220,000 sf

F a h Kahn/28 1-884-7030

Grassy Mountain, Cell 12 Closure

Clive, Utah

Current


H, A & L Engineering

60 mil HDT/HDPE

325,000 sf

Marry Smitb1801-355-9166

Name

Locolion

Dole

Owner

Engineer

&lalrriol

Size

Con~an

Name

Lomdon

Dole

Owner

Engineer

Morerid

sire

CONM

Name

Lmdon

Dole

Owner

Ensinre,

Molcn'aI

slrr

Contact

Name

*don

Dale

Owner

Engineer

Mmeriai

Sizc

Contau

Poly-Flex Construction, Inc. Geomembrane Experience Resume

Manistee County Landfill

Manistee, MI

1998



60 mil HDPE

240.000 sf

Phil Beau 616-837-7316

Southwest Reg~onal Landfill

Buckeye, AZ

1998



60 mil HDPE single-sided textured

240,000 sf

Pete Kelled 602-596-9596

Upper Rock Landfill -Allied

East Moline. IL

1998



60 mil HDPE S & T

250,000 sf

Steve Smith1 708-824-3060

Illinois Landfill. Inc.

Hoopeston, 1L

1998



60 mil HDPE 7 HDT

180,OM) sf


Name

Lonaion

Dale

Owner

Elrgincrr

Mmerini

She

ConInn

Name

LOC(Id0"

Dmc

Owner

Engineer

Molerial

Siu

conlncl

Plainville Sanitary Landfill

Plainville, MA

1998


CGK, Inc.

40 mil LLR

585,000 sf

S m Chap~niAndre\r, Coonryi 508-643-12 19

Ottawa County F m s Landfill

Coopersville. MI

1998



60 mil HDPE & HDR

301,000 sf


Sauk Trail Hills Landfill

Canton, MI

1998


NTH Consultants, LTD

60 mil HDR

575.000 sf

Steve Smith1 708-824-3060

An Engineering Approach to Groundwater Protection

REFERENCE MANUAL

The information provided in this manual has been compiled by Poly-Flex, Inc. and to the best of our knowl- edge accurately represents Poly-Flex polyethylene geosynthetics. This information is offered without warranty. Final determination of the suitability of any information or products for the use contemplated and its manner of use is the sole resoonsibilitv of the end user. This information i s subiect to chanae without notice. 03/05

TABLE OF CONTENTS

I POLY-FLEX HDPE & LLDPE LINER SPECIFICATIONS

.................................................................................. 1 . GENERAL REQUIREMENTS 1 1 1 Scope ................................................................................................................. 1

....................................................... 1 . 2 Qualifications of Contractor Work Activities 1 .............. ........................................................................................ 1.3 Submittals .. 1

1.4 Meeting ................................................................................................................ 2 1 . 5 Warranty .......................................... 2

............................................................................ 2. MATERIAL SPECIFICATIONS 3 ............................................................................. 2.1 Materials ........................ ... 3

............................................................................. 2.2 Geornembrane Raw Materials 3 2.3 Rolls ...................................................................................................................... 3

................................................................. Smooth HDPE Geornembrane Data Sheets 4 ...................................... ...................... Textured HDPE Geomembrane Data Sheets ... 6

................................. Smooth LLDPE Geomembrane Data Sheets ............................. .. 8 Textured LLDPE Geomembrane Data Sheets ....................................................... 10 . . ................... ........ .......................................... 2.4 Quality Control Spec~f~cations .. .. 12

....................................................................... 3 . GEOMEMBRANE INSTALLATION 14 . . 3.1 Materials Loglstlcs ............................................................................................... 14 3.2 Earthwork ......................... .. ............................................................................. 14 3.3 Method of Placement .................... .. ............................................................... 15 3.4 Field Seaming ............................................................................................... 15 3.5 Cover Material and Backfilling of Anchor Trench ............................................... 19 3.6 Geomembrane Acceptance . 19 Inherent Properties of Polyethylene Liners ............................ .. ............................. 20

II POLY-FLEX DRAINAGE NET & GEOCOMPOSITE SPECIFICATIONS

1 . GENERAL REQUIREMENTS ................................ .. ........................................... 23 1 . 1 Scope ....................... .. ...................................................................................... 23 1 . 2 Qualifications ..................... .. ........................................................................... 23 1.3 Submittals ........................................................................................................... 23

2 . MATERIAL SPECIFICATIONS .............................................................................. 23 2.1 Materials .......................................................................................................... 23 HDPE Drainage Net Data Sheet ............... ... ............................................................. 24 Single-Sided Geocomposite Data Sheets .................... .. ........................................... 26 Double-Sided Geocomposite Data Sheets ......................... ......... ............................. 28

............................................................... 2.2 Manufacturer's Quality Control Testing 30

3 . INSTALLATION .................................................................................................. 30 3.1 Transportation and On-Site Storage ............. .. .............................................. 30 3.2 Method of Placement ....................................................................................... 30 3.3 Field Seaming .................................................................................................. 30 3.4 Cover Material ................... .. ........................................................................... 30 3.5 Repairs 30

TABLE OF CONTENTS

Ill POLY-FLEX POLYETHYLENE EMBED CHANNEL SPECIFICATION

1 . GENERAL ...................................................................................................... 33 ............................................................................................................... 1 . 1 Scope 33

1 . 2 References ................ .. ...................................................................................... 33 1.3 Submittals . 33 1.4 Manufactur .................... ... .................................... 33

......................................................................................................... 2 . PRODUCT 33 .......................................................................................................... 2.1 Product 33

........................................................................................ 2.2 Shipment and Storage 33 .................................................................................................. 3 . INSTALLATION 34

............................................... ......................... 3.1 Installation in concrete forms ... 34 3.2 Fabricatio ... 34

........................................................................................................... 3.3 Seaming 34 ...................................................................... ........... ............. PEC Design Detail .. .. 35

IV CHEMICAL RESISTANCE INFORMATION

............................................ 1 . CHEMICAL COMPATIBILITY OF POLY-FLEX LINERS 39 ..... Chemical Compatibility Chart 0

V GEOMEMBRANE MANUFACTURING QUALITY CONTROL & QUALITY ASSURANCE

.................................................................................................... 1 . DEFINITIONS 43

............ 2 . MANUFACTURING QUALITY CONTROL AND QUALITY ASSURANCE PROGRAM 43 ...................................................... ...... ......................... 2.1 Raw Material ... .. 43

3 . MANUFACTURING ............................................................................................ 45 ........................................................................................ 3.1 Blown Sheet Process 45

....................................................................................... 3.2 Process Quality Control 45 3.3 Roll Labeling ........................................ 46

........... 3.4 Storage, Staging and Shipping of Geomembrane Rolls ..................... .. 46 ....................... ................... 3.5 Laboratory Quality Control & Quality Assurance .. 47

4 . MANUFACTURING QUALITY CONTROL PROGRAM FLOW CHART .................... 48

......................................................................................... 5 . PAPER FLOW FORMS 49 5.1 Product Quality Report ..................... ... .......................................................... 49

............. .......................................................................... 5.2 Railcar Resin Report .. 50 ...................................................... .............................. 5.3 Quality Control Report .... 51

5.4 HoldTag ............................................................................................................. 52

TABLE OF CONTENTS

VI DRAINAGE NET AND GEOCOMPOSITE MANUFACTURING QUALITY CONTROL 81 QUALITY ASSURANCE

1 . MANUFACTURING QUALITY CONTROL AND QUALITY ASSURANCE ................ 55 1 . 1 Applicable Test Methods ........................... ... .................................................. 55

2 . RAW MATERIAL ................................................................................................. 55

3 . MANUFACTURING ............................................................................................ 56 3.1 Drainage Net ..................... .. ............................................................................. 56 3.2 Drainage NetIGeotextile Ceocomposite ................ .. .......................................... 56 3.3 Roll Labeling ............. ............................. 56 3.4 Storage, Staging and posite Rolls ........... 56 3.5 Laboratory Testing Program .......................... .. ................................................. 57 3.6 Quality Control Report .................... .. .............................................................. 58

POLY-FLEX HDPE & LLDPE LINER SPECIFICATIONS

1. GENERAL REQUIREMENTS

POLY-FLEX LINER SPECIFICATIONS

I 1.1 Scope

The following describes parameters for the manufacture, supply, and installation of Poly-Flex polyethylene geomembranes. All procedures, operations, and methods shall be in strict accordance with the engineer's specifications, plans, and drawings.

1.2 Qualifications of Contractor Work Activities

1.2.1 Manufacturing

The manufacturer shall have at least five (5) years continuous experience in manufacturing polyethylene geomembrane and/or experience totaling 10,000,000 square feet of manufactured polyethylene geomembrane.

1.2.2 Installation

The installation contractor shall be the manufacturer or a dealer trained to install the manufacturer's geomembrane.

Installation shall be performed under the constant direction of a field installation supervisor who shall remain on site and be responsible, throughout the liner installation, for liner layout, seaming, testing, repairs, and all other activities by the Installer. The field installation supervisor shall have installed or super- vised the installation of a minimum of 2,000,000 square feet of polyethylene geomembrane. Seaming shall be performed under the direction of a master seamer (who may also be the field installation supervisor) who has seamed a minimum of 2,000,000 square feet of polyethylene geomembrane, using the same type of seaming apparatus specified for this project. The field installation supervisor and/or master seamer shall be present whenever seaming is performed.

1.3 Submittals

1.3.1 Manufacturer

The manufacturer shall provide the following information:

A. Submittals wi th Bid Documents

1. List of material properties

2. Manufacturing quality control program.

6. Submittals After Contract Award, Prior t o Liner Installation

1. Copy of quality control certificates issued by the resin supplier.

2. Copy of quality control certificates for the geomembranes in conformance with Section 2.4.3.


1.3.2 Installation Contractor

The installer shall provide the following written information:

A. Submittals With Bid Documents

A l ist of completed facilities, totaling a minimum of 2,000,000 square feet, for which the installer has installed polyethylene geomembrane. For each installation, the following information shall be provided:

a. Name and purpose of facility, location, and date of installation.

b. Name of owner, design engineer, manufacturer, and name and telephone number of contact at the facility who can discuss the project.

c. Thickness and quantity of the installed geomembrane.

B. Submittals by Successful Bidder Prior t o Commencement of Installation

1. Proposed installation panel layout.

2. Resume(s) of the field installation supervisor and master seamer.

1.4 Meeting

A daily meeting shall be held at the work area just prior to commencement of the work to discuss work activities. The earthwork contractor, the liner installer and the inspector shall be present.

1.5 Warranty

A written Warranty shall be obtained from the manufacturer (for material) and the installation contractor (for workmanship). These documents shall warrant both the quality of the material and workmanship for a specified duration of time.

2. MATERIAL SPECIFICATIONS


I 2.1 Materials

1. The geomembrane shall be High-Density Polyethylene (HDPE) or Linear Low Density Polyethylene (LLDPE).

2. Gasket material shall be neoprene, closed cell medium, 1/4-inch thick, 2 inches wide with adhesive on one side, or other compatible gasket materials as required.

3. Metal battens or banding and hardware shall be stainless steel

4. Water cut-off mastic shall be Neoprene Flashing Cement as supplied by Poly-Flex, Inc., or as required.

5. Sealant shall be General Electric Silicone, RW 103, or equivalent.

2.2 Geomembrane Raw Materials

The geomembrane shall be manufactured of polyethylene resins produced in the United States and shall be compounded and manufactured specifically for the intended purpose. The resin manufacturer shall certify each lot for the following properties.

The natural polyethylene resin without the carbon black shall meet the following requirements:

Property Test Method HDPE LLDPE Reauirements Reauirements

Density, glcc ASTM D 1505 or ASTM D 792 0.935 - 0.940 0.91 5 - 0.926

Melt Index, gI10 min. ASTM D 1238 <0.4 <0.6

2.3 Rolls

The geomembrane shall be a minimum 23.0 ft seamless width, as manufactured by Poly-Flex, Inc. (2000 W. Marshall Dr., Grand Prairie, TX 75051, 888-765-9359). Carbon black shall be added to the resin if the resin is not compounded for ultra-violet resistance.

The surface of the smooth geomembrane shall not have striations, roughness, pinholes, or bubbles.

The geomembrane shall be supplied in rolls. Labels on each roll shall identify the thickness of the material, the length and width of the roll, lot and roll numbers, and name of manufacturer.

The geomembrane rolls shall meet the following specifications:

SMOOTH HDPE GEOMEMBRANE ENGLISH UNITS

Prope r t y

Minimum Averaae Values Test M e t h o d 30 mil 40 mil 60 mil 80 mil 100 mil

Thickness, mils minimum average lowest individual reading

ASTM D 51 99

Sheet Density, glee ASTM D 1505ID 792 0.940 0.940 0.940 0.940 0.940

Tensile properties1

1. Yield Strength, lbl in 2. Break Strength, Iblin 3. Yield Elongation, % 4. Break Elongation, %

ASTM D 6693

--

Tear Resistance, Ib

-

ASTM D 1004 21 28 42 56 70 -

Puncture Resistance, Ib ASTM D 4833 54 72 108 144 180

Stress Crack flesistance2, hrs ASTM D 5397 (App.) 300 300 300 300 300

Carbon Black Content3, % ASTM D 1603 2.0 - 3.0 2.0 - 3.0 2.0 - 3.0 2.0 - 3.0 2.0 - 3.0

Carbon Black Dispersion ASTM D 5596 --Note 4-

Oxidative Induction Time (OIT) Standard OIT, minutes ASTM D 3895 100 100 100 100 100

Oven Aging at 85°C ASTM D 5721 Standard 01T - % retained after 90 days ASTM D 3895 55 55 55 55 55

UV Resistance5 CRI C M I 1 High Pressure O I T ~ - %retained after 1600 hrs ASTM D 5885 50 50 50 50 50

Seam Properties ASTM D 6392 (@ 2 inlmin)

1. Shear Strength, ibl in 57 80 120 160 200 2. Peel Strength, Iblin - Hot Wedge 45 60 91 121 151

- Extrusion Fillet 39 52 78 104 130

Roll Dimensions 1. Width (feet): 2. Length (feet) 3. Area (square feet): 4. Gross weight (pounds, approx.)

1 Machine d~rection (MD) and cross machine direction (XMD) average values should be on the basis of 5 test specimens each direction. Yield elongation is calculated using a gauge length of 1.3 inches; Break elongation is calculated using a gauge length of 2.0 inches.

2 The yield stress used to calculate the applied load for the SP-NCTL test should be the mean value via MQC testing. 3 Other methods such as ASTM D 4218 or microwave methods are acceptable if an appropriate correlation can be established. 4 Carbon black dispersion for 10 different views: Nine in Categories 1 and 2 with one allowed in Category 3. 5 The condition of the test should be 20 hr. UV cycle at 75°C followed by 4 hr. condensation at 60°C. 6 UV resistance is based on percent retained value regardless of the original HP-OIT value. This data is provided for informational purposes only and is not intended as a warranty or guarantee. Poly-Flex, Inc, assumes no responsibility in connection with the use of this data. These values are subject to change without notice. REV 6104

SMOOTH HDPE GEOMEMBRANE METRIC UNITS

Minimum Averaae Values Prope r t y Test M e t h o d 0.75 mm 1.00 mm 1.50 m m 2.00 mm 2.50 mm

Thickness, microns ASTM D 51 99 minimum average 750 1.000 1,500 2,000 2,500

lowest individual reading 675 900 1,350 1,800 2,250

Sheet Density, ~ / C C ASTM D 1505lD 792 0.940 0.940 0.940 0.940 0.940

Tensile properties1

1. Yield Strength, kN/m 2. Break Strength. kN1m 3. Yield Elongation, 96 4. Break Elongation, %

ASTM D 6693

Tear Resistance, N ASTM D 1004 93 125 187 249 31 1

Puncture Resistance, N ASTM D 4833 240 320 480 640 800

Stress Crack ~esistance~, hrs ASTM D 5397 (App.) 300 300 300 300 300

Carbon Black content3, % ASTM D 1603 2.0 - 3.0 2.0 - 3.0 2.0 - 3.0 2.0 - 3.0 2.0 - 3.0

Carbon Black Dispersion ASTM D 5596 -Note 4.-

Oxidative Induction Time (OIT) Standard OIT, minutes ASTM D 3895 100 100 100 100 100

Oven Aging at 85°C ASTM D 5721 Standard OIT - % retained after 90 days ASTM D 3895 55 55 55 55 55

-

UV ~ e s ~ s t a n c e ~ GRI C M l l H ~ g h Pressure O I T ~ - % retamed after 1600 hrs ASTM D 5885 50 50 50 50 50

Seam Properties

1. Shear Strength, kN1m 2. Peel Strength, kN/m - Hot Wedge

- Extrusion Fillet

Roll Dimensions 1. Width (meters): 2. Length (meters) 3. Area (square meters): 4. Gross weight (kilograms, approx.)

ASTM D 6392 (@ 5 cmlmin)

10 14 21 28 7.9 10.5 15.9 21.2 6.8 9.1 13.6 18.2

1 Machine direction (MD) and cross machine direction (XMD) average values should be on the basis of 5 test specimens each dbrection. Yield elongation is calculated using a gauge length of 33 mm: Break elongation is calculated using a gauge length of 50 mm.

2 The yield stress used to calculate the applied load for the SP-NCTL test should be the mean value via MQC testing. 3 Other methods such as ASTM D 4218 or microwave methods are acceptaMe if an appropriate correlation can be established. 4 Carbon black dispersion for 10 different views: Nine in Categories 1 and 2 with one allowed in Category 3. 5 The condition of the test should be 20 hr. UV cycle at 75°C followed by 4 hr. condensation at 60°C. 6 UV resistance is based on percent retained value regardless of the original HP-OIT value. This data is provided for informational purposes only and is not intended as a warranty or guarantee. Poly-Flex, Inc. assumes no responsibility in connection with the use of this data. These values are subject to change without notice. REV. 6/04

TEXTURED HDPE GEOMEMBRANE ENGLISH UNITS

Prope r t y

Minimum Averaqe Values Test Method 40 mil 60 mil 80 mil 100 mil

Thickness, mils ASTM D 5994 minimum average 38 57 76 95 lowest individual of 8 of 10 readings 36 54 72 90 lowest individual of 10 readings 34 51 68 85

Asperity tieightl, mils CRl C M l 2 10 10 10 10

Sheet Density, glcc ASTM D 1505lD 792 0.940 0.940 0.940 0.940 - -

Tensile properties2

1. Yield Strength, Iblin 2. Break Strength, Iblin 3. Yield Elongation, % 4. Break Elongation, %

-

ASTM D 6693

Tear Resistance, Ib ASTM D 1004 28 42 56 70

Puncture Resistance, Ib ASTM D 4833 60 90 120 150

Stress Crack ~esistance~, hrs ASTM D 5397 (App.) 300 300 300 300

Carbon Black content4, % ASTM D 1603 2.0 - 3.0 2.0 - 3.0 2.0 - 3.0 2.0 - 3.0

Carbon Black Dispersion ASTM D 5596 -Note 5-

Oxidative Induction Time (OIT) Standard OIT, minutes ASTM D 3895

Oven Aging at 85°C ASTM D 5721 Standard OIT - % retained after 90 days ASTM D 3895

UV ~es is tance~ CRI C M l 1 High Pressure O I T ~ - % retained after 1600 hrs ASTM D 5885

Seam Properties ASTM D 6392 (@ 2 inlmin)

1. Shear Strength, Ibl in 2. Peel Strength, Iblin - Hot Wedge

- Extrusion Fillet

Roll Dimensions 1. Width (feet): 2. Length (feet) 3. Area (square feet): 4. Gross weight (pounds, approx.)

4 Other methods such as ASTM D 4218 6; microwave methods are acceptable if an appropriate co;relation canbe &tabtished 5 Carbon black dispenion for 10 dilferent views: Nine in Categories 1 and 2 with one allowed in Category 3. 6 The condition of the test should be 20 hr. UV cycle at 75% followed by 4 hr condensation at 60%. 7 UV resistance is based on Dercent retained value reaardless of the oriainal HP-OIT value. This data is provided for inforrnaiional purposes only a n d i not intended a A warranty or Poly-Flex. Inc. assumes no responsibility in conndwn with the use of this data. These values are subject to change without notice. REV.3105

6

TEXTURED HDPE GEOMEMBRANE METRIC UNITS

Minimum Averaae Values Property Test Method 1.00 mm 1.50 mm 2.00 mm 2.50 mm

Thickness, microns ASTM D 5994 minimum average 950 1,425 1,900 2,375 lowest individual of 8 of 10 readings 900 1,350 1,800 2,250 lowest individual of 10 readings 850 1,275 1,700 2,125

Asperity Iieight1, microns GRl G M l 2 250 250 250 250

Sheet Density, glcc ASTM D 1 SOSID 792 0.940 0.940 0.940 0.940

Tensile properties2 ASTM D 6693

1. Yield Strength, kN/m 2. Break Strength, kN/m 3. Yield Elongation, % 4. Break Elongation, %

Tear Resistance, N ASTM D 1004 125 187 249 31 1

Puncture Resistance, N ASTM D 4833 267 400 534 667

Stress Crack ~esistance~, hrs ASTM D 5397 (App.) 300 300 300 300



Oxidative Induction Time (OIT) Standard OIT, minutes ASTM D 3895 100 100 100 100

Oven Aging at 85°C ASTM D 5721 Standard OIT - % retained after 90 days ASTM D 3895 55 55 55 55

UV uesistance6 GRI G M l 1 High Pressure O I T ~ - % retained after 1600 hrs ASTM D 5885 50 50 50 50

Seam Properties ASTM D 6392 (@ 5 cmlmin)

1. Shear Strength, kNlm 14 24 28 35 2. Peel Strength, kN/m - Hot Wedge 10.5 15.9 21.2 26.4

- Extrusion Fillet 9.1 13.6 18.2 22.8

Roll Dimensions 1. Width (meters): 7 7 7 7 2. Length (meters): 228.7 152.4 114.3 91.5 3. Area (square meters): 1,603 1,068 801 641 4. Gross weight (kilograms, approx): 1,588 1,588 1,574 1,574

1 Of 10 readings: 8 must be 180 microns and lowest individual reading must be a 130 microns. 2 Machine direction (MD) and cross machine direction (XMD) average values should be on the basis of 5 test specimens each direnion.

Yield elongation is calculated using a gauge length of 33 mm; Break elongation is calculated using a gauge length of 50 mm. 3 The yield stress used to calculate the applied load for the SP-NCTL test should be the mean value via MQC testing. 4 Other methods such as ASTM D 4218 or microwave methods are acceptaMe if an appropriate correlation can be established. 5 Carbon black dispersion for 10 different views: Nine in Categories 1 and 2 with one allowed in Category 3. 6 The condition of the test should be 20 hr. UV cycle at 75°C followed by 4 hr. condensation at 60°C. 7 UV resistance is based on percent retained value regardless of the original HP-OIT value. This data is provided for informational purposes only and is not intended as a warranty or guarantee. Poly-Flex, Inc, assumes no responsibility in connection with the use of this data. These values are subject to change without notice. REV. 3105

7

SMOOTH LLDPE GEOMEMBRANE ENGLISH UNITS

Minimum Averaae Values Property Test M e t h o d 30 Mil 40 Mil 60 Mil 80 Mil

Thickness, mils ASTM D 5199

minimum average 30 40 60 80

lowest individual readinq 27 36 54 72

Sheet Density, glcc (rnax.) ASTM D 1505lD 792 0.939 0.939 0.939 0.939

Tensile properties1

1. Break Strength, lblin 2. Break Elongation, %

ASTM D 6693

2% Modulus, Ib/in2 (rnax.) ASTM D 5323 60,000 60,000 60,000 60,000

Tear Resistance, Ib ASTM D 1004 16 22 33 44

Puncture Resistance, Ib ASTM D 4833 42 56 84 112

Axi-Symetric Break Strain, % ASTM D 561 7 30 30 30 30





UV Resistance4 GRI C M l l High Pressure O I T ~ - % retained after 1600 hrs ASTM D 5885 35 35 35 35

Seam Properties ASTM D 6392

(@ 2 inlmin) 1. Shear Strength, Iblin 45 60 90 120

2. Peel Strength, Iblin - Hot Wedge 38 50 75 100 - Extrusion Fillet 34 44 66 88

Roll Dimensions

1. Width (feet):

2. Length (feet):

3. Area (square feet): 4. Cross weight (pounds, approx.):

1 Machine direction (MD) and cross machine direction (XMD) average values should be on the basis of 5 test specimens each direction. Break elonaation is calculated usina a aauae lenath of 2.0 inches.

- > - - 2 other metions \..m dr A S T ~ ~ D 4218 or n> crowdvt. ~nelnodr are arreplanle II an dppropr dtc currc~a~ 01, <an oe erldbllrneu 3 Cdrbcm u acr d~rperion lor 10 dfferenl v.evr5 h ilr. r l Cdlrgur 1.5 1 dnu 2 wllh one allowpa n Cdrrqor) 3 4 The 'on0 loon of rne lea mot. d be 20 nr A c)cle dl / 5 C lo Iowa b, 4 hr condenrdlon dl 6U'C 5 UV resistance is based on percent retained value regardless of the original HP-OIT value. This data i s provided for informational purposes only and is not intended as a warranty or guarantee. Poly-Flex. Inc. assumes no responsibility in connection with the use of this data. These values are subject to change without notice. REV 6104

8

SMOOTH LLDPE GEOMEMBRANE METRIC UNITS

Minimum Averaae Values Property Test Method 0.75 mm 1.00 mm 1.50 mm 2.00 mm

Thickness. microns ASTM D 51 99 I minimum average 750 1.000 1,500 2,000 lowest individual reading 675 900 1,350 1,800

Sheet Density, glcc (max.) ASTM D 1505ID 792 0.939 0.939 0.939 0.939

Tensile properties1

1. Break Strength, kN im

2. Break Elongation, %

ASTM D 6693

20 27 40 53

BOO 800 800 800

2% Modulus. MPa (max.) ASTM D 5323 414 414 41 4 41 4

Tear Resistance, N ASTM D 1004 70 100 150 200

Puncture Resistance, N ASTM D 4833 190 250 370 500

Axi-Symetric Break Strain, Yo ASTM D 561 7 30 30 30 30

Carbon Black content2, % ASTM 0 1603 2.0 - 3.0 2.0 - 3.0 2.0- 3.0 2.0 - 3.0

Carbon Black Dispersion

-

ASTM D 5596



UV ~es is tance~ CRI C M l 1

High Pressure O I T ~ - % retained after 1600 hrs ASTM D 5885 35 35 35 35

Seam Properties ASTM D 6392

(@ 5 cmlmin) 1. Shear Strength, kN1m 7.9 10.5 15.8 21 .O 2. Peel Strength, kN/m - Hot Wedge 6.6 8.7 13.1 17.5

- Extrusion Fillet 5.9 7.7 11.5 15.4

Roll Dimensions

1. Width (meters): 2. Length (meters): 3. Area (square meters):

4. Cross weight (kilograms, approx.):

1 Machine direction (MD) and cross machine direction (XMD) average values should be on the basis of 5 test specimens each direction. Break elongation is calculated using a gauge length of 50 mm.

