The Dow Chemical Company- · The Dow Chemical Company Midland, MI 48674 modifications (i.e.,...

______________________________________________________________________ The Dow Chemical Company Midland, MI 48674 January 3, 2011 Ms. Mary Logan Remediation Project Manager U.S. Environmental Protection Agency, Region 5 77 West Jackson Chicago, IL 60604 Re: Final Report-Reach J Pilot Cap 2010-Settlement Agreement No. V-W-10-

C-942 for The Tittabawassee River/Saginaw River & Bay Site Dow Submittal Number 2010-076 Ms. Logan: Attached please find the Final Report for the Reach J Pilot Cap. The Report is being submitted under AOC CERCLA Docket No. V-W-10-C-942 and Appendix A, Statement of Work Schedule. Please feel free to contact me with any questions or concerns. Sincerely, The Dow Chemical Company

Todd Konechne Project Coordinator cc: Al Taylor, MDNRE

Diane Russell, U.S. EPA Joseph Haas, U.S. Fish and Wildlife Steve Lucas, Dow Peter Wright, Dow Greg Cochran, Dow

The Dow Chemical Company

Midland, MI 48674

FINAL REPORT - REACH J PILOT CAP 2010 THE TITTABAWASEE RIVER/SAGINAW RIVER & BAY SITE

PREPARED BY: TITTABAWASSEE & SAGINAW RIVER TEAM

PREPARED FOR AND SUBMITTED BY: THE DOW CHEMICAL COMPANY

DECEMBER 31, 2010

DOW SUBMITTAL NUMBER 2010.076


Midland, MI 48674

i

TABLE OF CONTENTS 1.0 INTRODUCTION .............................................................................................................. 1 2.0 BACKGROUND ................................................................................................................ 1 3.0 PRECONSTRUCTION ACTIVITIES ............................................................................... 2

3.1 PRECONSTRUCTION SAMPLING........................................................................ 2 3.2 PRECONSTRUCTION SURVEY ............................................................................ 2

4.0 FIELD ACTIVITIES .......................................................................................................... 2 4.1 MOBILIZATION OF EQUIPMENT AND SUPPLIES............................................ 2 4.2 INSTALLATION OF PILOT CAPS......................................................................... 3

4.2.1 Geoweb® Product and Installation Components........................................... 3 4.2.2 South Cap (Station 195+00) .......................................................................... 5 4.2.3 North Cap (Station 189+50) .......................................................................... 5 4.2.4 Middle Cap (Station 192+50) ........................................................................ 5

4.3 2NS SAND INSTALLATION .................................................................................. 5 4.4 GENERAL SITE RESTORATION........................................................................... 5

5.0 MONITORING PLAN ....................................................................................................... 6 6.0 CLOSING ........................................................................................................................... 6 7.0 REFERENCES ................................................................................................................... 6 FIGURES Figure 1 ......................................................................................................... Reach J Site As-Builts Figure 2 ......................................................................................................Reach J Monitoring Plan Figure 3 .............................................................................................. Cap Plan & Profile Drawings Figure 4 .................................................................................................................Installation Detail TABLE Table 1 ....................................................................................... Material Installation Tracking Log APPENDICES Appendix A..........................................................................................................Laboratory Report Appendix B ................................................................................................... Construction Schedule Appendix C ......................................................................Geoweb® System Material Specification Appendix D........................................................................................ Photographic Documentation


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1.0 INTRODUCTION This Construction Completion Report was prepared to summarize the capping pilot study activities conducted at Reach J in the Tittabawassee River that were completed as outlined in the following documents: • Reach J Pilot Capping Study Work Plan (Dow 2010a) • Addendum to Reach J Pilot Capping Study Work Plan and Revised Interim Monitoring Plan

(Dow 2010b) • Sampling Work Plan - Reach J Pilot Cap Area (Dow 2010c) The project was executed in accordance with the requirements contained in Section IX (“Work to be Performed”) of the Administrative Settlement Agreement and Order on Consent (AOC) for The Tittabawassee River/Saginaw River & Bay Site (“Site”), Settlement Agreement No. V-W-10-C-942), and the Statement of Work (SOW; Attachment A of AOC), effective January 21, 2010 (“Settlement Agreement”). The Reach J capping pilot study area is approximately located between river stations RJ-189+50 and RJ-195+00 (Figure 1). 2.0 BACKGROUND The Reach J Pilot Capping Study Work and Addendum were submitted on July 16, 2010 and October 1, 2010, respectively. The areas initially selected in the July work plan (North and South cap areas) for the pilot study were characterized as having estimated furan and dioxin toxicity equivalent (TEQ) levels greater than approximately 10,000 parts per trillion (ppt) in near-surface sediments (0 to 1-feet). An additional area (Middle cap area) was added with the October addendum to pilot additional installation techniques. The U.S. Environmental Protection Agency (EPA), in consultation with the Michigan Department of Natural Resources and Environment (MDNRE), (collectively referred to as the “Agencies”) approved the work plan on August 12, 2010 and the addendum on October 6, 2010. The objective of the capping pilot study is to evaluate the feasibility of placing a cellular confinement system (also known as geocells) on the river bottom to encourage natural sedimentation, thereby forming a natural cap over impacted sediments. The geocells will be monitored to assess sedimentation and long-term stability. The results of the Reach J capping pilot study will be documented in a future technical memorandum and will be used to inform follow-on segment-specific response proposals.

During the fall months following installation in 2010, low flow river conditions were experienced and two of the pilot caps areas (North and South cap areas) were rarely inundated with water, which minimized the opportunity for accretion of river sediment within these pilot cap areas. The third area (Middle cap) was placed in the water and is always inundated with water flow, resulting in observable sedimentation in the geocells. Due to the unusually low water conditions in 2010 at the time when the river typically freezes, Dow recognized the possibility that the ice could form within the geocells and as water levels rose or river flows moved the ice down river, damage of the cap materials could occur. Therefore, additional

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Midland, MI 48674

modifications (i.e., placement of sand within the geocells) were proposed for the North and South cap areas. A similar concern regarding potential ice impacts is not anticipated for the Middle cap area due to the presence of 2 to 3-feet of water depth over the sediment surface. During discussions with the Agencies on November 23, 2010, the Agencies verbally approved the proposed additional work to fill the geocells in the North and South cap areas with 2NS sand.

3.0 PRECONSTRUCTION ACTIVITIES 3.1 PRECONSTRUCTION SAMPLING Prior to installing the pilot caps, preconstruction sampling was conducted as described in the Sampling Work Plan Reach J Pilot Cap Area (Dow 2010c), submitted to the Agencies on August 6, 2010 and approved by the Agencies on August 9, 2010. The objective of the sampling was to obtain additional sediment data to characterize dioxin and furan TEQ levels within the proposed Reach J North and South cap areas. Surface sediment samples were collected, composited for each capping area, and analyzed for TEQ levels. Surface sediments were defined as those in the top 6-inches of the river bed. Five surface samples were collected from both of the cap areas (see Figure 1). One composite sample from each capping area was created from the five cores and submitted for TEQ analysis. The results from the analysis are summarized below: • North Cap Area: 109 part per trillion (ppt) • South Cap Area: 101 ppt The laboratory report for these analyses is provided in Appendix A. 3.2 PRECONSTRUCTION SURVEY Prior to the installation of the pilot caps, preconstruction surveying was performed at each of the three cap locations. The 10-foot grid surveys were conducted to include the footprint where the pilot caps were to be installed and the immediate adjacent areas (within the river). These surveys provided baseline elevation data of the sediment bed to be used for the pilot cap evaluations. 4.0 FIELD ACTIVITIES 4.1 MOBILIZATION OF EQUIPMENT AND SUPPLIES The staging area used for the original soil removal project at Reach J (2007) was utilized for the pilot cap work in 2010. Servinski Sod Service (Servinski) was the prime contractor for the 2010 pilot cap construction project. Access to the pilot cap areas were pre-existing, but required trail brush hogging prior to construction.

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4.2 INSTALLATION OF PILOT CAPS The pilot cap installation was divided into two differing environments: (1) out of water installation and (2) in water installation. The North and South caps were installed during a period where water flow was low allowing for installation to be performed dry (out of water). The Middle cap was installed in a portion of the river where water depths during the time of installation ranged from 1.5 to 3.0-feet (in water), (Figure 1). The construction schedule is provided in Appendix B. 4.2.1 Geoweb® Product and Installation Components Geoweb® is a cellular confinement system made of polyethylene. When stretched to the manufactures recommended tolerances, the product creates an open area system that, when held in place, provides structural integrity to the materials within the cellular cavities (the geocells). For this project the following materials were utilized: • Product Number GW-30V-6-08-29-Geoweb that has 12-inch wide by 6-inch deep cells and

each unit is eight cells wide and 29 cells long. • Product Number GW-20V-6-10-29- Geoweb that has 8-inch wide by 6-inch deep cells and

each unit is 10 cells wide and 29 cells long. • One individual unit of GW-30V-6-08-29, in its stretched state covers an area approximately

27.4-feet long and 8.4-feet wide. One individual unit of GW-20V-6-10-29 in its stretched state covers an area approximately 21.3-feet long and 8.5-feet wide. Refer to Figure 4 and Appendix C.

