Advanced GeoServices Corp."Engineering for the Environment"™

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REMOVAL ACTION CONSTRUCTIONCERTIFICATION REPORTGALAXY/SPECTRON SITE

Elkton, Maryland

Prepared For:

THE GALAXY/SPECTRON SITEWASTE GENERATOR

ANDTRANSPORTER GROUP II

.1.

REMOVAL ACTION CONSTRUCTIONCERTIFICATION REPORTGALAXY/SPECTRON SITE

Elkton, Maryland

Prepared For:

THE GALAXY/SPECTRON SITEWASTE GENERATOR

ANDTRANSPORTER GROUP II

Prepared By:

ADVANCED GEOSERVICES CORP.Chadds Ford, Pennsylvania

Project No. 95-227-10January 24, 2000

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TABLE OF CONTENTS ,PAGE NO.

CERTIFICATION . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . v

1.0 INTRODUCTION . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 1

1.1 Site Description . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 11.2 Site History . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 11.3 Remedial Action Objectives . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 21.4 Field Project Team . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 2

2.0 CONSTRUCTION ACTIVITIES . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 3

2.1 Site Preparation . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 3

2.1.1 Erosion and Sediment Controls . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 42.1.2 Clearing and Grubbing . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 52.1.3 Demolition . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 5

2.2 Stream Diversion . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 62.3 Anchor/Cutoff Wall Construction . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 7

2.3.1 Upstream and Downstream Anchor/Cutoff Walls . . . . . . . . . . . . . . . . . . . 8

2.3.1.1 Base Wall Section . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 82.3.1.2 Second Wall Section . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 92.3.1.3 Rock Anchors . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 92.3.1.4 Third Wall Section . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 10

2.3.2 Midstream Anchor Walls . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 102.3.3 Longitudinal Anchor Wall . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 112.3.4 Bridge Abutment Anchor Walls . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 12

2.4 Grading . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 12

2.4.1 Boulder Removal . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 122.4.2 Screening . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 13

2.5 Groundwater Collection System Installation . . . . . . . . . . . . . . . . . . . . . . . . . . . . 13

2.5.1 Collection Pipes . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 14

2.5.1.1 Pipe Connections . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 142.5.1.2 Clean Out Pipe Covers . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 14

1

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TABLE OF CONTENTS(Continued)

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2.5.2 Pressure Relief Pipes . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 152.5.3 Manholes . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 15

2.6 Barrier Layer Installation . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 17

2.6.1 Subgrade Preparation . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 172.6.2 Geotextile Working Mat . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 172.6.3 Geosynthetic Clay Liner Composite . . . . . . . . . . . . . . . . . . . . . . . . . . . . 182.6.4 Geomembrane Liner . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 18

2.6.4.1 Batten Bar Installation . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 182.6.4.2 Secondary Seal . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 192.6.4.3 Liner Termination at Edge of Stream Bank . . . . . . . . . . . . . . . . . 19

2.7 Protective Layer Installation . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 20

2.7.1 Geotextile . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 202.7.2 Geocushion . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 202.7.3 Gabion Installation . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 20

2.7.3.1 Gabion Mat . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 212.7.3.2 Gabion Walls . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 212.7.3.3 Top Course Gabion Mat . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 22

2.8 Site Restoration . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 22

2.8.1 Zone D . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 23

2.8.1.1 Boulder Island Construction . . . . . . . . . . . . . . . . . . . . . . . . . . . . 232.8.1.2 Riffle Zones . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 24

2.8.2 Zone C . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 242.8.3 Zone B . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 252.8.4 Zone A . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 252.8.5 Gabion Walls . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 252.8.6 Regrading and Repairs . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 252.8.7 Drainage Swales . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 26

3.0 DESIGN CHANGES . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 27

3.1 Modifications Made Prior to Construction . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 27

'..OKICHAGC\PROJl:t"rS1.|:I[.rSl.')5227-K1.RKPURTS\0(:nil'i

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TABLE OF CONTENTS(Continued)

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3.2 Collection System Geotextile . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 283.3 Additional Collection System Manhole and Electrical Vaults . . . . . . . . . . . . . . 293.4 Electrical Conduits . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 293.5 Manhole Riser Pipes . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 293.6 4 Inch Diameter Drainage Pipe . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 293.7 Groundwater Collection Pipes . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 303.8 Manhole #1 Modified Dimensions . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 303.9 Upstream Anchor/cutoff Wall Alignment . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 303.10 Manhole for Pressure Relief System Valves . . . . . . . . . . . . . . . . . . . . . . . . . . . . 30

4.0 QUALITY CONTROL/QUALITY ASSURANCE . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 31

4.1 Concrete . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 324.2 Geosynthetics . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 33

4.2.1 Geosynthetic Clay Liner (GCL) Composite . . . . . . . . . . . . . . . . . . . . . . 334.2.2 Geomembrane . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 34

4.2.2.1 Test Seams . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 344.2.2.2 Repairs . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 354.2.2.3 Non-Destructive Seam Testing . . . . . . . . . . . . . . . . . . . . . . . . . . 354.2.2.4 Destructive Seam Testing . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 35

5.0 FINAL INSPECTION . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 37

LIST OF TABLES

TABLE

2.1 Effluent exceedances

LIST OF FIGURESFIGURE

1 Site Location Map2 Liner Termination at Concrete Anchor Walls3 Liner Termination Behind Gabion Walls (Plant Side)4 Liner Termination Behind Gabion Walls (Non-Plant Side)5 Liner Termination at Edge of Gabion Mat

in

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LIST OF APPENDICESAPPENDIX

A Variance RequestsB Concrete Compression Test ResultsC GCL Manufacturer's QA PackageD-l Liner Quality Assurance FormsD-2 Liner Conformance Test ResultsD-3 Liner Destructive Test ResultsE Photograph LogF Restoration Summary ReportG Submittal Register

LIST OF ATTACHMENTSATTACHMENTS

1 As-Built of RA Construction2 As-Built Geomembrane Panel Layout3 Sketch of Sediment Trap and Outlet Structure Detail4 Excerpt from Conti's Health and Safety Plan Describing Air Monitoring Plan

IV

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CERTIFICATION

Advanced GeoServices Corp. (AGC) certifies that the construction of the Removal Action at the

Galaxy/Spectron Site was completed in accordance with the approved design dated March 13,1998

and revised July 7, 1998. This work was performed from August 1998 to April 1999 by Conli

Environmental Services, Inc. The Removal Action consisted of the installation of a groundwater

isolation and collection system, in accordance with the Spectron Administrative Order by Consent,

Docket No. I1I-91-40-DC. AGC representatives were on-site during construction activities to

perform Quality Assurance and provide

Paul G. Stratman, P.E.Advanced GeoServices Corp.Project Manager

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1.0 INTRODUCTION

Advanced GeoServices Corp, (AGC) has prepared this Certification Report on behalf of the

Galaxy/Spectron Site Waste Generator and Transporter Group II. This report describes the

construction activities performed to implement the Removal Action at the Galaxy/Spectron Site (the

Site). The Removal Action was implemented in accordance with the Spectron Administrative Order

by Consent, Docket No. III-91 -40-DC, between the United States Environmental Protection Agency

(USEPA), and the Galaxy/Spectron Site Waste Generator and Transporter Group II. (the PRP

Group).

1.1 SITE DESCRIPTION

The Site is located at 111 Providence Road in Elkton, Cecil County, Maryland and is currently

owned by Paul J. Mraz. The Site covers approximately 8 acres which stradle approximately 1,000

lineal feet of the Little Elk Creek stream corridor from the Spectron Dam to south of the Providence

Road bridge. The Removal Action extends within the stream corridor from the Spectron Dam to

approximately 125 feet south of the Providence Road bridge, and includes a small portion of a

neighboring property on the east side of the stream bank south of Providence Road.

1.2 SITE HISTORY

The Galaxy/Spectron Site was used for solvent recovery and fuel blending from 1962 to 1988. From

1989 to 1990, the PRP Group removed solvent-filled tanks and drums from the Site to mitigate the

potential hazards of fire, explosion, or exposure. However, Site activities prior to 1988 resulted in

volatile organic compound (VOC) contamination of the Site soils and groundwater. The Spectron

Administrative Order by Consent, Docket No. III-91-40-DC, was signed on September 27, 1991.

The primary objective of the Consent Order was to control releases from seeps or groundwater at

the Site which were entering Little Elk Creek. In accordance with this objective, the goal of the

Remedial Action Design prepared by AGC was to improve water quality in Little Elk Creek by

isolating the surface water from groundwater discharges, stream sediments, seeps, and springs which

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represent potential sources of cross-contamination to the surface and collecting and treating

groundwater which would otherwise discharge to the Little Elk Creek.

1.3 REMEDIAL ACTION OBJECTIVES

The design for the Removal Action incorporated the following elements to meet the objectives stated

above:

• An engineered channel structure to convey steam channel flow;

• A barrier layer to separate groundwater discharge, seeps, springs and sediments from

stream flow;

• A protective cover to protect the barrier layer and restore the stream channel habitat;

and,

• A groundwater collection system beneath the barrier layer to collect groundwater and

seeps which would otherwise discharge to the stream.

The construction of this system is discussed in detail in this report.

1.4 FIELD PROJECT TEAM

The construction of the groundwater isolation and collection system was performed by Conli

Environmental Services, Inc. (Conti) of South Plainfield, New Jersey. AGC representatives were

on-site to perform Quality Assurance and to provide Engineering support during construction

activities. Maverick Construction Management Services, Inc. representatives were on-site during

construction to manage construction activities.

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2.0 CONSTRUCTION ACTIVITIES

The Removal Action (RA) was performed in accordance with the approved Design Plans and

Specifications (the Design) prepared by AGC. Construction activities began with mobilization in

mid-August 1998. Demobilization occurred in early April 1999.

Installation of the components of the stream isolation/groundwater collection system was staged to

protect the work as it was completed and to prevent cross-contamination. Conti worked from

upstream to downstream with several different activities taking place at one time.

2.1 SITE PREPARATION

Site preparation included the removal of the 8-foot high chain link security fence around the Site

perimeter at locations that would interfere with construction. The steel security fence posts were left

in place for most of the construction activities and the chain link fence was replaced with orange

construction safety fence. Signs were posted around the work area to alert workers, and visitors ofthe work area and exclusion zone boundaries.

Air monitoring stations were placed around the Site boundary to perform daily monitoring of volatileorganic compounds and dust particulate concentrations in the air. Three air monitoring stations were

active each construction day, one station upwind and two stations downwind of the work area. The

air monitoring locations were chosen based on the prominent wind direction as determined by the

Contractor's weather station, and the location of the work scheduled to be performed each day. Each

of the three stations was equipped with a MIE PDR-1000 RAM and a TE 580B OVM. in addition

to the air monitoring stations, the Conti Health and Safety Officer monitored the work area with a

hand held MIE PDR-1000 RAM, an hnu PI101 OVM and a Quest 2700 Sound level Meter. The

results of the daily air monitoring were submitted with Conti's Quality Control Daily Reports to

Maverick and AGC. Based on the air monitoring results there were no exceedances which caused

a stoppage of work.

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Conti also collected air samples with Summa Canisters, which were analyzed for VOCs by EPAMethod TO-14. A detailed description of the Air Monitoring Program implemented during

construction is included in Section 6.0 of Conti's Health and Safety Plan, which is included as

Attachment 4 to this Certification Report. Tables from the Health and Safety Plan are also included

in Attachment 4, which summarize the action levels and frequency of air monitoring. A copy of the

Air Monitoring Station Location Map is also included as part of Attachment 4.

2.1.1 Erosion and Sediment Controls

Erosion and sediment controls consisted of the following measures:

Silt fence was placed at the bottom of the stream banks, except in those areas withlarge boulders and steep slopes, to minimize bank sediments from entering the

stream.

Geotextile fabric was placed over the stream banks following grubbing to protect the

stream banks from erosion during high flows.

A sediment trap was constructed immediately upstream of the lower dam tominimize downstream sediment release during base flow events. A sketch of the

sediment trap and a detail of the outlet structure from the Erosion and Sediment

Control Plan are included as Attachment 3 of this report. This structure was installed

prior to construction and was removed when construction was completed. The area

of the sediment trap was restored to pre-existing conditions, with the exception of a

fish ladder installed at the request of the United States Fish and Wildlife Service

(USFWS).

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12.1.2 Clearing and Grubbing

The clearing of existing trees was performed as required for construction access. Green Mountain

Clearing was subcontracted by Conti to perform the clearing. Clearing was performed with a chain

saw, a track mounted excavator, and a grappler. The branches and trees that were removed were

chipped and the chips were used as mulch during restoration of the Site.

Grubbing was performed with an excavator and the stumps and other grubbed material were reduced

with a tub grinder. The ground material was stored in a concrete secondary containment cell on-sitc

and covered with plastic. The ground material was sampled and hauled off-site for disposal.

A small amount of the cleared material (large tree pieces) from the eastern stream bank (outside the

limits of observed contamination) was used during restoration. The tree segments were used to

anchor the erosion mats. Also, aboveground vegetation from clearing was chipped and reused on-site as mulch.

2.1.3 Demolition

Demolition of several on-site structures was performed during the RA. Two concrete block

buildings, a transformer hutch, and a "foot bridge" (pedestrian) across the stream were demolished.

Three transformers were removed from the transformer hutch and stored on-site at the request of the

property owner with the approval of the EPA. The block buildings and the transformer hutch were

razed with a hydraulic excavator. The debris from the block buildings was crushed and stored in the

secondary containment cell with the grubbed material, and later hauled off-site for disposal. The

debris from the demolition of the transformer hutch was stored on-site and will remain. The foot

bridge that spanned the stream channel was disassembled and stored, intact, along the west side of

the Site property. A pre-demolition assessment report titled "Report of Sampling and AnalyticalResults for Asbestos, Lead Paint and Polychlorinated Biphenyls" was prepared by Envirogenics on

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September 16,1998 and submitted to EPA prior to demolition activities. The assessment evaluated

the structures for PCBs (transformers), lead paint and asbestos and determined that a limited amountof asbestos was present in one of the small structures. The asbestos was remediated by a licensed

contractor and sent to Kelly Run Sanitation Inc. (Elizabeth, PA) for disposal.

2.2 STREAM DIVERSION

As the site preparation activities were being performed, Conti set up the stream diversion system to

temporarily direct the stream base flow into a by-pass channel during construction activities. Pump

and Power Equipment Corporation (Pump and Power) was subcontracted by Conti to set up the

pumps and pipes for stream diversion. Current Electric was subcontracted by Conti to connect an

electrical power source to run the electric diversion pumps.

Initially, two 12-inch electrical submersible pumps were placed upstream of the work area to conveythe stream base flow around the work area. One 12-inch diesel pump was positioned upstream asa back-up pump. These pumps were used during most of the construction period, however, an

additional 12-inch diesel pump and a 6-inch diesel pump were used in January and February 1999

to aid in diverting heavier storm flows around the work area.

A continuous 18-inch diameter HOPE butt-fused pipe was positioned along the top of the western

(plant side) stream bank from the 12-inch diversion pumps at the Spectron Dam to the diversionoutlet at the lower dam. The 18-inch pipe was fed into a 3-way valve at the lower dam which had

two 12-inch rigid rubber hoses to discharge the diverted stream flow. The 12-inch hoses were

connected to two 12-inch PVC pipes with saw cut perforations to dissipate the flow energy and

discharge the flow in a controlled manner. The PVC pipes were secured with steel cables bolted to

the concrete apron on the dam and the pipes were surrounded by a steel cage. The ties restrictedmovement of the pipes and the cage prevented debris from damaging the PVC pipes.

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The Removal Action Water Treatment Plan, prepared by Conti Environmental, Inc., and approved

by USEPA and MDE described the temporary water treatment activities to be conducted during

construction. One of the objectives of the plan was to provide for the treatment of any groundwater

which was collected during intrusive work activities, such as trenching and excavations, which

would not naturally dissipate into the stream channel. On October 16, 1999, both the USEPA and

MDE approved of the use of the temporary water treatment plant for the duration of the removal

action. A small, portable water treatment plant was maintained at the site which included frac tanks,

multimedia sand filter and carbon filters for removal of VOCs. Water which was collected duringconstruction was pumped to the frac tanks for storage and settling prior to treatment. The water was

processed, after collection and settling, using the multimedia sand filter and carbon units. Treated

effluent from the system was directed to the creek, downstream of the work area, in accordance with

the temporary discharge permit issued by the MDE. The treatment system was monitored during

its use to assess breakthrough and exhaustion of the carbon and to ensure compliance with the

discharge monitoring requirements set by the MDE of 100 parts per billion (ppb) of total VOCs.

Samples were collected after every 40 hours of operation of the plant. The analytical results of the

monitoring program were submitted to MDE in accordance with the Water Treatment System Plan.

Copies of the reports are kept on file with Maverick Construction Management. Based on the copies

of analytical results for the waste water treatment effluent reviewed by AGC, the 100 ppb total VOC

limit was exceeded on seven separate occasions. Table 2.1 summarizes the results for the dates when

excecdances were identified. These results were discussed with MDE by Maverick at the time of

the occurrences. The requirements for sampling and data management, including the reporting ofexceedances is detailed in the Water Treatment Plan prepared by Conti.

2.3 ANCHOR/CUTOFF WALL CONSTRUCTION

Once the stream was diverted and the erosion and sediment controls were in place, construction of

the cast-in-place concrete walls began within the stream bed. The concrete walls consisted of the

upstream anchor/cutoff wall, the downstream anchor/cutoff wall, the upper and lower midstream

7

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anchor walls, the longitudinal anchor wall and the eastern and western bridge abutment anchor walls.The upstream and downstream anchor/cutoff walls act as groundwater cutoff barriers and provide

anchorage for the barrier and protective layers of the Remedial Design. The remainder of the

concrete walls provide anchorage for the barrier and protective layers. The locations of the concrete

walls are shown on Attachment 1.

2.3.1 Upstream and Downstream Anchor/Cutoff Walls

The upstream and downstream anchor/cutoff walls were constructed in three concrete pours. These"cutoff walls" are oriented perpendicular to the stream centerline at the upstream and downstream

ends of the Removal Action area. The upstream wall is intended to restrict clean groundwater flow

into the RA area from upstream, and the downstream cutoff wall is intended to contain the

groundwater in the engineered RA system. The base of the cutoff walls extends from the bedrock

to the bottom of a 3-ft. by 3-ft. reinforced section of wall. A 1-ft. high by 2-ft. wide reinforced

concrete curb is the last section on each cutoff wall.

2.3.1.1 Base Wall Section

The base section of each cutoff wall was constructed of unreinforced concrete placed by tremieprocedures because of standing water conditions. The base section was placed from "bedrock" to

the design elevation for the bottom of the 3-foot reinforced section of wall. "Bedrock" was defined

by refusal with a CAT 322 Excavator. Once the CAT 322 Excavator refused on bedrock, a Komatsu

250 Excavator with a smooth-edge bucket was used to remove any loose soil from the bedrock

surface prior to concrete placement. This work was performed under several feet of water. The

concrete was tremie-poured using a 3 cubic yard concrete bucket. The stiff concrete was initially

placed at the water line on the bank and the wet concrete mass advanced along the wall alignment

displacing the water ahead of it. Several feet of wet concrete head was maintained to eliminate the

opportunity for the water and concrete to intermix. Two continuous, parallel strips of PVC water

stop were embedded in the top of the concrete along the entire length of the wall as the concrete was

finished.

A R 3 0 I U I I

2.3.1.2 Second Wall Section

The 3-ft. by 3-ft. section of the cutoff walls was formed with wooden forms built on-site by Conti.

The steel reinforcement was tied in place and the concrete was placed using a 3 cubic yard concrete

bucket delivered to the pour by an excavator.

Clean out pipes for the collection system were placed in the 3 foot section of the cutoff walls. The

clean out pipes consisted of 6 inch diameter PVC pipes and elbows that were glued at the

connections. The clean out covers were installed when the curbs were poured.

In addition to the clean out pipes, 3-inch diameter PVC sleeves were placed vertically in the concrete

for the installation of rock anchors. One continuous strip of PVC water stop was embedded in the

top of concrete (along the centerline for the curb) as the concrete was finished. Also, a 27-inch wide

continuous length of geomembrane liner was embedded in the top of the concrete ledge which will

not be covered by the 1-ft. high by 2-ft. wide curb (see Figure 2). The geomembrane strip was

embedded a minimum of 3 inches into the concrete (until the steel reinforcement was reached)

approximately 9 inches from the edge of the wall. This ledge was carefully finished to create a

smooth surface for the flexible seal and batten bar to be placed during liner installation.

The curbs on the cutoff walls could not be placed until the rock anchors were installed and grouted.