2 Other methods such as ASTM D 4218 or microwave methods are acceptable if an appropriate correlation can be established. 3 Carbon black dispersion for 10 different views: Nine in Categories 1 and 2 with one allowed in Category 3. 4 The condition of the test should be 20 hr UV cycle at 75°C followed by 4 hr. condensation at 60°C. 5 N re,n,ldnre , od,eo on percml reralnt-a $awe regardler, ul tne or g na hP.0 T t a l .e Ih s Jdld 5 pro, l d ~ d lor nformdt~onal pc.rporQl on^, ano or not ntenoeo a, d warrant) or gt.ardnlee 1'0) - F l e ~ III' .me, rlo rerporwu 111, n ronnprllon n In tn? ule of ins data T h w val~?\ arc L.OJPCI 10 nange w~!noul rlul re Rf\ 6 04

TEXTURED LLDPE GEOMEMBRANE ENGLISH UNITS

Proper ty

Minimum Averaae Values Test Method 40 Mil 60 Mil 80 Mil

-

Thickness, mils ASTM D 5994 minimum average 38 57 76 lowest individual of 8 of 10 readings 36 54 72 lowest individual of 10 readings 34 5 1 68

Asperity tieightl, mils CRl G M l 2 10 10 10

Sheet Density, glcc (rnax.) ASTM D 1505lD 792 0.939 0.939 0.939


1. Break Strength, Ib/in 60 90 120 2. Break Elongation, % 250 250 250

2% Modulus, lblin2 (max.) ASTM D 5323 60,000 60,000 60,000

Tear Resistance, Ib ASTM D 1004 22 33 44 -

Puncture Resistance, Ib

-

ASTM D 4833

Axi-Symetric Break Strain, % ASTM D 561 7 30 30 30

Carbon Black content3, % ASTM D 1603 2.0 - 3.0 2.0 - 3.0 2.0 - 3.0


Oxidative Induction Time (OIT) Standard OIT, minutes ASTM D 3895 100 100 100

Oven Aging at 85°C ASTM D 5721 Standard OIT - % retained after 90 days ASTM D 3895 35 35 35

UV Resistance5 CRI GM11 High Pressure O I T ~ - % retained after 1600 hrs ASTM D 5885 35 35 35

Seam Properties ASTM D 6392 (@ 2 inlrnin)

1. Shear Strength, Iblin 60 90 120 2. Peel Strength, Ib/in - Hot Wedge 50 75 100

- Extrusion Fillet 44 66 88

Roll Dimensions 1. Width (feet): 23 23 23 2. Length (feet): 750 500 375 3. Area (square feet): 17,250 1 1,500 8,625 4. Gross weight (pounds, approx.): 3,465 3,465 3,435

I Of I 0 readings; 8 must be 2 7 mils and lowest individual reading must be a 5 mils. 2 Machine direction (MD) and cross machine direction (XMD) average values should be on the basis of 5 test specimens each direction.

Break elongation IS calculated using a gauge length of 2.0 inches. 3 Other methods such as ASTM D 4218 or microwave methods are acceptable if an appropriate correlation can be established. 4 Carbon black disperrion for 10 different views: Nine in Categories 1 and 2 with one allowed in Category 3. 5 The condition of the test should be 20 hr UV cycle at 75°C followed by 4 hr. condensation at 60°C. 6 UV resistance is based on percent retained value regardless of the original HP-OIT value. This data is provided for informational purposes only and is not intended as a warranty or guarantee. Poly-Flex. Inc. assumes no responsibility in connection with the use of this data. There values are subject to change without notice. REV. 3/05

10

Prope r t y

TEXTURED LLDPE GEOMEMBRANE METRIC UNITS

Minimum Averaae Values Test M e t h o d 1 .OO mm 1 .SO mm 2.00 mm

Thickness, microns ASTM D 5994 minimum average 950 1,425 1,900 lowest individual of 8 of 10 readings 900 1,350 1,800 lowest individual of 10 readings 850 1,275 1,700

Asperity ~ e i g h t l , microns GRl G M l 2 250 250 250

Sheet Density, glcc (max.) ASTM D 1505ID 792 0.939 0.939 0.939


1. Break Strength, kN lm 2. Break Elongation, %

2% Modulus, MPa (max.) ASTM D 5323 414 41 4 41 4

Tear Resistance, N ASTM D 1004 100 1 50 200

Puncture Resistance, N ASTM D 4833 200 300 400

Axi-Symetric Break Strain, % ASTM D 561 7 30 30 30 ~ -

Carbon Black content3, % ASTM D 1603 2.0 - 3.0 2.0 - 3.0 2.0 - 3.0

Carbon Black Dispersion ASTM D 5596 -Note 4- --

Oxidative Induction Time (OIT) Standard OIT, minutes ASTM D 3895 100 100 100

Oven Aging at 85°C ASTM D 5721 Standard OIT - % retained after 90 days ASTM D 3895 35 35 35

UV Resistance5 CRI CM11 High Pressure O I T ~ - % retained after 1600 hrs ASTM D 5885 35 35 35

Seam Properties ASTM D 6392 (@ 5 cmlmin)

1. Shear Strength, kNIm 10.5 15.8 21 .O 2. Peel Strength, kN/rn - Hot Wedge 8.7 13.1 17.5

- Extrusion Fillet 5.9 7.7 11.5

Roll Dimensions 1. Width (meters): 2. Length (meters): 3. Area (square meters): 4. Cross weight (kilograms, approx.):

1 Of 10 readings: 8 must be + 180 microns and lowest individual reading must be r 130 microns. 2 Machine direction (MD) and cross machine direction (XMD) averaqe values should be on the basis of 5 test mecimens each direction.

Break clunyal8on r ~alc..lateo -5mg a gauge enqth ol 50 inm -

1 Otncr methods i .rn dr ASIM > 4218 or nl crowwe metnods are acceptaule I an appropr ale <orrelaloon cdn ue er~abl~rneo 4 Cdruon b acr o roerrnon for 10 dHerenl vncv.5 h ,P n C d l e m r P, 1 an" 2 WIIII one allowed I I Cat+, l<>n i

~~ ~ ~ - ~~ ~ .... 5 The condition of'the test should be 20 hr. UVcvcle at 75"~fi l lowed bv 4 hr condensation at 6 0 " ~ . ~ - ' 6 %.V rer,lance r bawo on prrccnt reta nen val..; rcydrdlerr of lne or19 nal HP-Oll balue Tnor nala f prorlaeo far nforfrlat unal p.rpore5 only ano r not ntendea as n warranry or 9-arantee l 'ol)-II<,~ In< arrJmer no rerponrwl I) In ronnrcl on wllh InQ . i ~ ol thlr aala I ~ P \ Q valucr are suoecr lo -hanye n Inout nolrr? RFV 3 05


2.4 Quality Control Specifications

2.4.1 Raw Materials

A. Resin

All resins for use in geomembrane must pass a candidate pre-approval process before being eligible for use. Each incoming railcar shall be sampled with the following testing performed and compared to the manufacturer's specifications:

1. Density: ASTM D 1505.

2. Melt Index: ASTM D 1238.

3. Oxidative lnduction Time (OlT): ASTM D 3895.

6. Additives

All incoming materials are to be tested and approved prior to use with the following testing performed and compared to the manufacturer's specifications:

1. Carbon Black Content: ASTM D 1603.

2. Oxidative lnduction Time (OlT): ASTM D 3895.

2.4.2 Finished Product: During Production

A. Inspection

Performed on each roll during manufacturing.

1. Appearance

Sheet surface appearance shall be monitored for flaws.

2. Thickness

A full width sample shall be cut from the end of each roll for thickness measurement.

6. Roll Identification

Four tags per roll shall be used.

1. Outside the core.

2. On the core plug.

3. On the roll surface.

4. On the production roll sample.

C. Out-of-Spec. Material

Any roll not meeting the specification for any of the above inspections shall be separated from other rolls and placed on hold.


2.4.3 Manufacturer's Quality Cont ro l 81 Qual i ty Assurance Testing

A. Sampl ing . .

Full width samples shall be taken as retains f rom the end of each roll t o the manufacturer's laboratory.

B. Testing

The geomembrane quality control testing shall meet the following frequency requirements:

Property Test M e t h o d Testing Frequency (min.)

Thickness (smooth sheet) ASTM D 5199 per roll (textured sheet) ASTM D 5994

Asperity Height (textured sheet only) GRl GMl2 every second roll Alternate the measurement side for double-sided textured sheet.

Sheet Density ASTM D 1505lD 792 700,000 lb (90,000 kg)

Tensile Properties ASTM D 6693 20,000 lb (9,000 kg)

1. Yield Strength (HDPE only) 2. Break Strength 3. Yield Elongation (HDPE only) 4. Break Elongation

2Yo Modulus (LLDPE only) ASTM D 5323 per each formulation

Tear Resistance ASTM D 1004 45,000 lb (70,000 kg)

Puncture Resistance ASTM D 4833 45,000 lb (20,000 kg)

Axi-Symetric Break Strain (LLDPE only) ASTM D 561 7 per each formulation

Stress Crack Resistance (HDPE only) ASTM D 5397 (App.) per GRI GMlO

Carbon Black Content ASTM D 1603 20,000 lb (9,000 kg)

Carbon Black Dispersion ASTM D 5596 45,000 lb (20,000 kg)

Oxidative Induction Time (OIT) Standard OIT ASTM D 3895 700,000 lb (90,000 kg)

Oven Aging at 85°C ASTM D 5721 Standard OIT ASTM D 3895 per each formulation

UV Resistance GRI G M l l High Pressure OIT ASTM D 5885 per each formulation


C. Welding Rod

A sample of welding rod shall be tested at a frequency of once per 25 rolls of welding rod. The following tests shall be performed on the sample:

1. Diameter ASTM D 51 99

2. Density ASTM D 1505

3. Melt Index ASTM D 1238

4. Carbon Black Content ASTM D 1603

D. Reporting

Results from the testing shall be reviewed by the quality control manager. The test data shall then be transferred to the product data file for roll certification. Material that does not meet specifications shall be identified and placed on hold.

3. GEOMEMBRANE INSTALLATION

3.1 Materials Logistics

3.1.1 Transportation and On-site Storage

The geomembrane rolls shall be shipped by flatbed trailer to the job site. The geomembrane shall be stored so as to be protected from puncture, dirt, grease, moisture and excessive heat. Damaged material shall be stored separately for repair or replacement. The rolls shall be stored on a prepared smooth surface (not wooden pallets) and should not be stacked more than two rolls high.

3.2 Earthwork

3.2.1 General

The owner or his representative (soil quality assurance inspector) shall inspect the subgrade preparation. Prior to liner installation the subgrade shall be compacted in accordance with the project specifications. Weak or compressible areas which cannot be satisfactorily compacted should be removed and replaced with properly compacted fill. All surfaces to be lined shall be smooth and free of all foreign and organic material, sharp objects, or debris of any kind. The subgrade shall provide a firm, unyielding foundation with no sharp changes or abrupt breaks in grade. Standing water or excessive moisture shall not be allowed.

The installer, on a daily basis, shall approve the surface on which the geomembrane will be installed. After the supporting soil surface has been approved, i t shall be the installer's responsibility to indicate to the inspector any changes to i t s condition that may require repair work.

3.2.2 Anchor Trench

The anchor trench shall be excavated to the line, grade, and width shown on the project construction drawings, prior to liner system placement. Slightly rounded corners shall be provided in the trench to avoid sharp bends in the geomembrane.


3.3 Method of Placement

The rolls shall be deployed using a spreader bar assembly attached to a loader bucket or by other methods approved by the project engineer.

The installer shall be responsible for the following:

1. Equipment or tools shall not damage the geomembrane during handling, transportation and deployment.

2. Personnel working on the geomembrane shall not smoke or wear damaging shoes

3. The method used to unroll the panels shall not cause scratches or crimps in the geomembrane and shall not damage the supporting soil.

4. Adequate loading (e.g., sand bags or similar items that will not damage the geomembrane) shall be placed to prevent uplift by wind (in case of high winds, continuous loading is recommended along edges of panels to minimize risk of wind flow under the panels).

3.3.1 Weather Conditions

Ceomembrane deployment shall proceed between ambient temperatures of 32" F and 104" F. Placement can proceed below 32" F only after i t has been verified by the inspector that the material can be seamed according to the specification. Ceomembrane placement shall not be done during any precipitation, in the presence of excessive moisture (e.g., fog, rain, dew) or in the presence of excessive winds, as determined by the installation supervisor.

3.4 Field Seaming

Approved seaming processes are fusion and extrusion welding. On side slopes, seams shall be oriented in the general direction of maximum slope, i.e., oriented down, not across the slope. In corners and odd-shaped geo- metric locations, the number of field seams shall be minimized.

No base T-seam shall be closer than 5 feet from the toe of the slope. Seams shall be aligned with the least possible number of wrinkles and "fishmouths." If a fishmouth or wrinkle is found, it shall be relieved and cap-stripped.

3.4.1 Seam Overlap

Ceomembrane panels must have a finished minimum overlap of 4 inches for fusion welding and 6 inches for extrusion welding.

Cleaning solvents may not be used unless the product is approved by the liner manufacturer.

3.4.2 Test Seams

Field test seams shall be conducted on the liner to verify that seaming conditions are satisfactory. Test seams shall be conducted at the beginning of each seaming period and at least once every 4 hours, for each seaming apparatus and personnel used that day.


All test seams shall be made in contact with the subgrade. Welding rod used for extrusion welding shall have the same properties as the resin used to manufacture the geomembrane. The test seam samples shall be 10 feet long for fusion welding and 3 feet long for extrusion welding with the seam centered lengthwise. Three specimens shall be cut from each end of the test seams by the inspector. The inspector shall use a tensiometer to test 3 specimens for shear and 3 specimens for peel. Each specimen shall be one inch wide with a grip separation of 4 inches plus the width of the seam. The seam shall be centered between the clamps. The rate of grip separation shall be 2 inches per minute.

3.4.3 Assessment of Seam Test Results

For both smooth and textured seams the strength of two out of three 1.0 inch (25 mm) wide strip specimens should meet or exceed values given in this specification. The third must meet or exceed 80% of the given values. The shear percent elongation should exceed 50%. The assumed gauge length is considered to be the unsearned sheet material on either side of the welded area. Elongation measurements should be omitted for field testing. In addition, the peel separation should not exceed 25% based on the propor- tion of area of separated bond to the area of the original bonding. Regarding the locus-of-break patterns of the different seaming methods in shear and peel, the following are unacceptable break codes per their description in the ASTM D 6392. In this regard, SIP is an acceptable break code.

Unacceptable Break Codes

Hot Wedge: AD and AD-BRK > 25%

Extrusion Fillet: AD1, AD2 and AD-Weld (unless strength is achieved)

3.4.4 Non-Destructive Seam Testing

The Installer shall non-destructively test all field seams over their full length.

A. Vacuum Box Testing

Equipment for testing extrusion seams shall be comprised of the following:

1. A vacuum box assembly consisting of a rigid housing, a transparent viewing window, a soft rubber gasket attached to the bottom, port hole or valve assembly, and a vacuum gauge.

2. Soapy solution in a plastic bucket with a mop.

The following procedures shall be followed by the installer:

1. Excess sheet overlap shall be trimmed away.

2. Wet a strip of geomembrane approximately 12 inches wide by the length of box with the soapy solution.

3. Place the box over the wetted area and compress.

4. Create a vacuum of 3 - 5 psig.

5. Ensure that a leak-tight seal is created.

6. For a period of approximately 10 seconds, examine the geomembrane through the viewing window for the presence of animated soap bubbles.


7. If no animated bubbles appear after 10 seconds, close the vacuum valve and open the bleed valve, move the box over the next adjoining area with a minimum 3 inches overlap and repeat the process.

8. All areas where animated soap bubbles appear shall be marked, repaired and then retested.

The following procedures shall apply to locations where seams cannot be non-destructively tested.

1. If the seam is accessible to testing equipment prior to final installation, the seam shall be non-destructively tested prior to final installation.

2. If the seam cannot be tested prior to final installation, the seams shall be spark tested according to the spark tester manufacturer's procedures.

B. Air Pressure Testing (For Double Fusion Seams Only)

Equipment for testing double fusion seams shall be comprised of the following:

1. An air pump equipped with pressure gauge capable of generating and sustaining a pressure between 25 and 30 psi.

2. A pressure gauge equipped with a sharp hollow needle.

The following procedures shall be followed by the installer:

1. Seal one end of the seam to be tested.

2. Insert needle or other approved pressure feed device through the sealed end of the channel created by the double wedge fusion weld.

3. Energize the air pump to verify the unobstructed passage of air through the channel.

4. Seal the other end of the channel.

5. Energize the air pump to a pressure between 25 and 30 psi, close valve, allow 2 minutes for the injected air to come to equilibrium in the channel, and sustain pressure for approximately 5 minutes.

6. If loss of pressure exceeds 4 psi, or pressure does not stabilize, locate faulty area, repair and retest.

7. If pressure does not drop below the acceptable value after five minutes, cut the air channel open at the opposite end from the pressure gauge. The air channel should deflate immediately indicating that the entire length of the seam has been tested.

3.4.5 Destructive Seam Testing

Destructive seam testing should be minimized to preserve the integrity of the liner. The installer shall provide the inspector with one destructive test sample per project specifications (usually once per 500 feet of seam length) from a location specified by the inspector.

A. Sampling Procedure

In order to obtain test results prior to completion of liner installation, samples shall be cut by the installer as the seaming progresses. The installer shall also record the date, location, and pass or fail description. All holes in the geomembrane resulting from obtaining the seam sarn- ples shall be immediately patched and vacuum tested.


B. Size and Disposition of Samples

The samples shall be 12 inches wide by 36 inches long with the seam centered lengthwise. The sample shall be cut into three equal-length pieces, one to be given to the inspector, one to be given to the owner and one to the installer.

C. Field Laboratory Testing

The inspector shall test ten 1-inch wide specimens from his sample, five specimens for shear strength and five for peel strength.

D. Independent Laboratory Testing

The owner, at his discretion and expense, may send seam samples to a laboratory for testing. The test method and procedures to be used by the independent laboratory shall be the same as used in field testing.

E. Procedures for Destructive Test Failure

The following procedures shall apply whenever a sample fails the field destructive test:

1. The installer shall cap strip the seam between the failed location and any passed test locations.

2. The installer can retrace the welding path to an intermediate location (usually 10 feet from the location of the failed test), and take a sample for an additional field test. If this test passes, then the seam shall be cap stripped between that location and the original failed location. If the test fails, then the process is repeated.

3. Over the length of seam failure, the installer shall either cut out the old seam, reposition the panel and reseam, or add a cap strip.

3.4.6 Defects and Repairs

All seams and non-seam areas of the geomembrane shall be inspected by the inspector for defects, holes, blisters, undispersed raw materials, and any sign of contamination by foreign matter. The surface of the geomembrane shall be clean at the time of inspection.

A. Evaluation

Each suspect location in seam and non-seam areas shall be non-destructively tested as appropriate in the presence of the inspector. Each location that fails the non-destructive testing shall be marked by the inspector, and repaired accordingly.

B. Repair Procedures

1. Defective seams shall be cap stripped or replaced

2. Small holes shall be repaired by extrusion welding a bead of extrudate over the hole. If the hole is larger than ' 1 4 inch, i t shall be patched.

3. Tears shall be repaired by patching. If the tear is on a slope or an area susceptible to stress and has a sharp end i t must be rounded prior to patching.

4. Blisters, large cuts and undispersed raw materials shall be repaired by patches.


5. Patches shall be completed by extrusion welding. The weld area shall be ground no more than 10 minutes prior to welding. No more than 10% of the thickness shall be removed by grinding. Welding shall commence where the grinding started and must overlap the previous seam by at least 2 inches. Reseaming over an existing seam without regrind- ing shall not be permitted. The welding shall restart by grinding the existing seam and rewelding a new seam.

Patches shall be round or oval in shape, made of the same geomembrane, and extend a minimum of 6 inches beyond the edge of defects.

C. Verification of Repairs

Each repair shall be non-destructively tested. Repairs that pass the non-destructive test shall be taken as an indication of an adequate repair. Failed tests indicate that the repair shall be repeated and retested until passing test results are achieved.

The inspector shall keep daily documentation of all non-destructive and destructive testing. This documentation shall identify al l seams that initially failed the test and include evidence that these seams were repaired and successfully retested.

3.5 Cover Material and Backfilling of Anchor Trench The geomembrane shall be covered as soon as possible. The covering operation shall not damage the geomembrane. The cover soil material shall be free of foreign and organic material, sharp objects, or debris of any kind, which could potentially damage the geomembrane. No construction equipment or machinery shall operate directly on the geomembrane. The use of lightweight machinery (i.e., generator, etc.) with low ground pressure is allowed.

The anchor trench shall be backfilled by the earthwork contractor. Trench backfill material shall be placed and compacted in accordance with the project specifications.

Care shall be taken when backfilling the trenches to prevent any damage to the geomembrane. If damage occurs, it shall be repaired prior to backfilling.

3.6 Geomembrane Acceptance The installer shall retain all ownership and responsibility for the geomembrane until accepted by the owner.

Final acceptance is when all of the following conditions are met:

1. Installation is finished.

2. Verification of the adequacy of all field seams and repairs, including associated testing, is complete.


INHERENT PROPERTIES OF POLYETHYLENE LINERS

The properties listed in the table below are primarily inherent on the resin type used to produce the liner or are directly proportional to the thickness of the liner and less dependent on the manufacturing method. Therefore, these properties will not change from roll to roll or even lot to lot. Hence, they should not be included as part of routine quality control testing. The exception to this is Oxidative Induction Time. This test is a measurement of the amount of anti-oxidant added to the resin to produce the finished sheet. This test can function both as a performance test and a quality control test. As a quality control test it is desirable to run the test at high temperatures to keep the test duration short. This test is routinely run at the time of manufacture. As a performance test it is desirable to run the test at lower temperatures. Testing at lower temperatures cannot be done for quality control purposes.

The information given below is based on nominal values. Individual test results may vary from these values depending upon the reproducibility of the test.

NOMINAL PROPERTIES

TEST DESCRIPTION TEST METHOD UNITS HDPE LLDPE

Modulus of Elasticity ASTM D 6693 Ib/in2 1 10,000 45,000

Secant Modulus ASTM D 5323 Ib/in2 60,000 45,000

Volatile Loss ASTM D 1203 Oh 0.1 0.1

Dimensional Stability ASTM D 1204 Oh +I- 0.5 +I- 1 .O

Water Absorption ASTM D 570 Oh change 0.1 0.1 (24 hr @ 23 "C)

Coefficient of Linear ASTM D 696 (cmlcm . "c) 1.2 x 10-4 1.4 x 10-4 Thermal Expansion

Moisture Vapor Transmission Rate ASTM E 96 glm2.day (1 00 "F and 100% relative humidity) 100 mil 0.1 7 -

80 mil 0.20 0.25

60 mil 0.26 0.33

40 mil 0.39 0.45

30 mil 0.50 0.57

ASTM D 746 "F <-I12 <-I12

ASTM D 3895 minutes @ 200 "C 100 100

minutes @ 150 "C 2000 2000

ASTM D 561 7 stress, lblin2 2200 1500

strain, % 18 40+

ASTM D 1238 g110 minutes 0.20 0.20

Low Temperature Brittleness

Oxidative lnduction Time

Multi-Axial Tension

Melt Index

POLYOFLEX DRAINAGE NET

GEOCOMPOSITE SPECIFICATIONS

POLY-FLEX DRAINAGE NET & GEOCOMPOSITE SPECIFICATIONS

1. GENERAL REQUIREMENTS

1.1 Scope The following describes parameters for the manufacture, supply, and installation of Pov-Flex Drainage Net and Geocomposites.

1.2 Qualifications The drainage net manufacturer shall have successfully manufactured 5,000,000 square feet of polyethylene drainage net.

1.3 Submittals The manufacturer shall provide the following information:

A. List of material properties.

5. Quality control certificate for the drainage net, geotextile, and geocomposite rolls, upon request.

I 2. MATERIAL SPECIFICATIONS

2.1 Materials

2.1.1 Drainage Net

The drainage net shall be manufactured by extruding two sets of polyethylene strands to form a three dimensional structure to provide for planar flow. The drainage net shall be manufactured of polyethylene resin produced in the United States and compounded and manufactured specifically for the intended application. The natural polyethylene resin without the carbon black shall meet the following requirements:

Property Test Method Requirements

Density, glcc ASTM D 1505 or ASTM D 792 0.945 - 0.955

Melt Index, g/10 min. ASTM D 1238 < 1.0

The drainage net shall be supplied in rolls 14 feet wide, as manufactured by Poly-Flex, Inc. (2000 W. Marshall Dr., Grand Prairie, Texas 75051). Labels on each roll shall identify the thickness of the material, the width and length of the roll, roll number, and name of the manufacturer. The drainage net rolls shall meet the requirements in this specification.

2.1.2 Geotextile

The geotextile shall be a non-woven, needle punched polyester or polypropylene fabric manufactured in the United States for the specific application. The geotextile rolls shall be 15 feet wide and shall meet the requirements in this specification.

2.1.3 Geocomposite

The geocomposite shall consist of the Poly-Flex HDPE drainage net heat bonded to one layer or sand- wiched between two layers of geotextile to create a single-sided or double-sided geocomposite. The geocomposite shall be 13.5 feet wide. The geotextiles shall extend a minimum of 6 inches beyond the edges of drainage net on both sides of the geocomposite roll. The geotextile shall not be bonded to the drainage net within 6 inches from the edges of the rolls.

The drainage net and geocomposite rolls shall meet the following specifications:

HDPE DRAINAGE NET ENGLISH UNITS

Property

Minimum Averaae Values Test Method GN-200 GN-250

Thickness ASTM D 51 99 200 mils 250 mils

Density, min. ASTM D 1505 0.940 glcc 0.940 glcc

Carbon Black Content ASTM D 1603 1.5 - 3.0% 1.5 - 3.0%

Tensile Strength, (Peak, MD) ASTM D 5035 45 lb/in 60 Iblin

Transmissivity, (MD) ASTM D 471 6 5.0 gal/min.ft 7.2 gal/min.ft metal plate/netlmetal plate hydraulic gradient, i = 1 normal pressure = 10,000 lb/ft2 seat time = 15 minutes

Roll Dimensions 1. Roll Width

2. Roll Length 350 ft 275 ft

3. Roll Area 4900 ft2 3850 ft2

The above property valuer, unlesr otherwise specified, are the minimum acceptable average test results for any roll based on the specified test methods and do not refer to an individual test specimen. This data is provided for informational purposes only and is not intended as a warranty or guarantee. Poly-Flex, Inc, assumes no responsibility in connection with the use of this data. These values are subject to change without notice. REV. 3105

Property

HDPE DRAINAGE NET METRIC UNITS

Minimum Averaae Values Test Method GN-200 CN-250

Thickness ASTM D 51 99 5.1 mm 6.3 mm

Density, min. ASTM D 1505 0.940 g/cc 0.940 glcc

Carbon Black Content ASTM D 1603 1.5 - 3.0% 1.5 - 3.0%

Tensile Strength (Peak, MD) ASTM D 5035 7.9 kN/m 10.5 kN/m

Transmissivity, (MD) ASTM D 471 6 1 .O x 10-3 mz/sec 1.5 x 10-3 mz/sec metal platelnetlmetal plate (62 l1min.m) (89 l1min.m) hydraulic gradient, i = 1 normal pressure = 480 kPa seat time = 15 minutes

Roll Dimensions 1. Roll Width

2. Roll Length 106.7 m 83.8 m

3. Roll Area 455.2 m2 357.7 r n z

The above property values, unless otherwise specified, are the minimum acceptable average test resultsfor any roll based on the specified test methods and do not refer to an individual lest specimen. This data is provided for informational purposes only and is not intended as a warranty or guarantee. Poly-Flex, Inc, assumes no responsibility in connection with the use of this data. These valuer are subject to change without notice. REV. 3105

SINGLE-SIDED GEOCOMPOSITES ENGLISH UNITS

GEOCOMPOSITE PROPERTIES Minimum Averaae Values Property Test Method GC-065-2.0 GC-08s-2.0 GC-065-2.5 GC-085-2.5

Transmissivity, (MD), gal/min.ft ASTM D 471 6 1.2 1 .O 2.4 1.4

metal plate/geocomposite/metal plate (2.5 x 1 v4 m2/sec) (2 x 1v4 m2/sec) (5 x lo-4 m2/sec) (2.9 x l o - 4 m2/sec)

hydraulic gradient, i = 1

normal pressure = 10,000 lbIft2

seat time = 15 minutes

Ply Adhesion, lblin ASTM D 7005 1 1 1 1

Roll Dimensions

1. Width, ft 13.5 13.5 13.5 13.5

2. Length, ft 300 250 225 175

COMPONENT PROPERTIES

Geonet

Thickness, mil

Density, min., g/cc

Carbon Black Content, Yo

Tensile Strength, (Peak, MD), Iblin

Transmissivity, (MD), gal/min.ft

metal platelnetlmetal plate


normal pressure = 10,000 lb/ftz

Seat time = 15 minutes

Ceotextile

Unit Weight, ozlydz

Grab Strength, lb

Crab Elongation, %

Tear Strength, Ib

Puncture Strength, Ib

Permittivity, sec-l

AOS, MaxARV

UV Stability, % ret. (SO0 hr.)