Per manufacturer’s recommendations, the Geoweb® integrated system that was installed on the river bottom included the following components:

Geoweb® Atra-Keys® Atra-Clips® secured to ½-inch diameter x 4-foot long steel rebar Polyester Tendon Material (3/4-inch wide)

Atra-Keys® were used to attach one individual unit of Geoweb® to another along the adjacent sides and ends. Either eight or 10 Atra-Keys® were used to attach adjacent ends depending on product specifics and 29 Atra-Keys® were used to attach adjacent sides per individual unit. Refer to Appendix D for photos of the construction process. Atra-Clips® secured to ½-inch diameter x 4-foot long rebar were used to secure the Geoweb® integrated system to the river bottom. An Atra-Clip® is comprised of molded plastic with a ½-inch dia. hole to receive rebar and two hooked ears designed to be secured to the Geoweb® wall crest when anchored. Around the perimeter of all Geoweb® systems installed (excluding the Middle cap) an Atra-Clip® with rebar was installed in every open cell to secure the system to the river bottom. Along the edges paralleling river flow of the Middle cap, an Atra-Clip® with rebar

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Midland, MI 48674

was generally installed every five to six open cells to secure the system to the river bottom. Refer to Figure 4 and Appendix C. Polyester tendons were installed to provide additional downward force on the Geoweb® system as natural deposition occurred on the system. The polyester tendons were spaced approximately 4-feet apart and were continuous throughout the length of the Geoweb® system. The polyester tendons were passed through the bottom engineered slot of the Geoweb® wall and secured on both ends by placing washers on the polyester tendon and tying multiple knots. Refer to Appendix C. To provide additional downward force onto the Geoweb® product and to prevent movement of the Geoweb® integrated system, the following components were added per the project team recommendations:

8-inch diameter x 18-inch long peastone filled burlap bags. 12-inch diameter x 24-inch long peastone filled burlap bags. 6AA crushed limestone (upstream edges of North & South caps and in-channel edge of South

cap). 1 to 2-inch diameter crushed natural stone (upstream edge of Middle cap).

Peastone filled burlap bags in two different sizes were installed to provide additional downward anchoring force onto the Geoweb® to prevent movement of the system prior to natural deposition. Burlap material was chosen for its ability to withstand ultraviolet light damage and peastone was selected to allow water to drain freely from the bags. The 8-inch diameter bags were used on the GW-20V-6-10-29 product on the South cap and the 12-inch diameter bags were used on the GW-30V-6-10-29 product on the North and Middle caps. Peastone bags were installed approximately 5-feet apart in both length and width directions. Refer to Appendix C.

6AA crushed limestone was installed on the upstream edges of both the North and South caps to minimize the potential for damage to the leading edge of the cap. The material was installed approximately 4-feet upstream of the northern face of both caps in a triangulated cross-section across the entire face of the Geoweb® system to protect the front edge from floating debris. Additional material was placed in approximately the first two rows of cells downstream of the northern face of both caps to a depth of 6-inches across the entire width of the Geoweb® system. 6AA was placed on the in-channel side of the South cap to protect from floating debris. Refer to Appendix C. 1 to 2-inch diameter natural crushed stone was installed on the upstream edge of the Middle cap to minimize the potential damage to the leading edge of the cap. The material was installed approximately 3 to 4-feet upstream of the northern face of the cap in a triangulated cross-section across the entire face of the Geoweb® system to protect the front edge from floating debris. Additional material was placed in approximately the first two rows of cells downstream of the northern face of the cap to a depth of 6-inches across the entire width of the Geoweb® system. Refer to Appendix C.

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Midland, MI 48674

4.2.2 South Cap (Station 195+00) The construction of the South cap consisted of installing 30 individual Geoweb® units of GW-20V-6-10-29 to the river bottom. The construction consisted of six individual units wide or approximately 48.5-feet wide and five individual units long or approximately 108- feet long. Refer to Figure 3 and Appendix C.

4.2.3 North Cap (Station 189+50) The construction of the North cap consisted of installing 27 individual Geoweb® units of GW-30V-6-08-29 to the river bottom. The construction consisted of nine individual units wide or approximately 67-feet wide and three individual units long or approximately 82- feet long. Refer to Figure 3 and Appendix C.

4.2.4 Middle Cap (Station 192+50) The construction of the Middle cap consisted of installing eight individual Geoweb® units of GW-30V-6-08-29 to the river bottom. The construction consisted of four individual units wide or approximately 53-feet wide and two individual units long or approximately 32-feet long. Refer to Figure 3 and Appendix C. 4.3 2NS SAND INSTALLATION Following the first three interim monitoring events and due to the lack of natural deposition from low flow conditions, 2NS Sand was installed to a depth of 6 to 7-inches over the entire surface of both the North and South caps. 2NS Sand material was stockpiled in the staging area and transported to the caps via rubber tracked bobcats. A temporary road was constructed between the river bank and the Geoweb® system out of available 2NS sand, tile pebble, visquene and 4x8 sheets of woolmanized plywood. This road allowed access to the Geoweb® system from the shore where rubber tracked bobcats would deposit 2NS sand into the cells of the Geoweb® system. As the filling of the cells progressed, additional wolmanized plywood was placed on top of the 2NS sand so the rubber tracked bobcat could travel to all positions of the cap to deposit the remainder of the 2NS sand. Refer to Table 1 and Appendix C. Table 1 summarizes material installed during construction. 4.4 GENERAL SITE RESTORATION Upon completion of all field work, a tractor with pre-seeder was used to restore the areas disturbed from transporting 2NS sand from the staging area to the North and South caps. The sloped area between the staging area and the bench was restored by smoothing ruts and hand broadcasting perennial rye and meadow mix. The area was protected by applying Jute Blanket stapled to the surface.

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Midland, MI 48674

5.0 MONITORING PLAN An Interim Monitoring Plan was developed at the request of the Agencies. The Interim Monitoring Plan was submitted on September 3, 2010 and a revision was submitted on October 1, 2010 (Dow 2010b) based upon Agency comments. The Agencies approved the Interim Monitoring Plan on October 6, 2010. The monitoring has been occurring on a monthly basis as outlined in that plan since the installation of the cap. A long-term monitoring plan is being developed and will be included in the Task 4 Site Wide Monitoring Plan. 6.0 CLOSING Despite low water flows, significant deposition has been observed within the Middle cap area, which has been inundated with water. The cap areas will continue to be monitored to evaluate their long-term stability and the accretion rate of sediment within the cap area. 7.0 REFERENCES Dow. 2010a. Reach J Capping Study Work Plan. Dow Submittal Number 2010-038. July 16, 2010. Dow. 2010b. Addendum to Reach J Capping Study Work Plan and Revised Interim Monitoring Plan for Reach J Capping Study Area. October 1, 2010 Dow. 2010c. Sampling Work Plan Reach J Pilot Cap Area. August 6, 2010.

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FIGURES

Figure 1: Reach J Site As-Builts

Figure 2: Reach J Monitoring Plan

Figure 3: Cap Plan & Profile Drawings

Figure 4: Installation Detail

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North Cap

South Cap

Middle Cap

JK

SC-SESC-SW

SC-NW SC-NE

MC-SEMC-SW

MC-NW MC-NE

NC-SENC-SW

NC-NWNC-NE

Reach J CapAs Built Location0 40 80 120 160

Feet[

LEGEND! Cap Corner Locations!. Pre Cap Sample Locations

As Built Cap AreaBathymetryElevation (ft)

<579580 - 581582 - 582583 - 583584 - 585586 - 586587 - 587588 - 589590 - 591>592

NOTES:Image Source - ATS 2006

Figure1

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Corner ID X Coord inate Y Coord inateNorth Cap NC-NE 13166117.577 757123.975

NC-NW 13166053.354 757115.002NC-SW 13166063.771 757033.518NC-SE 13166130.476 757042.109

M iddle Cap MC-NE 13166017.960 756815.054MC-NW 13165985.080 756811.409MC-SW 13165992.040 756758.600MC-SE 13166024.000 756761.067

South Cap SC-NE 13166166.090 756599.849SC-NW 13166118.139 756594.320SC-SW 13166127.890 756486.720

Corner Locations

Location ID X Coordinate Y CoordinateNorth Cap NW 13166071.440 757098.347

NE 13166113.153 757103.253SE 13166118.252 757060.231SW 13166076.540 757055.325C 13166094.846 757079.289

South Cap NW 13166134.618 756575.464NE 13166154.716 756577.941SE 13166160.602 756512.587SW 13166140.751 756510.140