2.3.1.3 Rock Anchors

Conti subcontracted Cook Drilling Corporation to install the rock anchors in the upstream and

downstream anchor/cutoff walls. In accordance with the Design Specifications, the rock anchors

installed were 1 -inch diameter solid core Williams R-7S "spin-lock" anchors. The rock anchors were

fitted with a heavy duty hex nut, washer, and an 8-inch square by 1-inch thick steel plate.

RR30UI2

The intent of the design was to extend the rock anchors a minimum of 2 feet into intact rock. In

order to achieve this objective, the rock anchors in the upstream anchor/cutoff wall were extendedto about elevation 187. The rock anchors in the downstream anchor/cutoff wall were set at about

elevation 185.5. The rock anchors were set by spinning to expand the anchor. The anchors were

then post-tensioned to 3200 psi and the drill holes were filled with grout to protect the rock anchors

from corrosion. In accordance with the Specifications, a representative from Williams was on-site

for installation of the first rock anchor on November 5, 1998. The representative from Williams

assisted the drillers with the procedures for installing the rock anchors correctly.

2.3.1.4 Third Wall Section

After the rock anchors were installed and grouted, the curbs on the cutoff walls were formed and

poured. A bentonitc water stop was placed around the rock anchor plates where the steel comers

interrupted the PVC water stop. A 1 -inch wide strip of styrofoam was embedded vertically, 6 inches

into the top of the concrete curb along the centcrline. The 1-inch by 6-inch slot created by the

styrofoam is intended to be used for future stream diversion barriers, if necessary, to facilitate

maintenance or repair of the stream isolation system.

2.3.2 Midstream Anchor Walls

In addition to the upstream and downstream anchor/cutoff walls, two concrete walls were installed

perpendicular to the stream length to provide anchorage for the barrier and protective layers, and to

provide interim clean out locations for the collection system piping. The upper midstream anchor

wall separates Areas 1 and 2 of the Remedial Action (see Figure 2) and the lower midstream anchor

wall separates Areas 2 and 3.

The midstream walls were constructed in two concrete pours. The first pour was the 3-ft. by 3-ft.

reinforced concrete foundation and the second pour was the 1 -ft., high by 11A -ft. wide reinforced

concrete curb. The curb is centered on the wall foundation so that there is a 9-inch ledge for the liner

batten on either side of the wall. There is a also a 9-inch ledge at each end of the midstream wall for

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A R 3 0 I I H 3

liner battening (see Section 2.6 for discussion). A 27-inch wide continuous piece of geomembrane

liner was embedded in the concrete at the perimeter of the curb (9 inches from the edge of the wall)

on all four sides of the midstream walls.

The steel reinforcement cages for the midstream walls were tied before they were placed into the

wall excavations. These steel "cages" were placed into the excavation after the forms for the walls

were set. The clean out pipes for the collection system were placed in the wall prior to concrete

placement.

In accordance with the Design, the bedrock was drilled and #8 reinforcing steel bars (rebar) dowels

were set into bedrock and projected up into the bottom of the midstream walls. These rebar anchors

were set 10 ft. on-center prior to wall construction and staggered about the wall centerline. The drill

holes for these anchors were filled with non-shrink grout once the anchors were set in place.

2.3.3 Longitudinal Anchor Wall

Construction of the longitudinal anchor wall was similar to that of the midstream anchor walls,

except that the longitudinal wall docs not contain clean out pipes for the collection system. The

entire longitudinal wall is approximately 835 feet long and is oriented parallel to the stream length,

extending from the upstream anchor/cutoff wall to the downstream anchor/cutoff wall. The

longitudinal wall was constructed in sections, approximately 79 feet long to maintain good

construction quality control and accommodate the required expansion joints. The foundation and

curb for each section of the longitudinal wall were poured separately. At the end of each section of

the longitudinal wall, an expansion joint, with 3 vertical strips of PVC water stop and 2 horizontal

steel rebar dowels, was installed. The PVC water stop used for all construction joints was a 6-inch

wide PVC Greenstreak Waterstop, ribbed with a centerbulb, designated Model 705. The expansion

joint material used was a 1 inch thick cellular fiber sheet, saturated with asphalt, manufactured by

W.R. Meadows, Inc. The expansion joint material was sealed around the edges with a one-part

urethane sealant manufactured by Polymeric Systems, Inc., Model PSI-901.

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A R 3 0 U I I 4

A 27-inch wide continuous piece of geomembrane liner was embedded in the foundation of the

longitudinal wall in the same manner as in the midstream anchor walls. This liner was installed on

both sides of the longitudinal wall at the edge of the curb, 9 inches from the edge of the foundation

on either side.

Rebar anchors were installed in the longitudinal wall every 10 feet and staggered, except in sectionsof the wall below the overhead power lines and the Providence Road Bridge. These overhead

obstructions prevented the drilling of the rebar anchors at these locations. AGC and AGC's

structural engineer reviewed these conditions and approved the elimination of rebar anchors in these

locations.

2.3.4 Bridge Abutment Anchor Walls

Concrete anchor walls were constructed along the pre-existing east and west masonry abutments of

the Providence Road Bridge owned by Cecil County. These anchor walls consisted of a 2-fl. high

by 2-ft. wide reinforced concrete foundation supporting a 3-ft. high by 1 -ft. wide reinforced concrete

curb. A 27-inch wide continuous piece of geomembrane liner was embedded in the concrete ledge

approximately 9 inches from the edge of the foundation.

2.4 GRADING

Grading the stream bank included removing and washing boulders and debris, screening stream

sediments, and replacing stream sediments smaller than 3/4 inch with fine aggregate to create a

smooth surface for deployment of the geosynthetics.

2.4.1 Boulder Removal

Conti removed boulders from the stream bed with a track loader and excavator. The boulders were

placed in a roll-off box and washed with a high pressure fire hose using stream water from upstream

of the Spectron Dam. After washing, the boulders were stockpiled on-site on the asphalt pavement.

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A R 3 0 U I 5

During boulder removal, miscellaneous debris such as metal poles, peizometers, and scrap wood was

also washed and removed from the stream bed. The debris was also stored on the asphalt surface

and remains in piles on-site for future disposition.

2.4.2 Screening

Conti rough graded the stream bed progressively as the concrete walls were constructed from

upstream to downstream. The stream sediments and boulders encountered during rough grading

were separated with a Screen All and stored for future use. Boulders 4 to 8 inches were screened,washed, and removed from the stream bed and stockpiled on-site. Material greater than 3/4 inchesbut less than 4 inches was stockpiled and later used to backfill excavations for the anchor walls and

the groundwater collection system. Material less than 3/4 inches was spread over the stream bed

surface during fine grading and subgrade preparation for liner deployment. Excess stream sediments

were also used to backfill behind the west side gabion walls (beneath the geomembrane).

Excess stream sediments that were not used for the liner subgrade or backfill were removed from

the stream bed and stockpiled under the canopy building on-site. This stockpile was covered with

a temporary geomembrane liner (45 mil scrim-reinforced PPE from Watersaver Company, Inc.).

The seams on the temporary liner were welded with a hand held leister and the ends of the liner wereanchored with cinder blocks. This stockpike remains on-site for future disposal.

Material that was cut from the slopes above the stream base flow elevation during grading of theeastern (non-site side) stream bank was stockpiled on the east side of the stream bank near the former

one-story office building. This material was re-used during restoration and grading of the east side

stream bank.

2-5 GROUNDWATER COLLECTION SYSTEM INSTALLATION

Construction of the groundwater collection system included the installation of the manholes, the

perforated collection pipes, the conveyance system containment pipes, placing the geotextile and

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A R 3 0 U I 6

stone around the collection pipes, and connecting the collection pipes to the clean outs in the

concrete walls and to the manholes.

2.5.1 Collection Pipes

In accordance with the Design Specification, the collection pipes are 6 inch diameter slotted,

corrugated high density polyethylene (HDPE) ADS N-12 pipe. The pipes are embedded in

AASHTO #57 stone (3/4 inch diameter) and the stone envelope is surrounded by a woven geotextilc

with a unit weight of 7,7 ounces per square yard (oz/sy).

There are two lines of collection pipes which are oriented parallel with the stream length. These two

lines of pipes are both located on the west side of the longitudinal wall and are interconnected by

lateral pipes at several locations. Also, the lines of pipes terminate at clean outs located within the

upstream and downstream anchor/cutoff walls and in the upper and lower midstream anchor walls.

In general, the collection pipes were placed at a level grade within each section of the RA. The

depths of the pipe inverts vary from 1-ft. to 3-ft. below the subgrade surface, except at the

connections to the manholes. The inverts and locations of the collection pipes are identified on

Attachment 1.

2.5.1.1 Pipe Connections

The 6-inch perforated collection pipes are connected by snap couplings at Tee connections, elbows,

Wye connections, and straight connections between sections of pipe.

2.5.1.2 Clean Out Pipe Covers

The clean out covers are embedded in the curbs of the anchor walls and consist of 8-inch diameter,

cast iron, watertight monitoring well manhole covers with neoprene gaskets. The covers are bolted

into the concrete wall. The clean out pipes are further plugged with 6 inch diameter non-locking

Gripper Mechanical Plugs to resist hydrostatic uplift pressures.

1 4 f l R 3 0 U I 7

2.5.2 Pressure Relief Pipes

The design of the groundwater collection system piping included a passive pressure relief systemto provide groundwater release from the stream containment system to protect against excess

hydrostatic uplift pressures. This system will be activated during the interim period (i.e., the time

period between completion of the stream containment installation and the installation of the

treatment system), and in the event that the treatment system is offline for an extended period of time

and groundwater begins to apply upward pressure on the liner.

The pressure relief system features the penetration of a non-perforated by-pass lateral through each

of the midstream anchor walls and through the downstream cutoff wall. The invert of these pipe

penetrations is set such that a maximum uplift head of 2.2 feet (the head that will start to float the

liner when no surface water is present above the gabion mat) will be acting on the liner as the

collected groundwater passes through the lateral. Therefore, upward head on the liner will be

relieved passively without liner float. A backflow valve was installed at the penetration at the

downstream cutoff wall to prevent backflow of surface water into the system. The valve is apolypropylene check valve with a viton seal manufactured by Hayward.

2.5.3 Manholes

In each of the three RA areas there is a 48 inch diameter HOPE collection system manhole situated

in the plant side bank. These manholes were custom fabricated by Lee Supply Company, Inc. to thedimensions specified by the Design. The manholes were backfilled with stream sediments and the

barrier and protective layers were installed around the manholes, including the gabion walls. After

the gabion wall construction was complete, concrete surface pads were poured around each manhole.

The manholes are connected to the collection pipe system by solid 6-inch diameter HOPE ADS N-12pipes enveloped by AASHTO #57 stone and a woven geotextile. The solid pipes are pitched toward

the manhole inlet connection at approximately 4.0% to 4.5% slopes to assure gravity flow. The inlet

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A R 3 0 U I 8

on each manhole of the collector line is connected to a riser pipe with a butterfly valve in the bottom

of the manhole to allow the inflow to be stopped while maintenance can be performed in the

manhole. The elevations of the top of the riser pipes were set to collect water which accumulatesbeneath the liner and which normally discharges to the creek, as well as to establish head control and

regulate flow into the manholes. In Manhole #1 (Area 1), 2 feet of sump depth is provided from theinvert of the inlet collector pipe to the bottom of the manhole. In Manholes #2 and #3, there is 2.5

feet of sump depth from the inverts of the inlet pipes to the bottoms of the manholes.

In addition to the 6-inch collection pipes below the stream bed surface, each manhole is also

connected to a 2-inch and a 4-inch HDPE electrical conduit, and an 8-inch HOPE conveyancecontainment pipe, which run along the western stream bank behind the gabion wall. The electrical

conduits extend from the manholes to two pre-cast concrete electrical junction boxes (vaults) locatedon the edge of the western stream bank. The containment pipes from the manholes are connected

to a fourth manhole located between the electrical junction boxes (see Attachment I for location of

junction boxes and Manhole #4).

The electrical vaults and Manhole #4 were installed adjacent to the butler building on theGalaxy/Spectron Plant property. It is anticipated that the butler building will be used for the future

water treatment system. A 12-inch diameter HDPE pipe from Manhole #4 and four electrical

conduits, two from each electrical vault, were extended below grade and through the floor of the

butler building. Grout was used to backfill these pipes and repair the opening in the floor of the

building. A concrete pad was poured around the base of Manhole #4 and the electrical vaults.

A 12 inch discharge pipe was also installed through the floor of the butler building and extended to

the top of the stream bank slope. This drain will be used to discharge the effluent from the watertreatment system back into the stream.

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AR30UI9

2.6 BARRIER LAYER INSTALLATION

The barrier layer of the RA, which separates the groundwater from surface water flow, consists of

a geosynthetic clay liner (GCL) composite and a geomembrane liner. The GCL composite consists

of a sodium bentonite core between a woven and non-woven geotextile with a flexible plastic

membrane bonded to the non-woven geotextile face. The product used for this application was

Bentomat CL manufactured by CETCO. The geomembrane is a scrim-re in forced polypropylene

(PPE) liner with a nominal thickness of 45 mils manufactured by Watersaver Company, Inc.

2.6.1 Subgrade Preparation

The subgrade for the barrier layer was prepared by hand raking the surface and fine grading with

material less than 3/4 inches in size. The screened stream sediments were used for fine grading andsand was used when screened stream sediments were too wet for grading. During subgrade

preparation, debris, twigs, and stones greater than 3/4 inches in size were removed by hand from the

subgrade to prevent punctures in the barrier layer.

AASHTO #57 stone and dense graded aggregate (DGA) were used in some areas during subgrade

preparation to bridge soft areas and prevent settlement which could cause excess tensioning of the

liner. In order to protect the liner from the angular stones contained in these materials, sand and/or

a geotextile was used to cover the stone and the DGA.

2.6.2 Geotextile Working Mat

During construction, Conti used an 8.0 ounce per square yard (oz/sy) non-woven, polypropylene

geotextile, referred to as a working mat, to cover the exposed stream bed and banks to prevent

erosion and minimize vapor release from contaminated stream sediments. The working mat was

manufactured by TNS Mills, Inc. (product designation is TNS R080). When the subgrade was

prepared for the barrier layer, the working mat was placed over the prepared surface in Area 1 andArea 2 and approximately half of Area 3. The working mat panels were overlapped at the edges and

spread out to create a smooth surface for the GCL and liner.

i? RR30U20

2.6.3 Geosynthetic Clay Liner Composite

The geosynthetic clay liner (GCL) composite was deployed with the membrane side on the bottom.The panels of GCL were 14.5 feet wide and were deployed with a roll bar attached to a loader or an

excavator. The GCL was suspended in the air by the roll bar and laborers pulled and unrolled the

GCL over the surface. The GCL was unrolled parallel to the stream on the east side of the

longitudinal wall (the narrow side of the stream). On the west side of the longitudinal wall (where

the stream bed and bank are wider and steeper) the GCL was unrolled perpendicular to the streamand down the slopes. The GCL panels were overlapped 12 inches at the seams with the overlapping

piece on the upstream side, Bentonite was placed between the overlapping panels at the seams.

The GCL was extended approximately 3 inches over the edges of the concrete anchor walls.

2.6.4 Geomembrane Liner

The geomembrane liner was deployed by manually unfolding and pulling the liner out of the storageboxes and over the GCL. The liner seams were oriented parallel to the slopes and were overlapped

6 inches with the upslope and upstream panels over the downslope and downstream panels. The

liner seams were dual wedge welded and the overlaps of the seams were welded with a hand heldleister. The quality control and quality assurance procedures followed for liner installation are

discussed in Section 4.2. The as-built drawing of the geomembrane liner is included in this reportas Attachment 2.

2.6,4.1 Batten Bar Installation

The liner was fastened to the ledges of the concrete anchor walls with a batten bar assembly which

included a neoprene flexible seal and 2-inch wide by 3/8-inch thick stainless steel batten bars whichwere bolted to the concrete (see Figure 2). The anchor bolts for the batten bars consisted of 3/8-inch

diameter steel bolts 5!/2 inches in length manufactured by Kelken Construction Systems. The holes

for the anchor bolts were drilled into the ledge every 6 inches and the anchors were embedded 3

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f l R 3 0 U 2 l

inches into the concrete. The bolts were bonded to the concrete with a high strength polyester resin

grout (Keligrout, manufactured by Kelken Construction Systems).

The flexible seal, the liner and the batten bars were placed over the anchor bolts in that order from

bottom to top. The assembly was then secured with a washer and nut on each bolt. The nut was thentorqued to 11 foot-pounds per the manufacturers recommendation.

2.6.4.2 Secondary Seal

Once the anchor bolts were secured over the batten bars, the top of the bolts were cut and ground

flush with the securing nut. A narrow strip of geocushion (32 oz/sy geotextile), approximately 6inches wide, was then placed over the batten bar assembly and the liner strip embedded in the

concrete was folded over the geocushion. This overlap piece of liner was welded to the liner panelswith a hand held leister to create a secondary seal at the liner/concrete interface. A cross-section of

the liner termination at the concrete anchor walls is provided on Figure 2.

2.6.4.3 Liner Termination at Edge of Stream Bank

The liner was continued behind the gabion wall and draped over the existing masonry wall or stream

bank on the western edge of the stream bank and was protected by geotextiles on both sides. The

liner was continued approximately 4 Vz feet beyond the back of the gabion wall and "toed" into the

stream bank slope with DGA. Geotextile was placed over the DGA and the gabion protection was

placed over the geotextile (see Section 2.7.2).

On the eastern stream bank, the liner was extended 12 inches horizontally beyond the edge of thegabion mat and the edge of liner was buried in topsoil. At gabion wall locations on the eastern

stream bank, the liner was extended behind the gabion wall to approximately the same elevation as

the invert of the 4 inch drainage pipe behind the walls.

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2.7 PROTECTIVE LAYER INSTALLATION

After each liner panel was deployed, seamed, battened to the concrete anchor walls, and the

secondary seal was completed, the liner was covered with the protective layer. The protective layerconsists of three components: a 16 oz/sy non-woven geotextile; a 32 oz/sy non-woven geocushion;

and a 12 inch gabion mat.

2.7.1 Geotextile

A 16 oz/sy non-woven polypropylene geotextile, TNS R160 from TNS Mills, Inc., was installed

directly over the liner in accordance with the Design Specifications . The geotextile was deployed

by manually unrolling the panels parallel to the slopes. The geotextile panels were sewn at the

seams with a "prayer" type seam (edges of adjacent panels are folded up vertically approximately

3 inches and sewn together).

2.7.2 Geocushion

A 32 oz/sy non-woven polypropylene geocushion, TNS R320 from TNS Mills, Inc., was installed

directly over the geotextile in accordance with the Design Specifications. The geocushion was

deployed by manually unrolling the panels parallel to the slopes. The geocushion panels were also

sewn with a prayer type seam.

2.7.3 Gabion Installation

Conti utilized the services of Hertrac Railroad Construction Co., Inc. (Hertrac) to assemble, install

and fill the gabion mats and baskets. The gabions used at the Site were manufactured by Maccaferri

Gabions, Inc. and were fabricated from galvanized carbon steel wire coated with polyvinyl chloride

(PVC). The gabion mesh consists of a hexagonal woven mesh with triple twisted joints. The stone

used to fill the gabions consisted of MDDOT R4 rip rap from the Elk Mills Quarry.

20AR30U23

All gabions were assembled on-site by Conti and Hertrac and were fastened with stainless steel ring

fasteners. A pneumatic gun was used to secure the ring fasteners.

2.7.3.1 Gabion Mat

The gabion mat installed over the geocushion was constructed from 3-ft. wide by 12-ft. long gabion

mattresses with four, 3-ft. square cells in each mattress. The gabion mat is one foot in height and

covers the geomembrane liner in all areas of the RA. Adjacent gabion mattresses were secured to

each other with ring fasteners spaced at 4 to 6 inches along all four sides of each mattress. Gabionmattresses located along the concrete anchor walls were bolted to the curbs on the walls with anchor

bolts and a stainless steel batten bar. The gabion batten bar is 6 inches wide and 2-feet 10-inches

long. Each plate is secured by two, 3/8-inch diameter stainless steel FCelken anchor bolts. The

anchor bolts are 5'/2 inches long and are embedded approximately 3 Vi inches into the concrete curb.The gabion anchor bolts were also drilled after the concrete had set and were anchored into the

concrete with Keligrout.

The gabion mat was covered with MacMat-R within the base flow zone of the stream bed. MacMat-R is a composite material consisting of a 3-Dimensional geomat made of polypropylene

monofilaments which are integrated during the manufacturing process with the hexagonal mesh.The remainder of the gabions in the gabion mat were covered with gabion mesh. The gabion mesh

and the MacMat-R were secured to the tops of the gabion mattresses with ring fasteners. The ring

fasteners were spaced at 4 to 6 inches along the edges of each gabion cell.

2.7.3.2 Gabion Walls

Gabion walls were constructed along the entire length of the Remedial Design on the west stream

bank. Gabion walls were constructed in four locations on the eastern stream bank for slopeprotection. Attachment 1 shows the location and heights of the gabion walls.