ASTM D 5199 200 200 250 250

ASTM D 1505 0.940 0.940 0.940 0.940

ASTM D 1603 1.5 - 3.0 1.5 - 3.0 1.5 - 3.0 1.5 - 3.0

ASTM D 5035 45 45 60 60

ASTM D 471 6 5.0 5.0 7.2 7.2

(1.0 x 10-3m2/sec) (1 .Ox 10 .~ m21sec) (1 5 x 10-3 m2lsec)(l.5 x 10-3 m*/sec)

ASTM D 5261

ASTM D 4632

ASTM D 4632

ASTM D 4533

ASTM D 4833

ASTM D 4491

ASTM D 4751

ASTM D 4355

6 8

160 200

SO SO

65 80

90 120

1.3 1.3

70 sieve 80 sieve

70 70

6

1 60

50

65

90

1.3

70 sieve

70

8

200

50

80

120

1.3

80 sieve

70

The above properly values, unless othemise specified, are the minimum acceptable average test results for any roll bared on the rpecified test methods and do not refer to an individual test specimen. Ceotextile property values are Minimum Average Roll values, except for AOS. which is Maximum Average Roll Value. Geanet and Geotextile properties are tested prior to lamination. This data is provided for informational purposes only and ir not intended as a warranty or guarantee. Poly-Flex, Inc. assumes no rerpanribdity in connection with the use of this data. These valuer are subject to change without notice. REV. 03105

SINGLE-SIDED GEOCOMPOSITES METRIC UNITS

CEOCOMPOSITE PROPERTIES Minimum Averaae Values Property Test Method GC-065-2.0 GC-085-2.0 GC-065-2.5 GC-085-2.5

Transmissivity, (MD), m2/sec ASTM D 471 6 2.5 x 10-4 2.0 x 5.0 x 2.9 x

metal platelgeocompositelmetal plate (15 l1min.m) (12 l1min.m) (30 l1min.m) (17 l1min.m)


normal pressure = 480 kPa

Ply Adhesion, kN1m ASTM D 7005 0.1 7 0.1 7 0.1 7 0.1 7

Ro l l Dimensions

1. Roll Width, m

2. Roll Length, m


Ceonet

Thickness, m m

Density, min., glcc

Carbon Black Content, O h

Tensile Strength, (Peak, MD), kN/m

Transmissivity, (MD), m2/sec





Ceotextile

Unit Weight, glmz

Grab Strength, N

Grab Elongation, %

Tear Strength, N

Puncture Strength, N

Permittivity, sec-'

AOS, MaxARV, m m

UV Stability, % ret. (500 hr.)

ASTM D 51 99

ASTM D 1505

ASTM D 1603

ASTM D 5035

ASTM D 4716

ASTM D 5261

ASTM D 4632

ASTM D 4632

ASTM D 4533

ASTM D 4833

ASTM D 4491

ASTM D 4751

ASTM D 4355

The above property valuer, unless otherwise specified, are the minimum acceptable average test results for any roll bared on the rpecified test methods and do not refer to an individual test specimen. Geotextile property values are Minimum Average Roll values, except for AOS, which is Maximum Average Roll Value. Geonet and Geotextile properties are tested prior to lamination. This data is provided for informational purposes only and is not intended as a warranty or guarantee. Poly-Flex, Inc, assumes no responsibility in connection with the use of this data. These valuer are subject to change without notice. REV. 03105

2 7

DOUBLE-SIDED GEOCOMPOSITES ENGLISH UNITS

GEOCOMPOSITE PROPERTIES Minimum Averaae Values Property Test Method GC-06D-2.0 GC-08D-2.0 GC-06D-2.5 GC-08D-2.5

Transmissivity, (MD), gallmimft ASTM D 471 6 0.4 0.2 1 .O 0.5

metal plate/geocomposite/metal plate (0.8 x 10" m2/sec)(4.0 x m2/sec) (2.0 x 1 o - ~ m2/sec) (1.0 x 1 o4 m2/sec)


normal pressure = 10,000 Iblftz

Ply Adhesion, Iblin ASTM D 7005 1 1 1 1

Roll Dimensions

1. Roll Width, ft 13.5 13.5 13.5 13.5

2. Roll Length, f t 250 200 175 150


Geonet

Thickness, mil

Density, min., glcc

Carbon Black Content, %

Tensile Strength, (Peak, MD), Iblin

Transmissivity, (MD), gal/min.ft



normal pressure = 10,000 lblft2

Seat time = 15 minutes

Geotextile

Unit Weight, ozlydz

Crab Strength, Ib

Crab Elongation, %

Tear Strength, Ib

Puncture Strength, Ib

Permittivity, sec-l

AOS, MaxARV

UV Stability, % ret. (500 hr.)

ASTM D 51 99

ASTM D 1505

ASTM D 1603

ASTM D 5035

ASTM D 471 6

ASTM D 5261

ASTM D 4632

ASTM D 4632

ASTM D 4533

ASTM D 4833

ASTM D 4491

ASTM D 4751

ASTM D 4355

6

160

50

65

90

1.3

70 sieve

70

8

200

so 80

120

1.3

80 sieve

70

6

160

50

65

90

1.3

70 sieve

70

8

200

so 80

120

1.3

80 sieve

70 - ~p -

The above property values, unless otherwise specified, are the minimum acceptable average test results for any roll based on the specified test methods and do not refer to an individual test specimen. Geotextile property values are Minimum Average Roll valuer, except for AOS, which is Maximum Average Roll Value. Geonet and Geotextile properties are tested prior to lamination. This data is provided for informational purposes only and is not intended as a warranty or guarantee. Poly-Flex, Inc. assumes no responsibility in connection with the use of this data. There valuer are subject to change without notice. REV, 03/05

DOUBLE-SIDED GEOCOMPOSITES METRIC UNITS

GEOCOMPOSITE PROPERTIES

Property Test Method GC-06D-2.0 GC-08D-2.0 GC-06D-2.5 GC-08D-2.5

Transmissivity, (MD), m2/sec ASTM D 4716 0.8 x 10" 4.0 lo-5 2.0 lo4 1 . 0 ~ 1 0 "

metal platelgeocompositelmetal plate (5.0 l1rnin.m) (2.5 l/min.rn) (12 l1min.m) (6.2 l1min.m)



Ply Adhesion, kN/m ASTM D 7005 0.1 7 0.1 7 0.1 7 0.1 7

Roll Dimensions

1. Roll Width, m 4.1 4.1 4.1 4.1

2. Roll Length, m 76.2 61 53.4 45.7

I COMPONENT PROPERTIES

Ceonet

Thickness, m m ASTM D 51 99 5.1 5.1 6.3 6.3

Density, rnin., glcc ASTM D 1505 0.940 0.940 0.940 0.940

Carbon Black Content, % ASTM D 1603 1.5 - 3.0 1.5 - 3.0 1.5 - 3.0 1.5 - 3.0

Tensile Strength, (Peak, MD), kN/m ASTM D 5035 7.9 7.9 10.5 10.5

Transmissivity, (MD), m2/sec ASTM D4716 l . O x 1 0 - ~ 1.0 x 1 0 . ~ 1 . 5 ~ 1 0 - 3 1.5 x 10-3

metal plate/net/metal plate




Ceotextile

Unit Weight, g/mz ASTM D 5261 203 271 203 271

Grab Strength, N

Grab Elongation, %

Tear Strength, Ib

ASTM D 4632 71 2 890 71 2 890

ASTM D 4632 SO 50 50 50

ASTM D 4533 289 356 289 356

Puncture Strength, N ASTM D 4833 400 5 34 400 534

Permittivity, sec-l

AOS, MaxARV, m m

ASTM D 4491 1.3 1.3 1.3 1.3

ASTM D 4751 0.21 2 0.180 0.21 2 0.1 80

UV Stability, % ret. (500 hr.) ASTM D 4355 70 70 70 70

The above property values, unless otherwise specified, are the minimum acceptable average test results for any roll based on the specified test methods and do not refer to an individual test specimen. Geotextile property values are Minimum Average Roll values, except for AOS. which is Maximum Average Roll Value. Geonet and Geotextile prope"ies are tested prior to lamination. This data is provided for informational purposes only and is not intended as a warranty or guarantee. Poly-Flex, Inc. assumes no responsibility in connection with the use of this data. There values are subject to change without notice. REV. 03/05

POLY-FLEX DRAINAGE NET & GEOCOMPOSITE SPECIFICATION

2.2 Manufacturer's Quality Control Testing

The Drainage Net shall be tested by its manufacturer once every 50,000 square feet for listed properties, except the transmissivity, which shall be tested once every 100,000 square feet.

The geotextile shall be tested by i ts manufacturer once every 100,000 square feet, except for AOS and Permittivity, which shall be tested once every 500,000 square feet and UV stability, which shall be per manufacturer historical date.

The geocomposite shall be tested by its manufacturer once every 100,000 square feet for the listed properties

Any rolls not meeting the requirements of the specification shall be rejected. The manufacturer shall prepare a quality control report to be submitted to the project engineer upon request.

3. INSTALLATION

3.1 Transportation and On-site Storage

The drainage net and geocomposite rolls shall be wrapped in a plastic cover. The drainage net and geocomposite rolls shall be shipped to the job site in a manner not to damage the rolls.

3.2 Method of Placement

The subgrade shall be free of foreign and organic material, sharp objects, or debris of any kind, which could potentially damage the geocomposite. The rolls shall be deployed using a spreader bar assembly attached to a loader bucket or by other methods approved by the project engineer. On side slopes, the rolls shall be deployed in the general direction of the maximum slope. The deployment equipment shall not damage the underlying subgrade or geosynthetics. A smooth rub sheet may be needed for installation of the geocomposite over a textured geomembrane. The rub sheet is placed between the geocomposite and the textured geomembrane to prevent damage to geocomposite during positioning. The rub sheet i s removed after deployment. Drainage net and geocomposite shall be placed and secured in an anchor trench as shown on the project drawings. Sandbags shall be placed on leading edges of the panels to prevent wind uplift. An extra layer of drainage net or geocomposite may be required a t the intersection of any two sideslopes to cover the area where the panels are staggered.

3.3 Field Seaming

Drainage net panels shall be overlapped by a minimum of 2 inches. Nan-black plastic ties shall be used at 5-foot intervals in the direction of the roll length and at 2-foot intervals across the end of the panel to tie the drainage net panels. Metallic ties shall not be allowed. On slopes, the spacing of ties across the roll end shall be 6 inches. The geotextile flaps of the adjacent panels shall be heat-bonded or sewn on all sides in accordance with the project specification.

3.4 Cover Material

The drainage net and geocomposite shall be covered as soon as possible. The covering operation shall not damage the drainage net or the geocomposite. The cover soil material shall be free of foreign and organic material, sharp objects, or debris of any kind, which could potentially damage the geocomposite. No construction equipment or machinery shall operate directly on the geocomposite. The use of lightweight machinery (i.e., generator, etc.) with low ground pressure is allowed.

3.5 Repairs

All panels shall be inspected for damage. Any damaged area shall be repaired by a patch of the same material extending one foot beyond the edges of the damaged area.

POLY-FLEX POLYETHYLENE EMBED CHANNEL SPECIFICATION

POLYETHYLENE EMBED CHANNEL SPECIFICATION

GENERAL

1.1 Scope

The following describes parameters for the manufacture, supply, and installation of Poly-Flex High Density Polyethylene Embed Channel (PEC). All procedures, operations, and methods shall be in strict accordance with the engineer's specifications and drawings.

1.2 References

American Society for Testing and Materials

1.3 Submittals

1. The manufacturer shall maintain test records of the resins used to manufacture the PEC. This record shall be made available to the Engineer upon request.

2. The contractor shall submit shop drawings showing the exact location and installation procedures.

3. At the engineer's request, sample(s) of PEC shall be submitted.

1.4 Manufacturer's Quality Control Testing

All resins for use in PEC must pass the Poly-Flex raw material specifications before being eligible for use. Each lot shall be sampled and tested in the Poly-Flex, Inc. laboratory. The tests shall include density, melt index, and carbon black content. All additives and concentrates must pass Poly-Flex specifications.

I PRODUCT

2.1 Product

The PEC shall be manufactured by Poly-Flex, Inc. The raw material shall be made of polyethylene resins manufactured in the United States. Carbon black shall be added to the resin if the resin is not precompounded for ultra-violet resistance. The final product shall meet the following values:

Density: ASTM D l 505 z 0.940 g/cc

Melt Index: ASTM D l 238 s 0.4 gl lO minutes

Carbon Black Content: ASTM Dl 603 2% - 3%

Tensile Strength at Yield: ASTM D6693 2,100 lb/in2

Dimensions: As shown on the drawing on page 35.

Weight: 0.45 lblft

Length: 5 f t and 10 f t

2.2 Shipment and Storage

PEC shall be shipped in a manner not to be damaged by packaging or handling and shall be stored in a clean environment.


INSTALLATION

PEC can be nailed to wooden forms or pushed or vibrated into poured concrete. A 3-inch clearance is recommended from concrete edges or corners.

3.1 Installation in concrete forms

PEC shall be installed inside the concrete forms in accordance with the shop drawings prior to pouring concrete. Place PEC in the designated locations with the surface of PEC in contact with the form. PEC shall be secured to the wooden forms by means of nails driven from the inside of PEC into the forms (see Step 1 drawing). All exposed nails shall be clipped at the surface of PEC after removal of the forms (see Step 2 drawing).

3.2 Fabrication

PEC can be prefabricated into frames and vibrated into freshly poured concrete. Small air vent holes shall be drilled in approximately 3foot intervals in the surface of PEC prior to i t s placement into fresh concrete.

Butt welded connections are made by extrusion welding the back side of the 3.5-inch surface and the outside of the legs. Backup HDPE plates are sometimes used behind the surface to be butt welded to reinforce the connection. A very flat extrusion weld bead is then placed on the 3.5-inch surface. PEC can also be butt welded similar to HDPE pipe welding techniques (See Figure 1). The two pieces (A & B) to be welded are laid on a flat surface. Each piece is held in contact with the "welding mirror" (C) for approximately 45 seconds until a melt bead (D) forms at the mirror; the mirror is removed (E) and the pieces are pushed together (F) fusing the molten plastic. This process gives a full perimeter weld of the PEC. Care must be exercised to assure alignment of the channels after the weld. This method can also be used for miter joints.

It is necessary to prevent gaps or repair gaps caused by thermal contraction or improper placement of the PEC. The liner-to-PEC connection will not be water tight unless the PECs are properly joined at their ends. Other PEC installation details are available from Poly-Flex, Inc.

3.3 Seaming

All seaming shall be done in accordance with the Poly-Flex extrusion seaming procedures, as outlined in this manual, and by experienced technicians who are qualified by Poly-Flex, Inc. to seam Poly-Flex liners.

The following steps shall be followed prior to welding Poly-Flex liners to the PEC:

1. Remove cement paste, form oils, curing compound or other contaminants from the surface of PEC. The 3.5-inch wide surface shall be clean and dry. The welding surfaces of the PEC can be taped prior to its installation. The tape is removed after the concrete is hardened to expose the clean surfaces of PEC for welding.

2 . Use a hot air gun to tack liner to PEC in a straight line in the center of the PEC surface

3. A grinder with 80-grit disc shall be used to remove the surface contamination and oxidation from the welding surface area prior to the extrusion welding. Place the extrudate on the center line (see Step 3 drawing). All air vent or nail holes shall also be ground and covered with the extrudate.

All seams shall be non-destructively tested, whenever possible, by using a vacuum box apparatus if the PEC connection is designed to be waterproof.

Since destructive seam testing is not possible, it is very important that seaming be done by qualified technicians.


POLYETHYLENE EMBED CHANNEL (PECI

STEP 2. PEC IN CONCRETE

Weldlng Mlrror" E a PTFEcoated Lelster accessory for bun weldlng polyethylene and polypropylene proflies

FIGURE 1

Wooden Concrete

STEP 1 ATTACH PEC TO WOODEN FORM

STEP 3. WELD LINER TO PEC

Fleld Extrusion Weld

CHEMICAL RESISTANCE INFORMATION


.

CHEMICAL COMPATIBILITY OF POLY-FLEX LINERS

Chemical compatibility or resistance, as applied to geomembranes, is a relative term. Actual compatibility would mean that one material dissolves in the other such as alcohol in water or grease in gasoline. An example of incompatibility would be oil and water. In liners it is undesirable to have the chemicals dissolve in the liner, hence the term compatibility i s the reverse of what is normally meant in the chemical industry. In the strict- est sense and from a laboratory perspective, chemical compatibility, as the term applies to this industry, would imply that the chemical has no effect on the liner. On the other hand, from an engineering perspective, chemical compatibility means that a liner survives the exposure to a given chemical even though the chemical could have some effect on the performance of the liner, but'not enough to cause failure. Therefore, one must under- stand and define chemical compatibility for a specific project.

Generally polyethylene is effected by chemicals in one of three ways.

1. No effect-This means that the chemical in question and the polyethylene do not interact. The polyethylene does not gain (lose) weight or swell, and the physical properties are not significantly altered.

2. Oxidizes (cross linking)-Chemicals classed as oxidizing agents cause the polyethylene molecules to cross link and cause irreversible changes to the physical properties of the liner. Basically they make the liner brittle.

3. Plasticizes-Chemicals in this classification are soluble in the polyethylene structure. They do not change the structure of the polyethylene itself but act as a plasticizer. In doing so, the liner experiences weight gain of 3-1 5%, may swell by up to 1 OOh, and has measurable changes in physical properties (e.g. the tensile strength at yield may decrease by up to 20%). Even under these conditions the liner maintains i ts integrity and is not breached by liquids, provided the liner has not been subjected to any stress. These effects are reversible once the chemicals are removed and the liner has time to dry out.

Aside from the effect that chemicals have on a liner is the issue of vapor permeation through the liner. Vapor permeation is molecular diffusion of chemicals through the liner. Vapor transmission for a given chemical is dependent primarily on liner type, contact time, chemical solubility, temperature, thickness, and concentration gradient, but not on hydraulic head or pressure. Transmission through the liner can occur in as little as 1-2 days. Normally, a small amount of chemical i s transmitted. Generally HDPE has the lowest permeation rate of the liners that are commercially available.

As stated above chemical compatibility is a relative term. For example, the use of HDPE as a primary containment of chlorinated hydrocarbons at a concentration of 100% may not be recommended, but it may be acceptable at 0.1% concentration for a limited time period or may be acceptable for secondary containment. Factors that go into assessment of chemical compatibility are type of chemical(s), concentration, temperature and the type of application. No hard and fast rules are available to make decisions on chemical compatibility. Even the EPA 9090 test is just a method to generate data so that an opinion on chemical compatibility can be more reliably reached.

A simplified table on chemical resistance is provided to act as a screening process for chemical containment applications.


Chemical Effect (see discurrion on Chemical Resistance)

1. No Effect-Most chemicals of this class have no or minor effect. 2. Oxidizer-Chemicals of this class will cause irreversible degradation. 3. Plasticizer-Chemicals of this class will cause a reversible change in physical properties,

Chart Rating

A. Most chemicals of this class have little or no effect on the liner Recommended regardless of concentration or temperature (below 150" F).

B. Chemicals of this class will affect the liner to various degrees. Recommendations are bared on the specific chemical, concentration and temperature. Consult with Poly-Flex, Inc.

C. Chemicals of this class at high concentrations will have significant effect on the physical properties of the liner. Generally not recommended but may be acceptable at low concentrations and with special design considerations. Consult with Poly-Flex, Inc.

The data in this table is provided for informational purposes only and i s not intended as a warranty or guarantee. Poly-Flex, Inc, assumes no responsibility in connection with the use of this data. Consult with Poly-Flex, Inc. for specific chemical resistance information and liner selection.

GEOMEMBRANE MANUFACTURING QUALITY CONTROL & QUALITY ASSURANCE


1. DEFINITIONS

Manufacturing Quality Control (MQC) is a planned system of routine inspections that is used to directly monitor and control the quality of a material.

Manufacturing Quality Assurance (MQA) is independent of the MQC and includes inspections, verifications, audits, and evaluations of materials and workmanship necessary to determine and document the quality of a material.

2. MANUFACTURING QUALITY CONTROL AND QUALITY ASSURANCE PROGRAM

2.1 Raw Material

Poly-Flex, lnc.'s quality control and quality assurance for HDPE and LLDPE geomembrane manufacturing starts with the testing of the raw materials. The resin manufacturers provide documentation confirming that the raw materials comply with Poly-Flex, Inc. specifications.

Resin manufacturers report the following properties with each resin shipment:

Density

Melt Index

This property is a measure of unit weight and is an indicator of the degree of crystallinity. It can be related to the material's chemical resistance, rigidity, permeability, tensile strength, and deformation characteristics.

This property is an indication of the molecular weight and rheological properties of the polymer and can be related to the processability.

Carbon Black Content The carbon black content is an important property to ensure protection (pre-compounded only) against ultraviolet radiation. The raw materials may be pre-compounded

with the carbon black. However, if resins are not pre-compounded, Poly-Flex, Inc. will supplement them with the appropriate quantity of carbon black before manufacturing liner.

2.1.1 Geomembrane Material Railcar Acceptance

All resins, additives and concentrates used in Poly-Flex geomembranes must have their physical integrity validated before they can be released into the production material stream. All incoming railcars are sampled; incoming materials not delivered by railcar are statistically sampled. Upon verification of the resin compliance with the specifications, the resin is pumped from the railcar into the silos dedicated to the production of the geomembrane.

1. Resin samples are taken from each of the four payload compartments in an incoming railcar.

2. Resin samples are sent to the laboratory. Using state of the art equipment, highly trained Quality Assurance personnel test the resin to ensure that it meets the specifications for producing Poly-Flex geomembranes. The following tests are performed and compared against Poly-Flex specifications:


Property Resins Additives & Concentrates Density (ASTM D 1505) . Melt Index (ASTM D 1238) . Carbon Black Content (ASTM D 1603) Oxidative Induction Time (ASTM D 3895) .

3. After meeting production specifications, the resin is pumped from its railcar into a silo dedicated to that material.

4. Off-spec material is returned to the vendor.

Applicable Test Methods

American Society for Testing and Materials (ASTM)

ASTM D 792 Specific gravity (relative density) and density of plastics by displacement

ASTM D 1004 Initial tear resistance of plastic sheeting

ASTM D 1238 Flow rates of thermoplastics by extrusion plastometers

ASTM D 1505 Density of plastics by the Density-Gradient technique

ASTM D 1603 Carbon black in olefin plastics

ASTM D 1898 Sampling of plastics

ASTM D 3895

ASTM D 4833

ASTM D 51 99

ASTM D 5323

ASTM D 5397

ASTM D 5596

ASTM D 561 7

ASTM D 5721

Test method for oxidative induction time of polyolefins by thermal analysis

lndex Puncture Resistance of geotextiles, geomembranes and related products

Test method for measuring nominal thickness of geotextiles and geomembrane

Determination of 2% secant modulus for polyethylene geomembranes

Procedure to perform a single point notched constant tensile load -Appendix (SP- NCTL) test

Test method for microscopic evaluation of the dispersion of carbon black in polyolefin geosynthetics

Multi-axial tension test for geosynthetics

Practice for air-oven aging of polyolefin geomembranes

ASTM D 5885 Test method for oxidative induction time of polyolefin geosynthetics by high pressure differential scanning calorimetry

ASTM D 5994 Test method for measuring the core thickness of textured geomembranes

ASTM D 6392 Determining the integrity of nonreinforced geomembrane seams produced using thermo-fusing methods

ASTM D 6693 Determining tensile properties of nonreinforced polyethylene and nonreinforced flexible polypropylene geomembranes


Geosynthetic Research Institute (GRII Standards

GM 10 Specification for the stress crack resistance of geomembrane sheet

GM 11 Accelerated weathering of geomembranes using a florescent UVA-condensation exposure device

CM 12 Measurement of the asperity height of textured geomembranes using a depth gauge

Addendum t o Test Procedures

The following are modifications or clarifications to test procedures

1. Specifications are based on the average of Machine Direction (MD) and Cross Direction (XMD) values.

2. Specimens shall be taken uniformly across the width of the sheet as stated in ASTM D 1898

3. MANUFACTURING

3.1 Blown Sheet Process

Polyethylene resin is pumped directly from storage silos or from totes on the floor to hoppers above the extruder.

Hoppers feed resin into the extruder. The resin is heated to the melting point in the extruder barrel. It is con- veyed through the barrel by the rotation of a specially designed screw which, in conjunction with heating elements along the barrel, provides consistency to produce a molten polymer stream.

The molten material is forced through a screen pack, which act as a final filter for impurities or contaminants, and up through a die. It extrudes from the circular die as a film tube ("bubble"), pulled vertically by a set of nip rollers located at the top of a cooling tower. An IBC (Internal Bubble Cooling) unit, part of the extruder, maintains consistent bubble diameter. Material gauge is monitored and maintained by a computer system which controls the operation of the extruder.

At the top of the tower the bubble passes through a collapsing frame and is pulled through the nip rollers. The material is directed back toward the ground, and continues cooling as i t approaches a winding machine. Before being taken up by the winder, the tube is split and spread to i t s deployable width. The winder rolls the finished geomembrane onto a specially made heavy-duty core.

3.2 Process Ouality Control

Poly-Flex geomembranes are manufactured via the blown sheet process. This is a continuous process. The key elements to successfully producing a high-quality liner is to maintain consistency in both the raw material and the process. As described above, raw material consistency is established in the laboratory when the resin i s initially received. Consistency during the processing is assured by an on-line quality control monitor. This representative of the quality department has been specially trained to monitor the process and the liners during the manufacturing process.

The extrusion process starts with the verification of the formulation. This is done a t the beginning of each order or blend change by the extrusion manager and then is continuously monitored by the on-line quality control representative.


The process conditions during manufacturing have been optimized for each resin formulation. These conditions are kept in a log book which is available to the line operator. These process conditions must be maintained throughout the production run. Any variation of process parameters from the set point range recorded on the process log book are immediately reported to the production supervisor by the on-line quality control representative. If the variation exceeds the control range, the quality control representative places the material being produced on hold. Materials are placed on hold until the process is brought under control.

The on-line quality monitor can also place material on hold if the material has any visual defect (holes, water spots, or scratches) or dimensional abnormalities (width, length, and thickness).

All materials placed on hold will be further inspected and tested. If the material passes specification and is approved by the quality control manager and/or production manager, the material will then be released into stock. If the material fails to pass specification or does not get approval of either the quality control manager or production manager then the material will be reclassified or scrapped. In either case it cannot be sold as a prime Poly-Flex geomembrane.