Pre Cap Sam ple Locations

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North Cap

South Cap

Middle Cap

JK

MD-Precon-6

MD-Precon-5

MD-Precon-7

MD-Precon-8

MD-Precon-4

MD-Precon-3

MD-Precon-2

NC-Precon-1NC-Precon-2

NC-Precon-3

NC-Precon-4

NC-Precon-6NC-Precon-5

SC-Precon-5 SC-Precon-6

SC-Precon-4

SC-Precon-3

SC-Precon-1SC-Precon-2

Reach J CapMonitoring Points0 40 80 120 160

Feet[

LEGEND!. Monitoring Points

As Built Cap AreaBathymetryElevation (ft)

<579580 - 581582 - 582583 - 583584 - 585586 - 586587 - 587588 - 589590 - 591>592

NOTES:Image Source - ATS 2006

Figure2

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TABLES

Table 1: Material Installation Tracking Log

Reach J Material Installation Tracking LogAugust/September/October - 2010

Date of Placement Material Type Quantity Units Comments

8/31/2010 4' x 1/2" Dia Rebar 328 Each North Cap

8/31/2010 12" Dia Burlap Bags 235 Each North Cap

8/31/2010 GW-30V-6-8-29 24 Each North Cap8/31/2010 6AA Aggregate 8 CY North Cap - Upstream Edge8/31/2010 Atra Keys 716 Each North Cap8/31/2010 Polyester Tendons 1700 LF North Cap8/31/2010 Atra Clips 328 Each North Cap8/31/2010 Washers 32 Each North Cap9/1/2010 GW-20V-6-10-29 30 Each South Cap9/1/2010 4' x 1/2" Dia Rebar 446 Each South Cap9/1/2010 Atra Clips 446 Each South Cap9/1/2010 Atra Keys 940 Each South Cap9/1/2010 8" Dia Burlap Bags 318 Each South Cap9/1/2010 6AA Aggregate 4 CY South Cap - Upstream Edge9/1/2010 Polyester Tendons 1200 LF South Cap9/1/2010 Washers 24 Each South Cap10/7/2010 GW-30V-6-8-29 8 Each In River Cap 10/7/2010 4' x 1/2" Dia Rebar 86 Each In River Cap10/7/2010 Atra Clips 86 Each In River Cap10/7/2010 Atra Keys 206 Each In River Cap

10/7/2010 Peastone Burlap Bags 140 Each In River Cap - 12" & 8" Diameter

10/7/2010 Polyester Tendons 360 LF In River Cap10/7/2010 Washers 8 Each In River Cap10/7/2010 6AA Aggregate 3 CY South Cap - West Edge10/18/2010 Washers 16 Each In River Cap - Tendon Secure10/18/2020 1/2" Conduit 8 Each In River Cap - Tendon Secure10/18/2010 1-2" Nat Stone 2 CY In River Cap11/29/2010 2NS Sand 120 CY 126 CY South Cap Total11/30/2010 2NS Sand 75 CY12/1/2010 2NS Sand 90 CY 159 CY North Cap total12/1/2010 Seed 20 Lbs12/1/2010 Jute Blanket 2 Rolls Roll Size - 160'x4'


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APPENDIX A

Laboratory Report

report #: EL-AL 10-600271

issued by: Tracy Hescott date 8/31/2010

TEF

Lab ID sample description moisture [%]2378-TCDD [ng/kg d.w.]

flag2378-TCDF [ng/kg d.w.]

flag12378-PeCDF [ng/kg d.w.]

flag23478-PeCDF [ng/kg d.w.]

flag1234(6)78-

HxCDF [ng/kg d.w.]

flag spl. flag

10P007 OPR 08/24/10 0.0% 295 280 714 728 1420

10M069 Method blank 08/24/10 0.0% < 3.10 J,Y < 1.10 J,Y < 2.57 J,Y < 2.23 J,Y < 4.50 J,Y

101765 RJ-189+50-IC-PCAC-(0.0-0.5) 21.1% 3.65 Y 286 126 133 197

101766 RJ-195+00-IC-PCAC-(0.0-0.5) 21.2% < 2.07 J,Y 257 169 W 137 202 N

101767 RJ-195+00-IC-PCAC-(0.0-0.5) DUPLICATE 20.4% < 4.43 J,Y 184 115 W 91.8 129 N

Note: The following samples will be confirmed with regular 1613b due to potential bias: 101766, 101767


issued by: Tracy Hescott

Lab ID sample description

10P007 OPR 08/24/10

10M069 Method blank 08/24/10

101765 RJ-189+50-IC-PCAC-(0.0-0.5)

101766 RJ-195+00-IC-PCAC-(0.0-0.5)

101767 RJ-195+00-IC-PCAC-(0.0-0.5) DUPLICATE

Note: The following samples will be confirmed with reg

1.12 0.1 0.03 0.3 0.1

2378-TCDD [ng TEQ/kg

d.w.]flag

2378-TCDF [ng TEQ/kg

d.w.]flag

12378-PeCDF [ng TEQ/kg

d.w.]flag

23478-PeCDF [ng TEQ/kg

d.w.]flag

1234(6)78-HxCDF [ng

TEQ/kg d.w.]flag

ETEQ (ND=0)

ETEQ (ND=0.5

LoD)

ETEQ (ND= LoD)

recovery 13C12-2378-TCDD [%]

590 28 21.4 218 142 1100 1100 1100 75

< 6.2 < 0.11 < 0.0771 < 0.690 < 0.450 0 4.5 9.01 57

7.3 28.6 3.78 39.9 19.7 109 109 109 66

< 4.14 25.7 5.07 41.1 20.2 101 104 107 69

< 8.86 18.4 3.45 27.5 12.9 68.5 73.9 79.3 62

ETEQ-factor based on PCDFs


issued by: Tracy Hescott

Lab ID sample description

10P007 OPR 08/24/10

10M069 Method blank 08/24/10

101765 RJ-189+50-IC-PCAC-(0.0-0.5)

101766 RJ-195+00-IC-PCAC-(0.0-0.5)

101767 RJ-195+00-IC-PCAC-(0.0-0.5) DUPLICATE

Note: The following samples will be confirmed with reg

flagrecovery

13C12-2378-TCDF [%]

flagrecovery

13C12-12378-PeCDF [%]

flagrecovery

13C12-23478-PeCDF [%]

flag

recovery 13C12-

1234(6)78-HxCDF [%]

flagwet weight

[g]

69 79 81 89 30.1

51 61 63 64 30

57 70 68 89 30.2

53 81 81 97 30.7

50 64 61 66 30.3

Date 8/13/10 Fed Ex UPS DHL Courier x

Date Fed Ex UPS DHL Courier

Date Fed Ex UPS DHL Courier

Date Fed Ex UPS DHL CourierRECEIVED BY (Print & Signature) DATE / TIME

RECEIVED BY (Print & Signature) DATE / TIME

LIN

E N

O.

BAR CODE DATE TIME CO

MP

.

GR

AB

SAMPLE IDENTIFICATION

1. RJ-189+50-IC-PCAC-(0.0-0.5) 8/12/10 11:30 X RJ-189+50-IC-PCAC-(0.0-0.5) 1 2 X Sediment

2. RJ-195+00-IC-PCAC-(0.0-0.5) 8/12/10 12:45 X RJ-195+00-IC-PCAC-(0.0-0.5) 1 2 X Sediment

CHAIN OF CUSTODY RECORD

PROJECT ID / NUMBER LABORATORY INFORMATION SHIPPING INFORMATION: SHIPPER (Check one) / TRACKING NUMBER(S) (If applicable)

Dow / D052-TRP Dow - Mr. Greg Martin - 1602 Building, Midland, MI 48667 (989) 638-7534 Tracking Number

RECEIVED BY (Print & Signature)

SAMPLE CUSTODIAN (Print & Signature)Tracking Number

Patrick KiesselTracking Number

Tracking NumberRELINQUISHED BY (Print & Signature) DATE / TIME DATE / TIME RELINQUISHED BY (Print & Signature) DATE / TIME

DATE / TIME RECEIVED BY (Print & Signature)

Patrick KiesselRELINQUISHED BY (Print & Signature) DATE / TIME DATE / TIME RELINQUISHED BY (Print & Signature)

COMMENTS (Preservation, etc.) ANALYSIS

MATRIX Indicate Soil/Water/Air

Sediment/Sludge Extract

NO

. OF

CO

NTA

INE

RS

PR

IOR

ITY

N

UM

BE

R

1613

-TR

P/R

T

1613

-B

290 South Wagner RoadAnn Arbor, MI 48103

Tel 734/995-0995Fax 734/995-3731


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APPENDIX B

Construction Schedule

Reach JK Pilot Capping Activity ScheduleTASK COMPLETE

2 9 16 23 30 6 13 20 27 4 11 18 25 1 8 15 22 29Completion

Date

1 1 1 Brush hog walking Path 8/20/2010 x 8/20/20102 1 1 Day Zero Training & Pre-Job 8/23/2010 x 8/23/2010