R R 3 0 I U 2 U

2.7.3.3 Top Course Gabion Mat

On the western gabion wall, a top course gabion mat was installed the entire length of the wall,

except at the beginning of the wall and at the bridge abutment. This top course gabion mat is 6 feet

wide and 9 inches high and is set 11A feet west from the front of the wall. The remainder of the topcourse gabion mat was placed over the geotextile which covers the DGA and the edge of the

geomembrane liner.

2.8 SITE RESTORATION

The restoration work performed by Conti included the installation of sand, planting soil, and topsoil

within the gabions in the specified areas; grading and repairing all areas disturbed by construction

activities; construction of boulder islands and riffle zones within the stream bed; replacement of therolled asphalt curb along the western stream bank; and construction of drainage swales for storm

water runoff. Additional restoration activities were performed in the spring and summer of 1999 by

Ruppert Environmental and are summarized in Appendix F.

For restoration purposes, the Remedial Design work area was divided into four different areas,

designated Zones A through D. Zone D is the area of the restored stream anticipated to be belowthe base flow and therefore virtually wetted at all limes. Zone C contains the stream bank slopes just

above the base stream flow line. Zone B is the area between Zone C and the gabion walls and ZoneA is the highest area at the perimeter of the stream bank.

The products used to complete the restoration included Water Log from Maccaferri Gabions, Inc.

which fulfilled the requirements of the BIOLOG specified by the Design, the CF9 High Strength

Organic Geotextile Mat (CF mat) from BonTerra America, and the BonTerra SFB12 Erosion Control

Blanket for the SF mat.

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R R 3 0 U 2 5

,1.2.8.1 ZoneD

The voids within the rip rap in the gabion mat in Zone D were filled with sand, in accordance with

the Design Plans and Specifications. Conti utilized several different methods to place the sand into

the gabions including: mixing sand with the rip rap as the gabions were filled; dumping piles of sand

over the stone-filled gabions; and sweeping the sand into the voids with brooms. The sand was

placed in lif ts and each lift was washed into place with pumped stream water. The sand was washed

a minimum of 2 times and additional sand was washed through the MacMat-R after it was installed.

This process was repeated to minimize voids below the MacMat-R for the purpose of addressing

concerns raised by the U.S. Fish and Wildlife Service.

Zone D restoration also included the construction of boulder islands and riffle zones within the

stream channel. A representative from Gannett Fleming, Inc., the design subconsultant to AGO forstream restoration, was on-site during boulder island and riffle zone construction to aid in choosing

the locations and specific boulders for the boulder islands and riffle zones.

2.8.1.1 Boulder Island Construction

Three boulder islands were constructed in Area 1 of the Remedial Design in accordance with the

Design Drawings. A crane was used to place the boulders, which were at least 6 feet long, onto the

gabion mat. Gabion sacks were installed along the upstream side of the boulders and BIOLOGs

were tied around the downstream side of the boulder in a semi-circle. The BIOLOGs were tied to

the gabion mesh with gabion wire ties spaced one foot apart. Approximately 3 inches of AASHTO

#57 stone was then placed between the BIOLOG and the boulder. Planting soil was then placed over

the stone to the height of the BIOLOG. CF mat was placed over the BIOLOG and the planting soil

and secured with landscape staples. The edge of the CF mat extended a minimum of 12 inches from

the bottom of the BIOLOG and was tied with gabion wire ties to the gabion mesh. Boulders, 18 to

24 inches in diameter, were placed over the edge of the CF mat.

A R 3 0 U 2 6

2.8.1.2 Riffle Zones

Riffle zone construction consisted of the placement of boulders nominally 12 to 48 inches in

diameter onto the gabion mat in the stream channel. The boulders were placed in rows of

decreasing size with the larger boulders upstream and the stones leaning in the downstream direction.

Additional boulders were also placed throughout the stream bed in Zone D to achieve a natural

appearance for the stream channel.

2.8.2 Zone C

Planting soil was placed in the voids between the rip rap in the gabion mat in Zone C and on top of

the gabion mat. The planting soil was imported from Stancil's Sand and Gravel in Elkton and met

the requirements of the Specifications, including organic matter content. In order to meet the organic

content required, the soil supplier, Stancil's Sand and Gravel, mixed leaf litter compost with a zero

horizon topsoil using a pugmill. The planting soil was placed in the gabion mat after approximately2 inches of sand was washed into the bottom of the gabion mat. The planting soil was shoveled,broomed, and washed into place and this process was repeated a minimum of 2 times. The

BIOLOGs were secured to the top of the gabion mat along the base flow line identified on theDesign Drawings. The BIOLOGs were tied to the gabion mesh with gabion wire ties every 12

inches. Planting soil was placed from the upslope side of the B1OLOG to a fill grade level with the

BIOLOG, approximately 12 inches, and then graded to meet the Zone B slope. The planting soil

and the BIOLOG were then covered with CF mat in accordance with the Design Specifications.

The CF mat was secured to the gabion mesh in front of the BIOLOG and at the upslope edge of the

CF mat with gabion wire ties spaced a minimum of every 5 feet. Landscape staples, 6 inches long,were also used to secure the CF mat. The landscape staples were placed every 6 inches along the

upslope edge of the CF mat, every 12 inches along the downslope edge of the CF mat, and every 2

feet parallel and perpendicular to the direction of stream flow on the remainder of the CF mat. Thedownslope edge of the CF mat overlaps the gabion mesh in Zone D by a minimum of 12 inches.

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f t R 3 Q U 2 7

Boulders from the stream bed, 18 to 24 inches in diameter, were placed over the edge of the CF mat

as required by the design drawings.

2.8.3 ZoneB

In Zone B, planting soil was placed in the gabions to fill the voids in the rip rap, after a minimum

of 2 inches of sand was washed into the bottom of the gabion mat. The 2 inches of sand was used

to fill the voids between rip-rap in the bottom of the gabion mat, where it would be difficult to work

the topsoil in. The planting soil was washed at least 2 times. Jute mat was placed over the top of

the Zone B gabion mat to prevent erosion of the planting soil prior to permanent seeding.

2.8.4 Zone A

Zone A is the area at the edge of the stream bank. This area was restored by regrading with 6 inches

of topsoil and planting a temporary seed mix. Jute mat was also placed over the topsoil and secured

with landscape staples.

2.8.5 Gabion Walls

Planting soil was washed into the gabion walls during wall construction. In the 1 Va-foot high gabion

baskets, the planting soil was washed into the voids after a 12-inch lift of stone was placed in the

basket. Another application of planting soil was then washed into the basket after the second lift of

stone was placed and the top of the basket was secured. In the 1-foot high gabion baskets, the

planting soil was washed into the voids after the mattress was filled with stone.

2.8.6 Regrading and Repairs

At the completion of construction activities in the stream channel, Conti repaired and restored the

areas outside of the stream that were disturbed by construction activities. This included grading and

placing 6 inches of topsoil over the eastern stream bank slopes and installing jute mat or mulch over

25

RR3QU28

the topsoil. The jute mat was installed with landscape staples along the eastern slope from the east

mill race to the lower dam. The mulch, which consisted of the chipped material from clearing

activities, was spread over the area between the access ramp and the edge of the stream by the lower

dam.

On the west side of the stream bank, Conti removed the construction debris and loose soils from the

asphalt surface along the edge of the stream. Asphalt areas which experienced excessive damage

during construction were repaved. The asphalt curb was re-established along the entire perimeter.

2.8.7 Drainage Swales

Drainage swales were constructed on the slopes of the stream banks to channel surface water runoff

from the asphalt surface on-site, and from Little Elk Lane into the stream. The drainage swales on

the west stream bank were constructed with gabion baskets which lead from the asphalt surface,

through the top course gabion mat, and down the slope to Zone D. The void space between the rip

rap in the gabions within the drainage swale, across Zones B and C, was filled with grout instead of

planting soil. Also, the edges of the drainage swales were lined with BlOLOGs and boulders.

Boulders were placed as energy dissipaters along the upstream face of the BIOLOGS.

26R R 3 0 I U 2 9

3.0 DESIGN CHANGES

Several design modifications were adopted during construction by AGC and implemented by Conti.

The Design changes were made to simplify construction, accommodate field conditions, to continue

construction in a timely manner, and/or to achieve a more effective system. The modifications weredeveloped through telephone conversations, meetings on-site, and telefax memos and sketches. Thechanges are documented in a series of letters and Variance Request Forms which are included with

this report as Appendix A.

The Design changes that were made during construction did not affect the overall intent of the

Design. Each of the approved changes is described in Section 3.2 through Section 3.10. Section 3.1

describes changes to the design made prior to the start of construction.

3.1 MODIFICATIONS MADE PRIOR TO CONSTRUCTION

Several modifications were made to the original Design during the bidding process, prior to the startof construction, and included responses to comments from the MDE regarding the Design. These

changes were approved by the USEPA during construction. A brief summary of each of these

modifications is described below.

• All but one of the in-stream valves was eliminated. These valves were replaced withelevated, non-perforated pipe laterals within the midstream anchor walls. A riser

pipe with a watertight cover was also added to allow access to the pipe lateral.

The in-stream valves were eliminated to reduce the number of valves and the reliance

on a manually operated system, and to reduce the number of penetrations in the

concrete walls. The pipe laterals are intended to prevent upward pressure on the linercaused by the groundwater beneath the barrier layer.

27 BR30U30

The invert elevations of the groundwater collection system pipes were raised

uniformly by 6 inches to reduce the depth of excavation and quantity of material to

be screened and washed.

The invert elevations of the 4 inch diameter CPE along the non-site side were raised

so that the invert elevations would be above the invert elevations of the pressure

relief pipe laterals in the midstream anchor walls.

• The orientation of the gabion wall on the site side was modified to have a 3 degree

batter (i.e. the wall was tilted towards the back of the wall so that the back of the wall

would be approximately 3 inches lower than the front face of the wall). This changewas intended to add stability to the wall.

In order to facilitate water treatment, the valves in the HDPE manholes (collection

sumps) were changed from gate valves to butterfly valves; a removable coupling

connection was added to the outlet pipe; and a 4 inch diameter stub was added to the

manholes for an additional electrical conduit.

The upstream anchor/cutoff wall extension was an addition to the original Design

added because of the head differential at the upstream wall. The wall was extended

approximately 55 feet laterally towards Little Elk Lane. The wall extension was

constructed of tremied concrete without reinforcement and was placed on "bedrock".

3.2 COLLECTION SYSTEM GEOTEXTILE

The Design Specifications required a woven polypropylene geotextile with a minimum unit weight

of 10 oz/sy to be installed around the groundwater collection system pipes. In order to meet the

other physical requirements for this product, which include apparent opening size and permittivity,

the geotextile used in the collection system had a unit weight of 7.7 oz/sy.

28

A R 3 0 U 3

3.3

Manhole #4 and the electrical vaults were not specified by the approved Design. These components

of the groundwater collection system were designed and installed during construction to avoid the

need to perform extensive intrusive activities during construction associated with the final

groundwater treatment system being performed under separate contract.

3.4 ELECTRICAL CONDUITS

The installation of the 2 inch and 4 inch electrical conduits to the collection system manholes was

a modification to the Design. The approved Design called for two 4 inch conduits. A 2 inch conduit

was substituted because of space restrictions behind the gabion wall.

3.5 MANHOLE RISER PIPES

The riser pipe elevations in the collection system manholes were varied while the collection system

was pumped to a temporary water treatment system. The riser pipes were raised and lowered to

study the effect of the riser pipe elevations on the total flow rates of groundwater collection and the

head within the collection system. The riser pipe overflow elevations in Manhole #1 and Manhole

#3 will be modified again prior to installation of the water treatment system. The final elevations

for the riser pipes will be at 198.20 in Manhole #1, 196.83 in Manhole #2 (current elevation), and

195.90 in Manhole #3. The design intended to allow variations in the manhole riser elevations to

manage head below the liner.

3.6 4 INCH DIAMETER DRAINAGE PIPE

The location and invert elevation of the 4 inch diameter drainage pipe along the east stream bank

was modi fied from Station (STA) 0+63 to STA 2+74. The invert elevation of this pipe at STA 0+63

was lowered from elevation 199.5 to 199.0. As a result, the invert elevation of the pipe was set at

elevation 199.0 from STA 0+63 to STA 2+74.

29

.1.3.7 GROUNDWATER COLLECTION PIPES

The invert of the groundwater collection pipe in Area 2 was lowered 6 inches from the lateral pipe

just north of the lower midstream anchor wall to the clean out pipes in the lower midstream anchor

wall. The Design elevation for these inverts was 196.0, but the elevation was lowered to 195.5. This

change was made to allow for additional cover to protect the pipes during construction.

3.8 MANHOLE #1 MODIFIED DIMENSIONS

Manhole #1 was field fabricated because refusal was encountered on bedrock approximately 1.3 feet

above the design elevation for the bottom of the manhole. Due to this modification, the invert of the

collection system pipe connecting to the manhole was raised by 0.8 feet (9.6 inches).

3.9 UPSTREAM ANCHOR/CUTOFF WALL ALIGNMENT

The alignment of the upstream anchor/cutoff wall was modified to simplify construction of the wall.

The Design called for an 8-ft. section of the wall to turn towards the existing stone masonry wall on

the plant side of the stream bank. The entire upstream anchor/cutoff wall was constructed in a

straight line so that the 8-ft. section of the western end of the wall was a continuation of the rest of

the wall that could be constructed with continuous concrete pours.

3.10 MANHOLE FOR PRESSURE RELIEF SYSTEM VALVES

A reinforced concrete poured in-place manhole was constructed as part of the downstream

anchor/cutoff wall. This manhole contains an outlet pipe with a back-flow valve which prevents

stream water from beyond the downstream anchor/cutoff wall from entering the collection system.

The manhole was a modification to the design added to facilitate access to the back flow valve and

the butterfly valve for the pressure relief system in the downstream anchor/cutoff wall.

30

A R 3 0 I U 3 3

4.0 QUALITY CONTROL/QUALITY ASSURANCE

Quality Control (QC) and Quality Assurance (QA) were performed during construction activities

in accordance with the Construction Quality Assurance Plan (CQAP) prepared by AGO in

conjunction with the Design Drawings and Specifications. The CQAP provided the guidelines formonitoring and documenting the construction activities.

Conti performed QC duties with the assistance of NTH Consultants, Ltd. (NTH). NTH performed

the laboratory testing of concrete, soil and geosynthetic samples and assisted Conti with QC reportsand documentation.

AGC performed QA duties which included monitoring Conti's activities for adherence to the ProjectDocuments, reviewing of QC documentation, and preparing QA daily reports. AGC utilized the

services of GeoSystems Consultants, Inc. for geosynthetic QA testing.

Extreme cold temperatures were experienced during construction activities in January and February.

During these periods, Conti followed the guidelines established by the CQAP for cold weather

conditions. These guidelines included the use of concrete insulation blankets, curing compounds,

and heaters to warm the concrete and the geosynthetics. The ambient temperature, and the

temperatures of the concrete and the geomembrane were monitored during concrete placement, the

first 72 hours of concrete curing, and the deployment and seaming of the geomembrane. The

procedures used to keep the concrete and geomembrane above freezing temperatures during these

time periods allowed for proper curing of the concrete and acceptable geomembrane seam strength.

Based on the quality control testing for the concrete and the geomembrane seam tests, the protective

measures were successful.

31

HR30U3I*

4.1 CONCRETE

Prior to concrete placement, AGC reviewed the size, spacing and amount of steel reinforcement

placed in the concrete walls. Deviations from the structural Design Drawings were corrected prior

to concrete placement.

On each day that concrete was placed, field testing of the fresh concrete was performed by

Conti/NTH for slump, air content, and temperature. The concrete used for the field tests was

collected from the point of discharge from the concrete trucks. The results of the concrete field testswere recorded in the QC daily concrete reports.

In addition to the field test samples, a set of 5 concrete cylinders was collected for compressivc

strength testing each day that concrete was placed. The concrete cylinders were tested for

compressive strength in accordance with ASTM C31 at the following frequency: 1 on the 7lh day of

curing; 2 on the 14th day of curing; 1 on the 28lh day of curing; and the remaining sample was

retained as a spare for any additional testing.

For the concrete poured on September 9, 1998, NTH tested one of the concrete cylinders after the

3rd day of curing because the concrete was not placed within the 90 minutes allowed by the CQAP.

This concrete achieved the Design compressive strength of 4000 psi by 28 days of curing.

Also, a cylinder from the concrete placed on November 2, 1999 was tested after 3 days of curing

because an admixture was mixed with this batch of concrete to speed up the curing process. The

reason for this was to achieve 75% of the Design compressive strength prior to drilling anchor bolts

for the batten bars into the fresh concrete.

The concrete compressive strength test results are included in Appendix B.

32

B R 3 0 U 3 5

4.2 GEOSYNTHET1CS

The geosynthetics were installed in accordance with the Design Drawings and Specifications, the

CQAP, and the manufacturer's recommendations.

4.2.1 Geosynthetic Clay Liner (GCL) Composite

Prior to the deployment of the GCL composite, Conli was required to supply documentation to

certify that the GCL composite to be used on-site complied with the minimum requirements of the

Design Specifications. A Manufacturer's Quality Assurance (QA) Package was submitted by Conti

to AGC which included certification that the GCL panels delivered to the Site met the specifiedrequirements for bentonite content and permeability. This QA package is included in Appendix C.

The GCL composite was delivered in rolls approximately 14 !/> feet wide containing 150 feet of

GCL. The GCL rolls were wrapped in plastic and were stored under a canopy for protection prior

to deployment.

Prior to deployment of the GCL, the prepared subgrade was visually inspected by AGC and

Conti/NTH for particles that were greater than 3/4 inches in diameter and any other sharp or narrow

objects that may represent a potential puncture hazard. Once the prepared subgrade was approved

by AGC, the GCL was deployed. Typically, the liner was deployed immediately after the GCL

panels, however, in the instances where the liner was not deployed on the same day, the GCL was

covered with plastic sheets anchored with sand bags.

The installation of the GCL was monitored by AGC and Conti/NTH to confirm that the seams were

oriented parallel to the slopes; the membrane side of the GCL was placed on the bottom; at least a

one foot overlap was provided at the seams; and the GCL panels were laid flat against the slope with

no excessive creases or wrinkles in the material.

B R 3 0 I U 3 6

4.2.2 Geomembranc

The geomembrane liner was installed in accordance with the Design Drawings and specifications,

the CQAP, and the manufacturer's recommendations. The liner panels were delivered to the Site

in card board boxes stored on wooden pallets. The panels, which were approximately 25 feet wide

by 150 feet long, were folded to fit in the boxes and 2 panels were stored in each box. The panel ID

numbers were written on the sides of each box. The card board boxes were covered with plastic

sheets.

The liner was deployed over the woven geotextile surface of the GCL composite. Panel deployment

logs are included in Appendix D-1. As the panels were unfolded, sandbags were placed at the edges

of the panels to prevent uplift from wind. The panels were then inspected by the QA/QC personnel

for tears or inconsistencies in the material.

4.2.2.1 Test Seams

Prior to seaming each day and every fours hours thereafter during seaming activities, each seaming

operator performed a trial or test seam. Test seams were performed by each operator for each

welding machine that the individual used on a particular day. For example, an operator who welded

with the dual wedge welder and the hand held leister would perform a test seam for each piece of

equipment every four hours during welding activities.

The test seams were performed on scrap pieces of liner approximately 3 to 5 feet long in the work

area to ensure that the temperature conditions for test seams and field seams were identical.

The test seams were tested for seam peel and shear strength with a field tensiometer by Conti/NTH.

Per the manufacturers recommendations and current ASTM standards, the shear test samples for

scrim-reinforced PPE liner seams are performed on test specimens which are 4 inches wide. During

the installation of the liner at the Site, a field tensiometer with the capability to test a 4-inch wide

specimen was not readily available. Therefore, 1 -inch wide specimens were tested for both peel and

34

H R 3 0 I U 3 7

shear strength of test seams in the field prior to seaming. Five specimens from each test seam were

tested for peel strength and five specimens were tested for shear strength. In order to meet the

requirements of the manufacturer's QC Manual and the Design Specifications, five 4-inch wide

specimens for each test seam were tested for shear strength in the laboratory by NTH. The results

of the peel and shear strength test results for the test seams are included in Appendix D-3,

4.2.2.2 Repairs

Any damaged areas observed in the liner material or seams were cleaned and covered with a patch

made from scrap liner material. The patches were welded to the liner with a hand held leister and

were non-destructively tested to ensure that a seal was achieved.