Poly-Flex geomembranes are continuously monitored for pinholes during the manufacturing process by spark testing equipment. The spark tester unit is a perpetual monitor of any holes that could surface in the sheet. The spark tester monitors the entire layflat width of the sheet as it is being manufactured. The detector operates from a 120 V AC power supply. The 120 volts are transformed to a higher voltage that ranges from 0-24 kilovolts. The electrode is made up of a long semiconductor blanket that is positioned to lay over the sheet as i t passes over a steel roller prior to final winding. A grounding conductor is connected to the roller with a return line to the controller. If a hole passes under the electrically charged blanket, the voltage will arc to the steel roller and the detection system will sense the voltage drop, thus triggering an audible alarm and shutting down the winder. Twice per shift, the quality control technician tests the spark tester by introducing a 1/32" pinhole in the sheet. This hole is at the end of a roll after the scheduled footage has been achieved. The winder continues to run until the hole is detected. Once the hole is detected, the alarm sounds and the winder shuts down. The quality control. technician restarts the winder and cuts out the entire layflat area of the pinhole.

After a roll of material has been produced it is labeled and a retain is cut for laboratory evaluation

3.3 Roll Labeling

Three labels are affixed to each roll, as described below:

1. One label on the outside of the core.

2. One label on the core plug.

3. One label on the roll surface.

An additional label i s attached to the laboratory sample.

3.4 Storage, Staging and Shipping of Geomembrane Rolls

Finished rolls (verified and labeled) are moved to the storage area using a specially designed cart and remain in storage until a Purchase Order is received. Rolls selected for shipment are moved to a staging area, where they are held for a truck. Before loading the order for shipment, all documentation is checked against the information on the roll labels. Rolls are lifted and moved using a loading arm equipped with rigging and hooks. Fork- lifting machinery are never to be used to lift or move geomembrane rolls.


3.5 Laboratory Quality Control 81 Quality Assurance

Based on the philosophy that quality cannot be inspected into a product and that a consistent raw material and a consistent process will yield a consistent liner, laboratory testing of Poly-Flex geomembrane is provided primarily for roll certification.

A retain from each roll is provided for the laboratory. Testing is conducted on the retains as indicated below.

Property Test Method Testing Frequency (min.)

Thickness (smooth sheet) ASTM D 51 99 per roll (textured sheet) ASTM D 5994

Asperity Height (textured sheet only) GRl CMl2 every second roll Alternate the measurement side for double-sided textured sheet.

Sheet Density ASTM D 1505lD 792 200,000 lb (90,000 kg)

Tensile Properties ASTM D 6693 20,000 lb (9,000 kg)

I. Yield Strength (HDPE only) 2. Break Strength 3. Yield Elongation (HDPE only) 4. Break Elongation

2% Modulus (LLDPE only) ASTM D 5323 per each formulation

Tear Resistance ASTM D 1004 45,000 lb (20,000 kg)

Puncture Resistance ASTM D 4833 45,000 lb (20,000 kg)

hi-Symetric Break Strain (LLDPE only) ASTM D 561 7 per each formulation

Stress Crack Resistance (HDPE only) ASTM D 5397 (App.) per GRI GMlO

Carbon Black Content ASTM D 1603 20,000 lb (9,000 kg)

Carbon Black Dispersion ASTM D 5596 45,000 lb (20,000 kg)

Oxidative Induction Time (OIT) Standard OIT ASTM D 3895 200,000 lb (90,000 kg)

Oven Aging at 85°C ASTM D 5721 Standard OIT ASTM D 3895 per each formulation

UV Resistance CRI GMI 1 High Pressure OIT ASTM D 5885 per each formulation

After the testing has been completed, the data is reviewed by the quality control manager. If any rolls do not meet specifications, additional testing is conducted on that roll. If the roll sti l l does not meet specifications the production manager is notified and the roll i s placed on hold.

After the data has been reviewed it is entered into a product file which is used for roll certification.


4. MANUFACTURING QUALITY CONTROL PROGRAM FLOW CHART

Manufacturing QCIQA Testing Program

Th,rinr~,,moo,hrhar, hITMOIIP9 P * , , d ASTMOIJll

h l n h H ~ ~ L I i p n v C d y l C C l ~ n h , liRlGMll M.m.ilh.m.a,vR.tnl,,dddd,dd"b ,I.,, d d d d d d d d d d , h % eVanrcrm4m'1

*(iMOd,lvr,imPtDnh,

ASTMO lm a,mlbiiamoi~l P"nll":B R*,,llni. ASIMOmn ~i,mlb,lOta!Oi~,

S l r r u C r a l R e r ~ ~ a n i i I H O P ~ ~ n h I M M O s 7 ( A o D . I Par6R16MI0

carh~nB,.L*Lonr.m ASTMO ,TO, Z~,mlb,~,m,~

ClrhnBlar iO ,q i r , ,on

O" ,d~0"~ Id"Nonlm. ,D IT ,

Pih.ila.OCmm"~i


5. PAPER FLOW FORMS

5.1 Product Quality Report

This report documents the raw material manufacturer's test results for the physical properties of the incoming resin. Each incoming shipment to Poly-Flex is accompanied by such a report. A copy of this report is sent to the engineerlclient with the finished product.

c<,a W," >2>"8,>003

Certificate of Analysis

~ ~p-~-~ ~~~~~

S ~ S P P - d T Q POLY AMERICA 2 0 0 0 W , HARSl(rZLL PO il: 163697 GFA?C PRXIRIE TX 75051 Wql~ht : 180200 LB

Shio Date 1210512003 Parkage: BULK

R o F I P , ~ , : DO. &". , i f . M o d e H0pp.r " 8 ,

F a x 1-972-337-7407 Car L. PSPX005114

MARLEX POLYETHILENS K10P BULX

Lot Number 8131212

Test Mothod

ASTM 01238 HLMl Flow Rate ASTM 01238

ASTM 01505

The data s.1 forth herein haus bean carefully complad by Cheuion Pn i i p l Chsrnlral Company LP. H0mr.r. hers i s no r m , . n h ot m y &ad. a i h r ..pcs.sd or implied. mpplb... lo it. usc, n d h a um aS.umn 10 risk .nd liability in mnnec%n therow*.

Jasi ia Edwards C.lllf#catlon syr,.m. Spac,al,rt

For C O A QusalionS ronlact Patar Schairman a! 7iJ-289-4lSS


5.2 Railcar Resin Report

This report is used by Poly-Flex's laboratory to document results of tests performed on incoming raw material. These results are checked against Poly-Flex's raw material specifications and the Product Quality Report issued by the material manufacturer.

i RAILCAR RESIN REPORT P.O. #.9)3165 LOCATION Bldg: - I Weight: 185,300

Date Rec'd: 03130103 POLY- (A)mcrica 1 ( F ) l e x : F ) r r Rein Code:

BUY INFORMATION Railcar U: PSPX 5798

vendor :~hevronl 'h i l l i Melt Index: 0.12 Slip: 0 Blend:u3U6 Density: 0.937 Antiblock: 0 Lot U: Film Rating: Antioxideat: r me:- Cmmentr: Copolymer:

Description:lrime PolyFlex Other:

h w : High:- Low:-

CAR CAPACITY (Pkllets or (0)rsnular: P Car Sim: Track: - - -

Mea~urememUI: N.- S:- Inches A:- C A : - CB: B: Weight: 185,400 - -

Discrepancy: 100 Relesw Information Reioascd to Railroad Date lntt~alr Appovcd By -

Commcuta I LAUORATORY TESTING REPORT Melt Index : A:= C A . 2 CB:? B : O L 3 A v g : z R: 100

HLMI A: 2 CA:- C B B:- Avg: - Dcnrih.: A : x C A : x C B : 0 . 9 ) 6 B : x Avg:= - 0.938

Lab Line Parameters (anncaicd) RPM : Temp: Torqur Pressure:

Film Evaluation Gauge: Range- ' - Average: - Width: - DBn Impact: @mil COF: - MD Tear: gmlmil

IRAnalysis Siip: - AB: - Polymer: Wler: CB: % Ash:- OiT: 80 @ 220 dcg C

Comments: Prime H ~ e o m e m h r s n e

Film Use: Approved By: J. Noben 41113

PUMPING INFORMATION Released for Pumping Where: Date: Approved:

Time S m d Time Finished Compamsnt A. I

Compamnea CA: 1 Compamncnt CD: i

Compamncnt B: I Comments:


5.4 Hold Tag

During production, any roll found to be defective is tagged and immediately removed. The roll will not be released for shipment, but i t will be studied to determine the cause of the defect.

HOLD FOR l lUALlN DEPARTMENT EVALUATION.

DO NOTSENDTHIS MATERIALTO WAREHOUSE.

DATE SHIFT

TIME FILM LINE

aA INSP ROLL NO.

PROOUCTCODE

REASON PRODUCT BEING HELO

QUALITY DEPARTMENT ASSESSMENT

DATE

AUTHORIZATION

RELEASE

SCRAP

INSTRUCTIONS

DRAINAGE NET AND GEOCOMPOSITE MANUFACTURING QUALITY CONTROL & QUALITY ASSURANCE

NET & GEOCOMPOSITE MANUFACTURING QUALITY CONTROL & QUALITY ASSURANCE

1. MANUFACTURING QUALITY CONTROL AND QUALITY ASSURANCE

This section describes the manufacturing quality control and quality assurance for Poly-Flex drainage net and geocomposite products.

1 .I Applicable Test Methods

American Society for Testing and Materials (ASTM)

ASTM D 1505 Density of plastics by the density-gradient technique

ASTM D 1603 Carbon black in olefin plastics

ASTM D 4355 Deterioration of geotextiles by exposure to light, moisture and heat in Xenon Arc type apparatus

ASTM D 4491 Water permeability of geotextiles by the permittivity method

ASTM D 4533 Trapezoid tearing strength of geotextiles

ASTM D 4632 Breaking load and elongation of geotextiles (grab method)

ASTM D 471 6 Determining the (in-plane) flow rate per unit width and hydraulic transmissivity of geosynthetics using constant head

ASTM D 4751 Determining apparent opening size of geotextiles

ASTM D 4833 Index puncture resistance of geotextiles, geornembranes, and related products

ASTM D 5035 Breaking force and elongation of textile fabrics

ASTM D 51 99 Measuring nominal thickness of geotextiles and geornembranes

ASTM D 5261 Measuring mass per unit area of geotextiles

ASTM D 7005 Determining the bond strength ply adhesion of geocomposites

2. RAW MATERIAL

All resins, additives and concentrates used in Poly-Flex drainage net must meet Poly-Flex specifications before being released into the production material stream. Resin samples are taken from each incoming railcar. The resin density, melt index and carbon black content (for precornpounded resins) are determined in the Poly-Flex laboratory. Upon verification of the resin compliance with the specifications, the resin is pumped from i ts railcar into a silo dedicated to production of the drainage net.


3. MANUFACTURING

3.1 Drainage Net

Poly-Flex drainage net consists of approximately 97% polyethylene, 1.5 to 3.0% carbon black, and other additives. The drainage net i s continuously monitored during the manufacturing process. The key element to successfully manufacturing high quality drainage nets is to maintain consistency in both the raw material and the process. Raw material consistency is established in the laboratory when the resin is initially received and tested. An on-line quality control monitor establishes consistency during the processing. This representative of the quality department has been specially trained to monitor the process and the products during the manufacturing process. The on-line quality monitor can place material on hold if the material has any visual defects or dimensional abnormalities. All materials placed on hold will be further inspected and tested. If the material passes specification and is approved by the quality control manager and/or production manager, the material will then be released into stock. If the material fails to pass the specification or does not get approval of the quality control manager or production manager then the material will be reclassified or scrapped. In either case it cannot be sold as a prime Poly-Flex drainage net.

3.2 Drainage NetlGsotextile Geocomposite

Poly-Flex geocomposites consist of a geotextile bonded to one or both sides of the Poly-Flex drainage net. All geotextiles must meet the specifications before being eligible for production of geocomposites. Poly-Flex uti- lizes a heat bonding process to laminate the geotextile to the drainage net. An on-line quality control monitor establishes consistency during the processing. This representative of the quality department has been specially trained to monitor the process and the products during the lamination process. The on-line quality monitor can place material on hold if the material has any visual defects or dimensional abnormalities. All materials placed on hold will be further inspected and tested. If the material passes specification and is approved by the quality control manager and/or production manager, the material will then be released into stock. If the material fails to pass the specification or does not get approval of the quality control manager or production manager then the material will be reclassified or scrapped. In either case i t cannot be sold as a prime Poly-Flex geocomposite.

3.3 Roll Labeling

Three labels are affixed to each roll as described below:

1. One label on the inside of the core.

2. One label on the face on the roll.

3. One label on the end of the roll.

An additional label is attached to the laboratory sample

3.4 Storage, Staging and Shipping of Drainage Net and Geocomposite Rolls

All drainage net and geocomposite rolls are stretch wrapped prior to moving them to the storage area. Before shipment, all documentation is checked against the information on the roll labels. A full truckload consists of 24 rolls of drainage net andlor geocomposite material.


3.5 Laboratory Testing Program

3.5.1. Drainage Net

A 15 inch wide sample is cut across the width of every 10th roll and brought to the Poly-Flex laboratory for testing. The sample is checked for visual defects and then tested according to the following:

Property Test Method Testing Frequency

Thickness ASTM D 51 99 50,000 sf

Density ASTM D 1505 50,000 sf

Carbon Black Content ASTM D 1603 50.000 sf

Tensile Strength ASTM D 5035 50,000 sf

Transrnissivityl ASTM D 471 6 100,000 sf

The laboratory manager reviews all test results to insure the product meets the specification. Any roll that does not meet the specification is immediately reported to the on-line quality control manager and the roll(s) is placed on hold for further evaluation.

3.5.2. Geotextile

The manufacturer of the geotextile shall submit quality control test results for the geotextile rolls. The rolls must meet the specifications before they are accepted for production of geocomposites.

The geotextile manufacturer shall perform the following tests:

Property Test Method Testing Frequency

Unit Weight ASTM D 5261 100,000 sf

Crab Strength ASTM D 4632 100,000 sf

Crab Elongation ASTM D 4632 100,000 sf

Tear Strength ASTM D 4533 100,000 sf

Puncture Resistance ASTM D 4833 100.000 sf

Permittivity ASTM D 4491 500,000 sf

AOS ASTM D 4751 500,000 sf

UV Stability ASTM D 4355 Manufacturer Historical Data


3.5.3. Geocomposite

A 15 inch wide sample is cut across the width of every 20th roll and brought to the Poly-Flex laboratory for testing. The sample is checked for visual defects and then tested according to the following:

Property Test Method Testing Frequency Transmissivityl ASTM D 471 6 100,000 sf

Ply Adhesion ASTM D 7005 100,000 sf

1. Transmissivity test is performed with the drainage net or the geocomposite between two metal plates at a hydraulic gradient of 1.0 and a normal pressure of 10,000 psf (480 kPa). The seating time is 15 minutes.

The laboratory manager reviews all test results to ensure the product meets the specification. Any roll that does not meet the specification is immediately reported to the on-line quality control manager and the roll(s) is placed on hold for further evaluation.

3.6 Quality Control Report

The following reports are sent to the engineerlclient as Poly-Flex, lnc.'s standard quality control reports. They document the property values of the specific rolls shipped to the project.

3.6.1 Drainage Net Certification Sheet

PROJECT NO:


3.6.2 Geocomposite Certification Sheet

PROJECT NO: ORDERNO:

2000 West Marshall Drive Grand Prairie, Texas 75051

888-POLYFLX (888-765-9359) 972-337-71 13 Fax 972-337-7233

www.poly-flex.com

2#0 W. Mwdull D r h Bnnd Pnldr, Torn 76061 USA

UI.705-BSW 972-W-7113 FAX 179-SS7-7233

August 08,2005

James Land ESI 7943PecueLane Baton Rouge, LA 70809

RE: Mississippi County Landfill PF 250675 Manufacturer Submittals

Dear Mr. Land,

Please review the following manufacturer submittals per Section 02773.1.05 for the above referenced project.

A. 1. Refer to the enclosed Poly-Flex facts sheet. 2. Refer to the enclosed Poly-Flex Reference Manual for manufacturer's

WIQA program.

C. 1 .a. All resin certifications shall follow shipment of the geomembrane. The resin used in the production of the geomembrane is from the same manufacturer.

b. All roll certifications shall follow shipment of the geomembrane. Poly- Flex 60mil HDPE textured geomembrane meets the specification requirements of section 2.01 A.-E. Note that Poly-Flex does not add reclaimed polymer to the resin during production of geomembrane. The resin for the production of the geomembrane is from the same manufacturer.

c. Poly-Flex welding rod has the same properties as the geomembrane produced for the above referenced project and meets the specification requirements of section 2.05.

Sincerely,

Erik Simpson Vice-President

Corporate Proflie K d k F a d s

Company founded: 1975

Exw Grand Prairie

Up North

Pol-Tex

E m ~ l o v e e aua=bwE 1 100 employed 780,000 sq. ft.

200 employed 200,000 sq. R.

95 employed 200.000 sq. ft.

Total pounds of plastic extruded (all plants, 1999)

Total pounds of trash bags extruded

Total pounds of plastic recycled

Number of trucks (tractors)

Number of trailers

525,000,000 pounds

130,000,000 pounds

21 6,000,000 pounds

1 20

450

Major suppliers: Dow Chemical

Union Carbide

Phillips, Chcwon

Resin Storage: Silos Pob-America 40,000,000 pounds

Up North Plastlcr 18,000,000 pounds

Pol-Tu 4,000,000 pounds

Rail car capacity Poly-America 120 cars

Up North 45 cars

2MO W. Murhrll Mn Onnd Pnlfl8, T u n 75061 USA

888-7- 972437-7113 FAX 972-337-7233

August 09,2005

James Land ESI 7943 Pecue Lane Baton Rouge, LA 70809

RE: Mississippi County Landfill PF 250675 Manufacturer Qualifications / Certifications

Dear Mr. Land,

Please review the following manufacturer submittals for Sections 1.08 and 1.12 for the above referenced project.

1.08 A. Poly-Flex specializes in the manufacture of geomembrane products and has produced over 20 million square feet of liner to date. Note that the National Sanitation Foundation no longer exists as of 1998.

1.12 Note that the National Sanitation Foundation no longer exists as of 1998. Poly-Flex geomembrane meets GRI GM-13 specification. Refer to the enclosed material properties sheet.

Sincerely,

~ r i k simpson Vice-President

Mlnlmum Averaae Valugll Test Method 80 MI1 Nomlnal

Thickness, mils ASTM D 1593 minimum average 60 loweat individual reading 54

Asperity eight', mils GRI GM12 10

S h t Densitv. dcc , min. ASTM D 1505113 792 0.940

Tensile properties2

1. Yield Smngm. IMn 2. Break Smngth, lWin 3. Yield Elongation. % 4. Break ElOI7QaUOn. %

ASTM D 6693

Tear Resistance, Ib ASTM D 1004 42

Puncture Resistance, Ib ASTM D 4833 90

Stress Crack ~esistance', hrs ASTM D 5397 (App.) 300

Carbon Black content', % ASTM D 1603 2.0 - 3.0

Carbon Black ~is~ersion' ASTM D 5596 -Note 5-

Oxidative Induction Time (OIT) Standard OIT, minutes ASTM D 3895 100

Oven Aging at 85'C ASTM D 5721 Standard OIT - % retained after 90 days ASTM D 3895 55

UV ~esistance' GRI GMI 1

nigh Pressure OIT' - % retained after 1600 hrs ASTM D 5885 50 Soam Properties ASTM D 4437

1. Shear Strength. IMn 2. Peel Strength. IMn-Hot Wedge

-Exbusion Fillet 78 Roll Dlmonslona 1. Width (feet): 23 2. Length (feet): 500 3. Area (square feet): 11,500 4. Gross weight (pounds, appmx.): 3.500

(1) 01 10 readings; 8 m a t be z 7mila and l w s t individual reading mMlt be z 5milr (2) Machine dimcllon (MD) and m r machine direction (XMD) average values should be on the beds of 5 test spkimns each dimctm.

Yldd slor!gation Is cakulated ualw a p a w lenglh of 1.3 inches; Break alongam is calculated usin0 a pauw largh of 2.0 i d . (3) The *Id stress used to &ulale lhe applied load falhe SP-NCTL test should be the mean value via MQC tating. (4) Other methods such as ASTM D 4218 or microwave methods am acmptabk if an approprime cwnrlation can be established. (5) Carbon black dispsrsion fa 10 dmentnt views: 9 In C a l m e s 1 and 2. with 1 allaved in Category 3. (6) The mdiiion of the lest should be 20 hr. UV cycle at 75.C followed by 4 hr, condensation at W C . (7) UV resistanw is based on percent retained valve regsdess of the origimi HP-OIT value. This data is provided fa infamatianal o r u r n only and is not intended as a rvananh, rw warantea. PolrFlax. Inc, assumes no . . responsibility in mnnadkm with the use of this data. These values am s- to change without rotice. REV. MM5

POLY-FLEX. INC. 2000 West Manhall Drive. Gnnd Prairie. Texas 75051. U.S.A.

888765-9359 - 972-337-71 13 Fax 972-337-7233. www.poly-flex.com

POLY-FLEX LINER LIMITED WARRANTY

Warranty No.:

Project No.:

Ellectlve Date:

USER:

ADDRESS:

CITY. STATE, ZIP: ADDRESS:

CITY, STATE, ZIP:

POLY-FLEX, INC. warrants each Poly-Flex Liner to be free from defects in materials and to be able to withstand normal weathering iiomthe date of installation for a period of five (5) years for normal use in approved applications.

This Limited W m t y does not include damages or defects in the Poly-Flex Liner resulting from acts of God, casualty or catastrophe including but not limited to: earthquakes, floods, piercing hail, tornados or force majewe. The term "normal use" as used herein does not include, among other things, the exposure of the Poly-Flex Liner to harmful chemicals, abuse of the Poly-Flex Liner by machinery, equipment or people, excessive pressures or stress from any source. This Limited Warranty is intended for commercial use only and is not in effect for a "consumer" as defined in the Magnuson-Moss Warranty Act or any similar federal, state, or local statutes.

Should defects or prematixe loss of use within the scope of the above Limited Wananty occur, Poly-Flex, Inc. will, at its option, repair or replace the Poly-Flex Liner on a pro-rata basis at the then current price in such manner as to charge the PurchaserRTser only for that portion of the warranted life which has elapsed since purchase of the material. Poly-Flex, Inc. will have the right to inspect and determine the cause of any alleged defect in the Poly-Flex Liner and to take appropriate steps to repair or replace the Poly-Flex Liner if a defect exists and is within the tam of this Limited Warranty.

Any claim for any alleged breach of this L i t e d Warranty must be made in writin& by certified mail, to the President of Poly-Flex, Inc. within h t y (30) days after the alleged defect is first noticed. Should the required notice not be given, the defect and all warranties shall be deemed to have k e n waived by the PurchaserRIser, and PurchaserNser shall have no right of recovery against Poly-Flex, Inc. In the event repairs andlor replacements are to be effected, said repairs andlor r e p l a c a n t s shall not become due until the area subject to repair and/or replacement of Poly-Flex Liner is available in a clean, dry, unencumbered condition, including without limitation being free from all water, dirt, sludge, residuals, and liquids of any kind.

Poly-Flex, Inc.'s, and its related entities', officers', shareholden',afiliates', agents', assigns', and successors' liability under this Limited Warranty shall in no event exceed the replacement cost of the material for the particular installation. Further, under MI circumstances shall Poly-Flex, Inc., and/or its related entities, officers, shareholders, affiliates, agents, assigns andlor successors be liable for any special, direct, indirect, or consequential damages arising from loss of production or any other losses, including losses due to personal injuries and product liability, owing to the failure of the material or improper installation and no allowance will be made for repairs, replacements, or alterations made by the PurchaserNser without the express written consent of an officer of Poly-Flex, Inc.

BY USE OF THIS PRODUCT IT IS AGREED THAT ANY CONTROVERSY OR CLAIM ARlSlNG OUT OF OR RELATING TO SAID USE SHALL BE DECIDED BY BINDING ARBlTRATlON IN ACCORDANCE WITH THE UNITED STATES ARBITRATION ACT (Title 9, U.S. Code) IN DALLAS, TEXAS. THE ARBITRATION SHALL BE CONDUCTED BY A MUTUALLY AGREEABLE ARBITRATOR IF THE PARTIES ARE UNABLE TO AGREE UPON AN ARBITRATOR, THEN EACH PARTY SHALL PICK AN INDMDUAL OUALlFlED TO SERVE AS AN ARBITRATOR AND TEOSE TWO INDIVIDUALS SHALL THEN APPOIN? A THIRD ARBITRATOR THE ARBITRATOIGS AWARD SHALL BE FINAL AND MAY BE CONFIRMED BY THE JUDGMENT OF A STATE OR FEDERAL COURT IN THE JURISIDICTION WHERE THE ARBITRATION OCCURRED. THE ARBITRATOR(S) SHALL HAVE NO POWER OR AUTHORITY TO AWARD EXEMPLARY OR PUNITIVE DAMAGES, OR TO ALTER, AMEM), OR SUPPLEMENT ANY TERM, CONDITION, OR PROVISION OF THIS AGREEMENT. THE PARTIES Poly-Flu Lmer W m n t y l of2

CONSENT TO JURISDICTION AND VENUE IN COMPETENT STATE AND FEDERAL COURTS IN DALLAS, TEXAS. EACH PARTY SHALL BEAR ITS OWN ATTORNEY'S FEES, REGARDLESS OF THE OUTCOME OF THE ARBITRATION. ALL COSTS O F ARI1ITRATION, INCLUDING BUT NOT LIMITED TO FILING FEES, ARBITRATOR(S) FEES, AND STENOGRAPHER FEES, SHALL BE SHARED EQUALLY BY THE PARTIES.

Poly-Flex, Inc. neither assumes nor authorizes any person other than an officer of Poly-Flex, Inc. to assume for it any other or additional liability in connection with the Poly-Flex Liner made the basis of this Limited Warranty. The Limited Warranty on the Poly-Flex Liner herein is given in lieu of all other possible warranties, either express or implied, including warranties of merchantability and of fitness for a particular purpose and by accepting delivery of the material, PurchaserNser waives all other possible warranties, except those specifically given.

The parties expressly agree that the sale of the Poly-Flex Liner is for commercial or indusirial use only.

The Poly-Flex Liner Limited Warranty is extended to the PurchascrNser and is non-transferable and non-assignable, without the written consent of an officer of Poly-Flex, Inc.

POLY-FLEX, INC. MAKES NO WARRANTY OF ANY KIND OTHER THAN THAT GIVEN ABOVE AND HEREBY DISCLAIMS ALL WARRANTIES, BOTH EXPRESS OR IMPLIED, OF MERCHANTABILITY AND FITNESS FOR A PARTICULAR PURPOSE.

If any provision of this Warranty shall be found to be illegal, invalid, or unenforceable under the present or future laws, auch provision shall be fully severable and the remaining provisions shall remain in full force and effect. Any provision of this Warranty held illegal, invalid, or unenforceable shall remain in full force and effect to the extent not so held. In lieu of the provision held illegal, invalid, or unenforceable, there shall be automatically added as part of this Warranty a provision as similar in its terms to such invalid provision as may be possible and may be legal, valid, and enforceable.

I have read and agree to be bound by the t e r m and conditions of the foregoing warranty. The said warranty shall not be honored until an original dated and signed copy, by an authorized representative of User, has been duly returned to Poly-Flex and until full payment has been made to Poly-Flex.