3 1 1 Mobilization 8/23/2010 x 8/23/20104 1 1 Wash-up & Toilet Facilities 8/23/2010 x 8/23/20105 2 3 Fill Burlap Bags 8/23/2010 x 8/25/20106 1 1 Layout of North Cell 8/31/2010 x 8/30/20107 1 1 Installation of North Cell 9/1/2010 x 8/31/20108 1 1 Layout of South Cell 9/2/2010 x 8/31/20109 1 1 Installation of South Cell 9/3/2010 x 9/1/201010 1 1 As-Built (Post Cap Survey) 9/1/2010 x 9/2/201011 1 1 Layout In-River Cap Trial 9/30/2010 x 9/30/201012 1 1 Install In-River Cap Trial 10/7/2010 x 10/7/201013 1 1 As-Built (In River Cap Survey) 10/8/2010 x 10/7/201014 1 1 Install Nat Stone In-River Cap 10/15/2010 x 10/18/201015 2 1.25 Install 2NS Sand (South Cell) 11/29/2010 x 11/30/201016 2 1.25 Install 2NS Sand (North Cell) 11/30/2010 x 12/1/201017 1 0.25 Restore Site 12/1/2010 x 12/1/2010

Updated: 12/02/10 - CMB

NovemberOctoberSeptember

TASK

ActivityAnticipated Start Date

Anticipated Duration (Days)

Actual Duration (Days)

August


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APPENDIX C

Geoweb® System Material Specification

PRESTO

GEOWEB® SYSTEMMATERIAL SPECIFICATION

PRESTO GEOSYSTEMS 670 N PERKINS STREET, APPLETON, WISCONSIN, USA 54914 Ph: 920-738-1707 or 800-548-3424 ■ Fax: 920-738-1222 e-mail: [email protected]

WWW.PRESTOGEO.COM/ CD 8 EFFECTIVE DATE 1-MAR-08 REVISION 5

PRESTO


PRESTO GEOSYSTEMS 670 N PERKINS STREET, APPLETON, WISCONSIN, USA 54914 Ph: 920-738-1707 or 800-548-3424 ■ Fax: 920-738-1222 e-mail: [email protected] WWW.PRESTOGEO.COM/

CD 8 EFFECTIVE DATE 1-MAR-08 REVISION 5

Table of Contents Perforated Geoweb® System Performance & Material Specification Summary......................................................1 Manufacturing Certification.........................................................................................................................................2 Substitutions ................................................................................................................................................................2 Product Certification....................................................................................................................................................2 Product Limited Warranty............................................................................................................................................2

Specifier Choice for Certification and Warranty........................................................................................ 2 Geoweb Base Material .................................................................................................................................................3

Polyethylene - Stabilized with Carbon Black ............................................................................................ 3 Polyethylene - Colored and Stabilized with HALS.................................................................................... 3 Specifier Choice for Base Material ........................................................................................................... 3

Strip Properties and Assembly ...................................................................................................................................3 Perforated Textured Strip/Cell (Recommended) ...................................................................................... 4 Non-perforated Textured Strip/Cell........................................................................................................... 4 Assembly................................................................................................................................................... 4 Specifier Choice for Strip Properties and Assembly................................................................................. 4

Cell and Seam Properties ............................................................................................................................................4 Cell Nominal Length & Width, Density, and Nominal Area....................................................................... 5 Nominal Cell Depth ................................................................................................................................... 5

Short-Term Seam Peel-Strength Test .................................................................................................. 5 Long-Term Seam Peel-Strength Test................................................................................................... 5 10,000-hour Seam Peel Strength Certification ..................................................................................... 6

Specifier Choice for Seam and Cell Properties ........................................................................................ 6 Geoweb Section Properties – GW20V Cell.................................................................................................................6

GW20V Geoweb Section.......................................................................................................................... 6 Geoweb Section Properties – GW30V Cell.................................................................................................................7

GW30V Geoweb Section.......................................................................................................................... 7 Geoweb Section Properties – GW40V Cell.................................................................................................................8

GW40V Geoweb Section.......................................................................................................................... 8 Specifier Choice for Section Properties .................................................................................................... 8

Geoweb Section Features / Components...................................................................................................................9 Slotted Geoweb Sections.......................................................................................................................... 9 Integral Tendons ....................................................................................................................................... 9

Polyester Tendons ................................................................................................................................ 9 Kevlar® Aramid Tendons....................................................................................................................... 9

PRESTO


CD-8 1-OCT-07 REV 4 COPYRIGHT 2008 – PRESTO PRODUCTS CO.

Polypropylene Tendons.......................................................................................................................10 The ATRA® Clip Restraint Pin .................................................................................................................10 Specifier Choice for Tendons and Restraint Pins ...................................................................................10 Anchoring Requirements.........................................................................................................................10 Anchor Systems ......................................................................................................................................11

ATRA® GFRP Anchor – Pre-Assembled Unit.....................................................................................11 Other ATRA® Anchors .........................................................................................................................11

ATRA® GFRP Anchor .....................................................................................................................11 Steel ATRA® Anchor.......................................................................................................................11 Galvanized Steel ATRA® Anchor....................................................................................................11 Metal ATRA® Anchor ......................................................................................................................12

Stake Types.........................................................................................................................................12 GFRP Stakes...................................................................................................................................12 Steel J-pin Stakes............................................................................................................................12 Straight Steel Stakes .......................................................................................................................12 Straight Metal Stakes ......................................................................................................................12 Wood Stakes ...................................................................................................................................12

Specifier Choice for Anchoring Systems.................................................................................................12 Disclaimer................................................................................................................................................................... 12 Appendix A................................................................................................................................................................. 13

Short-Term Seam Strength Test Procedure ...........................................................................................13 Frequency of Test................................................................................................................................13 Test Sample Preparation.....................................................................................................................13 Short-term Seam Peel Strength Test ..................................................................................................13 Definition of Pass / Failure ..................................................................................................................13 The Tested Value ................................................................................................................................13 Visual Failure Mode.............................................................................................................................13

Appendix B................................................................................................................................................................. 14 Long-Term Seam-Strength Test Procedure............................................................................................14

Frequency of Test................................................................................................................................14 Test Sample Preparation.....................................................................................................................14 Long-term Seam Peel Strength Test...................................................................................................14 Definition of Pass / Failure ..................................................................................................................14

PRES

TO

GEO

WEB

® S

YSTE

MM

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L SP

ECIF

ICA

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N

CD

-8 1

-MAR

-08

REV

5

CO

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08 –

PR

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PR

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Perf

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erfo

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Mat

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l Spe

cific

atio

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mm

ary

Pr

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Valu

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st M

etho

d M

ater

ial C

ompo

sitio

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Pol

yeth

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ith d

ensi

ty o

f 0.9

35 –

0.9

65 g

/cm

³ (58

.4 -

60.2

lb/ft

³)

AS

TM D

150

5

Col

or

Bla

ck -

from

Car

bon

Bla

ck

Tan,

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ther

Col

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with

no

heav

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N

/A

Stab

ilize

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arbo

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ack

cont

ent 1

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ght

Hin

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d am

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light

sta

biliz

er (H

ALS

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% b

y w

eigh

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r N

/A

Bas

e M

ater

ial

Min

imum

ESC

R

3000

hr

AS

TM D

169

3 Sh

eet T

hick

ness

1.

27 m

m -5

% +

10%

(50

mil

–5%

+10

%)

AS

TM D

519

9

Strip

Pr

oper

ties

Surf

ace

Trea

tmen

t

Perf

orm

ance

: Th

e po

lyet

hyle

ne s

trips

sha

ll be

te

xtur

ed a

nd p

erfo

rate

d su

ch th

at th

e pe

ak

frict

ion

angl

e be

twee

n th

e su

rface

of t

he

text

ured

/ pe

rfora

ted

plas

tic a

nd a

#40

sili

ca

sand

at 1

00%

rela

tive

dens

ity s

hall

be n

o le

ss

than

85%

of t

he p

eak

frict

ion

angl

e of

the

silic

a sa

nd in

isol

atio

n w

hen

test

ed b

y th

e di

rect

sh

ear m

etho

d pe

r AS

TM D

532

1. T

he q

uant

ity

of p

erfo

ratio

ns s

hall

rem

ove

16.7

% ±

3.5

% o

f th

e ce

ll w

all a

rea.

Mat

eria

l: T

he p

olye

thyl

ene

strip

s sh

all b

e te

xtur

ed w

ith a

mul

titud

e of

rhom

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al

(dia

mon

d sh

ape)

inde

ntat

ions

. Th

e rh

ombo

idal

inde

ntat

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sha

ll ha

ve a

sur

face

de

nsity

of 2

2 –

31 p

er c

m² (

140

– 20

0 pe

r in²

). In

add

ition

, the

stri

ps s

hall

be

perfo

rate

d w

ith h

oriz

onta

l row

s of

10

mm

(0.4

in) d

iam

eter

hol

es.