4.2.2.3 Non-Destructive Seam Testing

All field seams between adjacent panels were non-destructively tested over the entire length of the

seam by air lancing with an air pressure ranging from 50 to 80 psi. The air lancing was performed

under the observation of the QA and QC personnel. Deficiencies, where an air tight seal had not

been achieved, were repaired and retested until a seal was achieved. Air lancing was also performed

on the secondary seal seam, cap strips, patches, and repairs. The date, time and results of the non-

destructive air lance testing and the locations of patches were documented by NTH in the daily QC

geosynthetics reports. These reports were reviewed by AGC. The orientation of liner panels and

the locations of field seams and repairs are shown on the liner as-built included as Attachment 2.

4.2.2.4 Destructive Seam Testing

Destructive seam samples were collected from the field seams at four locations during the

installation of the liner. The combined length of all panel seams is approximately 2045 feet

excluding the secondary seal seams. In accordance with the Design Specifications and the CQAP,

destructive seam samples were collected for every 500 feet of seam length completed. The

destructive seam samples were cut from the field seams after the non-destructive testing was

lillratiiHi win) ~>J

performed. The dimensions of the destructive seam samples were approximately 96 inches long and

approximately 18 inches wide. The destructive seam samples were divided into three equally sizedpieces: one for Conti to archive, one to be tested by the QC laboratory, NTH; and one that was sent

to the QA laboratory, Geosystems, for testing. The destructive seam samples were tested for seam

peel and shear strength in accordance with ASTM D413 and ASTM D751. The results of the

destructive seam sample testing are included in Appendix D-3.

36

A R 3 0 U 3 9

5.0 FINAL INSPECTION

A Pre-Final Site Inspection was performed on April 7, 1999 with representatives from Maverick,AGC, and Conti to review the construction work completed and develop a punch list of work to be

completed prior to demobilization. AGC and Maverick monitored the punch list activities and a

Final Site Inspection was performed by AGC and Maverick on Saturday, April 10, 1999. After the

Final Site Inspection, AGC provided an acceptance letter to Maverick for the work completed. The

work that was accepted by this letter included all construction work within the stream bed and part

of the stream perimeter. The items not included in this acceptance were the installation of the fence

along the western stream bank and the installation of the construction entrance gates. These items

have since been completed. Restoration activities were performed during May and June, 1999. The

condition of the restoration was reviewed and documented by AGC's subconsultant, Gannett

Fleming, Inc. Results of the review are provided in Appendix F.

37

TABLES

A R 3 0 l l » l f

TABLE 2.1Effluent Exceedences

Galaxy/Spectron Removal Action Temporary Water Treatment

Date SampledParameter1,1,1 -TrichloroethaneI , 1 ,2,2-Tetrachloroethane1 , 1 ,2 -Trichloroethane1 , 1 -Dichloroethane1 , 1 -Dichloroethene1 ,2-Dichloroethane1 ,2-Dichloropropane2-Butanone2-Hexanone4-Methyl-2-PentanoneAcetoneBenzeneBromodichloromethaneBromoformBromomethaneCarbon DisulfideCarbon TetrachlorideChlorobenzeneChloroethaneChloroformChloromethanecis- 1 ,2 -Dichloroethenecis- 1 ,3-DichloropropeneDibromochloromethaneEthylbenzeneFreon TFMethylene ChlorideStyreneTetrachloroetheneToluenetrans- 1 ,2 -Dichloroethenetrans-l,3-DichloropropeneTrichloroetheneTrichlorofluoromethaneVinyl ChlorideXylene (Total)TOTAL VOLATILES

11/10/1998

2908

150580

2805

48

32000

8

7400

33281

12/02/1998

13

1300

1313

12/04/1998

17

7200

16

7233

12/08/1998

170

17000

94

17264

12/13/1998

21

2100

2121

12/19/1998

120

120

12/21/1998

26

2400

8

2434

All results are reported in ug/L.

Note: A letter to MDE discussing these exceedances is included in Attachment 5.

f:\oficeagc\projects\files\95227-8\reports\Treatrnent Exceedences.xls

FIGURES

H R 3 0 I U l » 3

GALAXY / SPECTRON REMOVAL ACTIONELKTON, MARYLAND

\SPE C TRON \OR A W1MCS \95- 227-10-02

Dale:10/4/96

Scale:N.T.S.

Drown By.P.S.G.

Checked By:T.D.T.

Project Mgr:P.G-S.

Dwg No.95-227-10-02

Issued:

SITE LOCATION MAP

Advanced GeoServices CorpChodds Ford Business Campus, Rts. 202 & 1

Brondywine One. Suite 202, ChaOds Ford, Pennsylvania 19317

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A R 3 0 l i » i » 8

APPENDIX A

VARIANCE REQUESTS

A R 3 0 I U U 9

€ADVANCED GEOSERVICES CORP, "Engineering for the Environment""1

Chadds Ford Business CampusRts. 202 & 1, Brandy wine One - Suite 202Chadds Ford, PA 19317-9676Voice: (610) 558-3300 Fax: (610) 558-2620

Toll-Free: (888) 824-3992Email: agc@agcinfo.comWeb Site: http://www.agcinfo.com

July 14, 1998 95-227-08

Randy SturgeonU.S. Environmental Protection AgencyRegion ffl1650 Arch StreetPhiladelphia, PA 19103-2029

RE: Revised Final DesignGalaxy/Spectron Site

Dear Randy:

Enclosed is one copy of the revised Final Design report and a set of sealed design drawings. Therevisions include Addendum 1.0 and 2.0 made during the bidding process (which addressedconstructability issues) and those made in response to MDE's concerns regarding the potential forupward pressure on the liner. Also enclosed is one set of replacement pages for the sections of thedesign report which have been revised since the March 14, 1998 submission. Please let us know ifyou need any additional copies of these items.

Also enclosed is a description of the changes made in response to MDE's concerns regarding theprotection for upward pressure on the liner.

Mr. Randy Sturgeon95227-08July 14, 1998Page 2 of 2

If you have any questions concerning this matter

Sincerely,

ADVANCED GEOSER VICES CORP.

cT^t^C /Ov

Todd D. Trotman, P.E.Project Engineer

L/L/^ f /William K. Richardson, P.G.Project Manager

cc. Rick GrillsRamon Benitez (Final Design report and design drawings only)

F \onC£ACCPRQJECTS\nUS\9j::7-Sy.ETTER:5\»turS wpo

f l R 3 0 I U 5

REVISIONS TO FINAL DESIGN

1. The detail for the HOPE collection sumps/manholes has been modified to include apolypropylene valve. As a result, the sumps will no longer be a pre-fabricated HDPEmanhole, but rather a 48-inch diameter HDPE manhole body with a -locking cover.Also, the depth of the sump within the HDPE manholes has been changed from 1.5feet to 2.5 feet (i.e, the bottom of the manhole will be 2.5 feet below the "invert-in"elevation of the collection pipe). This will provide greater "pump sump" storagecapacity and additional freedom to make changes to the head control, if necessary.The detail has also been modified to provide for a threaded connection between theHDPE tee and the HDPE outlet control pipe. Also, a 4-inch diameter stub has beenadded to the manhole for the electrical conduit which will be installed between themanholes.

2. The head control within each collection zone has been initially set at about theelevation of the lowest portion of the liner within each collection zone (the headcontrol elevations are provided on Sheet 21). As a result, there will be areas beneaththe liner which will not be saturated. Therefore, the in vert elevations of the collectionpiping has been lowered so that, at a minimum, 12 inches of water will be above thepipe at all times. The layout of the collection piping has been changed such that the

will °e placed level (at a 0% slope).

The thickness of the collection aggregate around the pipe is 18 inches. This aggregatewill be wrapped with a geotextile. In some areas, as much as 24 inches of additionalmaterial above the collection pipe aggregate will be required to achieve final grades.This material shall be wet area backfill.

3. Due to the head differential at the upstream cutoff wall, the wall will be extendedabout 55 feet laterally toward Little Elk Lane. The wall will extend to bedrock andwill be constructed of tremied concrete with no reinforcement. The excavation spoils(estimated to be about 60 c.y.) from this area shall be handled as clean fill inaccordance with the Earthwork Section (Section 01010) of the ConstructionSpecifications.

4. In order to provide pressure relief during construction and during significant "downtimes" of the treatment system, the following will be implemented:

i. The collection piping within each zone will be connected to the collectionpiping of the adjacent zone at a locked valve box cast into the anchor/cutoffwall (at the upper and lower midstream anchor/cutoff walls). At thedownstream end, the collection pipe will be extended beyond the cutoff walland a valve box will be cast within the downstream anchor/cutoff wall.Dunng normal operations, the valves will be closed. However, duringconstruction, prior to pilot testing start-up, and during extended periods of

F\OFlCEACCJ>aOJECTS\RL6Sv)S::7.j\j TTERS\.)urS»ra AH JU I HOC

"downtime" of the treatment system, the valves can be opened to elimintehead build-up beneath the liner.

ii. A detail for the construction of the valve boxes and clean out within theanchor/cutoff walls has been provided on Sheet 11. The contractor shallsubmit shop drawings for the construction of the clean out and valve boxesfor approval.

iii. As a secondary pressure relief measure, a drainage pipe will be placed alongthe non-site side (eastern) stream bank behind the gabion wall and/or beneaththe gabion mat. The pipe will discharge into the creek through the gabionwall/mat. An added benefit of this pipe is that it will provide back of walldrainage of groundwater and surface water flow from the non-site side.

F:\ORCEACOPROIECTS\FILESVJ 5217-S\LETTERS\siurS.«pJ

R R 3 0 1 U 5 3

ADVANCED GEOSERVICES CORP, "Engineering for the Environment"

Chadds Ford Business Campus Toll-Free: (888) 824-3992Rts. 202 & 1, Brandywine One - Suite 202 Email: agc@agcinfo.comChadds Ford, PA 19317-9676 Web Site: http://www.agcinfo.com

ft Voice: (610) 558-3300 Fax: (610) 558-2620

August 18, 1998 95-227-08

Mr. John FioreMaverick Construction Management Services197M Boston Post Road WestSuite 356Marlboro, MA 01752

RE: Revisions to July 7, 1998 Final Design SubmissionGalaxy/Spectron Site

Dear John:

Based on recent discussions between AGC, Maverick, and the Group, the following "valueadded" modifications have been made to the July 7, 1998 Final Design Submission:

All but one in-stream valve has been eliminated. These valves (previously locatedwithin the anchor/cutoff walls) have been replaced with an elevated non-perforatedpipe lateral which passes through each midstream anchor wall and the downstreamanchor/cutoff wall along the Site-side creek bank. At the midstream anchor walls, thelateral connects the collection piping in each stream section. At the downstreamanchor/cutoff wall, the lateral pipe discharges into the subsurface downstream of theremedy. Sheets 4 and 11 have been modified to reflect these changes.

At the midstream anchor walls, a riser pipe will be installed with a watertight coverto allow access to the non-perforated pipe lateral. This detail has been added to Sheet19. A butterfly valve will be installed at the downstream anchor/cutoff wall to controldischarge through the n on-perforated pipe lateral. This detail is also shown on Sheet19. During construction, these laterals will prevent upward pressure on the liner.Also, the laterals will provide a means of relieving the remote chance of an upwardpressure on the liner during system operation.

• The invert elevations of the collection piping have been raised uniformly by 6 inches.These changes are shown on Sheet 11. The "invert-in" elevations at the manholeshave not been changed.

Five invert elevations of the 4-inch diameter CPE along the non-Site side pipe havebeen revised. These chanes are shown on Sheet 11 and Sheet 13.

A note has been added on Sheet 19 requiring that a non-shrink grout be placed aroundthe pipe penetrations in the anchor/cutoff walls.

F \ORCEAGC\PROJECTS\HLES\1522T. a\LETTERS\l»-re.v.pJ

/ /(8Mr.JohnFiore95-227-08August 18, 1998Page 2 of 3

• The detail on Sheet 20 for the pressure release system at the downstreamanchor/cutoff wall has been modified to reflect the revisions as described above.

• A note has been added to the gabion wall details on Sheet 20 requiring that the gabionwall be tilted toward the back of the wall at a minimum angle of 3 degrees (i.e., theback of the wall shall be 3 inches lower then the front of the wall).

• The detail for the "Eastern Stream Bank Slope Protection (Gabion Wall)" on Sheet20 has been modified such that the liner will be terminated at the invert elevation ofthe 4-inch diameter CPE pipe.

The manhole detail on Sheet 21 has been modified as follows:

1. The gate valve has been changed to a butterfly valve.

2. The connection of the HDPE outlet pipe to the HOPE tee has been changedfrom a threaded connection to a removable coupling connection.

3. A second 4-inch diameter HDPE stub has been added to provide for anadditional electrical conduit.

If you have any questions concerning this matter, please contact us. At your direction, we willtransmit this package to the USEPA and MDE. Please let us know how we should proceed.

Sincerely,

ADVANCED GEOSER VICES CORP.

ToddD.Trotman,P.E.Project Engineer

'&. /PaulG. Stratman,P.E.Project Manager

TDT:PGS:np

F\OFlCEAGOl'ROJECTS\Fll,ES\9ii:7,g\LETTERS\lii>re.wpJAR30U55

Mr. John Fiore95-227-08August 18, 1998Page 3 of 3

cc: William K. Richardson, Advanced GeoServicesVMonica Carbo, Advanced GeoServicesMichael Parr, DuPont CompanyMichael Metzger, Kroll AssociatesLarry Adrian, Schering-Plough CorporationGary Vandiver, Solutia, Inc.Joe Keller, Hercules, Inc.Mark Snyder, Waste Management, Inc.Fred Blechinger, Lucent TechnologiesPeter Ramaley, Brenntag, Inc.

F \QF1CEAGOPROJ ECrSVFlLESWSI -

GALAXY SPECTRON SITEELKTON, MARYLAND

VARIANCE REQUEST

Date of Request: __g_ £31/98 Suspense Date: Variance No:

Originator: Advanced Genfip.rvip»«;

Proposed Variance: Drwg Ref- Ar n . IQ^nSpec Ref- Q2733 Site Location:All but one of the in-stream valves have been eliminated.(which were previously located wlthJn thp anrhnr/f»nfnf f walls)

Jlaterals will 1"Lngr. A1 so . fihe

-later-3-ls... .will- nf _an ti

Justification: The valves were replaced with the pipe laterals tn:____________ 1. Reduce the number of valves and t-he r g l i ^ n r p of a

operated system.2. Reduce the number nf ppnpt - raM in rho c^nrrete. T-7alls

Review: Recommend Approval Modified Rejected

Comments:

Reviewer Date

_——f4——-J——""••>¥————————-A) &j)jf#~ill irfl JJLx fa ifcxTw^v4"^ **r * 7P**

Randy ScurgeoU.S.E.P.A. Remedial Projfc^l Manager

A R 3 0 U 5 7

GALAXY SPECTRON SITEELKTON, MARYLAND M

VARIANCE R'EQUESTDate of Request: 8/3L/QEL Suspense Date:

/

Originator: Adv qn egd Q&oServices

Variance No: nn9

Proposed Variance: Drwg Ref- \\ Spec Ref- Site Location:The invert elevations nf the c n l l p r M n n p- jp ing >iavpbv 6 inches.

Justification: The pipps VPTPquantity of material to

to redurp the depth of excavafinn andand

Recommend Approval Modified Rejected

Comments:

Reviewer Date

Disposition

rTV i *t i'aWVim*ifrtt<7\*is/M*k*tv \

ManagerDate

R R 3 0 I U 5 8

GALAXY SPECTRON SITEELKTON, MARYLAND

Date of Request: /QR

VARIANCE REQUEST

Suspense Date:

Originator: _ Advanced Geo Sery Ice q_. Corp.

Variance No: QQ3

Proposed Variance: Drwg Ref- n ,11,20 Spec Ref- Q27T* Site Location:Five invert elevations of the 4-inrh diameter r.PF. along t-h*side have frgen mndl f l er i . —— The linp.r w i l l at-elevation nf fhp ^t-

Justification: Thp -Jnvprr P l p v a r - f r > n cinvprf n f . fh j?

sn rhar fhp p lpprol pipp 1aro_ra1s i

the,

Review Recommend Approval Modified Rejected

Comments:

Disposition:

Comment

U.S.E.P.A. Rerfiedial Project Manager

/ S R 3 0 U 5 9

GALAXY SPECTRON SITEELKTON, MARYLAND

VARIANCE REQUEST/

Date of Request: f l / ^ T /QR Suspense Date: _______ ' Variance No: nru

Originator: Ge^Sery-tres pnrp .

Proposed Variance: Drwg R=f-__2Q_____ Spec Ref- n?71 SThe gabion wall nn trip g - T f - p s - fHp w-m V.A

Site Location:of

the wall at a Ttn'n-tTniiTn anglp nf ^ —

Jusiificaiion: The ^ hart-&r "ill add-sjtab-il-lty-£o--thQ wall

Review: Recommend Approval Modified Rejected

Comments:

Reviewer Date

Disposition: (Approved

Comments: /^^it

R R 3 0 I U 6 0

GALAXY SPECTRON SITEELKTON, MARYLAND

VARIANCE REQUEST

Date of Request: 8/31/98 Suspense Date:

Originator: ._JV4yft Tired Ggogtp.ryT..ces J^nrp.

Variance No: QQ5

Proposed Variance: Dnvg Ref- 21 Spec Ref- 02733The following modif-< rat-terns have hp.pn fn I->IP

Site Location:HftPK

1. The gate valve has been changed to a butterfly valve.2. The niii-IPt- wi l l have a f e m n v a h T e coupline connection.V A 6--tnrh has heen add^d to provide for an additional

rnnfliiit

Justification: Tn fac-i'11't-arp

Review: Recommend Approval Modified Rejected

Comments:

Reviewer Date

Disposition:

Comments:

Randy Su*rgeojU.S.E.F^A. R/nedia! Prfojjfcct Manager

Modif ied Rejected

R R 3 0 I U 6

ADVANCED GEOSERVICES CORP. "Engineering far the Environment*

Chadds Ford Business Campus Toil-Free: (888) 824-3992I Rts. 202 & 1, Brandywine One - Suite 202 • Email: agc@agcinfo.com

; Chadds Ford, PA 19317-9676 Web Site: http://www.agcinfo.comft Voice: (610) 558-3300 Fax: (610) 558-2620

/

August 31,1998 . 95-227-08

Mr. Randy SturgeonUnited States Environmental Protection AgencyRegion IH1650 Arch StreetPhiladelphia, PA 19103-2029

Reference: Revisions to July 7, 1998 Final Design SubmissionGalaxy/Spectron Site

Dear Randy:

Based on recent discussions between AGC, Maverick, and the Group, several "value added"modifications have been made to the July 7, 1998 Final Design Submission. These modificationsare identified as Variance #1 to Variance # 5 and are described in detail below.

Variance 001

All but one in-stream valve has been eliminated. These valves (previously locatedwithin the anchor/cutoff walls) have been replaced with an non-perforated pipelateral which passes through each midstream anchor wall and the downstreamanchor/cutoff wall along the Site-side creek bank. At the midstream anchor walls,the lateral connects the collection piping in each stream section at an invert elevationapproximately 2.5 feet above the lowest area of the geomembrane liner. At thedownstream anchor/cutoff wall, the lateral pipe terminates below grade downstreamof the remedy. During construction, these laterals will prevent upward pressure inexcess of about 2.5 feet on the liner. Also, the laterals will provide a means ofrelieving the remote chance of an excessive upward pressure on the liner duringsystem operation. Sheets 4 and 11 have been modified to reflect these changes andare enclosed.

At the midstream anchor walls, a riser pipe will be installed with a watertight coverto allow access to the non-perforated pipe lateral. This detail has been added to Sheet19. A butterfly valve will be installed at the downstream anchor/cutoff wall tocontrol discharge through the non-perforated pipe lateral. This detail is also shownon Sheet 19, which is enclosed.

F'OFICEAGC?ROJECTS\F1LES\M227-(\LE1JTERS\S-JI.'«*1).J

R R 3 0 I U 6 2

/ !m• I1

Mr. Randy Sturgeon / %.95-227-08August 31,1998Page 2 of3

The detail on Sheet 20 for the pressure release system at the downstreamanchor/cutoff wall has been modified to reflect the revisions as described above.This sheet is attached.

The valves were replaced with the pipe laterals to reduce the number of valvepenetrations in the anchor/cutoff walls and the reliance on a manually operatedsystem.

Variance 002

The invert elevations of the collection piping have been raised uniformly by 6 inchesto reduce the depth of excavations and the quantity of material requiring screening.These changes are shown on Sheet 11 which is'enclosed. The "invert-in" elevationsat the manholes have not been changed.

Variance 003

Five invert elevations of the 4-inch diameter CPE along the non-site side pipe havebeen revised. These changes are shown on Sheet 11 and Sheet 13 which areenclosed.

The detail for the "Eastern Stream Bank Slope Protection (Gabion Wall)" on Sheet20 has been modified such that the liner will be terminated at the invert elevation ofthe 4-inch diameter CPE pipe.

Variance 004

A note has been added to the gabion wall details on Sheet 20 requiring that thegabion wall be tilted toward the back of the wall at a minimum angle of 3 degrees(i.e., the back of the wall shall be 3 inches lower then the front of the wall). The 3degree batter of the gabion wall will provide greater wall stability.