POLY-FLEX, INC. USER:

By: By:

Its: Its:

POLY-FLEX, INC.

2000 W. Marshall Drive

Grand Prairie, TX 75051

Poly-Flex Liner WananQ

GEOMEMBRANE INSTALLER'S SUBMITTAL PACKAGE for the

MISSISSIPPI COUNTY CLASS 1 LANDFILL CELLS 11 AND 12

LUXORA, ARKANSAS

SUBMITTAL # 02

Prepared for:

Northstar Engineering Consultants, Inc.

ENVIRONMENTAL SPECIAL TIES INTERNA TIONAL BATON ROUGE. LOUISIANA

August 10,2005 JOB NO. 05-07-1128

TABLE OF CONTENTS (Page 1 of I )

Section - Title

1.0 ESI's Corporate Brochure

2.0 ESI's Project References List

3.0 ESI's Representative Superintendent Resumes

4.0 ESI's Construction Quality Control Manual, including Quality Control Paperwork

5.0 ESI's Approved Installer's Certification

6.0 ESI's Sample Workmanship Warranty

ESI completes landfill construction and geosynthetic lining system itlstallations with our own forces that operate out of our Baton Rouge, Louisiana operations center. Crew sizes, equipment compliments and work schedules are customized to accommodate each project's unique requirements.

ESl's corlstruction office is staffed with experienced project managers, a health and safety coordinator, estimators and various other technical support personnel needed t o maintain numerous field installation crews.

ESl's field crews are made up of superintendents, equipment operators, master seamers, quality control technicians, and liner technicians that are some of the most experienced and well trained personnel in the geosynthetic

ESI owns a large inventory of specialty equipment designed to specifically meet the needs of any sized project. ESI maintains an ongoing safety training program. This ensures that ESI consistently complies with all OSHA, MSHA. and other construction industry safety standards needed to work safely in the construction industry.

NAME O F PROJECT: Dura Road Landfill - Dura Avenue Landfill Removal Action Closure cont.

FINAL COST TO OWNER: $2,525,359 CONTRACT TIME AS BID: 180 ACTUAL TlME TO COMPLETE PROJECT: 100 Days COMPLETION DATE 0911 5100 SCOPE OF WORK AND QUANTITIES: 1,855,709 - 40 Mil Smooth LLDPE

1,020,257 - 40 Mil Textured LLDPE 1,855,100 - Bentofix NSL GCL 2,855,100 - Single and Double Sided Geocomposite

NAME O F PROJECT: St. Landry Parish Landfill LOCATION: Beggs, Louisiana NAME OF OWNER: St. Landry Parish Solid Waste Commission ADDRESS OF OWNER: 433 North C.C. Duson Street, Eunice, LA 70535 DESIGNER ENGINEER FIRM: Aucoin & Associates CONTACT PERSON: Steve Tate ADDRESS: 433 N. Duson Street, Eunice, LA 70535 TELEPHONE: (337) 457-7366 BID AMOUNT: $1,008,000.00 FINAL COST TO OWNER: $1,008,000.00 CONTRACT TIME AS BID: 180 Days ACTUAL TlME TO COMPLETE PROJECT: 165 Days COMPLETION DATE: August 200 1 SCOPE OF WORK AND QUANTITIES: 22,100 - SF 40 Mil HDPE

517,000 - SF 60 Mil Textured HDPE 146,000 -SF 60 Mil Smooth HDPE 396,000 -SF Geosynthetic Clay Liner 396,000 - SF Geocomposite 524,700 - SF Geotextile

30,000 - CY Cell Excavation 40,100 - CY Clay Liner 82,000 - CY Protective Cover Sand 5,500 - CY Concrete Sand

Various Polyethylene Pipe and Fittings

*ESI self performed all of the earthwork and the geosynthetics involved with this project.

Environmental Specialties International, Inc. Page 2 of 1 1

NAME O F PROJECT: Jefferson Parish Landfill - Cells 8 & 9 LOCATION: Avondale, Louisiana NAME OF OWNER: Waste Management ADDRESS OF OWNER: 5800 Highway 90 West, Avondale, LA 70094 DESIGNER ENGINEER FIRM: Earth Tech CONTACT PERSON: Tom Aberly POSITION: General Manager ADDRESS: 5800 Hwy 90 West, Avondale, LA 70094 TELEPHONE: (504) 436-0152 BID AMOUNT: 1,850,000.00 FINAL COST TO OWNER: 1,900,000.00 CONTRACT TIME AS BID: 180 Days ACTUAL TlME TO COMPLETE PROJECT: 151 Days COMPLETION DATE: November 1 1,2001

NAME O F PROJECT: Jefferson Parish Landfill - Cells 8 & 9 (continued)

SCOPE OF WORK AND QUANTITIES: 653,000 - SF 40 Mil HDPE

653,000 - SF 60 Mil HDPE 653,000 - Claymax 200R GCL 653,000 - Double Sided Geocomposite 26,000 - CY Clay Liner I X 10 -5

2,700 - LF 6" HDPE Leachate Collection Pipe 600 - 18" HDPE Leachate Riser Pipe 600 - LF 12" HDPE Underdrain Riser Piping

300,000 - CY Cell Excavation 38,000 - CY Protective Cover Material

*ESI self installed all of the geosynthetic items, protective cover soil material and the leachate collection system. Cell excavation was subcontracted to Econ Construction.

NAME O F PROJECT: Keene Road Landfill LOCATION: Apopka, Florida NAME OF OWNER: Waste Management of North America DESIGNER ENGINEER FIRM: Earth Tech CONTACT PERSON: Bryan Tindell POSITION: Site Engineer ADDRESS: 255 W. Keene Road, Apopka, FL 32703 TELEPHONE: (407) 886-2920 BID AMOUNT: $950,000.00 FINAL COST TO OWNER: $950,000.00 CONTRACT TIME AS BID: 95 Days ACTUAL TlME TO COMPLETE PROJECT: 78 Days COMPLETION DATE: November 8, 1999 SCOPE OF WORK AND

Environmental Specialties International, Inc. Page 3 of 11

NAME OF PROJECT: Keene Road Landfill (continued) QUANTITIES: 1,100,000 - SF GCL

1,100,000 - SF 60 Mil HDPE 200,000 - SF Geocomposite

41,000 - CY Clay Liner 1 X Permeability 82.000 - CY Protective Cover Sand

*ESI self performed all of the earthwork and geosynthetics involved with this project.

NAME O F PROJECT: Jefferson Parish Landfill - Cells 6 & 7 LOCATION: Avondale, Louisiana NAME OF OWNER: Waste Management of North America DESIGNER ENGINEER FIRM: Earth Tech CONTACT PERSON: Tom Aberly POSITION: General Manager ADDRESS: 5800 Hwy 90 West, Avondale, LA 70094 TELEPHONE: (504) 436-0152 BID AMOUNT: $2,758,000.00 FINAL COST TO OWNER: $2,758,000.00 CONTRACT TIME AS BID: 180 Days ACTUAL TlME TO COMPLETE PROJECT: 13 1 Days COMPLETION DATE: July 27,2000 SCOPE OF WORK AND QUANTITIES: 653,000 - SF 40 Mil HDPE

653,000 - SF 60 Mil HDPE 653,000 - Claymax 200R GCL 653,000 - Double Sided Geocomposite

26,000 - CY Clay Liner 1 X 10 -5

2,700 - LF 6" HDPE Leachate Collection Pipe 600 - 18" HDPE Leachate Riser Pipe 600 - LF 12" HDPE Underdrain Riser Piping

300,000 - CY Cell Excavation 38,000 - CY Protective Cover Material

*ESI self installed all of the geosynthetic items, protective cover material and the leachate collection system. Cell excavation was subcontracted to Econ Construction.

NAME O F PROJECT: LOCATION: NAME OF OWNER: ADDRESS OF OWNER: DESIGNER ENGINEER FIRM: CONTACT PERSON: ADDRESS: TELEPHONE:

Brownsville Landfill - Cell 2 Areas 4 & 5 Brownsville, Texas City of Brownsville, Texas Public Works Department 9000 FM 802, Brownsville, TX, 78521 Secor International, Inc. Bob Wilson 3845 FM 1960 West Suite 281, Houston, TX 77068 (28 1) 493-2325


NAME O F PROJECT: Brownsville Landfill - Cell 2 Areas 4 & 5 (continued) BID AMOUNT: $I , ll0,OOO.OO FINAL COST TO OWNER: $1 ,I 10,000.00 CONTRACT TIME AS BID: 90 Days ACTUAL TlME TO COMPLETE PROJECT: 90 Days COMPLETION DATE: January, 2001 SCOPE OF WORK AND QUANTITIES: 753,830 - SF GCL

753,830 -SF 60 Mil HDPE Geomembrane Liner 55,840 - CY On-Site Drainage Layer Material

1,920 - LF 30' Access Haul Road HDPE Leachate Collection and Riser Piping System

*ESI self performed all of the earthwork, geosynthetics, and leachate collection system involved with this project.

NAME O F PROJECT: Pine Ridge Landfill - Final Cover Construction LOCATION: Apopka, Florida NAME OF OWNER: Waste Management, Inc. ADDRESS OF OWNER: 5400 Rex Road, Winter Garden, FL 34787 DESIGNER ENGINEER FIRM: S2Li CONTACT PERSON: Bob Mackey ADDRESS: Orlando, FL TELEPHONE: 407-886-2920 BID AMOUNT: $2,000,000 FlNAL COST TO OWNER: $2,100,000 CONTRACT TIME AS BID: 250 Days ACTUAL TlME TO COMPLETE PROJECT: 141 Days COMPLETION DATE: August, 2000 SCOPE OF WORK AND QUANTITIES: 1,240,000- Cetco Claymax 200R Nom Reinforced GCL

1,010,000- Cetco Bentomat ST Reinforced GCL 1 10,000 SF - Geocomposite 95,000 CY - Final Cap Grading CutsIFills 240,000 CY - Stormwater Pond Excavation 8,800 LF - Gas System Installation 40,000 CY - Final Protective Cover Construction 75 Acres - Sodding and Seeding 2,000 LF - Stormwater Drainage Piping and Headwalls

*ESI self performed all of the earthwork, geosynthetics and gas system installation involved with this project.

Environmental Specialties International, Inc. Page 5 of I1

NAME O F PROJECT: Edinburg Landfill LOCATION: Edinburg, Texas NAME OF OWNER: City of Edinburg ADDRESS OF OWNER: 1201 N. Doolittle Road, Edinburg, TX 78539 DESIGNER ENGINEER FIRM: Southern Ecology Management CONTACT PERSON: Mitch Hudgins BID AMOUNT: $525,000 FINAL COST TO OWNER: $525,000 CONTRACT TIME AS BID: 80 Days ACTUAL TIME TO COMPLETE PROJECT: 75 Days COMPLETION DATE: January 2002 SCOPE OF WORK AND QUANTITIES: 12 AC - Final Subgrade Preparation

484,223 SF - Smooth HDPE 44,047 SF -Textured HDPE 525,621 SF - GCL 44,047 SF - Geocomposite

484,223 SF - Geonet 484,223 SF - Geotextile 1,260 LF - Leachate Piping

*ESI self performed all of the earthwork geosynthetics and leachate collection system involved with this project.

NAME O F PROJECT: J.C. Elliott Landfill Closure LOCATION: Corpus Christi, Texas NAME OF OWNER: City of Corpus Christi, Texas ADDRESS OF OWNER: 7001 Ayers Street (SH 286) DESIGN ENGINEER: Shiner, Moseley Associates CONTACT: Jon Reinhardt POSITION: Design Engineer ADDRESS: 5555 N. Carancahua, Suite 1650, Corpus Christi, TX 78478 TELEPHONE: (361) 857-221 1 BID AMOUNT: $1,441,000.00 FINAL COST TO OWNER: $1,44 1,000.00 CONTRACT TIME AS BID: 120 Days ACTUAL TIME TO COMPLETE PROJECT: 120 Days COMPLETION DATE: February 2001 SCOPE OF WORK AND QUANTITIES: 23 Acres - Site StrippingIClearing

23 Acres - Backfill and Finish Grading 992,000 sf - GCL Installation 992,000 sf - 40 Mil LLDPE Liner 992,000 sf - Drainage Geocomposite 55,100 CY -Protective Cover 2 1,400 CY - Topsoil 2,100 If - Ditch Excavation 30 Acres - Seeding and Erosion Control


NAME OF PROJECT: J.C. Elliott Landfill Closure (continued)

240 If - Concrete Culvert Placement

*ESI self performed all of the earthwork, geosynthetics, site clearing and stormwater ditch work involved with this project.

NAME OF PROJECT: Berman Road Landfill Closure LOCATION: Okeechobee, Florida NAME OF OWNER: Waste Management DESIGNER ENGINEER FIRM: Globex Engineering & Development, Inc. CONTACT PERSON: Ali Khatami POSITION: Design Engineer ADDRESS: 12399 E. Newport Center Drive, Suite 117, Deerfield Beach, FL

33442 TELEPHONE: (954) 571-9200 BID AMOUNT: $550,000 FINAL COST TO OWNER: $550,000 CONTRACT TIME AS BID: 90 Days ACTUAL TlME TO COMPLETE PROJECT: l I0 Days COMPLETION DATE: July 2002

NAME OF PROJECT: Newland Park Landfill LOCATION: Salisbury, Md NAME OF OWNER: Wicomico County Department of Public Works ADDRESS OF OWNER: Salisbury, Md 21803l0968 DESIGNER ENGINEER FIRM: Geosyntec Consultants CONTACT PERSON: Ken Townsend POSITION: Project Coordinator ADDRESS: 1001 5 Old Columbia Rd. Suite A-200, Columbia, MD TELEPHONE: (410) 381-4333 BID AMOUNT: $4,500,000 FINAL COST TO OWNER: $4,525,000 CONTRACT TIME AS BID: 180 Days ACTUAL TlME TO COMPLETE PROJECT: 175 Days COMPLETION DATE: January 2002 SCOPE OF WORK AND QUANTITIES: 200,000 CY - Structural Fill

9.1 Acres - Dynamic Consolidation 30 Acres - Clearing and Grubbing

57,600 CY - Clay Liner 720,000 SF - Geosynthetic Clay Liner 385,000 SF - 60 mil Smooth HDPE 335,000 SF - 60 mil Smooth HDPE 385,000 SF - Geocomposite Drainage Layer 385.000 SF - 60 mil Textured HDPE

Environmental Specialties International, Inc. Page 7 of 11

NAME O F PROJECT: Newland Park Landfill (continued)

60,000 CY - Drainage Sand Layer 303,021 SF - Tensar Geogrid

2000 LF - Leachate Forcemain 1 EA - Leachate Pumping System I EA - Leachate Collection Sqstem 2 EA - Leachate Side Riser Pump Houses

*ESI self performed all of the clearing and geosynthetics. Earthwork, dynamic compaction and leachate collection system was subcontracted.

NAME O F PROJECT: Walker Mountain Landfill LOCATION: Rome, GA NAME OF OWNER: City of Rome, GA DESIGNER ENGINEER FIRM: Jordon, Jones & Goulding, Inc. CONTACT PERSON: Courtenay Riddle POSITION: Project Manager ADDRESS: 6801 Governors Lake Parkway TELEPHONE: (770) 455-8555 BID AMOUNT: $ 1,933,013 FINAL COST TO OWNER: $ 1,926,928 CONTRACT TIME AS BID: 270 days ACTUAL TIME TO COMPLETE PROJECT: 237 days COMPLETION DATE: January 2003 SCOPE OF WORK AND QUANTITIES: 1 15,000 CY - Excavation

28,646 CY - Over Excavation 25,000 CY - Subbase and Clay liner

345,000 SF - 60 mil Textured HDPE 345,000 SF - Geocomposite 25,500 CY - Leachate Collection Blanket Gravel layer

950 LF - Leachate Collection Piping 246,000 SF - Stormwater Diversion Cover

*ESl self performed the geosynthetics, leachate collection system and the stormwater diversion cover. Earthwork excavation and clay liner is subcontracted to D.R. Phillips.

NAME O F PROJECT: LOCATION: NAME OF OWNER: DESIGNER ENGINEER FIRM: CONTACT PERSON: POSITION: ADDRESS: TELEPHONE:

Medley Landfill Medley Florida Waste Management of Florida, Inc. Not Applicable Brian Tindell Site Manager 9350 NW ~ 9 ' ~ Ave. Medley, FL 33 178 (305) 883-7670

Environmental S~ecialt ies International. Inc.

NAME O F PROJECT: Medley Landfill (continued)

BID AMOUNT: $300,000 FINAL COST TO OWNER: $ 579,095 CONTRACT TIME AS BID: 30 Days ACTUAL TlME TO COMPLETE PROJECT: 41 Days COMPLETION DATE: September 2002 SCOPE OF WORK AND QUANTITIES: 1,800 LF - Leachate Collection Toe Drain Trench

1,800 LF - Stormwater Collection Toe Drain Trench 1,000 LF - Stormwater Downchute Structures

NAME O F PROJECT: : City of Amarillo-MSW Landfill Cell Area 4 Phase 5 LOCATION: Amarillo, TX NAME OF OWNER: City of Amarillo ADDRESS OF OWNER: 509 S.E. Seventh Ave.

Amarillo, TX 791 86-0001 CONTACT: Mike Smith DESIGN ENGINEER: City of Amarillo CUSTOMER: City of Amarillo CONTACT: Mike Smith (806) 378-9334 MATERIAL: GCL, HDPE, Geocomposite, Geotextile,

Protective Cover, Leachate Collection System QUANTITY: 436,000 SF - Reinforced GCL

405,000 SF - Non-Reinforced GCL 405,000SF - 60 Mil Smooth HDPE 437,000 SF - 60 Mil Textured HDPE 1,600 LF - 6" Perforated HDPE Pipe 900 LF - 6" Solid HDPE Pipe 841,000 SF - Geocomposite Drainage Layer 24,000 SF - 12 oz. Geotextile 1,300 CY - Gravel Drainage Aggregate Layer 62,300 CY - Protective Sand Cover 1 - 18" Leachate Sump Riser Assembly 1 - Leachate Extraction Pump and Ancillaries

*ESI self performed all of the earthwork, geosynthetics and leachate collection system involved with this project.

Environmental Specialties International, Inc. Paze 9 of I I

NAME O F PROJECT: J.C. Elliott Landfill Sector 9 Liner Improvements & Final Cover Installation

LOCATION: Corpus Christi, Texas NAME OF OWNER: City of Corpus Christi, Texas ADDRESS OF OWNER: 7001 Ayers Street (SH 286) DESIGN ENGINEER: Shiner, Moseley Associates CONTACT: Jon Reinhardt POSITION: Design Engineer ADDRESS: 5555 N. Carancahua, Suite 1650, Corpus Christi, TX 78478 TELEPHONE: (361) 857-221 1 BID AMOUNT: $1,755,779.00 FINAL COST TO OWNER: $1,831,505.00 CONTRACT TIME AS BID: 210 Days ACTUAL TlME TO COMPLETE PROJECT: 204 Days COMPLETION DATE: August 2002 SCOPE OF WORK AND QUANTITIES: 33,000 cy - compacted clay liner

441,000 sf - 60 Mil LLDPE Liner 77,000 sf - Drainage Geocomposite 29,000 CY - Protective Cover 1,520 If - leachate collection piping system & pumps 1,575 If - drainage berm 16 Acres - Stripping and clearing 63 1,500 sf - GCL installation 631,500 sf - 40 mil HDPE liner 631,500 sf - Geocomposite 38,000 cy -protective cover 15,000 cy - top soil installation 2,680 I f drainage berms

*ESI self performed all of the earthwork, geosynthetics, site clearing and stormwater ditch work involved with this project.

NAME O F PROJECT: Lakeland Disposal Final Closure LOCATION: Warsaw, IN NAME OF OWNER: Lakeland Disposal Facility ADDRESS OF OWNER: 5854 South 450 West Claypool, IN 46510 CONTRACTOR: Entact CONTACT: Caroline Panico POSITION: Project Manager ADDRESS: 1360 N. Wood Dale Road Suite A Wood Dale, IL 60191 TELEPHONE: (630)616 - 2100 BID AMOUNT: $593,307.00 FINAL COST TO OWNER: $61 0,878.00 CONTRACT TIME AS BID: 250 Days ACTUAL TIME TO COMPLETE PROJECT: 180 Days COMPLETION DATE: September 2002

Environmental Specialties International, Inc. Page 10of I1

NAME OF PROJECT:

SCOPE OF WORK AND QUANTITIES:

NAME OF PROJECT: LOCATION: NAME OF OWNER: ADDRESS OF OWNER: CONTRACTOR: CONTACT: POSITION: ADDRESS: TELEPHONE: BID AMOUNT: FINAL COST TO OWNER: COMPLETION DATE: SCOPE OF WORK AND QUANTITIES:

NAME OF PROJECT: LOCATION: NAME OF OWNER: ADDRESS OF OWNER: CONTRACTOR: CONTACT: POSITION: ADDRESS: TELEPHONE: BID AMOUNT: FINAL COST TO OWNER: CONTRACT TIME AS BID: COMPLETION DATE: SCOPE OF WORK AND QUANTITIES:

Lakeland Disposal Final Closure (continued)

980,000 sf- 40 Mil LLDPE Liner 990,000 sf - Drainage Geocomposite

US Steel - CAMU 1 and 2 Gary, IN US Steel 86 North Bridge Street Gary, IN 46404 Earth Tech Ed Ould Project Manager 86 North Bridge Street Gary, W 46404 (804) 5 15 - 8300 $3,462,000.00 $4,345,557.00 January 2003

3,485,000 sf - 60 Mil HDPE Liner 1,735,000 sf - Geosynthetic Clay Liner 2,392,000 sf - Composite 1,352,000 sf - Geotextile

Oak Ridge National Labs SWSA 4 Closure Oak Ridge, TN Oak Ridge National Labs

MACTEC Steve Beck Project Manager 105 Fordham Road Oak Ridge, TN 37830 (865) 483 - 9622 $1,765,800.00 $2,100,000.00 60 Days September 2004

1,474,233 sf - 40 Mil LLDPE Liner 1,474,233 sf - Geosynthetic Clay Liner 1,474,233 sf - Composite

Environmental Specialties International, Inc. Page I l of l 1

NAME O F PROJECT: Melton Valley Hydrological Isolation Project LOCATION: Oak Ridge, TN NAME OF OWNER: Department of Energy - Oak Ridge National Labs ADDRESS OF OWNER: CONTRACTOR: Bechtel Jacobs CONTACT: Richard Lambert POSITION: Subcontractor Technical Representative ADDRESS: Bethel Valley Road Bldg 7078-8, MS 6402 Oak Ridge, TN 37830 TELEPHONE: (865) 576 - 0748 BID AMOUNT: 6,100,000.00 FINAL COST TO OWNER: $ CONTRACT TIME AS BID: 2 years ACTUAL TIME TO COMPLETE PROJECT: in progress COMPLETION DATE: Estimated September 2005 SCOPE OF WORK AND QUANTITIES: 4,990,356 sf - 40 Mil LLDPE Liner

3,640,950 sf - Geosynthetic Clay Liner 4,891,600 sf - Composite 120,000 sf - Geogrid

NAME O F PROJECT: Republic Sewices - Valley View Cap LOCATION: Sulphur, KY NAME OF OWNER: Republic Services ADDRESS OF OWNER: 9120 Sulphur Road Sulphur, KY 40070

CONTRACTOR: Republic Services CONTACT: Chip Simmons POSITION: Construction Manager ADDRESS: 2343 Alexandria Drive, Suite 400 Lexington, KY 40504

TELEPHONE: (859) 885 - 5138 ext. 128 BID AMOUNT: $ 3127, 693.00 FINAL COST TO OWNER: $ CONTRACT TIME AS BID: 90 days ACTUAL TIME TO COMPLETE PROJECT: in progress COMPLETION DATE: Estimated December 2004 SCOPE OF WORK AND QUANTITIES: 1,366,708 sf - 40 Mil LLDPE Liner

1,366,708 sf - Geosynthetic Clay Liner 225,000 sf - Composite

Environmental Specialties International, Znc. Geosynthetics Installation Customer Reference List

CUSTOMER

Phillips & Jordan

1 2 1 Republic Services, Inc I Chip Simmons 1 (859) 885 - 5138 I

I

CUSTOMER CONTACT

CONTACT TELEPHONE NUMBER

Contractor for International Paper in Riegelwood, NC

3

4

5

Craig Smith

6

7

Joel Pugh

IESI

Santek Environmental

D & B Leasing

8

Seward County Landfill

Black Warrior Landfill

Decatur - Morgan Landfill

Gene Orcutt or Joe Viceli

Chris Parker or Rob Burnette

Craig Bassuener

City of Edinburg

(817) 314 - 5800

(423) 476 - 9160

(71 5) 423 - 4660

Mike Tabor

GFC Constuction William Godwin

Mitch Hudgins

10

(316) 626 - 3266

(205) 758 - 1948

10

IESI - Blue Ridge Landfill Paul Yelinek

Bechtel Jacobs - MVHI Project Oak Ridge National Labs Richard Lambert (865) 576 - 0748

DALE STORY Installation Superintendent ,QC Supervisor, Foreman, Master Seamer

PROJECT: LOCATION:

NAME: Santek - Murray County LF Site No. 2, Ph 2 Chatsworth, GA MATERIAL: HDPE, GCL, Geotextile QUANTITY: 262,664 SF - 60 Mil Smooth HDPE

262,664 SF - Bentomat ST GCL 262,664 SF - 16 oz. Nowwoven Geotextile

CUSTOMER: Santek Environmental, Inc. CONTACT: Chris Parker (800) 467-9 160

NAME: Santek-Leflore County Cell 2E Sidon, MS MATERIAL: HDPE, Geotextile QUANTITY: 262,664 SF - 60 Mil Smooth HDPE

262,664 SF - Bentomat ST GCL 262,664 SF - 16 oz. Now Woven Geotextile

CUSTOMER: Santek Environmental, Inc. CONTACT: Chris Parker (800) 467-91 60

NAME: Society Hill at Dryers Point Jersey City, NJ MATERIAL: LLDPE QUANTITY: 55,296 SF - 30 Mil Smooth LLDPE CUSTOMER: Entact, Inc. CONTACT: Mike Stoub (630) 616-21 00

NAME: Camp LeJeune Jacksonville, NC MATERIAL: HDPE, Geocomposite, GCL, Geotextile QUANTITY: 558,849 SF - 60 mil Textured HDPE

1 14,110 SF - Geocomposite Drainage Layer 5 15,389 SF - Geosynthetic Clay Liner (GCL) 421,216 SF - 10 Oz. Non-Woven Geotextile

CUSTOMER: Trader Construction Co., Inc. CONTACT: Mark Rossi (910) 451-3790

DALE STORY PAGE l oF6

NAME: MATERIAL: QUANTITY:

CUSTOMER: CONTACT:


CUSTOMER: CONTACT:


CUSTOMER: CONTACT:


CUSTOMER: CONTACT:

East Texas Landfill HDPE, Composite, GCL 355,351 SF - 60 mil Smooth HDPE 129,880 SF - 60 mil Textured HDPE 128,766 SF - Double-Sided Composite 355,35 1 SF - Single-Sided Composite

1 ,I 14 SF - Reinforced GCL IESl Frank Polley (817) 314-5800

Henderson, TX

City of Amarillo Amarillo, TX GCL, HDPE, Composite 543,522 SF - Geosynthetic Clay Liner (GCL) 262,727 SF - 60 Mil Smooth HDPE 284,116 SF - 60 Mil Textured HDPE 543,522 SF - Drainage Composite City of Amarillo Mike Smith (806) 378-9334

Jefferson Parish Landfill Cells 11 & 12 Avondale, LA HDPE, Geocomposite, GCL 746,694 SF - 60 mil Smooth HDPE 746,694 SF - 40 mil Smooth HDPE 746,694 SF - Single Sided Geocomposite 746,694 SF - GCL Waste Management Tom Aberly (504-436-01 52) (Cell 504-4 16-627 1)

Black Warrior Landfill-Cell 4 Coker, AL HDPE, Geocomposite, LLDPE 481,339 SF - 60 Mil Textured HDPE 300 SF - 8" Solid HDPE Pipe 2,268 SF - 6" Perforated HDPE Pipe 500 SF - 8" Perforated HDPE Pipe 481,339 SF - Double-Sided Geocomposite 63,534 SF - 12 Mil Smooth LLDPE GFC Construction William Godwin (205) 758- 1948

DALE STORY P A C E Z O F 6


CUSTOMER: CONTACT:

NAME: PA MATERIAL: QUANTITY:

CUSTOMER: CONTACT:


CUSTOMER: CONTACT:


CUSTOMER: CONTACT:

Morgan Landfill Decatur, AL Geotextile, HDPE, Geocomposite 546,500 SF - Woven Reinforced Geotextile 297,750 SF - 60 Mil Smooth HDPE 248,750 SF - 60 Mil Textured HDPE 1,720 SF - 4" HDPE Leachate Collector 546,500 SF - Geocomposite Drainage Layer City of Decatur Joel Pugh (256) 353-3937

Cumberland County Landfill

HDPE, GCL, Geotextile, Geonet, Geocomposite 827,111 SF - 60 Mil Textured HDPE 41 3,406 SF - GCL 332,254 SF - 6 oz. Nan-Woven Geotextile 41 3,705 SF - 16 oz. Non- Woven Geotextile 708,008 SF - Geonet 81,45 1 SF - Geocomposite Community Refuse Services Michael Guy (717) 423-591 7

Rhea County Landfill HDPE 300 LF - 6" Perforated HDPE Pipe 1,090 LF - 6" Solid HDPE Pipe 478 LF - 18"Perforated HDPE Pipe 478 LF - 1 8 Solid HDPE Pipe San-Tek Environmental Chris Parker (800) 467-9160

Lakeland Disposal Landfill LLDPE, Composite 163,256 SF - 40 Mil Textured LLDPE 817,213 SF - 40 Mil Smooth LLDPE 980,469 SF - Double Sided 8 oz. Composite Entact Wendy Murray (630) 6 16 - 2 100

Newburg,

Dayton. TN

Claypool, IN

DALE STORY PACE3OF6


CUSTOMER: CONTACT:


CUSTOMER: CONTACT:

ALCOAlReynolds Metal Company Arkadelphia, AR HDPE, Geocomposite, Geotextile 1,055,63 1 SF - 60 Mil Textured HDPE

456,434 SF - Double-sided 8 oz. Composite 459,522 SF - 12 oz. Non-Woven Geotextile

ALCOAIReynolds Metals Company Chris Wagley (870) 245-2716

RepublicPine Ridge Landfill Griffin, GA HDPE, Geocomposite, GCL, Geotextile 644,120 SF - 60 mil Textured HDPE 632,666 SF - Double-sided Composite Sewn 639,887 SF - Geosynthetic Clay Liner

29,947 SF - 16 oz. Nom Woven Geotextile Republic Services, Inc. Tim Laraway (770) 233-9081

DALE STORY P A G E 4 0 F 6

ENVIRONMWTAL SPECIALTIES INTERNATIONAL, INc.