Per

fora

tions

with

in

each

row

sha

ll be

19

mm

(0.7

5 in

) on-

cent

er.

Hor

izon

tal r

ows

shal

l be

stag

gere

d an

d se

para

ted

12 m

m (0

.50

in) r

elat

ive

to th

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le c

ente

rs.

The

edge

of s

trip

to th

e ne

ares

t ed

ge o

f per

fora

tion

shal

l be

8 m

m (0

.3 in

) min

imum

and

the

cent

erlin

e of

the

wel

d to

th

e ne

ares

t edg

e of

per

fora

tion

shal

l be

18 m

m (0

.7 in

) min

imum

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slo

t with

a

dim

ensi

on o

f 10

mm

x 3

5 m

m (3

/8 in

x 1

3/8

in) i

s st

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rd in

the

cent

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non

-pe

rfora

ted

area

s an

d at

the

cent

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f eac

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eld.

N

omin

al D

imen

sion

s ±1

0%

Cel

l Det

ails

C

ell D

epth

Le

ngth

W

idth

D

ensi

ty

per m

² (yd

²) N

omin

al A

rea

±1%

GW

20V

224

mm

(8.8

in)

259

mm

(10.

2 in

) 34

.6 (2

8.9)

28

9 cm

² (44

.8 in

²)

GW

30V

287

mm

(11.

3 in

) 32

0 m

m (1

2.6

in)

21.7

(18.

2)

460

cm² (

71.3

in²)

G

W40

V

75 m

m (3

in)

100

mm

(4 in

) 15

0 m

m (6

in)

200

mm

(8 in

) 47

5 m

m (1

8.7

in)

508

mm

(20.

0 in

) 8.

3 (6

.9)

1,20

6 cm

² (18

7.0

in²)

C

ell D

epth

Av

erag

e C

ertif

ied

Cel

l Sea

m S

tren

gth

75 m

m (3

in)

1060

N (2

40 lb

f) 10

0 m

m (4

in)

1420

N (3

20 lb

f) 15

0 m

m (6

in)

2130

N (4

80 lb

f)

Shor

t-ter

m

Seam

Pee

l Str

engt

h

200

mm

(8 in

) 28

40 N

(640

lbf)

Long

-term

Se

am P

eel S

tren

gth

Long

-term

sea

m p

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treng

th te

st s

hall

be p

erfo

rmed

on

all r

esin

or p

re-m

anuf

actu

red

shee

t or s

trips

. A

100

mm

(4.0

in) w

ide

seam

sa

mpl

e sh

all s

uppo

rt a

72.5

kg

(160

lb) l

oad

for a

per

iod

of 1

68 h

ours

(7 d

ays)

min

imum

in a

tem

pera

ture

-con

trolle

d en

viro

nmen

t un

derg

oing

a te

mpe

ratu

re c

hang

e on

a 1

-hou

r cyc

le fr

om a

mbi

ent r

oom

to 5

4°C

(130

°F).

Am

bien

t roo

m te

mpe

ratu

re is

per

AS

TM E

41

Cel

l & S

eam

Pr

oper

ties

10,0

00-h

our S

eam

Pee

l St

reng

th C

ertif

icat

ion

Pre

sto

shal

l pro

vide

dat

a sh

owin

g th

at th

e hi

gh-d

ensi

ty p

olye

thyl

ene

resi

n us

ed to

pro

duce

the

Geo

web

sec

tions

has

bee

n te

sted

usi

ng a

n ap

prop

riate

num

ber o

f sea

m s

ampl

es a

nd v

aryi

ng lo

ads

to g

ener

ate

data

indi

catin

g th

at th

e se

am p

eel s

treng

th s

hall

surv

ive

a lo

adin

g of

at

leas

t 95

kg (2

09 lb

f) fo

r a m

inim

um o

f 10,

000

hour

s.

Sect

ion

Wid

th

Sect

ion

Leng

th R

ange

(Cel

ls L

ong:

18,

21,

25,

29,

34)

Se

ctio

n D

imen

sion

Va

riabl

e M

inim

um

Max

imum

G

W20

V 3.

7 m

(12.

0 ft)

8.

3 m

(27.

3 ft)

G

W30

V 4.

7 m

(15.

4 ft)

10

.7 m

(35.

1 ft)

Sect

ion

Prop

ertie

s

GW

40V

2.3

m (7

.7 ft

) to

2.8

m (9

.2 ft

)

7.7

m (2

5.4

ft)

17.8

m (5

8.2

ft)

PRESTO


PAGE 2 OF 14 COPYRIGHT 2008 – PRESTO PRODUCTS CO. CD-8 1-MAR-08 REV 5

Manufacturing Certification Presto Geosystems (the manufacturer) shall have earned a certificate of registration, which demonstrates that its quality-management system for its Geoweb (geocell) cellular confinement system is currently registered to the ISO 9001:2000 quality standards. The scope of the ISO 9001:2000 registration shall be for the sale, design and manufacture of Geoweb cellular confinement system (geocell) product from incoming raw materials (resin) to finished product. Earned registration shall be verifiable by providing a copy of the current continuous registration certificate upon the customer's written request.

Under the scope of the ISO quality standard, Presto Geosystems (the manufacturer) shall compile, keep record of, and provide for any customer order or production lot, when requested at the time of order placement, actual and certified values for the following:

1. Resin Lot Number 2. Resin Density 3. Carbon Black content (where applicable) 4. High Pressure Oxidation Induction Time (HPOIT) (where applicable) 5. Sheet Thickness 6. Short-term Seam Peel Strength 7. Long-term Seam Peel Strength - 7-day hot box method

Substitutions No material will be considered as an equivalent to the geocell material specified herein unless it meets all areas of this specification without exception. Manufacturers seeking to supply what they represent as equivalent material must submit records, data, independent test results, samples, certifications, and documentation deemed necessary by the Engineer to prove equivalency. The Engineer shall approve or disapprove other manufacturers materials within 60 days after all submitted information is studied and tested.

Product Certification Presto Geosystems (the manufacturer) shall provide certification of compliance to all applicable testing procedures and related specifications upon the customer's written request. Request for certification shall be submitted no later than the date of order placement.

Product Limited Warranty Presto Geosystems (the manufacturer) shall warrant each Geoweb section that it ships to be free from defects in materials and workmanship at the time of manufacture. Presto’s exclusive liability under this warranty or otherwise will be to furnish without charge to Presto’s customer at the original f.o.b. point a replacement for any section which proves to be defective under normal use and service during the 10-year period which begins on the date of shipment by Presto. Presto reserves the right to inspect any allegedly defective section in order to verify the defect and ascertain its cause.

This warranty shall not cover defects attributable to causes or occurrences beyond Presto’s control and unrelated to the manufacturing process, including, but not limited to, abuse, misuse, mishandling, neglect, improper storage, improper installation, improper alteration or improper application.

PRESTO MAKES NO OTHER WARRANTIES, EXPRESS OR IMPLIED, WRITTEN OR ORAL, INCLUDING, BUT NOT LIMITED TO, ANY WARRANTIES OR MERCHANTABILITY OR FITNESS FOR ANY PARTICULAR PURPOSE, IN CONNECTION WITH THE GEOWEB CELLULAR CONFINEMENT SYSTEM. In no event shall Presto be liable for any special, indirect, incidental or consequential damages for the breach of any express or implied warranty or for any other reason, including negligence, in connection with the Geoweb system.

Specifier Choice for Certification and Warranty The Specifier shall determine the applicability of Manufacturing Certification, Product Certification and a Product Warranty and state which of the above is to be part of the project specifications.

PRESTO


CD-8 1-MAR-08 REV 5 COPYRIGHT 2008 – PRESTO PRODUCTS CO. PAGE 3 OF14

Geoweb Base Material NOTE: All measurements and colorants are subject to manufacturing tolerances unless otherwise stated.

Polyethylene - Stabilized with Carbon Black Polyethylene used to make strips for Presto Geoweb sections shall have a density of 0.935 - 0.965 g/cm³ (58.4 - 60.2 lb/ft³) tested per ASTM D1505.

Polyethylene used to make strips for Presto Geoweb sections shall have an Environmental Stress Crack Resistance (ESCR) of 3000 hour tested per ASTM D1693.

Carbon black shall be used for ultra-violet light stabilization. Carbon black content shall be 1.5% - 2% by weight through the addition of a carrier with a certified carbon black content. The carbon black shall be homogeneously distributed throughout the material.

The resin manufacturer’s certification of polyethylene density and ESCR shall be available upon request from Presto (the Geoweb manufacturer). Presto shall certify the percentage of carbon black.

Polyethylene - Colored and Stabilized with HALS Polyethylene used to make strips for Presto Geoweb sections shall have a density of 0.935 - 0.965 g/cm³ (58.4 - 60.2 lb/ft³) tested per ASTM D1505.