Variance 005

The manhole detail on Sheet 21 (enclosed) has been modified as follows:

1. The gate valve has been changed to a butterfly valve.

2. The connection of the HDPE outlet pipe to the HOPE tee has been changedfrom a threaded connection to a removable coupling connection.

F:\OFICEAGC\PROJECTS\FILES\95227-S\L ETTERS\S-3l-9S.wpd

H R 3 0 I U 6 3

(IS.// IIIMr. Randy Sturgeon /95-227-08 ,August 31, 1998Page 3 of 3 " /

3. A second 4-inch diameter HDPE stub has been added to provide for anadditional electrical conduit.

Attached are completed Variance Requests forms for each of the variances described above. Pleasereturn these forms to Maverick with any comments that you may have. One copy of each of therevised drawings and specifications is also attached.

If you have any questions concerning this matter, please contact us.

Sincerely,

ADVANCED GEOSERVICES CORP.

ToddD. Trotman. P.E.Prow

Paul G. Stratman, P.E.Project Manager

TDT:PGS:vm

Enclosures

cc: John Fiore (letter only)William K. Richardson (letter only)Rick GrillsRamon BenitezMichael Parr (letter only)

F:\OFlCEAGOPROJECTS\FlLES\95227-S\LETTERS\S-31-9S.wpd

ADVANCED GEOSERVICES CORP. "Engineering for the Environment"

Chadds Ford Business Campus Toil-Free: (888) 824-3992Rts. 202 & 1, Brandywine One - Suite 202 Email: agc@agcinfo.comChadds Ford, PA 19317-9676 Web Site: http://www.agcinfo.com

• Voice: (610) 558-3300 Fax: (610) 558-2620

September 10, 1998 95-227-08

Mr. John FioreMaverick Construction Management ServicesGalaxy/Spectron Site120 Providence RoadElkton, Maryland 21921

RE: Upstream Cutoff Wall ExtensionGalaxy Spectron Site

Dear John:

Enclosed are several hand-sketched details for the extension of the upstream cutoff wall. AdvancedGeoServices Corp. (AGC) is providing this information to expedite construction, and to clarify theintent of the design drawings. These sketched details include the following:

A profile along the upstream cutoff wall extension.

* A cross-section of the wall extension at the gabion protected slope.

The upstream cutoff wall extension shall have no reinforcement or rock anchors. The barrier layerbeneath the gabion protected slope (protective cover) shall be battened to the top of the wallextension as specified on the construction drawings and as schematically shown on the attached cross-section. Beyond the gabion slope protection to its termination, the top of the cutoff wall extensionshall terminate 12 inches below grade.

It is understood that a "Request for Information/Clarification Form" will be completed by Maverickand the enclosed information forwarded to Conti Environmental Services, Inc. If you have anyquestions or comments, please contact us.

Sincerely,

ADVANCED GEOSERVICES CORP.

* ^^ \: " JTodd D. Trotmarf'

T. - -——~~~—————7~~^ /Proi<

Paul G. Stratman, P.E.Project Manager

cc. Monica Carbo fl R 3 0 I U 6 5

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ADVANCED GEOSERVICES CORP,'Engineering for the Environment"™

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BY T^jfCHK. BY

DATEDATE

DESCRIPTION

GALAXY SPECTRON SITEELKTON,MARYLAND

Date of Request: \ " 2-H ""0

Orisinator:

VARIANCE REQUEST

Suspense Date: Variance No:

ft GrC.

Proposed Variance: Drwg Ref- Spec Ref- Q33CQ site Location:

o-£o-f-

TWt*ha

+0 lai

Justification: "THIS.iQmJcB

•UW erf

Review:

Comments:

Recommend Approval Modified

S/&Orvor

Rejected

^^^

Reviewer Date

Disposition:

Comments:

Approved Modified Rejected

Randy SturgeonU.S.E.P.A. Remedial Project Manager

Date

R R 3 0 H 4 6 8

GALAXY SPECTRON SITEELKTON, MARYLAND M

VARIANCE REQUESTDate of Request; 10"ZO"C\6 Suspense Date: ________ Variance No:

Originator: ^OMtC.ft Cftft.(bO ) A"Gr C_________

Proposed Variance: Drwg Ref- Z. I Spec Ref- 023*^3 Site Location:

Justification:

o y\c e.v^jn o>A e°

Review: Recommend Approval Modified Rejected

Comments:

Reviewer Date

Disposition:

Comments:

Approved Modified Rejected

Randy SturgeonU.S.E.P.A. Remedial Project Manager

Date

EV*

3/4"0 STAINLESSSTEEL BOLT (TYP.) -MANHOLE COVER (54" O.D.)

GRADE -

in 1"C HDPEiSfTO4J3 CONNECT TO YRICAL CONDUIT P

8"« HOPE STUB -ITO CONNECT TO

DNTAINMENT PIPEV

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HOPE MANHOLE BO Y

EXTENDED STEM.CONNECTION W/

PIPE TO BE BOLTEDFLANGE

HOPE OUTLET PIPE(SEE TABLE

IDE COUPLING CONNECTIONFOR OUTLET PIPE AT TEE

FUSION WELD (TYP.)

FUSION WELD(HOPE TO HOPE)

CORRApATED!POLYETHYLENE PIF

INVERT IN(5CC TABLSEAL BOTTOM

OF TEE^GUSSET SUPPORT (4

PER STUB CONNECTIONWITH 90* SEPERAT10N)

1" THICK BOTTOM(W/ A 60"0 O.D.)

TYPICAL COLLECTION SYSTEM SUMP (MANHOLE)r=2' RR30U70

ADVANCED GEOSERVICES CORP. 'Engineering for the Environment"

Chadds Ford Business CampusRts. 202 & 1, Brandy wine One - Suite 202Chadds Ford, PA 19317-9676Voice: (610) 558-3300 Fax: (610) 558-2620

Toll-Free: (888) 824-3992Email: agc@agcinfo.comWeb Site: http://www.agcinfo.com

November 4, 1998 95-227-08

Mr. John FioreMaverick Construction Management ServicesGalaxy/Spectron Site120 Providence RoadElkton, Maryland 21921

RE: Additional Collection System ManholeGalaxy/Spectron Site

Dear John;

Based on past discussions between Maverick and Advanced GeoServices Corp. (AGC), the followingmodifications to the manhole/collection system containment piping system have been made:

An additional HDPE manhole will be installed between Manhole # 2 and Manhole #3. The exact location for this manhole will be dictated by the location of the proposedtreatment system which has not yet been determined. Once, the location of thetreatment system is identified, the location of the additional manhole will be provided.

The proposed manhole will serve as a junction box for the collection systemcontainment piping leading from Manhole # 2 and Manhole # 3 to the proposedtreatment system. A 12-inch pre-fabricated stub will be installed on the manhole toprovide for future hook up for containment piping leading to the treatment system.The stub shall extend beyond the edge of the gabion mat to allow connection after thecompletion of construction in the creek. Details of the proposed manhole areattached.

Manhole # 2 has two, 8-inch pre-fabricated stubs to allow for the future influentcarrier pipe from Manhole # 1 to pass through Manhole # 2. However, the electricalconduits located above the collection system containment piping from Manhole # 1will be installed around Manhole # 2. A pull box (electrical vault) for the electricalconduit will be constructed adjacent to Manhole #2. An electrical vault will also beinstalled adjacent to the additional manhole (described above) to provide for futurehook up to the treatment system. The electrical vault shall be a precast concretestructure no less than 2'x2'x2', with solid lockable lid. Conti may propose the specificstructure and lid for AGC approval.

R R 3 0 I U 7 I

Mr. John Fiore95-227-08November 4, 1998Page 2 of 2

If you have any questions concerning this matter, please contact us.

Sincerely,

ADVANCED GEOSERVICES CORP.

ToddD. TrotmanProject Engineer

Paul G. Stratman, P.E.Project Manager

TDT:PGS:np

cc: •; Monica Carbo /William K. Richardson, Jr., P.O.

F.\OFlCEAGC\PROJECTS\FlLES\95227-8\LETTERSVU03coll.wpd

A R 3 0 I U 7 2

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11/25/98 08:03 RDUPNCED GEOSERUICES -> 4103928S46NO.426 P002/002

ADVANCED GEOSERVICES CORP. 'Engineering for the Environment'

Chadds Ford Business CampusRts. 202 & 1, Brandy wine One - Suite 202Chadds Ford, PA 19317-9676Voice; (610) 558-3300 Fax: (610) 558-2620

Toll-Free; (888) 824-3992Email: agc@agcinfQ.comWeb Site: http://www.agcinfo.com

November 24,1998 95-227-08

Mr. John FioreMaverick Construction Management Services, Inc.197M Boston Post Road West, Suite 356Marlboro, MA 01752

RE: Geomembrane Testing Procedures •

Dear John:

In response to Conn's request for a variance to the Design Documents regarding the testingprocedures for bonded seam strength (shear strength) of trial welds, AGC offers the followingcomments:

Conti may perform the shear testing of trial welds using a 1" wide strip at their own risk. Thevalues achieved by comparing I" wide test results with 4" wide test results should be used asa, range of values to indicate passing results on 1" wide strips. These values should only beused as a guide, as previously discussed between Conti and AGC. However, regardless ofthe test results achieved with 1" wide test specimens, Conti must provide results of 4" widetests for shear testing of all trial welds. These 4" tests may be run in a laboratory afterseaming has been performed in the field. If the laboratory results reveal that the weld doesnot have the required 200 Ibs of shear strength, Conti shall replace the failing seams.

Please feel free to contact us if you would like to discuss this further.

Sincerely,

ADVANCED GEOSERVICES CORP.

Todd D. Trotman, P.E.Project Engineer

Paul G.Stratman, P.E.Senior Project Consultant

TDT:PGS:np

cc; Andy Weber, Conti Environmental, Inc.

R R 3 0 1 U 7 U

12/23/98 11=25 ADUflNCED GEOSERUICES -> 4103928846 NO.930 P002/002

ADVANCED GEOSERVICES CORP. 'Engineering for the Environment'

Toll-Free: (888) 824-3992Email: agc@4ficifiTo.comWeb Site: http://www.agdnfo.com

95-227-08

Chadds Ford Business CampusRts. 202 & 1, Brandywine One - Suite 202Chadds Ford,PA 19317-9676

» Voice: (610) 558-3300 Fax: (610) 558-2620

December 23, 1998

Mr. John FioreMaverick Construction Management ServicesGalaxy/Spectron Site120 Providence RoadElkton, Maryland 21921

RE: Variance to DesignGabion Stone PlacementGalaxy/Spectron Site

Dear John: :

Section 02277-7 of the Construction Specifications states that "The:stone shall be placed withoutdropping for the first lift and shall be dropped a maximum height of 36 inches for successive lifts".Due to the constraints of the conveyor system being used to place the gabion stone, AdvancedGeoServjces Corp. (AGC) will allow a free fall drop of up to 5 feet. If greater drops are required,a board shall be used to break the fall of the stone. Drops greater than 10 feet will not be permitted

If you have any questions concerning this matter, please contact us . '

Sincerely,

ADVANCED GEOSERVICES CORP.

Todd D. TrotmanSenior PrDiecLEngij

Paul G. Stfatman, P.E.Project Manager

TDT:np

cc, Monica Carbo

R R 3 0 I U 7 5

ADVANCED GEOSERVICES CORP. "Engineering/or the Environment'

Chadds Ford Business Campus Toll-Free: (888) 824-3992Rts. 202 & 1, Brandywinc Onfc - Suite 202 Email: 8gc@agcinfo.coniChadds Ford, PA 19317-9676 Web Site; http://www.agcinfo.com

• Voice: (610) 558-3300 Fax:(610)558-2620

January 13, 1999 : 95-227-08

Mr. John FioreMaverick Construction Management ServicesGalaxy/Spectron Site120 Providence Road 'Elkton. Maryland 21921

RE; Gabion Wall Construction ClarificationPlant Side (Sta 0+00 to Sta 0+50)Galaxy/Spectron Site :

Dear John:

As you requested on Monday, January 11, 1999 and which was -further discussed on Tuesdayafternoon, Advanced GeoServices Corp. (AGC) is providing design deuils to clarify the constructionof the plant side gabion wall from Sta 0+00 to about Sta CH-50 (directly adjacent to the existingmasonry wall). During the construction of the upstream cutoff wall,- the concrete apron adjacent tothe existing masonry wall was removed, eliminating the concrete/soil shelf in this area. To facilitateconstruction, the cutoff wall was also built in a straight alignment, eliminating the turn at the westcomer. Due to the these changes, the bench to support the gabion wall was constructed parallel tothe existing masonry wall rather than at the alignment shown on'Dwg. 5 of the Final Design.Therefore, the gabion wall must be constructed on the bench directly adjacent to the masonry wallfrom Sta 0+00 to about Sta 0+50. Further downstream from approximately Sta 0+50, the gabionwall will be constructed to gradually achieve the wall alignment shown on the design drawings.Listed below are details for the construction of the gabion wall. Hand sketches of the proposed wallsections arc also provided:

The gabion wall shall be constructed of two, 1.5 ft. thick baskets and one, \ ft. thickbasket placed on the 1 ft. thick gabion mat. The successive courses placed on thefirst 1 .5 ft. baskets shall be placed with a 4 inch batter. The 1 ft. thick baskets shallbe bolted to the existing masonry wall with 3/8"x6"x2'-10" plates placed in eachgabion cell. See the attached Section A-A'. The space between the geocushion andthe gabion baskets shall be backfilled with AASHTO No. 57 stone.

• The end of gabion wall at the upstream cutoff wall shall be constructed of two, 1 .5ft. thick baskets and one, 1 ft. thick basket; however, no batter shall be used forsuccessive gabion courses. The gabion wall shall-be terminated prior to the slotconstructed within the cutoff wall. The 3 ft, x 3 ft. gabion cell at the end of the wallfor each course of gabion basket wi)l be bolted to the existing masonry wall with a3/8"x6"x2'-10" plate. A minimum of6 fl. of the gabion wall from the upstreamcorner will also be grouted. See the attached Section B-B1. The transition between

B R 3 0 I U 7 6

Section B-B' and Section A-A' will a minimum of 9 ft.

The liner will be bolted to the existing masonry wall directly below the 1 ft. thibasket with a continuous horizontal batten bar. A -high bond strength caulk (elfatochem FlexJoint Joint filler CE 133 or^quiv^gRtXwill be applied to the wall tocreate a smooth surface for the liner/masonry wail.interface. The wall shall becleaned prior to the application of the caulk The end of the liner at the upstreamcutoff wall will be similarly bolted to the masonry wall with a vertical batten bar asshown on Detail A.

At the downstream end of the masonry wall, the gabion wall section as shown onDwg. 20 will be constructed. The edge of the liner beneath the initial gabion matwill be secured in an anchor trench. The transition of the liner at the corner of thewall at the mat transition (Sta 0+50+/-) will be determined by AGC in consultationwith Maverick based on field conditions.

If you have any questions concerning this matter, please contact us.

Sincerely,

ADVANCED GEOSERVICES CORP.

Todd D, TrotmanSenior Project Engineer

Paul G- Stratman, P.E.Project Manager

TDT:np

cc. Monica CarboM. Parr

Enclosures

A R 3 0 H 4 7 7

SHEET.BY.

_OF_<^AS

CHK. BY ^C5

PROJECT NO..• DATE.

DATE.

PROJECT NAMEDESCRIPTION

R R 3 0 I U 7 8

ADVANCED GEOSERVICES CORP.'Engineering for the Environment'

ANCHOR d_'hGASKET ToMASOMfV/STAIN L&SS STEEL PLAT£S

TOAT

1.5' h.6ABION

LiN£R.rro HASONRV. WALLBAR

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SHEET 3^. OF.RY

PROJECT Mn S.»-ggT-.flfl PROJECT NAMEDATP /7I3/93 DESCRIPTION _

.pgQfRoN

CHK. BY

A R 3 0 U 7 9

ADVANCED GEOSERVICES CORP.'Engineering for the Environment'

NASOMP.YWALL6A&K6'

NRYSTAIN cess

TO CONNECTION WITHWAUS).

h.6ROUT&DGABION

SECT/ON/MAT

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BY___CHK, BY

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RR30IU80

ADVANCED GEOSERVICES CORP."Engineering for the Environment1

/—TOP

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• DESCRIPTIONSfec

DATE

RR30U8I

ADVANCED CORP. "Engineering for the Environment"

Toil-Free: (888) 824-3992Email: agc@agcinfo.comWeb Site: http://www.agcinfo.com

95-227-08

Chadds Ford Business CampusRts. 202 & 1, Brandy wine One - Suite 202Chadds Ford, PA 19317-9676Voice: (610) 558-3300 Fax: (610) 558-2620

April 5, 1999

Mr. Tim Joness, P.E.Maverick Construction Management ServicesGalaxy/Spectron Site120 Providence RoadEikton, Maryland 21921

RE: Collection System Manhole Riser ElevationsGalaxy/Spectron Site

Dear Tim:

Based on a review of the flow data collected during O'Brien & Cere's pilot test study at theGalaxy/Spectron Site, Advanced GeoServices Corp. (AGC) would like to propose the following riserpipe elevations as the final operational levels.

MH#1MH#2MH#3

Proposed Final Elevation198.20196.83195.90

Please note, manhole #2 will not need to be modified, based on the current surveyed elevation.If you have any questions concerning this matter, please contact us.

Sincerely,

GEOSERVICES CORP.

PaulG. Stratman, P.E.Senior Project Consultant

William K. Richardson, Jr., P.G.Project Manager

TDT:PGS:np

cc: Monica Carbo '

F:\OFlCEAGOPROJECrS\FILES\95227-8\LETTERS\iiser.cl.wpd R R 3 0 I U 8 2

,1.

APPENDIX B

CONCRETE COMPRESSION TEST RESULTS

AR30U83

CONCRETE CYLINDER LOG Last Update: 1/19/99

DATE CAST ; CYL NO ', BREAK RESULT (PSI) LOCATION REMARKS

GALAXY / SPECTRON SITEJOB NO; 99093CONTI ENVIRONMENTAL, INC.

CONCRETE CYLINDER LOG Last Update: 1/19/99

r DATE CAST CYL NO BREAK

09/29/98 1A 31B , 71C1D1E

1628

RESULT (PSI)

2480

LOCATION

Upstream Cutoff Wall3400 Lower unreinf section38704170

SPARE

2A 3 27602B i 72C

417016 i 3960

2D 282E SPARE

Upstream Cutoff WallLower unreinf section

4260

10/03/98 3A 7 4370 Upstream Cutoff Wall3B 73C3D

2828

3E SPARE

10/23/98 4A 74B : 144C : 14

4D ! 284E

10/27/98 5A5B5C5D5E

SPARE

7141428

SPARE

4320 Middle Section49205520

4600 Longitudinal Wall5820 Sta 0+00 to Sta 0+3057505480

4170 Longitudinal Wall46005010

Sta 0+30 to Sta 0+83

4860

10/29/98 6A 7 50606B6C6D6E

10/30/98 7A7B7C7D7E

141428

SPARE

7141428

SPARE

608063005980

3890483049704990

Longitudinal WallSta 0+83 to Sta 1+67

Longitudinal WallSta 1+67 to Sta 2+44

— _ f*. f\

REMARKS

Test from 2nd truck

Test from 12th truck

Test from 2nd truck

i i n I.

CONCRETE CYLINDER LOG Last Update: 1/19/99

11/04/98

11/09/98

11/11/98

11/14/98

11/18/98

11/19/98

11/23/98

11/24/98

8ASB8C8D8E

3141428

SPARE

9A 79B 149C 149D9E

28SPARE

10A 710B 1410C 1410D 2810E SPARE

11A 711B 1411C 1411D 2811E i SPARE

12A 312B 512C 912D 1412E 28

13A 713B 1413C 1413D 2813E SPARE

14A 714B 1414C 1414D 2814E

15A15B15C

SPARE

71414

15D \ 2815E

16A16B16C16D

SPARE

7141428

3610564055705730

3630449029405380

4700472046705430

3730451048805300

19602550325041603980

3250469039804630

2850424039804000

31103750389036803890

3940405041404330

Longitudinal Wall !CurbSta 1+67 to 2+44!