Prior Experience with GSE Lining Systems and Foster Wheeler Environmental Corp. :

DALE STORY P A G E S O F ~


SQ. FT. OTHER

net 6,311,533 total liner 31,221,084 composite 5,269,171

GCL 6,271,577 total 40 mil 9,546,520 geotextiie 6,888,613

DALE STORY PACE6 0 ~ 6

ALBERT DETILLO SENIOR SUPERINTENDENT

TRAINING: 40 HOURS OSHA TRAINING

The following is previous experience from GSE Lining and Technology:

NAME: LOCATION: SOFT:

Envirosafe Waste Building GE 44 Demo Waste Storage Pad Meridian Pit Liners Rhode Island Landfill North Sea Closure Lycoming County Landfill Laurel Highhnds Landfill Chester County Cap Phase 3 ChambersIArden Monroeville Glouster County Cell Ph 3 Community Refuse Northern Tier Solid Waste CharnberslSouthern Alleghenies Envirite Clarion Landfill Athens-Hocking Reclamation LF Smith Gap Landiill PH I1 Manhoning Landfill Cell 11 Miami Paper Land Rec. Site Upper Occoquan Landfill Montville Landfill Carleton Farms Cell 2B Landcomp Cop. Landfill Richmond Sanitary Landfill 1V Centennial Lakes S. Pond Ph I1 Salt River Landfill - Ph 1V-A USAIChambers Arden Landfill USA Monroeville Cell USA WasteIGrand Central United WastelKelly Run Phase 3 United WasteIKelly Run Cap AlliedIRoxana Landfill AlliedIBrickyard Disposal BFlIOrchard Hills EastedKelly Run Sanitation

Oregon, OH Eerie, PA Stairtown, TX Johnston, RI Southhampton, N Y Allenwood, PA Vintondale, PA Honey Brook, PA Washington, PA Monroeville. PA Swedesboro, NJ Shippensburg, PA Troy, PA Holsopple, PA Leeper, PA Logan, OH Salem, VA New Springfield, OH Moraine, OH Centewille, VA Medina, OH Wayne County, MI Ottawa, IL Reed City, MI Edina, MN Scottsdale, AZ Washington, PA Monroeville, PA Pen Argyl, PA Elizabeth, PA Elizabeth, PA Roxana, IL Danville, IL Davis Junction, IL Elizabeth, PA

Total Sq Ft: 16,487,973

A1.RERT DETlLI.0 PAGE 1 OF 1

PROJECT: LOCATION:

The following is previous experience from Palco Linings and National Seal Company:

NAME: Delaware Solid Waste Authority Milmay, NJ MATERIAL: PVC, Hypalon SQUARE FT: 2,070,000 SF - 30 Mil PVC

6,468 SF - 36 Mil Hypalon

NAME: Trans America Contractors MATERIAL: Dynaloy SQUARE FT: 22,464 SF - 36 Mil Dynaloy

NAME: Modern Mushroom Farms MATERIAL: Dynaloy SQUARE FT: 22,099 SF - 36 Mil Dynaloy

NAME: H. W. Alward, Inc. MATERIAL: Hypalon SQUARE FT: 21,099 SF - Hypalon

NAME: Roachdale Landfill MATERIAL: PVC SQUARE FT: 214,545 SF - 30 Mil PVC

NAME: South Coastal Regional Wastewater MATERIAL: Hypalon SQUARE FT: 100,201 SF - 36 Mil Hypalon

NAME: Southern Ocean Landfill MATERIAL: PVC, Dynaloy SQUARE FT: 277,2 18 SF - 30 Mil PVC

278,180 SF - 36 Mil Dynaloy

NAME: Mill Sewice, Inc. MATERIAL: PVC SQUARE FT: 771,563 SF - 30 Mil PVC

El Paso, TX

Toughkenamon, PA

Summit, NJ

Roachdale, IN

Bethany Beach, DE

Barnegat, NJ

Yukon, PA

NAME: Grand Central Sanitary Landfill Penargyl, PA MATERIAL: PVC SQUARE FT: 3 16,680 SF - 30 Mil PVC

3 17,195 SF - 50 Mil PVC

NAME: DickIPenelec Conemaugh Generating Station Pittsburgh, PA MATERIAL: PVC SQUARE FT: 526,220 SF - 50 Mil PVC

ALBERT DETLLU) P A G E 2 O F 2

PROJECT:

NAME: MATERIAL: SQUARE FT:









St. Ignace W. W. T. P. Dynaloy 634,171 SF - 36 Mil Dynaloy

San Marcos State Fish Hatchery Hypalon 214,545 SF - 30 Mil PVC

Chambers HDPE, Poly-net, Tensar, Geotextile 990,500 SF - 80 Mil HDPE 450,000 SF - PN300 Poly-net 200,000 SF - Tensar 450.000 SF - 1135 Geotextile

Laidlaw HDPE 428,415 SF - 60 Mil HDPE

Wayne Disposal HDPE

1,940,958 SF - 40 Mil HDPE

Clinton Landfill, Inc. HDPE 169,400 SF - 60 Mil HDPE

Canonie Environmental HDPE 657,918 SF - 40 Mil HDPE

Southern Alleghenies HDPE, Poly-net, Trevira, UX 1600

1,347,041 SF - 60 Mil HDPE 1,622,339 SF - PN3000 Poly-net 1,058,618 SF - Trevira 1155

Pottsown Landfill HDPE, Claymax, Poly-net, Amoco 45 16 119,448 SF - 40 Mil HDPE 79,326 SF - 60 Mil HDPE

666,746 SF - 80 Mil HDPE 86,484 SF - Claymax

LOCATION:

Alpena, MI

Austin, TX

Richmond, VA

Adrian, MI

Belleville, MI

Peoria, IL

Sicklerville, NJ

Hollsopple, PA

Peoria, 1L

ALBERT DETILLO P A G E 3 OF3

PROJECT:








NAME: MATERIAL:

SQUARE FT:

LOCATION:

American Family Fuel Containment Madison, WI XR- 5

4,117SF - XR-5

Marenisco Landfill Closure Gogebic County, MI PVC, Supac (geotextile)

90,241 SF - 30 Mil PVC 90,241 SF - Supac (geotextile)

Kraft Retention Pond Glenview, IL HDPE 38,850 SF - 40 Mil HDPE

Horsehead Resources Chicago, IL HDPE, Geotextile, Poly-net

30,734 SF - 60 Mil HDPE 942 SF - Geotextile

8,475 SF - PN-3000 Poly-net

Hercules/Sunflower Ammo Plant HDPE, Geotextile

4,858 SF - 80 Mil HDPE 561 SF - Geotextile

Boeing Kitting Commercial Group HDPE

12,143 SF - 40 Mil HDPE 4,800 SF - 40 Mil HDPE (cap)

Fargo Landfill HDPE, Supac 246,667 SF - 60 Mil HDPE

1,760 SF - 10 oz. Supac

Desoto, KS

Wichita, KS

Fargo, ND

Bond Road Landfill Cincinnati, OH Smooth HDPE, Textured HDPE, Geotextile Geocomposite (Geonet)

97,820 SF - Smooth 60 Mil HDPE 68,227 SF - Textured 60 Mil HDPE 10,538 SF - Geotextile 63,653 SF - Geocomposite (Geonet)

ALBERT DETILU) PAGE 4 O F 4

PROJECT:







NAME: MATERIAL: SQUARE FT: SQUARE YDS:


LOCATION:

Deertrack Park Landfill Farmington, WI Textured HDPE, Smooth HDPE, Geotextile

54,600 SF - Textured 60 Mil HDPE 214,803 SF - Smooth 60 Mil HDPE

36,760 SF - Geotextile

Argonne National Labs HDPE, Geotextile, Poly-net 25,913 SF - 60 Mil HDPE

762 SF - Geotextile 19,3 14 SF - PN3000 Poly-net

Wood Containment Yard (CCA) HDPE, Geotextile, Poly-net

6,208 SF - 40 Mil HDPE 6,208 SF - 60 Mil HDPE

705 SF - Geotextile 6,208 SF - PN3000 Poly-net

Southern Woods Country Club PVC 250,700 SF - 20 Mil PVC

Grenlefe Resort PVC, Geotextile

38,200 SF - 20 Mil PVC 920 SF - Geotextile

Omaha Public Power District EX- 5 , Geotextile

2,040 SF - EX-5 4,500 SF - 8 oz. NP Geotextile

Horsehead Resources I1 HDPE, Geotextile

75,150 SF - 80 Mil HDPE 5,110 SF - 12 oz. NP Geotextile

Wastewater Treatment HDPE 26,250 SF - 40 Mil HDPE

Argonne, IL

Indiana, PA

Homosassa Springs, FL

Grenlefe, FL

Omaha, NE

Chicago, IL

Bartlett, TN

ALBERT DETILLO PACE 5 OF5

PROJECT:











Copper Harbor WWTP PVC, Geotextile

73,384 SF - PVC 73,384 SF - Geotextile

Eveleth Sewage Treatment HDPE

83,270 SF - 100 Mil HDPE

Flambeau Mining HDPE

1,000,000 SF - 60 Mil HDPE

Wasau Paper HDPE

50,000 SF - 60 Mil Friction HDPE

Moonlight Rock Liner HDPE

8,000 SF - 60 Mil HDPE

Metro Landfill VLDPE 700,000 SF - 40 Mil VLDPE

M. E. Industrial/Dezurik HDPE, Net, Geotextile 90,000 SF - 60 Mil HDPE 92,177 SF - Net 92.1 77 SF - Geotextile

Muskegon County Landfill HDPE, Geotextile 953,700 SF - 60 Mil HDPE 953,700 SF - Geotextile

Water District No. 1, Johnson County HDPE

19,974 SF - 60 Mil HDPE

Alternative Energy Hypalon 44,433 SF - 36 Mil Hypalon

LOCATION:

Copper Harbor, MI

Eveleth, MN

Lady Smith, WI

Wausau, WI

International Falls, MN

Middleton, WI

St. Cloud, MN

Muskegon, MI

Kansas City, KS

Cadillac, MI

ALBERT DErILLQ PAGE 6 OF6

PROJECT: LOCATION:

NAME: McKean County Landfill Bradford, PA MATERIAL: HDPE SQUARE FT: 85,000 SF - 80 Mil HDPE

NAME: Black Diamond Golf Course MATERIAL: PVC SQUARE FT: 128,853 SF - 30 Mil PVC

Lecanto, FL

The following is experience with Environmental Specialties International, Inc.:

NAME: IESI-Blue Ridge LandfilC Chambersburg, PA Phase I1 Final Cap

MATERIAL: Geotextile, LLDPE, Geonet QUANTITY: 225,427 SF - 16 oz. NomWoven Geotextile

225,427 SF - 40 Mil Textured LLDPE 225,427 SF - Geonet

CUSTOMER: IESl CONTACT: Paul Yelinek (71 7) 709- 1700

NAME: Newland Park Landfill MATERIAL: HDPE, GCL, Geocomposite QUANTITY: 385,000 SF - 60 Mil Smooth HDPE

335,000 SF - 60 Mil Textured HDPE 720,000 SF - GCL 385,000 SF - Geocomposite

CUSTOMER: Wicomico County CONTACT: James Grindle (410) 548-4810

Salisbury, MD

NAME: Acadia Parish Landfill Eagan, LA MATERIAL: HDPE, GCL, Geocomposite QUANTITY: 12,500 SY - 60 Mil Textured HDPE

12,500 SY - GCL 25,000 SY - Double-Sided Geocomposite 12,500 SY - 24" Cover Soil Layer

1,000 LF - Gas Collection System CUSTOMER: Acadia Parish Police Jury CONTACT: Brett Bayard (337) 988-3219

ALBERT DETlLLO PAGE 7 OF 7

PROJECT:


CUSTOMER: CONTACT:


CUSTOMER: CONTACT:


CUSTOMER: CONTACT:


CUSTOMER: CONTACT:


CUSTOMER: CONTACT:

LOCATION:

Sussex County Landfill Castleton, NY GCL, HDPE, Geotextile 925,774 SF - GCL 930,774 SF - 60 Mil Textured HDPE 925,774 SF - Geocomposite

13,500 SF - 8 oz. Geotextile A. ServidoneIB. Anthony Tom Lowe (5 18) 732-2040

IESI-Blue Ridge Landfill Geotextile, HDPE, Geonet, GCL 259,200 SF - 16 oz. Norr Woven Geotextile 518,400 SF - 60 Mil Textured HDPE 220,414 SF - Composite Geonet

77,540 SF - Geonet 259,200 SF - GCL IESI Paul Yelenik (717) 709- 1700

Chambersburg, PA

Tuscarora Regional Landfill New Bern, NC HDPE Gas Piping, LLDPE, Geocomposite, GCL

1,180 SF - 4" HDPE Gas Piping 370 SF - 8" HDPE Gas Piping

1,705 SF - 10" HDPE Gas Piping 2,275 SF - 12" HDPE Gas Piping

800,124 SF - 30 Mil Textured LLDPE 800,124 SF - Geocomposite Drainage Layer 790,177 SF - GCL Trader Construction Mark Rossi (252) 633-6771

Outagamie County Landfill Geomembrane, Geotextile 239,946 SF - 60 Mil Smooth HDPE 151,041 SF - 60 Mil Textured HDPE 427,s 12 SF - Geotextile Outagamie County Phil Stecker (920) 832- 152 1

Appleton, W1

Georgia Pacific/Domtar Industries Nekoosa, WI HDPE, GCL 276,250 SF - 80 Mil Textured HDPE 276,250 SF - Reinforced GCL D. B. Leasing Craig Bassuener (715) 423-4660

ALBERT DETILLO PAGE 8 O F 8

PROJECT:


CUSTOMER: CONTACT:


CUSTOMER: CONTACT:


CUSTOMER: CONTACT:


CUSTOMER: CONTACT:


LOCATION:

IESI - East Texas Landfill Henderson, TX HDPE, Geocomposite 41,755 SF - 60 mil Textured HDPE

474,631 SF - 60 mil Smooth HDPE 904 LF - HDPE Rainflap

35,435 SF - Double Sided Geocomposite 474,63 1 SF - Single Sided Geocomposite IESI Frank Pauley (903) 889-2872

Union Carbide Marietta, OH HDPE, Geocomposite, Geosynthetic Clay Liner (GCL)

45,352 SF - 40 Mil Textured HDPE 90,702 SF - Double-sided Composite 45,352 SF - GCL

Kermron Environmental Services David Dauley (740) 373-4308

Superior/Glacier Ridge Landfill HDPE, Geotextile, Rain Flap

19,352 SF - 60 Mil Textured HDPE 126,224 SF - 60 Mil Smooth HDPE 154,702 SF - 12 oz. NowWoven Geotextile 21,080 SF - 60 Mil Smooth Rainflap

Superior Services, Inc. Don Smith (920) 387-0987

WM~Tunica County Landfill Cell 5B HDPE. Geotextile

64,688 SF - 60 Mil Smooth HDPE 80,078 SF - 60 Mil Textured HDPE 47,966 SF - 12 oz. NowWoven Geotextile

Waste Management Jeffery Pappason (662) 363-2282

Delta County Landfill HDPE, Geocomposite, GCL 233,734 SF - 60 Mil Smooth HDPE 304,781 SF - 60 Mil Textured HDPE 233,734 SF - Single-Sided Composite 304,781 SF - Double-Sided Composite 538,5 15 SF - Geosynthetic Clay Liner (GCL)

Horicon, WI

Tunica, MS

Escanaba, MI

ALBERT DETILID PAGE 9 OF 9

PROJECT:



CUSTOMER: CONTACT:


CUSTOMER: CONTACT:

NAME:

MATERIAL: QUANTITY:

CUSTOMER: CONTACT:


CUSTOMER: CONTACT:

LOCATION:

U.S.S. Lead Refinery East Chicago, IN HDPE, GCL 1 18,152 SF - 40 mil Textured HDPE 118,152 SF - Geosynthetic Clay Liner (GCL)

IESVBethlehem LF Partial Closure Bethlehem, PA LLDPE, Geotextile 109,867 SF - 40 mil Textured LLDPE 82,773 SF - 16 oz. Nowwoven Geotextile

IESI Sammy Donato (610) 3 17-3200

WMItWest Camden HDPE, Geocomposite 350,488 SF - 60 mil Textured HDPE 272,766 SF - Geocomposite Waste Management Brian Dolihite (731) 584-7734

International Paper - Riegelwood Mill Ind. LF Cell 1 HDPE, Composite, GCL 136,500 SY - 40 mil Textured HDPE 136,500 SY - 6 oz. Double-Sided Composite

2,250 SY - TrLPlanar Composite 68,250 SY - GCL

Phillips & Jordan, Inc. John Carver (cell 865-803-8501)

Camden, TN

Rieglewood, NC

IESIJCherokee Sanitary Landfill Cell 2A Cherokee Village, HDPE, Geocomposite 273,656 SF - 60 mil Textured HDPE 266,342 SF - Single-Sided Geocomposite IESI Corporation Joe Vieceli (817) 314-5800

ALBERT DETULO PAGE lOOF 10

PROJECT:


CUSTOMER: CONTACT:


CUSTOMER: CONTACT:


CUSTOMER: CONTACT:


CUSTOMER: CONTACT:


CUSTOMER: CONTACT:

LOCATION:

Blue Ridge Landfill Pad 9C Chambersburg, PA HDPE, GCL, Geocomposite, Geotextile, Geonet 348,081 SF - 60 Mil Textured HDPE

11,500 SF - 40 Mil Smooth HDPE 173,213 SF - Geosynthetic Clay Liner (GCL) 203,400 SF - Single Sided Geocomposite

7 1,5 12 SF - Double Sided Geocomposite 180,7 13 SF - 16 oz. Geotextile

10,500 SF - Geonet lESl Paul Yelinek (717) 709-1700

Black Warrior Coker, AL HDPE, Geocomposite, Pipe 237,371 SF - 60Mil Textured HDPE 237,371 SF - Double Sided Geocomposite

1,490 LF - 6" Perforated HDPE SDR 17 Pipe GFC Construction Inc. William or Johnny (205) 758-1948

IESI Blue Ridge Landfill Cap Chambersburg, PA LLDPE Geotextile, Geocomposite 182,910 SF - 40 Mil Textured LLDPE 182,910 SF - 16 Ounce Non-Woven Geotextile 182,910 SF - Double Sided Geocomposite IESI Paul Yelinek (717) 709- 1700

Seminole Road MSWLF Ellenwood, GA HDPE, Composite, Geotextile 305,138 SF - 60 mil Textured HDPE 305,138 SF - 6 oz. Double-Sided Composite 305,138 SF - 16 oz. Norrwoven Geotextile 189,188 SF - Stormwater Diversion Cover Morgan Corporation Jeny Tipton (404) 2 12-7725

WMI/Magnolia Landfill HDPE

55,731 SF - 60 mil Smooth HDPE 11,040 SF - 40 mil Textured HDPE

Waste Management Dan Ball (601) 693-7105

Monroe, LA

ALBERT DETILLO P A C E l l O F l l

2005 CONSTRUCTION

QUALITY CONTROL MANUAL

2.9. ESI will review each of these documents to ensure compliance with the specifications andlor addendums issued.

2.10. If conformance sampling is required, ESI will make the appropriate arrangements.

2.1 1. ESI will transmit all the required submittals to the client.

2.12. Upon approval by the client, ESI will release the materials for delivery to the site.

2.13. A Third Party QA Representative should be present, whenever possible, to observe and assist in material delivery and unloading on site. The Third Part QA Representative is to note any material received in damaged state and to remove any necessary conformance samples. Upon mobilization to site, an ESI Representative shall:

2.13.1. Verify the equipment used on site is adequate and does not risk damage to the geomembrane or other materials.

2.13.2. Mark rolls or portions of rolls which appear damaged.

2.13.3. Verify that storage of materials ensure adequate protection against dirt, theft, vandalism, and passage of vehicles.

2.13.4. Ensure that rolls are properly labeled and that labeling corresponds with Quality Control documentation.

2.13.5. Complete roll numbers, date, roll size and any damage will be logged on the ESI Material Delivery Checklist (See Appendix A).

3. GEOMEMBRANE INSTALLATION

3.1. Earth Work

3.1.1. The General andlor Earthwork Contractor shall be responsible for preparing and maintaining the subgrade in a condition suitable to installation of the liner unless specifically agreed otherwise.

3.1.2. In cases where no site specific earthwork quality control guidelines exist, the following general guidelines shall be followed.

3.1.2.1. Surfaces to be lined shall be smooth and free of debris, roots, and angular or sharp rocks. All fill shall consist of well- graded material, free of organics, trash, clayballs, or other deleterious material that may cause damage to the geomembrane. Unless otherwise required

INDEX

1 INTRODUCTION

2 MATERIAL PROCUREMENT, SUBMITTALS, & DELIVERY

3 GEOMEMBRANE INSTALLATION

4 SEAM TESTING - GEOMEMBRANES

5 DEFECTS AND REPAIRS

6 GEOTEXTILES

7 GEONETS

8 GEOCOMPOSITES

9 GEOSYNTHETIC CLAY LINERS

10 GEOGRIDS

APPENDICES

Appendix A

................................................ Material Delivery Inventory Checklist Al Subgrade Surface Acceptance ............................................................. A2

......................................................................... Panel Placement Form A3 Panel Seaming Report. ........................................................ A4

............................................................ Trial Weld Information Form A5 Non-Destructive Testing Form ............................................................. A6

......................................... ................................. Destructive Test Log ... A7 ........................................................................................ Repair Report A8

CQC Daily Field Report ...................................................................... A9 Daily Field Log ............................................................. A10

......... Acceptance for Work Complete ................................ .. A l l

ENVIRONMENTAL SPECIALTIES INTERNATIONAL, INC. FIELD QUALITY CONTROL MANUAL

1. INTRODUCTION

1.1. This manual addresses the Quality Control Program developed and utilized by the Installation Personnel of Environmental Specialties International, Inc. (ESI) to insure the quality of workmanship and the installation integrity of geomembranes and other geosynthetic products.

1.2. All geosynthetic components of lining systems will be addressed in this manual, including geomembranes, geotextiles, geonets, geocomposites, and geosynthetic clay liners. ESI recognizes that careful and specific documentation of the installation is required to substantiate this Quality Control Program.

2. MATERIAL PROCUREMENT, SUBMITTALS, & DELIVERY

2.1. During the bidding process, ESI will shmi t request for quotes to the various geosynthetic manufacturers with the appropriate specifications and required delivery dates.

2.2. ESI reviews each and every quote to ensure materials will meet or exceed site specifications and that the delivery dates are strictly adhered to.

2.3. If the proposed materials do not meet the specifications, ESI will submit a request for clarification to the client.

2.4. Upon award of the contract, ESI will issue purchase orders to the various manufacturers with the required delivery dates. Manufacturers are required to produce materials in accordance to their respective manufacturing quality control plans, in conjunction with the technical specifications.

2.5. All Geosynthetic materials produced are required to meet or exceed the contmct specifications and any addenda.

2.6. Material technical data submittals are transmitted to the client as required clearly marked to indicate any clarifications needed for review and approval.

2.7. Upon receiving approval on the submittals, ESI will release the materials for production.

2.8. While materials are produced, the manufacture will submit the appropriate Manufacturing Quality Control documents at the required frequency to ESI.

by design specifications, the upper six inches (6") of the finished subgrade shall not contain stones or debris larger that one-half inch (112"). The subgrade shall be compacted in accordance with design specifications, but in no event less than is required to provide a firm unyielding foundation sufficient to permit the movement of vehicles and welding equipment over the subgrade without causing rutting or other deleterious effects. The subgrade shall gave no sudden sharp or abrupt changes in grade.

3.1.2.2. The Earthwork Contractor shall protect the subgrade from desiccation, flooding, and freezing. Protection, if required, may consist of a thin plastic protective cover (or other material as approved by the engineer) installed over the completed subgrade until such time as the placement of geomembram liner begins. Subgrades found to have desiccation cracks greater than one-half inch (112") in width or depth, or which exhibit swelling, heaving, or other similar conditions shall be replaced or reworked by the General and/or Earthwork Contractor to remove these defects.