Polyethylene used to make strips for Presto Geoweb sections shall have an Environmental Stress Crack Resistance (ESCR) of 3000 hour tested per ASTM D1693.

The color(s) of the polyethylene shall be (Tan, Green, other). Colorants shall be non-heavy metal types. The colorant shall be homogeneously distributed throughout the material.

Hindered amine light stabilizer (HALS) shall be used for ultra-violet light stabilization. HALS content shall be 1.0% by weight through the addition of a carrier with a certified HALS concentrate. The HALS shall be homogeneously distributed throughout the material.

Colored polyethylene facia panels on Geoweb sections used for earth retention systems shall have a High Pressure Oxidation Induction Time (HPOIT) of 820 minutes minimum per ASTM D5885 Test Method for Oxidative Induction Time of Polyolefin Geosynthetics by High Pressure Differential Scanning Calorimetry.

The resin manufacturer’s certification of polyethylene density, ESCR and HPOIT shall be available upon request from Presto (the Geoweb manufacturer). Presto shall certify the percentage of HALS.

Specifier Choice for Base Material The polyethylene used for all Geoweb material meets the same standards. The specifier shall state the desired color. The color determines which ultraviolet light stabilizer is to be used. Polyethylene stabilized with carbon black is used for most applications. Colored polyethylene stabilized with HALS is generally used for the facia strip for Geoweb earth retention systems.

Strip Properties and Assembly NOTE: All measurements are subject to manufacturing tolerances unless otherwise stated.

PRESTO



Perforated Textured Strip/Cell (Recommended) Polyethylene sheet used to make strips for Presto Geoweb sections shall have a thickness of 1.27 mm -5% +10% (50 mil -5% +10%) prior to any surface disruption. The strips shall have a perforated, textured surface. Performance: The peak friction angle between the surface of the perforated, textured plastic and a #40 silica sand at 100% relative density shall be no less than 85% of the peak friction angle of the silica sand in isolation when tested by the direct shear method per ASTM D 5321. The quantity of perforations shall remove 16.7% ± 3.5% of the cell wall area. Material: The surface texturing shall be a multitude of rhomboidal (diamond shape) indentations. The rhomboidal indentations shall have a surface density of 22 - 31 per cm² (140 - 200 per in²). The thickness of the textured sheet shall be 1.52 mm ±0.15 mm (60 mil ±6 mil) determined per ASTM D5199. The perforations shall be horizontal rows of 10 mm (0.4 in) diameter holes. Perforations within each row shall be 19 mm (0.75 in) on-center. Horizontal rows shall be staggered and separated 12 mm (0.50 in) relative to the hole centers. The edge of strip to the nearest edge of perforation shall be 8 mm (0.3 in) minimum and the centerline of the weld to the nearest edge of perforation shall be 18 mm (0.7 in) minimum. A slot with a dimension of 10 mm x 35 mm (3/8 in x 1 3/8 in) is standard in the center of the non-perforated areas and at the center of each weld.

Non-perforated Textured Strip/Cell Polyethylene sheet used to make strips for Presto Geoweb sections shall have a thickness of 1.27 mm -5% +10% (50 mil -5% +10%) prior to any surface disruption. The strips shall have a textured surface. Performance: The peak friction angle between the surface of the textured plastic and a #40 silica sand at 100% relative density shall be no less than 85% of the peak friction angle of the silica sand in isolation when tested by the direct shear method per ASTM D 5321. Material: The surface texturing shall be a multitude of rhomboidal (diamond shape) indentations. The rhomboidal indentations shall have a surface density of 22 - 31 per cm² (140 - 200 per in²). The thickness of the textured sheet shall be 1.52 mm ±0.15 mm (60 mil ±6 mil) determined per ASTM D5199. A slot with a dimension of 10 mm x 35 mm (3/8 in x 1 3/8 in) may be punched in the center of the non-perforated areas and at the center of each weld.

Assembly Presto Geoweb [Cell Type] sections shall be fabricated using strips of sheet polyethylene each having a length of … (per Table 1) and a width equal to the cell depth. Polyethylene strips shall be connected using full-depth, ultrasonic spot-welds aligned perpendicular to the longitudinal axis of the strip. Weld spacing shall be … (per Table 1). The ultrasonic weld melt-pool width shall not exceed 25 mm (1.0 in).

Table 1 Strip Lengths & Weld Spacing for Cell Types

Cell Type GW20V GW30V GW40V

Strip Length 3.61 m (142 in) 3.61 m (142 in) 3.61 m (142 in)

Weld Spacing 356 mm ± 2.5 mm (14.0 in ± 0.10 in)

445 mm ± 2.5 mm (17.5 in ± 0.10 in)

711 mm ±2.5 mm (28.0 in ± 0.10 in)

Specifier Choice for Strip Properties and Assembly The specifier shall state the desired strip/cell type: Perforated Textured or Non-Perforated Textured and use either the Performance or Material language. Refer to THE GEOWEB SYSTEM TECHNICAL OVERVIEW documents for recommendations.

Cell and Seam Properties NOTE: All measurements are nominal and subject to manufacturing tolerances unless otherwise stated.

PRESTO



CellWidth

CellLength

Figure 1 Variable Expansion of the Geoweb Cell

Cell Nominal Length & Width, Density, and Nominal Area The individual cells of the GW(TT)V Geoweb section shall have a variable dimensions depending on expansion. The nominal cell dimensions, density and nominal area are illustrated in Figure 1.

Nominal Dimensions ±10% Type (TT)

Length Width Density

per m² (yd²) Nominal Area ±1%

GW20V 224 mm (8.8 in) 259 mm (10.2 in) 34.6 (28.9) 289 cm² (44.8 in²)



Nominal Cell Depth The Geoweb section shall have a nominal cell depth of (D).

Depth (D) = 200 mm (8.0 in) 150 mm (6.0 in) 100 mm (4.0 in) 75 mm (3.0 in)

NOTE: All measurements are subject to manufacturing tolerances unless otherwise stated.

Short-Term Seam Peel-Strength Test Short-term cell seam peel-strength shall be uniform over the full depth of the cell. Minimum short-term seam peel-strengths shall be: • 2840 N (640 lbf) .................. for the 200 mm (8 in) depth cell. • 2130 N (480 lbf) .................for the 150 mm (6 in) depth cell. • 1420 N (320 lbf) .................. for the 100 mm (4 in) depth cell. • 1060 N (240 lbf) .................... for the 75 mm (3 in) depth cell.

Short-term seam peel strength shall be tested per Appendix A.

Long-Term Seam Peel-Strength Test Long-term seam peel-strength test shall be performed on all resin or pre-manufactured sheet or strips. A 100 mm (4.0 in) wide seam sample shall support a 72.5 kg (160 lb) load for a period of 168 hours (7 days) minimum in a temperature-controlled environment that undergoes change on a 1-hour cycle from room temperature to 54°C (130°F). Room temperature is defined in ASTM E41.

Long-term seam peel strength shall be tested per Appendix B.

PRESTO



10,000-hour Seam Peel Strength Certification Presto shall provide data showing that the high-density polyethylene resin used to produce the Geoweb sections has been tested using an appropriate number of seam samples and varying loads to generate data indicating that the seam peel strength shall survive a loading of at least 95 kg (209 lbf) for a minimum of 10,000 hours.

Specifier Choice for Seam and Cell Properties The specifier shall state the desired cell size: either the GW20V, GW30V or GW40V Geoweb section and the cell depth. Refer to THE GEOWEB SYSTEM TECHNICAL OVERVIEW documents for recommendations.

The specifier shall also state the Short-Term Seam Peel-Strength Test and the Long-Term Seam Peel-Strength Test. There are three possibilities for seams for a Geoweb section:

1) Two carbon black stabilized strips welded together. This is most typical for Geoweb sections used in all application areas.

2) A carbon black strip welded to a HALS stabilized strip. This is typically used when a colored facia is desired on the Geoweb earth retention system.

3) Two HALS stabilized strips welded together. However, this is uncommon and would apply only to fully colored Geoweb sections. Presto should be consulted before specifying fully colored Geoweb sections. In the Long Term Seam Peel-Strength Test, the load capacity is given for seams made of two carbon-black stabilized strips welded together and a carbon black stabilized strip welded to a HALS stabilized strip.

Geoweb Section Properties – GW20V Cell NOTE: All measurements are subject to manufacturing tolerances unless otherwise stated.

GW20V Geoweb Section

Direction of Expansion

Width

Leng

th

Figure 2 GW20V Geoweb Section

Presto Geoweb GW20V section dimensions shall be as indicated in Figure 2. Sections shall have a nomenclature of “GW20VDWWLL” where “GW20V” indicates the cell size, “D” indicates the cell depth in inches, “WW” indicates the number of cells wide, and “LL” indicates the number of cells long. Sections shall have expanded dimensions per Table 2. An example of the GW20V Geoweb section nomenclature is GW20V81029 where the section cell depth is 8 in or 200 mm and the section is 10 cells wide and 29 cells in length.