Longitudinal WallSta 2+49 to 3+38

Longitudinal Wall :Curb Sta 2+49 to 3+38

Upstream Cutoff WallCurb

1st MidstreamAnchor Wall

1st MidstreamAnchor Wall Curb

Longitudinal WallSta 3+38 to 4+27

Longitudinal Wall CurbSta 3+38 to 4+27

RR30IU85

CONCRETE CYLINDER LOG Last Update: 1/19/99

REMARKS

11/30/98

12/03/98

12/07/98

12/09/98

12/10/98

12/14/98

12/15/98

12/15/98

17A17B17C17D

7141428

17E SPARE

18A 718B 1418C 1418D 2818E SPARE

19A 719B 1419C 1419D 2819E SPARE

20A20B20C20D

7141428

20E SPARE

21A 721B 1421C 1421 D 2821 E ; SPARE

21A 721B 1421C 1421 D 2821 E

22A22B22C22D22E

23B23B23C ,23D23E23F

24A24B

SPARE

7141428

SPARE

7141428

SPARESPARE

714

3840463045804560

4010433042604390

3800407040904330

3770432041204280

3700460047804670

3310428044004530

4000433044204320

4300492053005340

38204860

Longitudinal Wall CurbSta 4+27 to 5+16

Longitudinal WallSta 5+16 to 5+95

Longitudinal Wall CurbSta 5+16 to 5+95

2nd Midstream Cut-off,Wall ;

2nd Midstream Cut-off,Wall Curb i

Longitudinal Wall Ftg.Sta 5+95 to 6+74

Downstream Cut-offWall Lower Section

Downstream Cut-offWall Lower Section

R R 3 0 U 8 6

CONCRETE CYLINDER LOG Last Update: 1/19/99

DATE CAST

12/16/98

12/19/98

12/21/98

12/22/98

12/28/98

12/29/98

CYL NO BREAK24C 1424D 2824E SPARE24F SPARE

25A 725B 1425C 1425D 2825E SPARE

26A 726B 1426C : 1426D 2826E SPARE

27A 727B 1427C 1427D 2827E SPARE

28A 728B 1428C 1428D 2828E SPARE

29A : 729B 1429C 1429D 2829E SPARE

30A 7306 730C 14SOD 2830E SPARE

RESULT (PSI)47804990

4950562054105480

4100387044604720

3870447047504630

446050204850

364044004490

417047204850

LOCATION REMARKS

Sta 5+95 to 6+74Longitudinal Wall Curb

Downstream Cut-offWall Middle Section

Lower SectionBridge Abutment

Middle SectionBridge Abutment

Longitudinal WallSta 6+74 to 7+53

!

Longitudinal Wall Curb;Sta 6+74 to 7+53

'

APPENDIX C

GCL MANUFACTURER'S QA PACKAGE

f lR30U88

SUBMITTAL/SPECIFICATION NODESCRIPTION:DATE RECEIVED:

SUBMITTAL COVER SHEETGALAXY/SPECTRON SITE

02749-04Manufacturer QA/QC Data for GCL

10/5/98

CONTRACTOR CERTIFICATION:

Attached

VARIANCES:

Not Applicable

AGC COMMENTS:

(COMMENTS)

JREVIEWED AND APPROVED

JREVEEWED AND APPROVED WITH COMMENTS

JREVDTWED AND APPROVED WITH COMMENTS(Additional Information Required)

JREVIEWED, REJECTED AND RESUBMTT

DATE RETURNED: 10/8/98

pr\SIGNATURE OF AGC REPRESENTATIVE

F:\OFICEAGC PROJECTSTILEy.952:7-8\FOR.\tS102749-04.!di

R R 3 0 I U 8 9

ENVIRONMENTAL

October 5, 1998

Maverick Construction Management Services, Inc.197M Boston Post Road WestMarlboro, MA 01752

Attention: Mr. John Fiore - Construction Manager

Re: Galaxy / Spectron Removal ActionElkton,MDSubmittal No. 02749-04 MQA/MQC Data Package for GCL

Dear Mr. Fiore:

Conti Environmental, Inc. (CEV) is pleased to submit for your review MQA/MQC Data Package forClaymax 600CL for the Composite Geosynthetic Clay Layer (GCL). This package is a supplemental toSubmittal Number 02749-02A.

Should you have any questions or need any further information, please do not hesitate to contact me at thesite at 410-392-6200. I look forward to your response.

Very truly yours,CONTI ENVIRONMENTAL, INC.

Andrew C. WeberProject Engineer

cc: File

A'flWf U 9 0

COLLOID ENVIRONMENTAL TECHNOLOGIES COMPANY

234 Gordon Street • Fairmount, GA 30139.- USA(706) 337-5316 • Fax (706) 337-7334

28-Sep-98

Mr. Andy WebberConti3001 South Clinton Ave.South Plainfeild, NJ 07080

Dear Mr. Webber:

Please find enclosed the MQA/MQC Data Package for Geosynthetic ClayLiner (GCL) shipment to Galaxy/ Spectrum Superfund Site Elkton, MD.This shipment left our CETCO - Fairmount, GA, plant on 9/25/98.

If you have any questions regarding the enclosed QA/QC information,please contact Mr. Derek Reece @ 1-800-220-2536.

Sincerely,

Michele WatersQuality Assurance CoordinatorCETCO

RR3&U9IA Wholly Owned Subsidiary of AMCOL International (AAJ P""'*l «i r«cycl«d Q»P"<

GEOSYNTHETIC CLAY LINER

MANUFACTURINGQA/QC DATA PACKAGE

PROJECT NAME: Galaxy / Spectrum Superfund Site

PREPARED FOR: Mr. Andy WebberConti3001 South Clinton Ave.South Plainfeild, NJ 07080

PREPARED BY:

Telephone #Fax#

Michele WatersCETCOP. O. Box 88234 Gordon StreetFairmount, GA 30139(706)337-5316(706)337-2215

A Wholly Ownea SuGsidiaiy of AMCOL international Printed on racycfsd paoer

GEOSYNTHETIC CLAY LINER

DAILY MANUFACTURINGQA/QC DATA

FOR ALL GCL MANUFACTURED ON:

GALAXY / SPECTRUM SUPERFUND SITEELKTON, MD

CUSTOMER PO# 199093-52752ORDER* 93001

CONTENTS:

1. DAILY GCL PRODUCTION CERTIFICATION2. GCL MANUFACTURING CERTIFICATON AND TEST RESULTS3. GCL MQA TRACKING FORM

A Wholly Owned Subsidiary ol AMCOL International PnntBd on racyclefl paper

DAILY GEOSYNTHETIC CLAY LINERPRODUCTION CERTIFICATION

A Wholly Owieo SuDsiOia LWtelnaiina? " £v^p"nted on rscyclea paper

GEOSYNTHETIC CLAY LINER MANUFACTURINGCERTIFICATION

CETCO JOB:

DATE:ORDER NUMBER:PRODUCT:

GALAXY / SPECTRUM SUPERFUND

SEPTEMBER 25, 199893001

BENTOMAT CL 5 MIL

Colloid Environmental Technologies Company (CETCO) hereby affirmsand certifies that all of the Geosynthetic Clay Liner (GCL) manufacturedin this lot achieves the physical and chemical criteria listed on the attachedanalysis sheets.

Michele WatersQuality Assurance CoordinatorCETCO

rty&Subscribed and sworn to before me this^^V^ day

Notary Public t jrf^.

\ \ijjXDIA.\: B. HUNSUCKER ^No:ir\' Public, Georgia <

GORDON COUNTY <My Commission Expires S

^'jan^JopJ^^^.J

AR30Hi95A Wholly Own« SuCSidiary ol AMC01. Iniefnaiionai

BENTOMAT CLMANUFACTURING CERTIFICATION

TO: Mr. Andy WebberConti3001 South Clinton Ave.South Plainfeild, NJ 07080

PROJECT: Galaxy / Spectrum Superfund

ORDER #: 93001

CETCO hereby affirms and certifies that Bentomat CL material supplied tothis project will meet the physical and chemical criteria listed below:

PROPERTY TEST METHOD MINIMUM VALUE

Finished ProductBentonrte Mass/AreaGrab StrengthGrab ElongationIndex FluxPeel StrengthPermeabilty

ASTM D 5993*ASTM D 4632ASTM D 4632ASTM D 5887ASTM D 4632(modified)ASTM D 5084

0.75 Ib/sq.tt.120lbs. MARV15% typical1 x 10(-9) ma/ma/sec (max.15 Ibs. min.max. 5 x 10(-10) cm/sec

* Reported at 0% moisture content.*GCL has been continously inspected for broken needles

GAI Lab Accredited Test Methods were followed during confromance testing for:ASTM D 5993 - Bentonite Mass/AreaASTM D 4632 - Grab Strength and Grab Elongation

Colloid Environmental Technologies Co. (CETCO)

Subscribed and sworn to before me this OO

Notary Public

CrFICIAL SEALDIAf-'IB. HUN5UCKERNr—-p' . -^c. G-,v-:-i

<- - ' C3N CCU 'My Ccrn mission ~^

Jan. 2, 200?

A Wholly Gv.n&a S-^sA R 3 0 !

ty of AMCOL International /> j(T Printed on recycled papar

STRAIGHT BILL OF LADING—ORICjftlAL--NOT/NEGOTIABLE PAGEl OF

CARRIER NAME:CONSIGNED TO: CONTI E N V I R O N M E N T A L '

GALAXT/SPECTRUM S U P E R F U N D S ITE1 2 3 P R O V I D E N C E R O A D

E L K T O N wn 21921P H O W E : 4 1 0 - 3 5 2 - 6 2 0 0

S O L D T Q i 0 0 2 0 3 3 S H I P T O t 0 9CONSIGNED RQ.#: i g q a 9 3 - S 2 7 S Z

CAR/VEHICLE*:

ROUTING/CONTRACT:

DELI

DEL DATff iSHIPPER: CETCO1350 V SKURE DRARLINGTON HGTS

SHIPPING PLANT: FA.I RKQUNT ,GP . O . BOX as

F A I R M O U N T

R:SHIPPER'S NO: Q Q o Q g 3 Q

SHIP DATE:

W78T T. fi 0 0 fl A

G A 30139

fE C O M M E N T S A L L B A G G E D S H I P M E N T S L O A D E D O N ^ F L A T B E D O R O P E N T O P T R A I L E R SMUST BE COVERED W I T H ADEQUATE T A R P A U L I N PRIOR TO H I G H W A YM O V E M E N T , C A R R I E R W I L L B E H E L D F U L L Y R E S P O N S I B L E F O R L O S SO R D A M A G E O C C U R R I N G T O U N P R O T E C T E D L O A D S ,

I E R C O M M E N T S TOTAL O R D E R I S F O R S 3 . 0 7 S S F H E N T O K A T C L W I T K 2 9 B A G S

KMD E S C R I P T I O N O F A R T I C L E SP R O D D E S C R I P T I O N

W E I G H T( S U B J E C T TQ C O R R E C T I O N )

?%%%)-I5bW faafr

CL S MILCLOTH. SYNTHETIC FIBRE. NOT WOVEN. KNITTED NtfR^S TITCHED

CG-SO SEAMING CLAYC 10 902/024}CLAY- BE-NTONITE-GROUND ( CL AS S 50 i3295232

. U S b : 00 T A K E : . uu

ret to Section 7 of conditions, H this shipment isdelivered to the consignee without recourse ononsignor. the consignor shaJI sign the followingiient:3 carrier shall not make delivery of this shipmentut payment of freight and all other lawful charges.

L Q I D TEC

(Signatura o( Consignor)

tt charges in to beprepaid, write or stamphere, "Prepaid."

P R E P A I D

Shipper liable for tinehaul charge* only.COD charge* to be paidby: Consignee

K WTTH "X" TO DESIGNATE HAZARDOUS HATEfUALS AS DEFINED IN TITLE 49 OF THE CODE OF FEDERAL REGULATIONSVED. wbfecc to the daaaincatlona and lawfuffy Wed tariff In anect on Ine data 0* IMIM ol IM» BU of Lading. Itw propwly MttntMd «bav« in ipp«i*nt good o«Mr.4 (coMwM wtd condition at oormnn of padnOM unknown) mvtod. oontigMd. ind dM«n«d u IndlCMtd aboM which uM c«m«r (m« word ctrrivr b«ingwul «!• oontnct u meaning «ny pman or oorparalkMi In pomnlon o* Di« property uncMr th« eonlnKt) «0f»«« u cany U N> UIIM! plw» ot <J*h ry *t Mid dmlrMlkxi,mun. oirwrwt** to d«flv«r to •noo** ewrt«r on DM mut* 10 uW MMInulon. H tt mutually tgnMd u (o ««cn cwnw of all or uiy o» Mid property over «tl or »rty portion

>ouM ID dmm«<on, «nd u •> ••* party •! «ny Urn* InterMted In •* or tny Mid propwty, IhM >v*ry Mrvte* n be pertormed nereunder sn«H be lubtect to *JI Ihe termixHtlon* of tne Uniform Qomeenc SVwigM BW o* LMflng Ml «orth (1) In Uniterm FrelgM ClM*Mcalloni In eHeO on the rMte riereol, »thia M a nul or • rail-waler •nipmern.i lha ippJIcable t>MOr orher daa«AcMton or tanK H thM \» • motor carrier *MpmeM.' nareby cefllne* that ne ta (arrUUar w*n aN D>e larm* «nd eondnkma ol in« wU bll irf lading. •« kHtn In me daulflcaiion or tarrrl <mict> gcnvrni the Iraniponali" f

t. and the aakl lemw and ooodMiona are hereby agreed n by the •hlpp*' *nd aooepted tor hlmaall and Ma aa^gn*.

l loodify Ihat tna above named rnatenali lie property cliMiliad. OeicrrD«d.igM. rnarkea ana Ia0«l«a and aie m pmcer condition lor irsnsponalion ac-'9 to ma jpphcadla regultlioni ol W» Oepartmenl ol Tranipolation PLACARDS

REQUIREDPLACARDSSUPPLIED

D YES D NO-FURNISDRIVERS SIGNATURE

P A C K I N G L I S T

COLLOID ENVIRONMENTAL TECH CO1350 WEST SKURE DRIVEARLINGTON HEIGHTS IL 60004

SOLD TO: 002033CONTI ENVIRONMENTAL, INC.ATTN: STAN MANUS3001 SOUTH CLINTON AVE.

SOUTH PLAINFIELD NJ 07080

ORDER NO:.. 000093001ORDER DATE: 9/14/98SHIP DATE: . 9/25/9-8

SHIP FROM:. FAIRMOUNT,GAFRT TERMS: . PREPAID & ABSORBEDSHIP VIA:.. NATIONWIDE

SHIP TO: 09CONTI ENVIRONMENTALGALAXY/SPECTRUM SUPERFUND SIT123 PROVIDENCE ROAD

ELKTON MD 21921PO: 199093-52752

PRODUCT

J30

30

)30

30

30

30

30

30

30

30

50

30

SO

-!0-

-BENTOMAT

-BENTOMAT

-BENTOMAT

-BENTOMAT

-BENTOMAT

-BENTOMAT

-BENTOMAT

-BENTOMAT

-BENTOMAT

-BENTOMAT

-BENTOMAT

-BENTOMAT

-BENTOMAT

-BENTOMAT

ORDER TOT£

TOTAL ITE

CL 5M

CL 5M

CL 5M

CL 5M

CL 5M

CL 5M

CL 5M

CL 5M

CL 5M

CL 5M

CL 5M

CL 5M

CL 5M

CL 5M

iS . . . . .

IMS . . . . .

SIZE

SFT

SFT

SFT

SFT

SFT

SFT

SFT

SFT

SFT

SFT

SFT

SFT

SFT

SFT

U/M

SF

SF

SF

SF

SF

SF

SF

SF

SF

SF

SF

SF

SF

SF

LOT #

199838030

199838030

199838030

199839030

199839030

199839030

199839030

199839030

199839030

199839030

199839030

199839030

199839030

199839030

14

ROLL#

00001598

00001599

00001601

00001617

00001625

00001627

00001631

00001633

00001637

00001646

00001648

00001652

00001654

00001667

LNGTH

150.0

150.0

150 . 0

150 .0

150.0

150.0

150.0

150.0

150.0

150 .0

150.0

150.0

150.0

150 .0

WIDTH SHIP QTY

14.5

14.5

14 .5

14.5

14.5

14.5

14.5

14.5

14.5

14 .5

14.5

14.5

14 .5

14 .5

2175

2175

2175

2175

2175

2175

2175

2175

2175

2175

2175

2175

2175

2175

.0

.0

.0

.0

.0

.0

.0

.0

.0

.0

.0

.0

.0

.0

30450.0

WEIGH

3248

3251

3326

2956

3288

3200

3275

3012

3323

3318

3034

3298

3306

3255

45090 .

!/

RR30IU98

GEOSYNTHETIC CLAY LINERQUALITY TEST RESULTS

R R 3 0 I U 9 9A Wholly Owned Subsidiary of AMCOL Internationa'. nnieQ 0" recycled paper

O <=> O 0 CS

8.

"82.U Oin k*0>

S 1o ">

•«-> Ol >._. »c -1•a ^j ojS c 01o•i *a oO 01 _ •

Q OJ

«• O

9 „.•->• 34-1 jj e co c 83 -—

-o eJj --,•>-> B>-o raCL

••g'-a-s--« U1

•a «aj w u**J -— O)

o> reu Q) Ul

•« g> 3C 13

M Ifl «1 k-Ol « M *-J^-i * intn Cm "3 >rt xiin n>S u-, n3 k-,

— X O

BENTONITECERTIFICATE OF ANALYSIS

CETCO92 HWY 37

LOVELL,WYO. 82431

DATE: 26-Aug-98TO: CETCO - CLAYMAX CORP.

P.O. BOX 88

FAIRMOUNT, GA. 30139

ATTN: CYNTHIA WILLIX

Dear Sirs:

A shipment of CG 50left our Lovell, WY plant on 22-Aug-98in BN 450233as requested on your order no. VERBAL

A sample from this shipment was tested, and gave the following results:

TEST METHOD REQ. SPECIFICATION ACTUAL RESULTS

RET. 10 MESH ASTM C136 0%. 0PASSING 200 MESH ASTM C136 1.0% MAX 0.4MOISTURE - ASTM D 2216 12.0% MAX. 8.4FREE SWELL ASTM D 5890 24 MIN, 24FLUID LOSS ASTM D 5891 18.0 MAX. 12.6

We hereby certify that the results shown above represent this shipment.Tests were conducted using American Standard Test Methods and/or customerapproved laboratory procedures.Product made in the U.S.A.

Tests Conducted By: D.M.

Approved By: MOSES BRISENO

CETCO

In any correspondence regarding this shipment, please refer to our »Order Number 90524 (\R30 \

BENTONITECERTIFICATE OF ANALYSIS

CETCO92 HWY 37

LOVELL, WYO. 82431

DATE: 31-Aug-98TO: CETCO - CLAYMAX CORP.

P.O. BOX 88

FAIRMOUNT, GA. 30139

ATTN: CYNTHIA WILLIX

Dear Sirs:

A shipment of CG 50left our Lovell, WY plant on 26-Aug-98in BN 447078as requested on your order no. VERBAL

A sample from this shipment was tested, and gave the following results:

TEST METHOD REQ. SPECIFICATION ACTUAL RESULTS

RET. 10 MESH ASTM C 136 0% . 0PASSING 200 MESH ASTM C 136 1.0% MAX 0.8MOISTURE ASTM D 2216 12.0% MAX. 8FREE SWELL ASTM D 5890 24 MIN. 24FLUID LOSS ASTM D 5891 18.0 MAX. 12.4

We hereby certify that the results shown above represent this shipmentTests were conducted using American Standard Test Methods and/or customerapproved laboratory procedures.Product made in the U.S.A.

Tests Conducted By: R.P.

Approved By: MOSES BRISENO

CETCO

In any correspondence regarding this shipment, please refer to ourOrder Number 90534

BENTONITECERTIFICATE OF ANALYSIS

CETCO92 HWY 37

LOVELL, WYO. 82431

DATE: Q3-Sep-98TO: CETCO - CLAYMAX CORP.

P.O. BOX 88

FAIRMOUNT, GA. 30139

ATTN: CYNTHIA WILLIX

Dear Sirs:

A shipment of CG 50left our Lovell, WY plant on 01-Sep-98in ATSF 314014as requested on your order no. VERBAL

A sample from this shipment was tested, and gave the following results:

TEST METHOD REQ. SPECIFICATION ACTUAL RESULTS

RET. 10 MESH ASTM C 136 0% . 0PASSING 200 MESH ASTM C 136 1.0% MAX 0.3MOISTURE ASTM D 2216 12.0% MAX. 8.4FREE SWELL ASTM D 5890 24 MIN. 24FLUID LOSS ASTM D 5891 18.0 MAX. 12.8

We hereby certify that the results shown above represent this shipment.Tests were conducted using American Standard Test Methods and/or customerapproved laboratory procedures.Product made in the U.S.A.

Tests Conducted By: C.L.

Approved By: MOSES BRISENO

CETCO

In any correspondence regarding this shipment, please refer to ourOrder Number . 90549 R R 3 0 I 5 0 0

BENTONITECERTIFICATE OF ANALYSIS

CETCO92 HWY 37

LOVELL, WYO. 82431

DATE: 01-Sep-98TO: CETCO - CLAYMAX CORP.