3.1.2.3. Surface Acceptance. Upon request, ESl's Site Supervisor will provide the Owner's andlor Contractors Representatives with a written acceptance of the surface to be lined. This acceptance will be limited to an amount of area that ESI E capable of lining during a particular work shift. Subsequent repairs to the subgrade and the surface shall remain the responsibility of the Earthwork Contractor. An example of ESl's Subgrade Surface Acceptance form is included in Appendix A.

3.2. Crest Anchorage System

3.2.1. The anchor trench shall be excavated by the General andlor the Earthwork Contractor to lines and widths shown on the design drawings prior to geomembrane placement.

3.2.2. Anchor trenches excavated in clay soils susceptible to desiccation cracks should be excavated only the distance required for that days liner placement to minimize the potential of desiccation cracking of the clay soils.

3.2.3. Corners in the anchor trench shall be slightly rounded where the geomemhrane adjoins the trench to minimize sharp bends in the geomembrane.

3.3. Preparation for Geomembrane Deployment

3.3.1. Panel Layout: Prior to commencement of liner deployment, layout drawings shall be produced to indicate the panel configuration and general location of field seams for the project.

3.3.2. Identification: Each panel used for the installation will be given a number which will be correlated with a batch or roll number. This panel identification number shall be related on the ESI Panel Placement Form, which will be used when required.

3.4. Field Panel Placement

3.4.1. Weather Conditions: Geomembrane deployment will generally not be done during any precipitation, in the presence of excessive moisture, in an area of standing water, or during high winds.

3.4.2. Location: ESI will attempt to install field panek as indicated on the layout drawing. If the panels are deployed in a location other than that indicated on the layout drawings, the revised location will be noted in the field. These notations will be maintained and submitted by ESI andlor Third Party QA Consultants as detennined on a site specific basis.

3.4.3. Documentation of Panel Placement: Information relating to geomembrane panel placement including date, time, panel number, and panel dimensions may be maintained on a site specific bases, on the Panel Placement Form as presented in Appendix A.

3.4.3.1. If a portion of a roll is set aside to be used at another time, the roll number will be written on the remainder of the roll in several places.

3.4.4. Method of Deployment

3.4.4.1. The method and equipment used to deploy the panels must not damage the geomembrane or engage in actions which could result in damage to the geomembrane.

3.4.4.2. No personnel working on the geomembrane will wear shoes that can damage the geomembrane or engage in actions which could result in damage to the geomembrane.

3.4.4.3. Adequate temporary loading andlor anchoring, (i.e. sandbags, tires) which will not damage the geomembrane, will be placed to prevent uplift of the geomembrane by wind.

3.4.4.4. The geomembrane will be deployed with slack to allow for typical thermal expansion.

3.4.5. Any area of a panel seriously damaged (tom, twisted, or crimped) will be marked and repaired in accordance with Paragraph 5.3 of this document.

3.5. Geomembrane Field Seaming

3.5.1. General Requirements

3.5.1 .I. Layout: In general, seams shall be oriented parallel to the slope, i.e., oriented along, not across the slope. Whenever possible, horizontal seams should be located on the base of the cell, not less than five feet (5') from the toe of the slope. Each seam made in the field shall be numbered. Seaming information to include seam number, welder ID, machine number, temperature setting, and weather conditions may be maintained on ESI Panel Seaming Form as presented in Appendix A.

3.5.1.2. Personnel: All personnel performing seaming operations shall be trained in the operation of the specific seaming equipment being used and will qualify by successfully welding a test seam as described in Paragraph 3.5.3.

3.5.1.3. Equipment

3.5.1.3.1. Fusion Welding: Fusion Welding consists of placing a heated wedge, mounted on a self propelled vehicular unit, between two (2) overlapped sheets such that the surface of both sheets are heated above the polyethylene's melting point. After being heated by the wedge, the overlapped panels pass through a set of pre-set pressure wheels which compress the two (2) panels together to form the weld. The fusion welder is equipped with a device which continuously monitors the temperature of the wedge.

3.5.1.3.2. Extrusion Fillet Welding: Extrusion fillet welding consists of introducing a ribbon of molten resin along the edge of the overlap of the two (2) geomembrane sheets to be welded. A hot-air preheat and the addition of molten polymer causes some of the material of each sheet to be liquefied resulting in a homogeneous bond between the molten weld bead and the swfaces of the overlapped sheets. The extrusion welder is equipped with gauges giving the temperature in the apparatus and a numerical setting for the pre-heating unit.

3.5.1.3.3. Weather Conditions: ESI Relies on the experience of the Project Superintendent and the results of test seams to determine whether seaming is restricted by weather. Many factors, such as the geomembrane temperature, humidity, wind, precipitation, etc., can effect the integrity of field seams and must be taken into

account when deciding whether or not seaming should proceed. Test seams, as described in Paragraph 3.3.5, are required prior to daily production seaming to determine if the weather conditions will effect ESl's ability to produce quality seams. Additional now destructive and destructive testing of production seams substantiate the decision made by the Project Superintendent to seam on any given day.Seam Preparation

3.5.1.4. Fusion Welding

3.5.1.4.1. Overlap the panels of Geomembrane approximately four (4) to six (6) inches prior to welding.

3.5.1.4.2. Clean the seam area prior to seaming to assure the area is clean and free of moisture, dust, dirt, or debris of any kind. No grinding is required for fusion welding.

3.5.1.4.3. Adjust the panels so that seams are aligned with the fewest possible number of wrinkles and "fishmouths".

3.5.1.4.4. A moveable protective layer may be used, at the discretion of the ESI Project Superintendent, directly below the overlap of geomembrane that is to be seamed to prevent build-up of dirt or moisture between the panels.

3.5.1.5. Extrusion Fillet Welding

3.5.1.5.1. Whenever possible, the sheet will be beveled prior to heat- tacking into place.

3.5.1 S.2. Overlap the panels of geomembrane a minimum of three inches (3").

3.5.1.5.3. Using a hot-air device, temporarily tack the panels of geomembrane to be welded, taking care not to damage the geomembrane.

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

3.5.1.5.5. Grind seam overlap prior to welding within one (1) hour of the welding operation in a manner that does not damage the geomembrane. Grind marks should be covered with extrudate whenever possible. In all cases grinding should not extend more than one-quarter inch (114") past the edge of the area covered by the extrudate during welding.

3.5.1.5.6. Purge the extruder prior to beginning the seam to remove all heat-degraded extrudate from the barrel.

3.5.1 S.7. Keep welding rod clean and dry.

3.5.2. Trial Welds: Trial welds shall be conducted by Welding Technicians prior to each seaming period, every five (5) hours, as weather conditions dictate or as requested by ESI CQC personnel if welding problems are suspected. All trial welds will be conducted under the same conditions as will be encountered during actual seaming. Once qualified by a passing trial weld, Welding Technicians will not change parameters without performing another trial weld.

3.5.2.1. Trial Weld Length: The trial weld shall be made by joining two (2) pieces of geomembrane, each piece at least six inches (6') in width. Trial welds for fusion welds will be approximately 15 feet long md extrusion trial welds will be a minimum of four feet (4') long.

3.5.2.2. Sample Procedure

3.5.2.2.1. Visually inspect the seam for squeeze out, footprint, pressure, and general appearance.

3.5.2.2.2. Cut three (3) one inch (1") wide specimens, one ( 1 ) from the middle of the seam and one foot (1') from each end of the test seam using a one inch (I") die cutter. The specimens shall then be tested in peel using a field tensiometer.

3.5.2.2.3. In order for a trial weld to be considered acceptable, all three specimens must meet the following criteria:

3.5.2.2.3.1.Exhibit Film Tearing Bond (FTB).

3.5.2.2.3.2.1f any specimen is nonconforming the entire procedure shall be repeated. In the case of double track fusion welded seams, both welds must pass in order to be considered acceptable.

3.5.2.2.3.3.If repeat tests utilizing reasonable sets of welding parameters also fail, the seaming apparatus shall not be accepted and shall not be used for seaming until the deficiencies are corrected and a passing test seam is achieved.

3.5.2.3. Trial Weld Documentation

3.5.2.3.1. CQC Coordinator and/or Assistant will be present during peel testing and will record date, time, operator, machine number, ambient and operating temperatures, speed setting, peel values, and passlfail designation.

3.5.2.3.2. All trial weld records shall be maintained on ESl's Trial Weld Form as exhibited in Appendix A.

3.5.2.3.3. The ESI CQC Coordinator andlor Superintendent will give final approval to proceed with welding.

3.5.3. General Seaming Procedures

3.5.3.1. Seaming shall extend into the anchor trench.

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

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

3.5.3.4. Welding Technicians will periodically check machine operating temperature and speed, and mark this information on the geomembrane.

3.5.3.5. Align wrinkles at the seam overlap to allow welding through the wrinkle.

3.5.3.6. Fishmouths" or wrinkles at seam overlaps that cannot be welded through shall be cut along the ridge in order to achieve a flat overlap. The cut "fishmouth or wrinkle shall be heat-tacked flat and extruded or patched with an oval or round patch of the same geomembrane extending a minimum of three inches (3") beyond the cut in all directions.

3.5.3.7. All crosslbutt seams between two (2) rows of seamed panels shall be welded during the coolest time of the day when practical, to allow for typical thermal expansion of the geomembrane.

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

3.5.3.9. All "T" joints produced as a result of cross/butt seams shall be extrusion fillet welded. Overlap on each "leg" of the "T" joint will be trimmed back six inches (6"). Then grind three inches (3") minimum on each of the three (3) legs of the "T" and extrusion weld all of the area prepared by grinding.

3.5.3.10..Whenever possible, Welding Technicians will cut a one inch (1") peel specimen at the end of every seam. Prior to welding the next seam, the specimen will be tested for peel.

3.5.3.1 1..1n the event non-complying seam test strips are encountered, the welding machine will be taken out of service until a passing trial weld is obtained, and additional peel specimens will be taken to localize the flaw.

3.5.3.12. The CQC Coordinator may, after consulting with ESI's Site Superintendent, take destructive samples from any seam, if defects are suspected.

3.5.4. Seaming Documentation

3.5.4.1. Welding Technicians will mark on the liner with permanent markers, such as Mean Streak, at the start of all seams information regarding date, time, Welding Technician ID, machine number, and set temperature. CQC Coordinator or Assistant will record date, time, seam number, Technician ID, machine ID, set temperature, speed, and weather conditions on the ESI Panel Seaming Form (See Appendix A).

3.5.4.2. Welding Technicians will periodically check operating temperature and speed and mark the information along the seam.

3.5.4.3. CQC Coordinator will make periodic checks on welding operations to verify overlap, cleanliness, etc.

4. Seam Testing - Geomembranes

4.1. Concept: The welded seam created by ESl's fusion welding process is composed of a primary seam and a secondary track that creates an unwelded channel. The presence of an unwelded channel permits ESl's fusion seams to be tested by inflating the sealed channel with air to a predetermined pressure and observing the stability of the pressurized channel over time. ESI performs non- destructive air-pressure testing in accordance with the following procedures, developed by ESI and adopted by the Geosynthetic Research Institutes Test Method GM-6.

4.2. Air Pressure Testing

4.2.1. Equipment for Air Testing

4.2.1.1. An air pump (manual or motor driven) capable of generating and sustaining a pressure between 20 to 60 psi.

4.2.1.2. A rubber hose with finings and connections.

4.2.1.3. A sharp hollow needle, or other approved pressure feed device with a pressure gauge capable of reading and sustaining a pressure between 0 to 60 psi.

4.2.2. Procedure for Air Testing

4.2.2.1. Seal both ends of the seam to be tested.

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

4.2.2.3. Inflate the test channel to a pressure of approximately 30 psi, and maintain the pressure within the range listed in Initial Pressure Schedule. Close wlve, observe and record initial pressure.

INITIAL PRESSURE SCHEDULE *

MATERlAL (MIL) MIN. PSI MAX. PSI

* Initial pressure settings are recorded after an optional two (2) minute stabilization period. The purpose of this "relaxation period" is to permit the air temperature and pressure to stabilize. The initial pressure reading may be recorded once stabilization has taken place.

4.2.2.4. Observe and record the air pressure five (5) minutes after the initial pressure setting is recorded. If loss of pressure exceeds the following or if the pressure does not stabilize, locate the suspect area and repair in accordance Section 4.2.3.

MAXIMUM PERMISSIBLE PRESSURE DlFFERENTlAL AFTER 5 MINUTES - HDPEILLDPE

MATERIAL (MIL) PRESSURE DIFF.

40 4 psi 60 3 psi 80 2 psi 100 2 psi

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

4.2.2.6. Remove the pressure feed needle and seal resulting h l e by extrusion welding.

4.2.3. In the event of a Noncomplying Air Pressure Test, the following procedure shall be followed:

4.2.3.1. Check seam end seals and retest seams.

4.2.3.2. If a seam will not maintain the specified pressure, the seam should be visually inspected to bcalize the flaw.

4.2.3.3. If the seam passes the visual inspection remove the overlap left by the wedge welder and vacuum test the entire length of seam in accordance with Paragraph 4.3.

4.2.3.3.1. If a leak is located by the vacuum test, repair by extrusion fillet welding. Test the repair by vacuum testing.

4.2.3.3.2. If no leak is discovered by vacuum testing, the seam will be considered to have passed nomdestructive testing.

4.2.3.4. If one or more peel specimen are in nomcompliance, additional samples will be taken in accordance with Paragraph 4.4.3.

4.2.3.4.1. When two (2) passing samples are located, the length of seam bounded by the two (2) passing test locations will be considered nomcomplying. The overlap left by the wedge welder will be heat tacked in place along the entire length of seams and the nom complying portion of seam will be extrusion fillet welded.

4.2.3.4.2. Test the entire length of the repaired seam by vacuum testing in accordance with Paragraph 4.3.

4.2.4. General Air Testing Procedures

4.2.4.1. The opposite end of the air channel will in all cases he pierced to assure that no blockages of the air channel have occurred.

4.2.4.2. Whenever possible, seams should be air-tested prior to completing butt seams to avoid having to cut into liner. All cuts through the liner, as a result of testing, will be repaired by extrusion welding

4.2.4.3. All needle holes in air channels, within the boundaries of the active cell, will be repaired with an extrusion bead.

4.2.5. Air Pressure Testing Documentation: All information regarding air- pressure testing, (date, initial time and pressure, final time and pressure, passlfail designation, and Technicians number) will be written on one end of the seam, or portion of seam tested. All of the above information will also be logged on the ESI NomDestructive Testing Form as exhibited in Appendix A.

4.3. Vacuum Testing: This test is used on extrusion welds, or when the geometry of a fusion weld makes air pressure testing impossible or impractical, or when attempting to locate the precise location of a defect believed to exist after air pressure testing.

4.3.1. Equipment for Vacuum Testing

4.3.1.1. Vacuum box assembly consisting of a rigid housing with a soft neoprene gasket attached to the open, bottom, a transparent viewing window, port hole or valve assembly, and a vacuum gauge.

4.3.1.2. Vacuum pump or Venturi assembly equipped with a pressure controller and pipe connection.

4.3.1.3. A rubber pressurelvacuum hose with fittings and connections.

4.3.1.4. A bucket and means to apply a soapy solution.

4.3.1.5 A soapy solution.

4.3.2. Procedure for Vacuum Testing

4.3.2.1. Trim any excess overlap from the seam, if any.

4.3.2.2. Turn on the vacuum pump. Compressor to reduce the vacuum box to approximately 10 inches of mercury, i.e., 5 psi gauge.

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

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

4.3.2.5. Close the bleed valve and open the vacuum valve.

4.3.2.6. Apply a minimum of 5 psi vacuum to the area as indicated by the gauge on the vacuum box.

4.3.2.7. Ensure that a leak tight seal is created

4.3.2.8. For a period of approximately 10 seconds, examine the geomembrane through the viewing window for the presence of soap bubbles.

4.3.2.9. After this period close the vacuum valve and open the bleed valve, move the box over the next adjoining area with a minimum three inch (3") overlap, and repeat the process.

4.3.3. Procedure for Non-Complying Test

4.3.3.1. Mark all areas where soap bubbles appear and repair the marked areas in accordance with Paragraph 5.3.

4.3.3.2. Retest repaired areas.

4.3.4. General Vacuum Testing Procedures

4.3.4.1. Vacuum box testing will be performed by qualified construction personnel.

4.3.4.2. Overlap must be trimmed prior to vacuum boxing all seams.

4.3.4.3. Special attention shall be exercised when vacuum testing "T" seams or patch intersections with seams.

4.3.5. Vacuum Testing Documentation

4.3.5.1. Vacuum testing crew will use Mean Streak permanent markers to write on liner indicating tester's ID number, date, and passlfail designation on all areas tested.

4.3.5.2. Records of vacuum testing will be maintained by the CQC Coordinator or testing crew on ESI Repair Report Form as exhibited in Appendix A.

4.4. Destructive Testing

4.4.1. Concept: The purpose of destructive testing is to determine and evaluate seam strength. These tests require direct sampling and thus subsequent patching. Therefore, destructive testing should be held to a minimum to reduce the amount of repairs to the geomembrane.

4.4.2. Procedure for Destructive Testing

4.4.2.1. Destructive test samples shall be marked and cut out randomly at a minimum average frequency of one (1) test location every 500 feet of seam length, unless otherwise specified or agreed.

4.4.2.2. Location of destructive samples will be selected by CQC Coordinator (or the third party QA Representative), with samples cut by ESI Construction Personnel.

4.4.2.3. Destructive samples should be taken and tested as soon as possible after the seams are welded (the same day), in order to receive test results in a timely manner.

4.4.2.4. Qualified ESI personnel will observe all field destructive testing and record date, time, seam number, location, and test results on ESI Destructive Testing Form as contained in Appendix A.

4.4.2.5. All destructive test locations with passlfail designation will be marked on liner with permanent markers, such as Mean Streak.

4.4.2.6. Sample Size

4.4.2.6.1. The sample should be twelve nches (12") wide with a seam sixteen inches (16") long centered lengthwise in the sample. The sample may be increased in size to accommodate independent laboratory testing by the Owner at the Owner's request or by specific project specifications.

4.4.2.6.2. A one inch (1") specimen shall be cut from each end of the test seam for field testing.

4.4.2.6.3. The two (2) one inch (I") wide specimens shall be tested on a field tensiometer for peel strength. If either field specimen does

not pass, it will be assumed the sample would also not pass specified destructive testing.

4.4.2.6.4. The procedure outlined in Paragraph 4.4.3 shall be followed to locate passing samples for specified testing.

4.4.3. Procedure for Non-Complying Destructive Test

4.4.3.1. Cut additional field samples for peel testing. In the case of a field production seam, the samples must lie a minimum of ten feet (10') in each direction from the location of the initial noncomplying sample. Perform a field test for peel strength. If these field samples pass, then full samples can be cut for specified testing.

4.4.3.1.1. lf the full samples pass, then repair the seam between the two (2) passing sample locations according to procedures detailed in Section 5.3.

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

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

4.4.3.3. In cases of repaired seams exceeding 150 consecutive feet, a sample must be taken and pass destructive testing from within the zone in which the seam has been reconstructed. Each destructive must be considered a seam.

4.4.3.4. All destructive seam samples shall be numbered and recorded on ESI's Destructive Test Form as exhibited in Appendix A.

4.5. Specified Testing of Destructive Seam Samples

4.5.1. Full Destructive Seam Testing: Full destructive samples will be tested by ESI when required by the sie specific QC plan or in the event that third party destructive testing is not being performed. Full samples will be tested under appropriate conditions on site unless off site laboratory testing is required by the site supervisor.

4.5.2. Destructive samples will be tested for "shear strength" and "Peel Adhesion" (ASTM D4437 as modified by ESI). Five (5) specimens shall be tested for each test method. Four (4) out of the five (5) specimens must

exhibit FTB (as defined by NSF Standard Number 54- 1993) for each round of peel and shear testing.

5. Defects and Repairs

5.1. ESl's CQC Coordinator andlor Project Superintendent shall conduct a detailed walk through and visually check all seams and nowseam areas of the geomembrane for defects, holes, blisters, and signs of damage during installation.

5.2. All other ESI installation personnel shall, at all times, be on the lookout for any damaged areas. Damaged areas shall be marked and repaired.

5.3. Repair Procedures: Any portion of the geomembrane or geomembrane seam showing a flaw, or having a destructive or nowdestructive test in nowcompliance shall be repaired. Several procedures exist for repair and the decision as to the appropriate repair procedure shall be made by ESl's Project Superintendent. Procedures available for repair include the following:

5.3.1. Patching - used to repair large holes, tears, and destructive sample locations. All patches shall extend at least three inches (3") beyond the edges of the defect and all comers of patches shall be rounded.

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

5.3.3. Spot Welding or Seaming - used to repair small tears, pinholes, or other minor localized flaws.

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

5.3.5. Extrude overlap along the length of fusion welded seams.

5.3.6. Removal of a seam and replacement with a strip of new material seamed into place.

5.4. Verification of Repairs: Every repair shall be nowdestructively tested. Repairs which pass the nowdestructive test shall be deemed acceptable. Repairs in excess of 150 consecutive feet require a destructive test. Non-destructive testing of repair shall be logged on an ESI Repair Report Form when specified as exhibited in Appendix A.

6. Geotextiles

6.1. Handling and Placement: All geotextiles sh l l be handled in a manner to ensure they are not damaged. The following special handling requirements shall be adhered to:

6.1.1. On slopes, the geotextiles shall be secured in the anchor trench and then rolled down the slope when practical. In any event it should be deployed in such a manner as to continually keep the geotextile sheet in sufticient tension to reduce folds and wrinkles.

6.1.2. In presence of wind, all geotextiles shall be weighted with sandbags or the equivalent.

6.1.3. Geotextiles shall be cut using an approved cutter, (i.e. hook blade, scissors, etc.). If the material is being cut in place, special care must be taken to protect other geosynthetic materials from damage.

6.1.4. Care shall be taken not to entrap stones or excessive dust that could damage the geomembrane, or generate clogging of drains or filters.

6.2. Seams and Overlaps: Geotextiles may be seamed by thermal bonding or by sewing.

6.2.1. On slopes steeper than ten (10) horizontal to one (1) vertical, it is recommended that geotextiles be continuously sewn along the entire length of the seam. Geotextiles shall be overlapped a minimum of four inches (4") prior to sewing.

6.2.2. On bottoms and slopes shallower than ten (10) horizontal to one (1) vertical, geotextiles can be either sewn as indicated above or thermally bonded. If thermally bonded the geotextile shall be overlapped a minimum of four inches (4") prior to seaming.

6.3. Repairs - Any holes or tears in the geotextile shall be repaired as follows:

6.3.1. On Slopes: A patch made from the same geotextile shall be seamed into place. Should any tear exceed 10% ofthe width of the roll, that roll shall be removed from the slope and replaced.

6.3.2. Horizontal Areas: A patch made from the same geotextile shall be spot- seamed in place with a minimum of twelve inches (12'7 overlap in all directions.

7. Geonets

7.1. Handling and Placement: The geonets shall be handled in such a manner as to ensure the geonets are not damaged in any way.

7.1.1. On slopes, the geonets shall be secured in the anchor trench and then rolled down the slope in such a manner as to continually keep the geonet sheet in tension. If necessary, the geonet shall be positioned by hand after

being unrolled to minimize wrinkles. Geonets can be placed in the horizontal direction (i.e., across the slope) in some special locations (i.e., where extra layers are required or where slope is less than 10:l). Such locations shall be identified by the Design Engineer in the project drawings.

7.1.2. Geonets shall not be welded to geomembranes. Geonets shall be cut using approved cutters, (i.e., hook blade, scissors, etc.). Care should be taken to prevent damage to underlying layers.

7.1.3. Care must be taken not to entrap dirt in the geonet that could cause clogging of the drainage system. and/or stones that could damage the adjacent geomembrane.

7.2. Layering and Tying of Geonet : When several layers of geonets are installed, care should be taken to prevent the strands of one layer from penetrating the channels of the next layer. Adjacent geonets shall be joined according to the following requirements.

7.2.1. Adjacent rolls shall be overlapped by at least four inches (4") and securely tied.

7.2.2. Tying can be achieved by plastic fasteners. Tying devices shall be white or yellow for easy inspection. Metallic devices are not allowed.

7.2.3. Tying shall be five (5) to ten (10) feet along the bottom, every five (5) feet along the slope every two feet (2') across the slope and at top of berm and into anchor trench at least with one foot ( I ') intervals.

7.2.4. In the comers of the side slopes where overlaps between perpendicular geonet strips are required, an extra layer of geonet shall be unrolled along the slope, on top of the previously installed geonets, from top to bottom of the slope.

7.2.5. When more than one layer of geonet is installed, overlaps must be staggered and layers ties together.

7.3. Repairs: Any holes or tears in the geonet shall be repaired by placing a patch extending two feet (2') beyond edges of the hole or tear. The patch shall be secured to the original geonet by tying every twelve inches (12"). lfthe hole or tear width across the roll is more than 50% the width of the roll, the damaged area shall be cut out, and the two (2) portions of the geonet shall be joined.

8. Geocomposites

8.1. Handling and Placement: All Geocomposites shall be handled in a manner to ensure they are not damaged. The following special handling requirements shall be adhered to:

8.1.1. On slopes, the geocomposites shall be secured in the anchor trench and then rolled down the slope when practical. In any event it should be deployed in such a manner as to continually keep the geocomposite sheet in suff~eient tension to reduce folds and wrinkles.

8.1.2. In the presence of high wind, all geocomposites shall be weighed with sandbags or the equivalent.

8.1.3. Geocomposite shall be cut using an approved cutter, i.e. hook blade. If the material is being cut in place, special care must be taken to protect other geosynthetie materials from damage.

8.1.4. Care shall be taken not to entrap stones or excessive dust that could damage the geomembrane, or generate clogging of drains or filters.

8.2. Seams and Overlaps: Geocomposites may be seamed by thermal bonding or by sewing. No horizontal seams shall be allowed on side slopes greater than 4: 1.

8.2.1. On slopes steeper that ten (10) horizontal to one (1) vertical, it is recommended that geocomposites be continuously sewn. The geotextile must be overlapped by at least three inches (37 , the geonet overlap by at least four inches (4").

8.2.2. On bottoms and slopes shallower than ten (10) horizontal to one (1) vertical, geocomposites can be either sewn as indicated above or thermally bonded.

8.2.3. Tying of the geonet will be with plastic fasteners. Tying devices shall be white or yellow for easy inspection. Metallic devices are not allowed.

8.2.4. Tying shall be every five (5) to (10) feet across the bottom, every five feet (5') along the slope, at the top of the berm and into anchor trench at least with one foot (I:) intervals. End to end joints on the bottom will be overlapped two feet (2') with no tying.

8.3. Repairs: The repair will be observed and if smaller than three feet (3') by three feet (3') the geocomposite will be repaired. If the tear or hole is larger, then the roll will be cut and a butt joint placed.

8.3.1. If the geonet is undamaged, and the geotextile is damaged, a patch of geotextile shall be placed. The geotextile patch shall be thermally bonded in place with a minimum of thermally bonded in place with a minimum of twelve inches (12") overlap in all directions.

8.3.2. If the geonet is damaged, the damaged geonet shall be removed. A section of geonet shall be cut to replace the removed section. The geonet shall be tied to the existing geonet using plastic fasteners placed at least every six inch (6") overlay. A geotextile patch shall be placed over the repaired geonet section. The phce with a minimum of twelve inch (12") overlap in all directions.

9. Geosynthetic Clay Liners

9.1. Storage

9.1.1. Geosynthetic clay liner rolls must always be stored in a location where they will not be exposed to excessive moisture.

9.2. Handling and Placement

9.2.1. On slopes, geosynthetic clay liners should be placed with overlap oriented parallel to the maximum slope oriented parallel to the maximum slope (i.e. down the slope, not across the slope).