PRESTO



Table 2 Available GW20V Geoweb Section Dimensions - 10 Cells Wide Minimum Expansion Maximum Expansion Nominal

Cells Length Width Length Width Area Long m ft m Ft m ft m ft m² ft²

18 3.7 12.0 2.8 9.2 4.4 14.5 2.3 7.7 10.4 112 21 4.3 14.0 5.1 16.9 12.1 131 25 5.1 16.7 6.1 20.1 14.5 156 29 5.9 19.4 7.1 23.3 16.8 181 34 6.9 22.7 8.3 27.3 19.7 212




Width

Leng

th



Table 3 Available GW30V Geoweb Section Dimensions - 8 Cells Wide

Minimum Expansion Maximum Expansion Nominal Cells Length Width Length Width Area Long m ft m ft m ft m ft m² ft²

18 4.7 15.4 2.8 9.2 5.7 18.6 2.3 7.6 13.3 143 21 5.5 18.0 6.6 21.7 15.5 167 25 6.5 21.4 7.9 25.8 18.4 198 29 7.6 24.8 9.1 30.0 21.4 230 34 8.9 29.1 10.7 35.1 25.0 270

PRESTO






Width

Leng

th



Table 4 Available GW40V Geoweb Section Dimensions - 5 Cells Wide Minimum Expansion Maximum Expansion Nominal

Cells Length Width Length Width Area Long m ft m Ft m ft m ft m² ft²

18 7.7 25.4 2.8 9.1 9.4 30.8 2.3 7.5 21.7 234 21 9.0 29.6 11.0 36.0 25.3 273 25 10.7 35.2 13.1 42.8 30.2 325 29 12.5 40.9 15.1 49.7 35.0 377 34 14.6 47.9 17.8 58.2 41.0 441

Specifier Choice for Section Properties The specifier shall state the desired Geoweb section type(s) and size(s). Refer to THE GEOWEB SYSTEM TECHNICAL OVERVIEW documents for recommendations.

PRESTO

SYSTEMGEOWEB®

MATERIAL SPECIFICATION


Geoweb Section Features / Components

Slotted Geoweb Sections Geoweb sections may be provided with a series of punched slots through the cell walls at each weld point. The slots are used for:

1. Inserting tendons at predetermined spacing. Tendons are inserted in the field such that they pass through the Geoweb section in the direction of expansion. Tendons may be used with ATRA® anchors or ATRA® restraint clips.

2. Connecting ATRA anchors so that the top of the ATRA anchors are below surface. See Figure 5.

Figure 5 Slotted Geoweb Section Applications

Integral Tendons

Polyester Tendons The polyester tendon shall be manufactured from bright, high-tenacity, industrial-continuous-filament polyester yarn woven into a braided strap. Elongation shall be 9-15% at break. The tendon reference name, diameter / width and minimum break-strength shall be per Table 5.

Table 5 Polyester Tendons

Tendon Diameter / Width Tendon Minimum Break-strength Reference Name

mm in kN lbf

TP-31 13 0.500 3.11 700 TP-67 19 0.750 6.70 1506 TP-93 19 0.750 9.30 2090

Kevlar® Aramid Tendons The Kevlar® aramid tendon shall be a woven strap having the reference name, width and minimum break-strength per Table 6.

PRESTO



Table 6 Kevlar® Aramid Tendon


mm in kN Lbf

TK-89 10 0.375 8.90 2000 TK-133 16 0.625 13.34 3000

Polypropylene Tendons The polypropylene tendon shall be 3-strand twisted rope having the reference name, diameter and minimum break-strength per Table 7.

Table 7 Polypropylene Tendon


mm in kN Lbf

TPP-44 6 dia 0.25 dia 4.40 990

The ATRA® Clip Restraint Pin The ATRA® Clip shall be used as a load transfer pin within Geoweb® sections. The ATRA® Clip Restraint Pin shall transfer load from the infilled Geoweb cells to the tendon. The ATRA® Clip shall be molded from high-strength polyethylene.

Figure 6 ATRA® Clip

Specifier Choice for Tendons and Restraint Pins If a requirement of the design, the specifier shall state which tendon is to be used. Tendon strength must meet design requirements for the application. The specifier shall also state if the ATRA® Clip restraint pin is needed. Refer to THE GEOWEB SYSTEM TECHNICAL OVERVIEW documents for recommendations.

NOTE: All measurements are subject to manufacturing tolerances unless otherwise stated.

Anchoring Requirements Geoweb sections shall be anchored in accordance with construction drawings. Rows of ATRA® Anchors or stake anchors shall engage and bear against the cell walls, or engage and hold the integral tendons against the foundation soil. The size, type and distribution of ATRA® Anchor (stake anchors) shall be in accordance with the construction drawings.

PRESTO



Anchor Systems

ATRA® GFRP Anchor – Pre-Assembled Unit The ATRA® GFRP Anchor shall be a pre-assembled unit consisting of the ATRA® Clip inserted onto the ATRA® GFRP stake so that the end of the stake is flush with or 3 mm (1/8 in) maximum above the top of the ATRA® Clip. Prior to inserting the ATRA® Clip on the end of the stake, the stake end shall be ground or filed so it has a bevel and is free from all burrs.

The ATRA® GFRP stake shall be composed of glass fiber-reinforced polymer with the outer surface of the stake sand coated and deformed by a helical wrap of glass. Glass reinforcement content shall be 75% minimum by weight and shall be continuous longitudinal filament. Polymer shall be vinyl ester, isopthalic polyester, or other matrix material. The outer surface of the stake shall be sand coated and deformed by a helical wrap of glass. The ATRA® GFRP stake shall have a minimum tensile strength of 655 MPa (95 ksi) per ASTM D638. The stake shall be non-magnetic, non-conducting and corrosion resistant. The stake diameter shall be 12-13 mm (1/2 in). The length shall be per construction drawings.

The pre-assembled ATRA® GFRP Anchors are available from Presto Geosystems. Contact Presto Geosystems or their authorized representative for available lengths.

ATR

A®

Clip

ATR

A® G

FRP Stake

Figure 7 ATRA® GFRP Anchor

Other ATRA® Anchors

ATRA® GFRP Anchor

The ATRA® GFRP Anchor shall be made by properly inserting the ATRA® Clip onto a straight stake so that the end of the stake is flush with or 3 mm (1/8 in) maximum above the top of the ATRA® Clip. Prior to inserting the ATRA® Clip on the end of the stake, the stake end shall be ground or filed so it has a bevel and is free from all burrs. The stake shall be composed of glass fiber-reinforced polymer (GFRP) with the outer surface of the stake sand coated and deformed by a helical wrap of glass. Glass reinforcement content shall be 75% minimum by weight and shall be continuous longitudinal filament. The use of non-continuous filament is strictly prohibited. Polymer shall be vinyl ester, isopthalic polyester, or other matrix material. The stake shall have a minimum tensile strength of 655 MPa (95 ksi) per ASTM D638. The stake shall be non-magnetic, non-conducting and corrosion resistant. The stake length shall be per construction drawings.

Steel ATRA® Anchor

The Steel ATRA® Anchor shall be made by properly inserting the ATRA® Clip onto a straight stake so that the end of the stake is flush with or 3 mm (1/8 in) maximum above the top of the ATRA® Clip. Prior to inserting the ATRA® Clip on the end of the stake, the stake end shall be ground or filed so it has a bevel and is free from all burrs. The stake shall consist of straight 12-13 mm (#4) steel reinforcing rod. The stake length shall be per construction drawings.

Galvanized Steel ATRA® Anchor

The Galvanized Steel ATRA® Anchor shall be made by properly inserting the ATRA® Clip onto a straight stake so that the end of the stake is flush with or 3 mm (1/8 in) maximum above the top of the ATRA® Clip. Prior to inserting the ATRA® Clip on the end of the stake, the stake end shall be ground or filed so it has a bevel and is free from all burrs. The stake shall consist of straight 12-13 mm (#4) steel reinforcing rod hot dipped galvanized per AASHTO M-218. The stake length shall be per construction drawings.

PRESTO



Metal ATRA® Anchor

The ATRA® Anchor shall be made by properly inserting the ATRA® Clip onto a straight stake so that the end of the stake is flush with or 3 mm (1/8 in) maximum above the top of the ATRA® Clip. Prior to inserting the ATRA® Clip on the end of the stake, the stake end shall be ground or filed so it has a bevel and is free from all burrs. The stake shall consist of straight 12-13 mm (½ in) (state metal type) rod. The stake length shall be per construction drawings.