P.O. BOX 88

FAIRMOUNT, GA. 30139

ATTN: CYNTHIA WILLIX

Dear Sirs:

A shipment of CG 50left our Lovell. WY plant on 28-Aug-98in ATSF 314663as requested on your order no. VERBAL

A sample from this shipment was tested, and gave the following results:

TEST METHOD REQ. SPECIFICATION ACTUAL RESULTS

RET. 10 MESH ASTM C 136 0%. 0PASSING 200 MESH ASTM C 136 1.0% MAX 0.5MOISTURE ASTM D 2216 12.0% MAX. 9.2FREE SWELL ASTM D 5890 24 MIN. 26FLUID LOSS ASTM D 5891 18.0 MAX. 13

We hereby certify that the results shown above represent this shipmentTests were conducted using American Standard Test Methods and/or customerapproved laboratory procedures. ,Product made in the U.S.A.

Tests Conducted By: C.L.

Approved By: MOSES BRISENO

CETCO

In any correspondence regarding this shipment, please refer to ourOrder Number 90542 R R 3 0 \ 5 0 4

GEOSYNTHETIC CLAY LINERMQA TRACKING FORMS

f l R 3 0 ! 5 0 5A Wholly Owned SuOsidiary of AMCOL International Printed on iscycled paps'

cor--.CD

r—I COs~^ cnCO CT>CO ~H

CNJaCD

coroco

CO —H^ LOCVJ CN)n fo

IT)

CNJ

trt

esj

L/> l/l LT>

CN; cvi fM

f l f^o isoes

.1-OH

COLLOID ENVIRONMENTAL TECHNOLOGIES COMPANY

234 Gordon Street • Fairmount, GA 30139 • USA(706) 337-5316 • Fax (706) 337-7334

29-Sep-98

Mr. Andy WebberConti3001 South Clinton Ave.South Plainfeild, NJ 07080

Dear Mr. Webber:

Please find enclosed the MQA/MQC Data Package for Geosynthetic ClayLiner (GCL) shipments to Galaxy/ Spectrum Superfund Site Elkton, MD.These shipments left our CETCO - Fairmount, GA, plant on 9/28/98.

If you have any questions regarding the enclosed QA/QC information,please contact Mr. Derek Reece @ 1-800-220-2536.

Sincerely,

Michele WatersQuality Assurance CoordinatorCETCO

. VufibtyOWiJtf SibsWiaT? of/AMCOL International <TTVPnot«0 o" rtcycl»d papv

GEOSYNTHETIC CLAY LINER

MANUFACTURINGQA/QC DATA PACKAGE

PROJECT NAME: Galaxy / Spectrum Superfund Site

PREPARED FOR: Mr. Andy WebberConti3001 South Clinton Ave.South Plainfeild, NJ 07080

PREPARED BY:

Telephone #Fax#

Michele WatersCETCOP. O. Box 88234 Gordon StreetFairmount, GA 30139(706)337-5316(706)337-2215

R R 3 0 I 5 0 8A Wholly Owned SuDSitJiary of AMCOL International • Pnntefl on recycled paper

GEOSYNTHETIC CLAY LINER

DAILY MANUFACTURINGQA/QC DATA

FOR ALL GCL MANUFACTURED ON:

GALAXY / SPECTRUM SUPERFUND SITEELKTON, MD

CUSTOMER PO# 199093-52752ORDERS 93004, 93306

CONTENTS:

1. DAILY GCL PRODUCTION CERTIFICATION2. GCL MANUFACTURING CERTIFICATON AND TEST RESULTS3. GCL MQA TRACKING FORM

R R 3 0 I 5 0 9A Wtiolly Owned SuCsiOiary ot AMCOL Intemanona! on recycled paper

DAILY GEOSYNTHETIC CLAY LINERPRODUCTION CERTIFICATION

R R 3 0 I 5 I OA Wholly Ownec SuDsidiary ol AMCOL international Printed on racyclad paoe'

GEOSYNTHETIC CLAY LINER MANUFACTURINGCERTIFICATION

CETCO JOB:

DATE:

ORDER NUMBER:PRODUCT:

GALAXY/SPECTRUM SUPERFUND

SEPTEMBER 28, 199893004, 93306

BENTOMAT CL 5 MIL

Colloid Environmental Technologies Company (CETCO) hereby affirmsand certifies that all of the Geosynthetic Clay Liner (GCL) manufacturedin this lot achieves the physical and chemical criteria listed on the attachedanalysis sheets.

Michele WatersQuality Assurance CoordinatorCETCO

Subscribed and sworn to before me this

Notary PublicOFFICIAL SEAL

CYNTHIA VVILUXNotary Public. Georgia

GCRCCN COUNTYMy Commission Expires

Jan. 7. 2002

A Wholly CifrtOT^tMdiarvW AMCOL Intefr /"> VT Prinlsd on racyclad paper

BENTOMAT CLMANUFACTURING CERTIFICATION

TO: Mr. Andy WebberConti3001 South Clinton Ave.South Plainfeild, NJ 07080

PROJECT: Galaxy / Spectrum Superfund

ORDER #: 93004, 93306

CETCO hereby affirms and certifies that Bentomat CL material supplied tothis project will meet the physical and chemical criteria listed below:

PROPERTY TEST METHOD MINIMUM VALUE

Finished ProductBentonrte Mass/AreaGrab StrengthGrab ElongationIndex FluxPeel StrengthPermeabilty

ASTM D 5993*ASTM D 4632ASTM D 4632ASTM D 5887ASTM D 4632(modified)ASTM D 5084

0.75 Ib/sq.tt.120lbs. MARV15% typical1 x 10(-9) ma/ma/sec (max.)15 Ibs. min.max. 5 x 10(-10) cm/sec

* Reported at 0% moisture content.*GCL has been continously inspected for broken needles

GAI Lab Accredited Test Methods were followed during confromance testing for:ASTM D 5993 - Bentonrte Mass/AreaASTM D 4632 - Grab Strength and Grab Elongation

Colloid Environmental Technologies Co. (CETCO)

Subscribed and sworn to before me this

Notary Public

OFFICIAL SEALCYNTHIA WII.UX

Notary Public. GeorgiaGORDON CCUNTY

R R 3 0 I 5 1 2A Wholly Owned Sucsidiafy of AMCOU intemanona; /^ £7 Primed or» 'scycii

I /A*Jl_ - Wl

CARRIER NAME: M AT IQ NWI D ECONSIGNED TO: CQNTI E N V I R O N M E N T A L

G A L A X Y / S P E C T R U M S I T P E R F U N D SITE1 2 3 P R O V I D E N C E R O A D

DELIV

ELKTONP H O N E s 4 1 0 - 3 9 2 - 5 2 0 0

SQLOTO t Q O Z Q 3 3CONSIGNED P.O.#: t g g a g s - s

CAR/VEHICLE*:

ROUTING/CONTRACT:

MD 21921

S K I F T O i

DEL DAT!SHIPPER: CETCO

13SQ W SKLTRE DRARLINGTON HGTS

HIPPER'S NO: O Q O Q 9 3 0 Q 4SHIP DATE:

I L 5 0 0 0 4

09SHIPPING PLANT: FAIRMOUNT,GA

P.O. BOX aaFAIRMOUNT

:ME COMMENTS ALL B A G G E D "THI P'MENTS /LO AD ED ON F L A T B E D OR O P E N TOP T R A I L E R SM U S T B E C O V E R E D W I T H A D E Q U A T E T A R P A U L I N P R I O R T O H I G H W A YM O V E M E N T , C A R R I E R W I L L B E HELD F U L L Y R E S P O N S I B L E F O R L O S SOR D A M A G E O C C U R R I N G TO U N P R O T E C T E D L O A D S ,

.DER COMMENTS TOTAL O R D E R IS FOR 63 ,075 SF BENTOMAT CL W I T H Z9 B A G S

HMD E S C R I P T I O N O F A R T I C L E SP R O D D E S C R I P T I O N (SUBJECT TO

WEIGHTCORRECTION)

BENTOMAT CL S MILCLOTH. SYNTHETIC FIBRE NOT VOVEN . KNITTED NOR STITCHED

. uu TAKE': NET

CO

D|eci to Section 7 of conditions, it this shipment isM delivered to the consignee without recourse onconsignor, the consignor shaJI sign the following

;ement:Tie carrier shall not make delivery ol this shipmenttout payment of freight and all other lawful charges.

LLOED EWVIRQMMEMTAL TE(

{Slgrutura ol Convgnot)

It charges ara to beprapald, wrtte or stamphere, "Prepaid."

PREPAID

• Shipper liable for Una' haul charges only.

COD charges to be paidby: Consignee

CDCOQC«x

UW WITH "X" TO DESIGNATE HAZARDOUS MATERIALS AS DEFINED IN TITLE 49 OF THE CODE OF FEDERAL REGULATIONS£IVECt »uor*el to th» dMaMcatiorM and IWvdry fH*4 tmnfu In •ftvel on irt* ctat* ot la*u« ot Ihl* Sfl ol Lading. tt>« prapwty dMcr<b«d «bov« in *ppw«nt good ort»r, nc«ptoMd (oonMntt and condition erf contva of p*cfc»QM unknown) mvted. oontlgnwl. *nd oMttn«j u lnd<c«l«d U>ov« whicn MM cvrwr {»>• word cwri«r Ming undvntoodjanoul into ooniract w mMnlng any p«on or corporation In po*Mwton o< !»• prapwty urwWr In* corKnKt) Kgm** ID carry tt> rtj uaual pUe« of iMirvwy u Mid dmtn«tNxi,m n»uM. MrMrwlM to d«4rmr lo •noOMr cwrtor on tn« mul» to Mid o*«ln<tkxi. It t> mutuaUy agrMd u lo Mch carrier of •!! or any of Mid property ow all or any ponton

Jd rouM lo dMMnallon, ind M tt •«*! party at any ttnw M«rMl«d In aH or «ny uld pRjpMty. th« *^ry Mrvtc* lo b« p*rlormKl rwr*uno«' «h*« ba «ibf«ci to all th« MrmtcondMon* of in« Uniterm Oom^Kk Scntgrn BW of UMIng MI tonft (1) In Uniform FrMghl ClMilflcaitons In •flKt on in* out t*r*ot. a ttiti * • r*H or • n.NmlM ihlprrwrH.1 In tha appllcafil* motor cvrtor daxiftCMkin or larrtf rt thla I* • motor cantor tfiipnwnt.IMT Iwnoy cwrtlfl** Inat n* )• t«maar with aN UM tarrna and ooodltkmt of (na Mid tMN ol lading. H( kxtn In the daMrHcallon or tarrrf wt»cn gowrna ITM lr«ni[xxtilionla Milpm*ni. and in* uM ivmw and condition* ar* h***toy agr*«d to by rm iritppM and acoecmd tor MmMlf and hit aaakgn*.

CARRIER:

lerrify tf. marhH lao«l«d and ar« m prot>o' condition tot PLACARDS

.REQUIREDPLACARDSSUPPLIED

D YES G NO-FURNISHED BY CARRIER'kDRIVERS SIGNATURE !

P A C K I N G L I S T

COLLOID ENVIRONMENTAL TECH CO1350 WEST SHURE DRIVEARLINGTON HEIGHTS IL 60004

SOLD TO: 002033CONTI ENVIRONMENTAL, INC.ATTN: STAN MANUS3001 SOUTH CLINTON AVE.

SOUTH PLAINFIELD NJ 07080

ORDER N O : . , 000093004ORDER DATE: 9/14/98SHIP DATE:. 9/28/98

SHIP F R O M : , FAIRMOUNT,GAFRT TERMS : . PREPAID & ABSORBEDSHIP V I A : . . NATIONWIDE

SHIP TO: 09CONTI ENVIRONMENTALGALAXY/SPECTRUM SUPERFUND SIT123 PROVIDENCE ROAD

ELKTON MD 21921PO: 199093-52752

PRODUCT

J30-BENTOMAT

)30-BENTOMAT

330-BENTOMAT

13Q-BENTOMAT

)30-BENTOMAT

,130-BENTOMAT

)30-BENTOMAT

-)30-BENTOMAT

-30-BENTOMAT

'30-BENTOMAT

CL

CL

CL

CL

CL

CL

CL

CL

CL

CL

ORDER TOTALS ,

TOTAL ITEMS

5M

5M

5M

5M

5M

5M

5M

5M

5M

5M

SIZE

SFT

SFT

SFT

SFT

SFT

SFT

SFT

SFT

SFT

SFT

U/M

SF

SF

SF

SF

SF

SF

SF

SF

SF

SF

LOT #

199839030

199839030

199839030

199839030

199839030

199839030

199839030

199839030

199839030

199839030

10

ROLL#

00001624

00001626

00001666

00001672

00001673

. 00001674

00001675

00001677

00001678

00001679

LNGTH

150.

150.

150.

150.

150.

150.

150.

150.

150.

150.

0

0

0

0

0

0

0

0

0

0

WIDTH SHIP QTY

14 .5

14 .5

14 .5

14 .5

14 .5

14.5

14 .5

14.5

14 .5

14 .5

2175

2175

2175

2175

2175

2175

2175

2175

2175

2175

21750 .0

.0

.0

.0

.0

.0

.0

.0

.0

.0

.0

WEIGH

3316

3284

3184

3167

3206

3200

3167

3166

3240

3212

32142 .

i>IHAIl*m DILL, wr

CARRIER NAME: N A T I O N W I DCONSIGNED TO: CONTI E N V I R O N M E N T A L

C A L A X T / S F E C T R U M S U P E R F a N D S I T E123 P R O V I D E N C E R O A D

E L K T Q N MD 21921P H O N E i 4 1 0 - 3 9 2 - 6 2 O Q

SOLDTOi O Q 2 Q 3 3 SHIPTOi 09CONSIGNED RO.#: 1 9 9 0 9 3 - 5 2 7 5 2

CAR/VEHICLE*:

ROUTING/CONTRACT:

DELI

DEL DAT!SHIPPER: CETCQ

1350 W S K U R E DR.A R L I N G T O N KC-TS

SHIPPER'S NO: 0 0 0 Q 9 3 3 0 6SHIP DATE:

IL 50004

SHIPPING PLANT: FAIRKOUNT ,CAP . O . BOX 83

F A I R H Q U N T C-A 30139

ME COMMENTS ALL BAGGED SIPMENTS LQ*bED ON FLATBED OR OPEN TOP TRAILERSMUST BE COVEEED WITH ADEQUATE TASPAULIM FEI05 TO HIGHWAYMOVEMENT, CARRIER WILL BE HELD FULLY RESPONSIBLE FOR LOESOR DAMAGE OCCURRING TO UNPROTECTED LOADS.

DER COKKENTS ONE ADDITIONAL B/L FOR THIS ORDER - MATERIAL WEIGHING HEVY

DESCRIPTION OF ARTICLESPROD DESCRIPTION

WEIGHT(SUBJECT TO CORRECTION)

BENTOMAT CL S MILCLOTH , SYNTHETIC FIBRE .. NOT WOVEN .. KNITTED NOR STITCHED

ROSS : . 00 TARE: . 00 NET;

tf charge* are to b*prepaid, write or stamphere, "Pmpald."

P R E P A I D

}ject to Section 7 of conditions, if this shipment is•e delivered to the consignee without recourse onconsignor, the consignor shall sign the followingemeni:he carrier shall not make delivery of this shipmenttout payment of freight and all other lawful charges.

L LO ID ENVI RO NK EKT A L TEC Shipper liable tor linehaul changes only.COD charges to b* paid

(Signature erf Consignor) by: Consignee -to-CDCOa:

"X" TO DESMHATE HAZARDOUS MATERIALS AS DEFINED IN TITLE « OF THE CODE OF FEDERAL REGULATIONSErVED, aut>(«ct «> *»* cUaarlteattom and lawtuNy Mad ta/tft* ki affect on tlta data ot kaaua of thtt BUI of lading, tt>* property OaartMd atxn* <n apparent good ordar. axcaptMd (oonianU and condition ol tontoKi of pactegaa unknown) nwfcad. eonaignad. and daaKnad ai tocflcatad abov* wnleh aaid camar fth* wotd carriar b«mg undarwxMqfMMI tnw oontract U ma«nhp«g any paraon or eorporatton In poaaaaalon of tna prapany urtdar Itia oontrrcl) agntaa to carry to its uaual plaea erf Oatiirary «t Mid HaMlnailon,M routa. otharMaa to d««v«r to anwhar canWr on irta muta u wkd daatlnallon. N ka mutually aB>«*d M to MCfi carri* o( aA or «ny ol Mid proparty ov«< alt or any oorttontd <ouM M daallnatlon. and M •> aacti party M any Uma tntamalad tn aM or any aald proparty. tnal awary aannoa M fia partormad hafaundar ahaM ba aubtaa n all Vta larmtaxtdttton* <rf tna UnHorm Oomaade Straight BW el Lading aa( tenth (1) In UnHorm FratgN CtaaatAcaltorw In aftao on lh« data rtantof. rt mia ia a rail or * rmiUvatw iMpmarn.) In tha aoplMabta motor carrtv daaarflcMIoii or tarrM If tftx la a motor canter inlpmitnt.oar naratty c«rtl«aa that n« • tarrabv wWt a* tha larma arw) condHlona ot tna aakd WH ol lading. M) tonn In tha daaaMcatk>n or tamf vmcti ojovarni tr» irtniportaiioni* tntpmanl. and ir* aaM tanna and oondKtona ara naraby agnMd » by tna ahtpoar and accaotad for nlmaarf and hla aaaigna.

CARRIER:

i s locariify lha! iri« aoov* nimao maianili ara prap^'iy CI»JJ-|IM. deic;*ag»0. ma'«oi3 and 1»D»lsd ind ti» m propar condilion Kit irmiportRiiO'og 10 tn« apolicaOl* rsqulaiioni ol (h« O»p«ftrn»n< ol Tran*ponaiion

PLACARDSREQUIRED

PLACARDSSUPPLIED

G YES Q NO-FUflNISHEO BY CARRIES iVORIVERS SIGNATURE |

P A C K I N G L I S T

COLLOID ENVIRONMENTAL TECH CO1350 WEST SHURE DRIVEARLINGTON HEIGHTS IL 60004

SOLD TO: 002033CONTI ENVIRONMENTAL, INC.ATTN: STAN MANUS3001 SOUTH CLINTON AVE.

SOUTH PLAINFIELD NJ 07080

ORDER NO:.. 000093306ORDER DATE: 9/16/98SHIP DATE:. 9/28/98

SHIP FROM:. FAIRMOUNT,GAFRT TERMS : . PREPAID & ABSORBEDSHIP VIA: . . NATIONWIDE

SHIP TO: 09CONTI ENVIRONMENTAL

. GALAXY/SPECTRUM SUPERFUND SIT123 PROVIDENCE ROAD

ELKTON MD 21921PO: 199093-52752

PRODUCT

30-BENTOMAT CL 5M

30-BENTOMAT CL 5M

30-BENTOMAT CL 5M

30-BENTOMAT CL 5M

30-BENTOMAT CL 5M

ORDER TOTALS

TOTAL ITEMS

SIZE U/M LOT # ROLLS LNGTH

SFT SF 199839030 00001623 150.0

SFT SF 199839030 00001628 150.0

SFT SF 199839030 00001629 150.0

SFT SF 199839030 00001658 150.0

SFT SF 199839030 00001669 150.0

..... 5

WIDTH SHIP QTY

14.5 2175.0

14.5 2175.0

14.5 2175.0

14.5 2175.0

14.5 2175.0

10875.0

WEIGH

3406

3264

3265

3294

3178

16407 .

RR30I516

GEOSYNTHETIC CLAY LINERQUALITY TEST RESULTS

A R 3 0 I 5 I 7A Wholly Owned Subsidiary ot AMCOL Intemationa; A _i) p""Wd on racvc' e<3 paper

3 W.2g

CT tf\ G> O G* ^ ^ & O O S ^Cti *< W <—i-.Oi.CI

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R R 3 0 I 5 1 9

BENTONITECERTIFICATE OF ANALYSIS

CETCO92 HWY 37

LOVELL.WYO. 82431

DATE: 01-Sep-98TO: CETCO - CLAYMAX CORP.

P.O. BOX 88

FAIRMOUNT, GA. 30139

ATTN: CYNTHIA WILLIX

Dear Sirs:

A shipment of CG 50left our Lovell. WY plant on 28-Aug-98in ATSF 314663as requested on your order no. VERBAL

A sample from this shipment was tested, and gave the following results:

TEST METHOD REQ. SPECIFICATION ACTUAL RESULTS

RET. 10 MESH ASTM C 136 0%. 0PASSING 200 MESH ASTM C 136 1.0% MAX 0.5MOISTURE ASTM D 2216 12.0% MAX. 9.2FREE SWELL ASTM D 5890 24 MIN. 26FLUID LOSS ASTM D 5891 18.0 MAX. 13

We hereby certify that the results shown above represent this shipment.Tests were conducted using American Standard Test Methods and/or customerapproved laboratory procedures. ,Product made in the U.S.A.