9.2.2. Adjoining panels of geosynthetic clay liners should be overlapped a minimum if six inches (6").

9.2.3. Geosynthetic clay liners should never be installed in standing water or while rain is falling.

9.2.4. Geosynthetic clay liners should always be installed with appropriate side UP.

9.2.5. Rolls should be pulled tight to smooth out any creases or irregularities.

9.2.6. Precautions should be taken to avoid damage to any underlying geosynthetic materials while placing the geosynthetic clay liners.

9.2.7. Cover geosynthetic clay liners with geomembrane or other cover materials after placement to avoid damage from precipitation.

9.3. Repairs

9.3.1. Repairs to cuts or tears in installed rolls should extend a minimum of six inches (6") beyond the area in need of repair. Repair pieces should be held in place until cover material has been placed.

10. Geogrids

10.1. Geogrids will be shipped, stored and installed in accordance with the manufacturers recommended installation procedures

The procedures described herein are those in effect as of January 1, 2004. Environmental Specialties International, Inc. reserves the right to deviate from these procedures in order to keep abreast of changes in technology.

APPENDIX A

FORMS

ENVIRONMENTAL SPECIALTIES INTERNATIONAL, INC. Material Delivery I

Inventory Checklist

Page of

Date:

Project#:

Location:

QC ID:

Project Name:

Material Type:


SUBGRADE ACCEPTANCE

PROJECT NAME:

PROJECT NUMBER:

OWNER:

LOCATION:

I, undersigned, a duly appointed representative of Environmental Specialties International, Inc.. have visuallv obsewed the soil subarade surface described below, and found it to be an acceptable surface on which to install geomembrane.

The certification is based on 0b~elvation~ of the subgrade only. No subterranean inspections or tests have been performed by Environmental Specialties International, Inc. and ESI makes no representations or warranties regarding conditions which may exist below the surface of the subgrade. Environmental Specialties International, Inc. accepts no responsibility for conformance of the subgrade to this project's specifications.

Area Being Accepted :

Date:

Signature:

Name:

Title:


Date:

Signature:

Name:

Title:

Company:

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PROJECT NAME:


PANEL SEAMING FORM

PROJECT NO. PAGE of

DatelTime Seam # Panel # Seam Length Seamer ID Machine ID Seaming Direction Comments


TRIAL WELD INFORMATION

PROJECT NAME: PROJECT NO. PAGE - of -

el Values lbslinch Shear Values lbslinch

PROJECT NAME:

ENVIRONMENTAL SPECIALTIES INTERNATIONAL. INC.

NON-DESTRUCTIVE TESTING FORM

PROJECT NO. PAGE of

ENVIRONMENTAL SPECIALTIES INTERNATIONAL, INC

DESTRUCTIVE TEST LOG

PROJECT NAME: PROJECT NO. PAGE of


REPAIR REPORT

PROJECT NAME: PROJECT NO. PAGE of

QC Daily Field Report


DATE: PROJECT # : DAY #: PROJECT NAME: QIC ID: CLIENT: SUPERINTENDENT: LOCATION:

AMBIENT TEMPERATURE RANGE: to

Installed to Date Total to Date Square Ft. of Mil Liner Primary:

Sewndaly: Textured:

Square Ft. of Mil Liner Primary: Secondary: Textured:

Linear Ft. Seamed

Linear Ft. Reconstructed

Primary: Sewndary: Textured:

FieldlLab Samples:

Primary: Secondary: Textured:

Linear Ft. Ext. Weld for Tie-In

Percentage Detailed Today Percentage Air-Tested Today Percentage V-Box Today

Type Installed Today Geonet Geotextile Type GCL Composite

Total to Date Total to Date Total to Date

Installed to Date

Failure Rate equals Number of lnitial Lab or Field Failures (divided by) Number of Initial Samples x 100 equals ("10)

# Todav #To Date %to Date lnitial Destruct. Samples ONLY! lnitial Failures Field + Lab Tracking Destruct. Samples

Comments:

DAILY FIELD LOG

PROJECT NAME: PROJECT #: DATE: SUPERVISOR:

I ENVIRONMENTAL SPECIALTIES INTERNATIONAL, INC. I ACCEPTANCE FOR WORK COMPLETED

PROJECT: LOCATION: DATE: PROJECT NO.

Billing Information Owner Representative:

Owner:

Billing Address:

The undersigned, as owner or authorized agent for owner, states that he has inspected the below listed project and found it completed in accordance with engineering design specifications.

kterial Type: Total Sq. Ft.: Material Type: Total Sq. Ft.: Material Type: Total Sq. Ft.: Material Type: Total Sq. Ft.: Material Type: Total Sq. Ft.: Material Type: Total Sq. Ft.: Material Type: Total Sq. Ft.: Material Type: Total Sq. Ft.: Material Type: Total Sq. Ft.: Material Type: Total Sq. Ft.: Rain Flap: TexturedlSmooth Weld: Rain Flap Weld: Tie-In Weld: Boots:

COMMENTS:

ESI Representative OwnerIContractor Q AIQC

- -

880-765-8969 972-337-7113 FAX 972-337-7233

August 05,2005

James Land ESI 7943 Pecue Lane Baton Rouge, LA 70809

To whom it concerns:

Environmental Specialties International, Inc. is an installer and supplier of Poly-Flex, Inc. geomembranes.

Sincerely,

Erik Simpson Vice-President

ENVIRONMENTAL SPECIALTLES INTERNATIONAL, INC. TWO-YEAR INSTALLATION

LIMITED WARRANTY FOR MEMBRANE LINERS INSTALLATION ONLY

Project: (PROJECT NAME)

Subject to the terms and conditions set forth below, ESI warrants to (Purchaser) that the installation of HDPE membrane liner sold to (Purchaser) pursuant to (PROPOSAL NUMBER) at the above referenced Project was performed in a good and workmanlike manner for a period of two years from the date upon which installation was completed.

The Warranty does not cover any damage to the liner material or defects in the liner material found to have been a result of misuse, abuse or conditions existing after installation including, but not limited to, malicious mischief; vandalism; sabotage; fire; acts of God; acts of the public enemy: acts of war or public rebellion; severe weather conditions of all types; damage due to any of the following: ice, wind, subsidence, chemicals harmful to the liner, machinery, foreign objects or animals. The liner material will be warranted by the manufacturer only not Environmental Specialties International, Inc. In the event circumstances are found to exist which (Purchaser) believes may give rise to a claim under the Warranty, the following procedure shall be followed:

a. (Purchaser) shall give ESI written notice of the facts and circumstances of said claim within 10 days of becoming aware of said facts and circumstances. Said notice shall be sent by registered or certified mail, return receipt requested, postage prepaid, addressed to Kevin Simms, ESI 7943 Pecue Lane, Suite A, Baton Rouge, LA 70809. The words "WARRANTY CLAIM' shall be clearly marked on the face of the envelope in the lower right hand comer. Said notice shall contain, at a minimum, the name and address of the owner, t k name and address of the installation, the date upon which the installation was completed and the facts known to (Purchaser) upon which the claim is based. Failure to provide ESI with timely notice of the claim shall void the Warranty.

b. Within twenty days after receipt of the notice described in paragraph a, above, ESl shall inspect the allegedly defective liner. (Purchaser) shall pay the expenses incurred by ESI in making the inspection, including current per diem rates for personnel involved in making the inspection, in the event ESI determines that the claim is not covered by the Warranty.

c. (PURCHASER) SHALL NOT REPAIR, REMOVE, ALTER, OR DISTURB ANY LINER, NOR SHALL (PURCHASER) ALLOW ANYONE ELSE TO REPAIR, REPLACE, REMOVE, ALTER, OR DISTURB ANY LINER PRIOR TO SUCH INSPECTION PROVIDED; HOWEVER, THAT (PURCHASER) MAY TAKE EMERGENCY ACTION NECESSARY TO PREVENT DAMAGE TO PERSONS, PROPERTY OR THE ENVIRONMENT. A FAILURE TO STRICTLY COMPLY WITH THIS PARAGRAPH SHALL VOID THE WARRANTY.

d. If it is determined that the claim is covered by the Warranty, ESI shall either repair or replace so much of the liner as is defective. THE REMEDIES PROVIDED HEREIN ARE THE EXCLUSlVE REMEDIES AVAILABLE UNDER THE WARRANTY. Any determination as to whether the claim is covered by the Warranty or what constitutes the appropriate method of remedying a defect will be made by ESJ after consultation with Purchaser).

e. (Purchaser) agrees that it shall provide ESI with clean, dry and unobstructed access to the damaged or defective liner in order for ESI to perform the inspections and repairs, which may be required pursuant to the Warranty. ESI shall not be liable for any costs relating to providing access to the liner.

THE REMEDIES PROVIDED TO (PURCHASER) HEREIN ARE THE EXCLUSIVE REMEDIES AVAILABLE UNDER THE WARRANTY AND ARE INTENDED FOR THE SOLE BENEFIT OF (PURCHASER). NEITHER THE WARRANTY NOR ANY RIGHTS HEREUNDER SHALL BE ASSIGNABLE. ESI SHALL HAVE NO LIABILITY UNDER THE WARRANTY TO THIRD PARTIES OR STRANGERS TO THlS AGREEMENT. THE WARRANTY SET FORTH ABOVE IS THE ONLY WARRANTY APPLICABLE TO THE LINER AND ALL OTHER WARRANTIES, EXPRESSED OR IMPLIED, INCLUDING, BUT NOT LIMITED TO, ANY WARRANTY OF MERCHANTABILITY OR FITNESS FOR A PARTICULAR PURPOSE ARE DISCLAIMED. IN NO EVENT SHALL ESI BE LIABLE IN CONTRACT, TORT OR OTHERWISE FOR ANY DIRECT, INCIDENTAL, SPECIAL OR CONSEQUENTIAL DAMAGES FOR, RESULING FROM, OR IN CONNECTION WITH, THE USE OF THE LINER. IN THE EVENT THE EXCLUSIVE REMEDY PROVEDED HEREIN FAILS IN ITS ESSENTIAL PURPOSE, AND IN THAT EVENT ONLY, (PURCHASER) SHALL BE ENTITLED TO RETURN OF THE PURCHASE PRICE FOR SO MUCH OF THE MATERIAL AS ESI DETERMINES TO HAVE VIOLATED THE WARRANTY PROVEDED HEREIN.

Except for the warranty set forth above, no representation or warranty made by any sales or other representative of ESI, or any other person, concerning the liner shall be binding upon ESI.

This warranty shall not be effective until full payment has been made to ESI. Any waiver of the terms and conditions of the Warranty shall be in writing signed by EST. The failure to insist upon strict compliance with any of the terms and conditions contained herein shall not act as a waiver of strict compliance with all of the remaining terms and conditions of the Warranty and shall not act as a waiver as to any of the terms and conditions of the Warranty as to future claims under the Warranty.

ENVIRONMENTAL SPECIALTIES INTERNATIONAL, 1NC.

By: ............................................................................................. Kevin Simms, Vice-President

.......................................................................................... Date:

Acceptance: The foregoing Warrarty is hereby duly accepted and shall become a binding Warranty upon approval.

Accepted by: Approved by:

I have read and agree to the terms and conditions of the Warranty.

....................................................... BY: ................................................. BY:

TITLE: ..................................... ... ....... TITLE: ..................................................

DATE: ............................................. DATE: ...................................................

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Peel Values Ibslinch Shear Values Ibslinch

Engineer's Certification Report For Cells 11 and 12 Composite Liner System M i p p i County Class 1 Landt?ll

ADEQ Permit No. 13BS1-R3 December 7.2005

APPENDIX H

60 MIL HDPE GEOMEMBRANE LINER LABORATORY DESTRUCTIVE TESTING RESULTS

Northstar Engineering Consultants, Inc. Appendii H

TRI I Environmental, Inc. A Texas Research lnlernafional Company

October 14.2005

Mail To:

Mr. Shawki Ai-Madhoun, P.E. Northstar Englneerlng 21 1 South Main Street Bentonville, AR 72712

Bill To:

<= Same (Project # 078C)



Thank you for consulting TRIIEnvironmental, Inc. (TRI) for your geosynthetics testing needs TRI is pleased to submit this final report for laboratory testing.

Project: Mississippi County Landfill


Material@) Tested: 9 Heat Fusion Weld Seam(s) 1 Single Extrusion Weld Seam@)

Test@) Requested: SAME DAY Peel and Shear (ASTM D 6392lGRI GM19ID 4437lNSF 54)

)codes I AD Adhesion failure (100% Peel) BRK Break in sheeting away from Seam edge SE Break in sheeting at edge of seam AD-BRK Break in sheeting after some adhesion failure - partial peel SIP Separation in the plane of the sheet (leaving the bond intact) FTB Film tearing bond (all non "AD" failures) NON-FTB 100% peel


Sincerely,

Melissa Hunter Project Manager Geosynthetic Setvices Division w.GeosyntheticTesting.com

page 1 of 6 GeosyntheticTestIng.com

9063 Bee Caves Road I Austin, TX 78733 1 512 263 2101 1 fax: 512 263 2558

TRI I Environmental, Inc. A Texas Research International Company

DESTRUCTIVE SEAM QUALITY ASSURANCE TEST RESULTS TRI Client: Northstar Engineering

Project: Mississippi County Landfill Material: HDPE SAME DAY Peel and Shear (ASTM D 6392lGRI GM19ID 44371NSF 54) TRI Log #: E2251-08-04

TEST REPLICATE NUMBER PARAMETER 1 2 3 4 5

Sample ID: DS-1 Weld: Heat Fusion

Peel Strength (ppi) 127 142 138 131 145 :: Peel Incursion (%) <25 <25 <25 c25 <25 $ Peel Locus of Failure Code SE SE SE SE SE

Peel NSF Failure Code FTB FTB FTB FTB FTB

Peel Strength (ppi) 122 120 123 128 m

122 , Peel Incursion (%) c25 <25 c25 <25 c25 g Peel Locus of Failure Code SE SE SE SE SE


Shear Strength (ppi) 167 151 158 148 165 Shear Elongation @ Break (%) >50 >50 >50 >50 >50

Sample ID: DS-2 Weld: Heat Fusion

Peel Strength (ppi) 118 116 123 123 116 2 Peel Incursion (%) <25 c25 c25 c25 <25

Peel Locus of Failure Code SE SE SE SE SE Peel NSF Failure Code FTB FTB FTB FTB FTB

Peel Strength (ppi) m

132 127 122 122 129 Peel Incursion (%) c25 c25 <25 c25 c25

2 Peel Locus of Failure Code SE SE SE SE SE Peel NSF Failure Code FTB FTB FTB FTB FTB


The testing is based upan accepted industry practice as well as the test method listed. Test results reparted herein do not apply

to samples olher than those tested. TRI neither accepts responsibility far nor makes claim as to me final use and purpose of the m

TRI obsewes and maintains dient mnfidentiality. TRI limits repmductiin of this repart, except in full, wlhout prior appmval of TRI

MEAN

Peel A 1 1

Peel B 11237

Shear

Peel A j7iq

Peel B j 7zq

Shear

page 2 of 6 GeosyntheticTesting.com

9063 Bee Caves Road /Austin, TX 78733 1512 263 2101 1 fax: 512 263 2558

TRI I Environmental, Inc. A Texas Research international Company


Project: Mississippi County Landfill Material: HDPE SAME DAY Peel and Shear (ASTM D 63921GRI GM191D 4437lNSF 54) TRI Log #: E2251-08-04

Weld: Heat Fusion I


Peel Strength (ppi) 2 Peel Incursion (%)

MEAN

2 Peel Locus of Failure Code SE SE SE SE SE Peel NSF Failure Code FTB FTB FTB FTB FTB I

Samole ID: DS-3 I


Peel lncursion (%) . . $ Peel Locus of Failure Code SE SE SE SE SE

Peel NSF Failure Code FTB FTB FTB FTB FTB I

Weld: Heat Fusion I


Peel Strength (ppi) Peel lncursion (%) Peel Locus of Failure Code Peei NSF Failure Code

Shear

Peel Strength (ppi) m , Peel incursion (%)

Peel Locus of Failure Code Peel NSF Failure Code

Shear Strength (ppi)

Shear Elongation @ Break (%)

128

<25 SE FTB

120

C25 SE FTB

120 138

<25 <25 SE SE FTB FTB

148 115

c25 <25 SE SE FTB FTB

117

C25 SE FTB

143

<25 SE FTB

114

C25 SE FTB

147

C25 SE FTB

Peel A

Peei B 11351

Shear

The testing is based upon accepted industry practice as well as the test method listed. Test results reported herein do not apply

to sampies aher man those tested. TRi neither accepts responsibility far nor makes claim as to the final use and pumose of the material.

TRI obsewes and maintains client confidentiality. TRI l imb reproduction of this repart, except in full, without prior appmvai of TRI.


9063 Bee Caves Road I Austin. TX 78733 I512 263 2101 /fax: 512 263 2558



Project: Mlssissippi County Landfill Material: HDPE SAME DAY Peel and Shear (ASTM D 63921GRI GM191D 44371NSF 54) TRI Log #: E225148-04

Weld: Heat Fusion I

TEST REPLICATE NUMBER PARAMETER 1 2 3 4 5 MEAN


Peel incursion (%)

Samole ID: DS-5 I

Peel Strength (ppi) 135 137 138 138 138 2 Peel Incursion (%) c25 <25 c25 <25 ~ 2 5 $ Peel Locus of Failure Code SE SE SE SE SE


$ Peel Locus of Failure Code SE SE SE SE SE Peel NSF Failure Code FTB FTB FTB FTB FTB I

Peel A

j 7 7 i

Shear Strength (ppi) Shear Elongation @ Break (%)

I Sample ID: DS-6 Weld: Heat Fusion

170 158 162 157 171 >50 >50 >50 >50 >50

Peel Strength (ppi) 2 Peel lncursion (%) $ Peel Locus of Failure Code

Peel NSF Failure Code

Shear

SE SE SE SE SE FTB FTB FTB FTB FTB I 118 118 119 114 116 C25 c25 C25 <25 C25

Peel A

j 7 7 q


119 126 120 110 110 Peel Incursion (%) c25 c25 <25 <25 c25

$ Peel Locus of Failure Code SE SE SE SE SE Peel NSF Failure Code FTB FTB FTB FTB FTB

The testing is based upon accepted industw practice as well as the test method listed. Test results repolted herein do not apply

10 Samples other than those tested. TRI neither accepts responsibility for not makes claim as to the final use and purpose of the material.

TRI observes and maintains client canfidentiality. TRI limits reproduction ofthis report, except in full, without prior approval ofTRI.

Peel B

Shear Strength (ppi) 149 158 154 149 157 Shear Elongation @ Break (%) >50 >50 >50 250 >50

page 4 of 6 GeosynthetlcTesting.com

9063 Bee Caves Road /Austin, TX 787331 512 263 2101 /fax: 512 263 2558

Shear



Project: Mlssisslppi County Landfill Material: HDPE SAME DAY Peel and Shear (ASTM D 6392lGRI GM19ID 4437iNSF 54) TRI Log #: E225148-04

Weld: Heat Fusion I


Peel Strength (ppi) 121 119 121 125 119

2 Peel Incursion (%) c25 c25 c25 ~ 2 5 425 Peel Locus of Failure Code SE SE SE SE 5E Peel NSF Failure Code FTB FTB FTB FTB FTB

MEAN

Peel A

Sample ID: DS-7 I

Peel Strength (ppi) m . Peel Incursion (%) $ Peel Locus of Failure Code

Peel NSF Failure Code FTB FTB FTB FTB FTB I

I Sample ID: DS-8 Weld: Heat Fusion I

Shear Strength (ppi) 148 143 151 147 151 Shear Elongation @ Break (%) >50 >50 >50 >50 s50

Peel Strength (ppi) 2 Peel Incursion (%)

Shear

i 7 i q

$ Peel Locus of Failure Code SE SE SE SE SE Peel NSF Failure Code FTB FTB FTB FTB FTB I Peel Strength (ppi)

m , Peel Incursion (%) $ Peel Locus of Failure Code SE SE SE SE

Peel NSF Fa~lure Code FTB FTB FTB FTB FTB sE I

The testing is based upon accepted industry practice as well as the tesl method listed. Test results repolted herein do not apply

to samples other than those tested. TRi nether accepts responsibility for nor makes claim as to the final use and purpose of the material.

TRI observes and maintains client confidentiality. TRI limits repmduction of this report, except in full, without prior approval of TRi.



9063 Bee Caves Road I Austin, TX 78733 1512 263 2101 /fax: 512 263 2558

Shear

TRI I Environmental, Inc. A Texas Research lntemational Company


Project: Mississippi County Landfill Material: HDPE SAME DAY Peel and Shear (ASTM D 63921GRl GM19ID 4437lNSF 54) TRI Log #: E2251-08-04

TEST REPLICATE NUMBER I PARAMETER 1 2 3 4 5 I MEAN

S a m ~ l e ID: DS-9 I Weld: Heat Fusion I

Peel Strength (ppi) m . Peel Incursion (%)

Peel Strength (ppi) 144 132 137 142 137

Peel Incursion (%) c25 <25 <25 c25 125 Peel Locus of Failure Code SE SE SE SE SE Peel NSF Failure Code FTB FTB FTB FTB FTB

5 Peel Locus of Failure Code SE SE SE SE SE Peel NSF Failure Code FTB FTB FTB FTB FTB I

Peel A

j 7 q

Sample ID: DS-10 Weld: Single Extrusion

Peel Strength (ppi) 54 57 80 113 48 Peel Incursion (%) 100 c25 100 50 75 Peel LOCUS 01 Failure Code AD SE AD AD-BRK AD-BRK Peel NSF Failure Code NON-FTB FTB NON-FTB FTB FTB


Shear

1-1

The testing is based upon accepted industry practice as well as the test method listed. Test results reported herein do not apply

to Samples other than those tested. TRI neither accepts responsibility for nor makes claim as to the final use and pumose of the material.

TRI observes and maintains client confidentiality. TRI limits repmduction of this report, except in full, without piior approval of TRI.



9063 Bee Caves Road I Austin, TX 78733 1512 263 2101 1 fax: 512 263 2558

Shear

i7iq

TRI I Environmental, Inc. A Texas Research lnfernafional Company

December 7.2005

Mail To:

Mr. Shawki Al-Madhoun, P.E. Northstar Engineering 21 1 South Main Street Bentonville, AR 72712

Bill To:

c= Same (Project # 078C)



Thank you for consulting TRIIEnvironmental. Inc. (TRI) for your geosynthetics testing needs TRI is pleased to submit this final report for laboratory testing.

Project: Mississippi County Landfill, Cells 11 and 12


Material@) Tested: 1 Single Extrusion Weld Seam@)

Test@) Requested: SAME DAY Peel and Shear (ASTM D 6392lGRI GMISID 4437lNSF 54) Thickness (ASTM D 5199) Tensile Properties Stress @ Yield I Stress @ Break (ASTM D 638lGRI GM13)

Data Pending => Oxidative Induction time (ASTM D 3895) Data Pending => Microtome Obsewations

Codes AD Adhesion failure (100% Peel) BRK Break in sheeting away from Seam edge SE Break in sheeting at edge of seam AD-BRK Break in sheeting after some adhesion failure - partial peel SIP Separation in the plane of the sheet (leaving the bond intact) FTB Film tearing bond (all non "AD" failures) NON-FTB 100% peel


Sincerely,

Melissa Hunter Project Manager Geosynthetic Services Division www.GeosyntheticTesting.com


9063 Bee Caves Road I Austin. TX 78733 1512 263 2101 I fax: 512 263 2558



Project: Mississippi County Landfill Material: HDPE SAME DAY Peel and Shear (ASTM D 63921GRI GM191D 44371NSF 54) TRI Log #: E2251-59-03

The testing is based upon accepted industry pactice as well as the test method listed. Test results repoiled herein do not apply

to Samples other than those tested. TRI neither accepts msponribilii for nor maker claim as to the flnal use and purpose of the material.

TRI observes and maintains client canfldentiality. TRI limits repmduction of this report, except in full, wkhout prior appmval of TRI.

TEST REPLICATE NUMBER P A W E T E R I 2 3 4 5 Sample ID: DS-10 (Retest) Weld: Single Extrusion

Peel Strength (ppl) 129 120 130 112 92

Peel Incursion (%) <25 100 ~ 2 5 ~ 2 5 25

Peel LOCUS of Failure Code SE AD SE SE AD-BRK Peel NSF Failure Code FTB NON-FTB FTB FTB FTB

Shear Strength (ppi) 154 153 153 154 155

Shear Elongation @ Break (%) >50 >50 >50 >50 >50

' Technician observed that the welding bead was not located at the center of the seam on specimen 2.

Thickness (ASTM D 5199)

Thickness (mils) 61 62 62 61 62 60 62 63 64 60

Tensile (ASTM D 6381GRI GMI3)

Stress @ Yield (psi) 2475 2492 2533 2508 2475

Stress @ Break (psi) 5459 5443 5433 5639 5344

Note: Tensile specimens cut perpendicular to seam from bottom (smooth) panel. Unable to determine machine or cross direction.

page 2 of 2 GeosyntheticTestlng.com

9063 Bee Caves Road 1 Austin. TX 78733 / 512 263 2101 /fax: 512 263 2558

MEAN

e l

Shear

-1

El 1 cc min.

Mean

-1 25

1 108

TRI 1 Environmental, Inc. A Texas Research international Company

October 18,2005

Mail To:

Mr. Shawki Ai-Madhoun, P.E. Northstar Engineering 211 South Main Street Bentonville, AR 72712

Bill To:

<=Same (Project # 078C)



Thank you for consulting TRI/Environmental, Inc. (TRI) for your geosynthetics testing needs. TRi is pleased to submit this final report for laboratoly testing.

Project: Mississippi County Landfill


Material(s) Tested: 1 Single Extrusion Weld Seam@)

Test@) Requested: SAME DAY Peel and Shear (ASTM D 63921GRI GM19ID 4437lNSF 54)

Codes AD Adhesion failure (100% Peel) BRK Break in sheeting away from Seam edge SE Break in sheeting at edge of seam AD-BRK Break in sheeting after some adhesion failure - partial peel SIP Separation in the plane of the sheet (leaving the bond intact) FTB Film tearing bond (all non "AD" failures) NON-FTB 100% peel


Sincerely,

Melissa Hunter Project Manager Geosynthetic Sewices Division www.GeosyntheticTesting.com


9063 Bee Caves Road / Austin. TX 78733 1512 263 2101 /fax: 512 263 2558

TRI I Environmental, Inc. A Texas Research international Company

DESTRUCTIVE SEAM QUALITY ASSURANCE TEST RESULTS TRI Client: Northstar Engineerlng

Project: Mississippi County Landfill Material: HDPE SAME DAY Peel and Shear (ASTM D 63921GRI GM19ID 4437lNSF 54) TRI Log #: E2251-10.06

TEST REPLICATE NUMBER I PARAMETER 1 2 3 4 5 I MEAN

Sample ID: DS-1OAA I Weld: Single Extrusion I

Peel Strength (ppi)

Peel Incursion (%) Peel Locus of Failure Code SE AD AD AD AD Peel NSF Failure Code FTB NON-FTB NON-FTB NON-FTB NON-FTB I

The testing is based upon accepted industry practice as well as the test method listsd. Test results reportsd herein do notappiy

to samples other than those tested. TRI neither accepts responsibility for nor makes claim as to the fnai use and purpose of the material.

TRI observes and maintains client confdentiality. TRI limits reproduction of this report, except in full, without prior approval of TRI.

Shear Strength (ppi) 154 151 159 145 147

Shear Elongation @ Break (%) >50 >50 >50 >50 >50


9063 Bee Caves Road 1 Austin, TX 78733 1512 263 2101 1 fax: 512 263 2558

Shear

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