Stake Types

GFRP Stakes

The GFRP Stake shall be composed of glass fiber-reinforced polymer with a sand coating. Glass reinforcement content shall be 75% minimum by weight and shall be continuous longitudinal filament. The use of non-continuous filament is strictly prohibited. Polymer shall be vinyl ester, isopthalic polyester, or other matrix material. The outer surface of the stake shall be sand coated and deformed by a helical wrap of glass. The stake shall have a minimum tensile strength of 655 MPa (95 ksi) per ASTM D638. The stake shall be non-magnetic, non-conducting and corrosion resistant. The stake diameter and length shall be per construction drawings.

Steel J-pin Stakes

Steel J-pin stakes shall be fabricated from mild steel or reinforcing steel rod. Each stake shall have a minimum-radius, 180-degree return at one end. Rod diameter shall be 8 mm (0.3125 in), 10 mm (0.375 in), 12 mm (0.50 in), 16 mm (0.625 in) or 20 mm (0.75 in). Stake length shall be per the construction drawings. When specified, galvanizing shall be per AASHTO M-218.

Straight Steel Stakes

Straight steel stakes shall be fabricated from mild steel or reinforcing steel rod. Rod diameter shall be 8 mm (0.3125 in), 10 mm (0.375 in), 12 mm (0.50 in), 16 mm (0.625 in) or 20 mm (0.75 in). Stake length shall be per the construction drawings. When specified, galvanizing shall be per AASHTO M-218.

Straight Metal Stakes

Straight metal shall be fabricated from (state metal type) rod. Rod diameter shall be 8 mm (0.3125 in), 10 mm (0.375 in), 12 mm (0.50 in), 16 mm (0.625 in) or 20 mm (0.75 in). Stake length shall be per the construction drawings.

Wood Stakes

Wood stakes shall be made from (state wood type) and shall be free from knots that affect the strength of the stake. The stakes shall have a cross section of by and be long.

Specifier Choice for Anchoring Systems The specifier shall state which of the anchoring methods are required for the application and choose from the stated options. Refer to THE GEOWEB SLOPE PROTECTION SYSTEM and/or CHANNEL PROTECTION SYSTEM TECHNICAL OVERVIEW for recommendations. Note, the pre-assembled glass fiber-reinforced polymer ATRA® GFRP Anchors are available from Presto Geosystems. Other ATRA® Anchors are not available from Presto Geosystems.

Disclaimer This document has been prepared for the benefit of customers interested in the Presto Geosystems Geoweb Cellular Confinement System. It was reviewed carefully prior to publication. Presto Geosystems assumes no liability and makes no guarantee or warranty as to its accuracy or completeness. Final determination of the suitability of any information or material for the use contemplated, or for its manner of use, is the sole responsibility of the user. Geoweb® and ATRA® are registered trademarks of Presto Products Company.

PRESTO



Appendix A

Short-Term Seam Strength Test Procedure

Frequency of Test

The short-term seam peel strength test (referred to as the ‘test’ in this section) shall be performed on a geocell section randomly taken directly from the production line each two hours.

Test Sample Preparation

Randomly choose 10 welds within the selected section and cut those welds from the section such that 10 cm (4 in) of material exist on each side of the weld. The test sample shall have a general appearance as illustrated in Figure A1. Prior to testing, the test samples shall have air cool for a minimum of 30 minutes from the time the selected geocell section was manufactured.

Short-term Seam Peel Strength Test

The apparatus used for testing the short-term seam peel strength shall be of such configuration that the jaws of the clamp shall not over stress the sample during the test period. Load shall be applied at a rate of 300 mm (12 in) per minute and be applied for adequate time to determine the maximum load. The date, time and load shall be recorded.

Short-term seam peel strength shall be defined as the maximum load applied to the test sample. Minimum required short-term seam peel strength shall be:

• 2840 N (640 lbf) for the 200 mm (8 in) depth cell • 2130 N (480 lbf) for the 150 mm (6 in) depth cell • 1420 N (320 lbf) for the 100 mm (4 in) depth cell • 1060 N (240 lbf) for the 75 mm (3 in) depth cell.

Definition of Pass / Failure

Two methods shall be used to determine acceptability of the manufactured geocell sections. The successful passing of the short-term seam peel test shall not be used to determine acceptable of the polyethylene for use in manufacturing of the geocell sections. Acceptability of the polyethylene shall be determined through tests conducted in Appendix B.

The Tested Value

If more than one of the tested seam samples fails to meet the minimum peel strength, all sections manufactured after the previously successful test shall be rejected.

Seam to be testedSeam to be testedSeam to be tested

If all tested seam samples meet the minimum peel strength, all geocell sections manufactured since the last successful test shall be considered to have passed the test.

When one of the tested seam samples fails to meet the minimum peel strength, another 10 samples shall be randomly selected and cut from the previously selected section. If more than one of these samples fails, all sections manufactured after the previously successful test shall be rejected. Otherwise, all geocell sections manufactured since the last successful test shall be considered to have passed the test.

Figure A1

Visual Failure Mode

After each sample is tested, the seam shall be examined to determine the failure mode. Two failure modes are possible.

• Material failure within and adjacent to the weld indicated by material strain and

• Weld failure resulting in complete separation of the seam and shows little or no material strain.

Upon examination, when the failure mode results in complete separation of the seam and indicates little or no material strain, product manufactured shall be rejected.

PRESTO



Appendix B

Long-Term Seam-Strength Test Procedure

Frequency of Test

The long-term seam peel strength test (referred to as the ‘test’ in this section) shall be performed:

1. on each new resin lot number if the geocell manufacturer extrudes the sheet or strip used to produce the geocell material.

2. on each new order of sheet and/or strip if the geocell manufacturer does not extrude the sheet and/or strip used to produce the geocell material.

Test Sample Preparation

A test sample shall be made using two sets of two strips meeting all aspects of the material portion of this specification. Testing shall be done on non-perforated samples to obtain the true seam strength of the bond. One set of two strips are to be welded in welder position “A” and the other set of two strips are to be welded in welder position “B” producing two 1-cell long sections of geocell product. Welding should be done using a warm welder. The welded samples shall be labeled “A” and “B” and the weld seams of each sample shall be numbered consecutively from left to right starting with the number 1 (one) and corresponding to the welding head number.

The samples shall air cool for a minimum of 30 minutes. Randomly choose 10 welds from samples “A” and “B” and cut those welds from the geocell samples such that 10 cm (4 in) of material exist on each side of the weld. These samples shall be cut to a width of 10 cm (4 in). Properly identify each weld using the sample letter and weld seam number.

These samples are now ready to be tested.

Long-term Seam Peel Strength Test

Figure B1

Seam to be testedSeam to be tested

The long-term seam peel strength test shall take place within an environmentally controlled chamber that undergoes temperature change on a 1-hour cycle from room temperature to 54°C (130°F). Room temperature shall be defined per ASTM E41.

Within the environmentally controlled chamber, one of the ends of the samples (10 samples in total) shall be secured to a stationary upper clamp. The jaws of the clamp shall be of such configuration that the grip does not over stress the sample during the test period. The sample shall be secured so that its axis is vertical and the welds being tested are horizontal as the sample hangs within the environmentally controlled chamber.

A weight of 72.5 kg (160 lb) shall be lifted via a hoist or lift platform and attached to the free lower end, of the sample. The weight shall be lowered in a way so that no impact load occurs on the sample being tested. The weight shall be sufficient distance from the floor of the chamber so that the weight will not touch the floor of the chamber as the sample undergoes creep during the test period. The date and hour the weight is applied shall be recorded.

The temperature cycle shall commence immediately within the environmentally controlled chamber. The test period for the applied load shall be 168 hours.

Definition of Pass / Failure

If any of the 10 seams fail prior to the end of the 168-hour (7-day) period, the date and hour of the failure shall be recorded and the polyethylene resin and strip material shall be considered unsuitable for geocell manufacturing.


Midland, MI 48674

APPENDIX D

Photographic Documentation

Appendix D

Photo 1 – North Cap

Photo 2 – South Cap

Photo 3 – Middle Cap

Photo 4 – Attaching Geoweb® with Atra-Keys®

Photo 5 – Attaching Geoweb® with Atra-Keys®

Photo 6 – Attaching Geoweb® with Atra-Keys® in the water

Photo 7 – Middle cap upstream rebar with Atra-Clips® prior to Geoweb® installation

Photo 8 – Attaching Geoweb® to rebar with Atra-Clips® (middle cap)

Photo 9 – Peastone filled burlap bags in small boat (middle cap)

Photo 10 – Middle cap

Photo 11 – Polyester tendon installation

Photo 12 – Polyester tendon installation

Photo 13 – 6AA aggregate installation (North & South Caps)

Photo 14 – 6AA aggregate installation (North & South Caps)

Photo 15 – (1-2) inch crushed natural stone (middle cap)

Photo 16 – (1-2) inch crushed natural stone (middle cap)

Photo 17 – 2NS Sand installation (South Cap)

Photo 18 – 2NS Sand installed (South Cap)

Photo 19 – 2NS Sand installation (North cap)

Photo 20 – 2NS Sand installed (North Cap)

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