Tests Conducted By: C.L.

Approved By: MOSES BRISENO

CETCO

In any correspondence regarding this shipment, please refer to ourOrder Number 90542 • p *5 Q I 5 ? Q

BENTONITECERTIFICATE OF ANALYSIS

CETCO92 HWY 37

LOVELL, WYO. 82431

DATE: 26-Aug-98TO: CETCO - CLAYWIAX CORP.

P.O. BOX 88

FAIRMOUNT, GA. 30139

ATTN: CYNTHIA WILLIX

Dear Sirs:

A shipment of CG 50left our Love!!, WY plant on 22-Aug-98in BN 450233as requested on your order no. VERBAL

A sample from this shipment was tested, and gave the following results:

TEST METHOD REQ. SPECIFICATION ACTUAL RESULTS

RET. 10 MESH ASTM C 136 0%. 0PASSING 200 MESH ASTM C 136 1.0 % MAX 0.4MOISTURE ASTM D 2216 12.0% MAX. 8.4FREE SWELL ASTM D 5890 24 MIN. 24FLUID LOSS ASTM D 5891 18.0 MAX. 12.6

We hereby certify that the results shown above represent this shipment.Tests were conducted using American Standard Test Methods and/or customerapproved laboratory procedures.Product made in the U.S.A.

Tests Conducted By: D.M.

Approved By: MOSES BRISENO

CETCO

In any correspondence regarding this shipment, please refer to ourOrder Number 90524

A R 3 0 I 5 2

GEOSYNTHET1C CLAY LINERMQA TRACKING FORMS

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APPENDIX D-l

LINER QUALITY ASSURANCE FORMS

A R 3 0 I 5 2 5

FORM1

MATERIAL DELIVERY REPORT

PROJECT NAME:PROJECT NUMBER:LOCATION:DATE:

Galaxv/Spectron Site95-227-08Elkton. Maryland

MATERIAL TYPE: PE

ROLL NO. BATCH NO. RESIN TYPE DESCRIPTION OF DAMAGE

B pA Z.S8 (P.

2. Z

^^cl'^ A

COMMENTS :

OFF-LOADING PROCEDURES:

MATERIAL STORAGE:

. The

F \OFICEAGC7RO/ECTSVWORXlSPECTRON\form!\Form!TOT wpd

A R 3 0 I 5 2 6

FORM1

MATERIAL DELIVERY REPORT

PROJECT NAME:PROJECT NUMBER:LOCATION:DATE:

Galaxv/Spectron Site95-227-08Elkton. Maryland

MATERIAL TYPE: 4SV*I Scrl nn ge>'. /\4>rceci

ROLL NO. BATCH NO. RESIN TYPE DESCRIPTION OF DAMAGE

\ "3

PA

COMMENTS: AGrC QJfi.'b Ac*ri n* Cr££

petrels. (

OFF-LOADING PROCEDURES: P«.*eAs tV'i-f-4-

MATERIAL STORAGE:

S )

F \OFICEAGCPROJECTS\WORK\SPECTRON\formj\FomuTDT wpd

R R 3 0 I 5 2 7

FORM1

MATERIAL DELIVERY REPORT

PROJECT NAME:PROJECT NUMBER:LOCATION:DATE:

Galaxv/Soectron Site95-227-08Elkton. Maryland

MATERIAL TYPE:

ROLL NO. BATCH NO. RESIN TYPE DESCRIPTION OF DAMAGE

\^

COMMENTS: dur'. ioo

OFF-LOADING PROCEDURES:^ -fork

S t. la re. \.OQ_cigknl

MATERIAL STORAGE: C^OL.

RR301528

FORM1

MATERIAL DELIVERY REPORT

PROJECT NAME:PROJECT NUMBER:LOCATION:DATE:

Galaxy/Spectron Site95-227-08Elkton. Maryland

r i - I I -

MATERIAL TYPE: /Hi c* najn&rc^aJ

ROLL NO.

T(3S2.1 A

T13^2.|&

BATCH NO.

TA30S I

A* 3C»5l

RESIN TYPE

Pol^pr*pyl*r*£Po\^ frop^leTe.

*

-

DESCRIPTION OF DAMAGE

C OMMENTS :

OT

f\q i n A

OFF-LOADING PROCEDURES:

MATERIAL STORAGE: ouTl Qf\ Q.

F \OF1CEAGC7RO;ECTS\WORK\SPECTRON\ibrmi\FormsTDT wpd

R R 3 0 I 5 2 9

FORM1

MATERIAL DELIVERY REPORT

PROJECT NAME:PROJECT NUMBER:LOCATION:DATE:

Galaxv/Spectron Site95-227-08Elkton. Maryland

MATERIAL TYPE: 1$ *\\ sccj

ROLL NO. BATCH NO. RESIN TYPE DESCRIPTION OF DAMAGE

31 S(o

V

- 6

COMMENTS : A£C OeA nq

OFF-LOADING PROCEDURES: to gjTg.

MATERIAL STORAGE:l.S S /"HlOj

F \OFICEAGCPROJECTS\WORK\SPECTRONVorms\FormiTDT wpd

R R 3 0 1 5 3 0

FORM 2GEOMEMBRANE PANEL DEPLOYMENT LOG

PROJECT NAME: Galaxv/Soectron Site DATE DEPLOYED: U - ^PROJECT NUMBER:95-227-08 TEMP: Max: 51 F: Min: H / FLOCATION: Elkton. Maryland WIND: ________ mphN SEW

* ALL MEASURED IN MILS*

SUB-GRADE ACCEPTED FOR AREA BENEATH PANEL NUMBER:__X Yes , _______ No

REMEDIAL WORK REQUIRED:Yes No

TYPE OF WORK REQUIRED:

REMEDIAL WORK COMPLETED AND AREA ACCEPTED:Yes No

COMMENTS:

PANEL NUMBER:_PANEL LENGTH:__ROLL NUMBER: "1

ISO 1

A R 3 0 I 5 3 I

FORM 2GEOMEMBRANE PANEL DEPLOYMENT LOG

PROJECT NAME: Galaxv/Spectron Site DATE DEPLOYED: H MU- *}!PROJECT NUMBER.-95-227-08 TEMP: Max: S<\ F: Min: 3M FLOCATION: Elkton. Maryland WIND:___________ mphN SEW

*ALL MEASURED IN MILS*

SEAM NO.: pZ.

M

SUB-GRADE ACCEPTED FOR AREA BENEATH PANEL NUMBER:__X Yes _______ No

REMEDLAL WORK REQUIRED:X Yes ____ No

TYPE OF WORK REQUIRED: cjr

be

REMEDIAL WORK COMPLETED AND AREA ACCEPTED:X Yes

COMMENTS:No

&C.L

PANEL NUMBER:.PANEL LENGTH:ROLL NUMBER: T ( 5 2.^6

A R 3 0 I 5 3 2

FORM 2GEOMEMBRANE PANEL DEPLOYMENT LOG .

PROJECT NAME: Galaxv/Sectron Site DATE DEPLOYED: U " *PROJECT NIM3ER:25I227I08 TEMP: Max: -5*3 F: Min:LOCATION: Elkton. Maryland WIND: ___________ mphN SEW

*ALL MEASURED IN MILS*

SEAMNO.:?Z/P5

SUB-GRADE ACCEPTED FOR AREA BENEATH PANEL NUMBER:__X Yes _______ No

REMEDIAL WORK REQUIRED:X Yes

PZ

TYPE OF WORK REQUIRED: Q CAJD grT' J^

REMEDIAL WORK COMPLETED AND AREA ACCEPTED:X Yes ___

COMMENTS:

No

No

PANEL NUMBER:PANEL LENGTH: ^ROLL NUMBER: T

?*•po r&*13Z,

- 55 '°i3 A

R R 3 0 I 5 3 3

FORM 2GEOMEMBRANE PANEL DEPLOYMENT LOG .

PROJECT NAME: Galaxv/Spectron Site DATE DEPLOYED: H ** \ 7* " 1 %"PROJECT NUMBER:95-227-08 TEMP: Max: kZ- F: Min:LOCATION: Elkton. Maryland WIND: mphN S E W

ALL MEASURED IN MILS

SEAM NO.: W P 2,

SUB-GRADE ACCEPTED FOR AREA BENEATH PANEL NUMBER:> Yes ________ No

REMEDIAL WORK REQUIRED:Yes

TYPE OF WORK REQUIRED:No

REMEDIAL WORK COMPLETED AND AREA ACCEPTED:Yes

COMMENTS;No

PANEL NUMBER: PIPANEL LENGTH: A? pro*. 30 'ROLL NUMBER: T \T>Z^?»A

f l R 3 0 ! 5 3 U

FORM 2GEQMEMBRANE PANEL DEPLOYMENT LOG .

PROJECT NAME: Galaxv/Spectron Site DATE DEPLOYED: U ~ \ fr -°( S"PROJECT NUMBER:95-227-08 TEMP: Max: 53 F: Min: 34 FLOCATION: Elkton. Maryland WIND:___________mphN SEW

*ALL MEASURED IN MILS*

SEAM NO.: f 3

SEAM NO.:

SUB-GRADE ACCEPTED FOR AREA BENEATH PANEL NUMBER:__* Yes ________ No

REMEDIAL WORK REQUIRED:Yes No

TYPE OF WORK REQUIRED:

REMEDIAL WORK COMPLETED AND AREA ACCEPTED:Yes ___ No

COMMENTS: SuboPaA^ ^5

*fc T h'l ^ s r£*=~ o r6«^ (OTtV QCL

PANEL NUMBER: P1^PANEL LENGTH: ftfp roc.. uo'ROLL NUMBER: Tl3Z&5"^

FORM 2GEOMEMBRANE PANEL DEPLOYMENT LOG

PROJECT NAME: Galaxv/Spectron Site DATE DEPLOYED:_J}i______PROJECTNUMBER:95-227-08 TEMP: Max: 53 F: Min: 3^ FLOCATION: Elkton, Maryland WIND:___________ mphN SEW

*ALL MEASURED IN MILS*

SUB-GRADE ACCEPTED FOR AREA BENEATH PANEL NUMBER:X Yes _______ No

REMEDIAL WORK REQUIRED:Yes X No

TYPE OF WORK REQUIRED:

REMEDIAL WORK COMPLETED AND AREA ACCEPTED:Yes

COMMENTS:

Q C-

No

PANEL NUMBER:PANEL LENGTH: c

P3,ppn=->

2 A-t \ O<3'

ROLL NUMBER: T_- 15 z<*Z-&

A R 3 0 I 5 3 6

FORM 2GEOMEMBRANE PANEL DEPLOYMENT LOG

PROJECT NAME: Galaxv/Spectron Site DATE DEPLOYED: U - 1 S "PROJECT NUMB£R:95-227-08 TEMP: Max:LOCATION: EJkton, Maryland WIND:

53 F: Min:mphN S E W

*ALL MEASURED IN MILS*

SUB-GRADE ACCEPTED FOR AREA BENEATH PANEL NUMBER:_____X Yes ________ No

REMEDIAL WORK REQUIRED:

P 58

Yes No

TYPE OF WORK REQUIRED:

REMEDIAL WORK COMPLETED AND AREA ACCEPTED:Yes No

COMMENTS :

PANEL NUMBER:,PANEL LENGTH:jROLL NUMBER: •

. 2O

RR30I537

FORM 2GEOMEMBRANE PANEL DEPLOYMENT LOG

PROJECT NAME: Galaxv/Spectron Site DATE DEPLOYED: 11" i & 'PROJECT NUMBER:95-227-08 TEMP: Max: tt F: Min: 3M FLOCATION: Elkton. Maryland WIND:___________ mphN SEW

*ALL MEASURED IN MILS*

SUB-GRADE ACCEPTED FOR AREA BENEATH PANEL NUMBER:__A Yes ________ No

REMEDIAL WORK REQUIRED:Yes

TYPE OF WORK REQUIRED:

REMEDIAL WORK COMPLETED AND AREA ACCEPTED:Yes

COMMENTS:

No

No

C

PANEL NUMBER: P 3S CPANEL LENGTH: Appro*ROLL NUMBER: T \ Z B

R R 3 0 1 5 3 8

FORM 2GEOMEMBRANE PANEL DEPLOYMENT LOG

PROJECT NAME: Galaxv/Soectron Site DATE DEPLOYED: *'- l

PROJECT NUMB£R:95-227-08 TEMP: Max: 6Z F: Min:LOCATION: Elkton. Maryland WIND: _______ mphN SEW

*ALL MEASURED IN MILS*

SUB-GRADE ACCEPTED FOR AREA BENEATH PANEL NUMBER:___X. Yes ________ No

REMEDLAL WORK REQUIRED:

3 g P

YesTYPE OF WORK REQUIRED:

REMEDIAL WORK COMPLETED AND AREA ACCEPTED:Yes

COMMENTS:

No

No

PANEL NUMBER: P 3g DPANEL LENGTH:_«ff°»* S*° 'ROLL NUMBER: T

R R 3 0 I 5 3 9

- 9?

FORM 2GEOMEMBRANE PANEL DEPLOYMENT LOG

PROJECT NAME: Galaxv/Spectron Site DATE DEPLOYED: il" ^PROJECT WMBER:<?H2HS TEMP: Max: 5~3 F: Min: 3V FLOCATION: Elkton. Maryland WIND:___________ mphN SEW

*ALL MEASURED IN MILS*

SUB-GRADE ACCEPTED FOR AREA BENEATH PANEL NUMBER: ? 3*? A_______ Yes X No

REMEDIAL WORK REQUIRED:X Yes

TYPE OF WORK REQUIRED:. No

OA

REMEDIAL WORK COMPLETED AND AREA ACCEPTED:X Yes No

COMMENTS: £^ \\~Z-4 "

P3\l(5><j

^

PANEL NUMBER:.PANEL LENGTH:_ROLL NUMBER:

59 fl

&€> O&o\v-\€s \

R R 3 0 I 5 U O

FORM 2GEOMEMBRANE PANEL DEPLOYMENT LOG-

PROJECTNAME: Galaxv/Spectron Site DATE DEPLOYED: 11^11PROJECT NUMBER:95-227-08 TEMP: Max: 5?" F: Min: 32- FLOCATION: Elkton. Maryland WIND;___________ mphN SEW

*ALL MEASURED IN MILS*

SEAM NO.

PS- PS/utO

SEAM NO.:

SUB-GRADE ACCEPTED FOR AREA BENEATH PANEL NUMBER:__X Yes _______ No

REMEDIAL WORK REQUIRED:Yes No

TYPE OF WORK REQUIRED:

REMEDIAL WORK COMPLETED AND AREA ACCEPTED:Yes No

COMMENTS:

PANEL NUMBER:PANEL LENGTH:

PS"

ROLL NUMBER: T \3Z&5~A

FORM 2GEOMEMBRANE PANEL DEPLOYMENT LOG .

PROJECT NAME: Galaxv/Spectron Site DATE DEPLOYED: 1 \ - 1 ^ "q&PROJECT NUMBER.-95-227-08 TEMP: Max: S"? F: Min: 3 £ FLOCATION: Elkton, Maryland WIND:___________ mphN SEW

*ALL MEASURED IN MILS*

SUB-GRADE ACCEPTED FOR AREA BENEATH PANEL NUMBER:X Yes _______ No

REMEDIAL WORK REQUIRED:Yes X No

TYPE OF WORK REQUIRED:

REMEDIAL WORK COMPLETED AND AREA ACCEPTED:Yes No

COMMENTS:

PANEL NUMBER:.PANEL LENGTH:_ROLL NUMBER: -

SO1

FORM 2GEOMEMBRANE PANEL DEPLOYMENT LOG

PROJECT NAME: Galaxv/Spectron Site DATE DEPLOYED: 11" 1 ^ " ^PROJECT NUMBER:95I22M8 TEMP: Max: 5^ F: Min: 3*2. FLOCATION: Elkton. Maryland WIND:___________mphN SEW

*ALL MEASURED IN MILS*

SEAM NO.:

10 A

SEAM NO.: P&

SUB-GRADE ACCEPTED FOR AREA BENEATH PANEL NUMBER:__X Yes ________ No

REMEDIAL WORK REQUIRED:Yes X No

TYPE OF WORK REQUIRED:

REMEDIAL WORK COMPLETED AND AREA ACCEPTED:Yes No

COMMENTS:

QC

ROLL NUMBER: T \

A R 3 0 I 5 U 3

FORM 2GEOMEMBRANE PANEL DEPLOYMENT LOG

PROJECT NAME: Galaxv/Spectron Site DATE DEPLOYED: 11 - I *i "PROJECT NUMBER:95-227-08 TEMP: Max: 5 1LOCATION: Elkton. Maryland WIND:_______

F: Min: 37. FmphN S E W

*ALL MEASURED IN MILS*

SUB-GRADE ACCEPTED FOR AREA BENEATH PANEL NUMBER:__7s Yes ________ No

REMEDLAJL WORK REQUIRED:Yes X

TYPE OF WORK REQUIRED:

No

REMEDIAL, WORK COMPLETED AND AREA ACCEPTED:Yes ___ No

PANEL NUMBER: P*&PANEL LENGTH: c^ROLL NUMBER: T

pro*. MS'i 37. 550 (\

A R 3 0 I 5 U 4

FORM 2GEOMEMBRANE PANEL DEPLOYMENT LOG

PROJECT NAME: Galaxv/Spectron Site DATE DEPLOYED: U * 1 ""PROJECT NUMBER.-95-227-08 TEMP: Max: g^ F: Min: ^2. FLOCATION: Elktoiu Maryland WIND:___________mphN SEW

*ALL MEASURED IN MILS*

SEAM NO.: fo / PS

SEAM NO.: ff/f tO

SUB-GRADE ACCEPTED FOR AREA BENEATH PANEL NUMBER:__X Yes ________ No

REMEDIAL WORK REQUIRED:Yes

TYPE OF WORK REQUIRED:No

REMEDIAL WORK COMPLETED AND AREA ACCEPTED:Yes

COMMENTS:

W,

No

PANEL NUMBER:PANEL LENGTH: uppro^. MSROLL NUMBER: TlVZJ>Q_A

A R 3 0 I 5 U 5

FORM 2GEOMEMBRANE PANEL DEPLOYMENT LOG

PROJECT NAME: Galaxv/Spectron Site DATE DEPLOYED: \\ " l

PROJECT NUMBER:95^2M8 TEMP: Max: 5 ? F: Min: 52- FLOCATION: Elkton. Maryland WIND:___________ mphN SEW

*ALL MEASURED IN MILS*

SEAM NO.:

p lO t°VO

SEAM NO.:

SUB-GRADE ACCEPTED FOR AREA BENEATH PANEL NUMBER:X Yes ________ No

REMEDIAL WORK REQUIRED:

P l O

YesTYPE OF WORK REQUIRED:

No

REMEDIAL WORK COMPLETED AND AREA ACCEPTED:Yes __

COMMENTS:No

PANEL NUMBER:PANEL LENGTH:ROLL NUMBER:

P \Q>appro* - HS 'T*\'*2>2 SO &

R R 3 0 1 5 U 6

FORM 2GEOMEMBRANE PANEL DEPLOYMENT LOG

PROJECT NAME: Galaxv/Spectron Site DATE DEPLOYED: il"'*-[ ~^PROJECT NUMBER.-95-227-08 TEMP; Max: 4^ F: Min: M FLOCATION: Elkton. Maryland WIND:___________ mphN SEW

*ALL MEASURED IN MILS*

43.2-*

171M 7

fOA

1

SEAM NO.: ? U / P \ O

P \ l <Vu<J

SEAM NO.:

SUB-GRADE ACCEPTED FOR AREA BENEATH PANEL NUMBER:__X Yes ________ No

REMEDIAL WORK REQUIRED:_______ Yes X No

TYPE OF WORK REQUIRED:

REMEDIAL WORK COMPLETED AND AREA ACCEPTED:Yes ___

COMMENTS: *No

PANEL NUMBER: ? \ lPANEL LENGTH: ^ppro*- H$'ROLL NUMBER:_3" \ 3 Z SO R

FORM 2GEOMEMBRANE PANEL DEPLOYMENT LOG

PROTECT NAME: Galaxv/Spectron Site DATE DEPLOYED: U-ZlPROJECTNUMBER:i5^2T£8 TEMP: Max: H^ F: Min:_J*±__FLOCATION: Elkton. Maryland WIND:___________mphN SEW

*ALL MEASURED IN MILS*

43. 5*

t-\t-(. V*

\M

?viA

I

t SEAM NO.: Pi I / P I2_ 1 1

Pi"? / A.Pi — i \ **-/ n\Z

SEAMNO.: ^ll/PlT-ftI I I

SUB-GRADE ACCEPTED FOR AREA BENEATH PAKEL NUMBER:___V."K Yes _______ No

REiVIEDIAL WORK REQUIRED:Yes X No

TYPE OF WORK REQUIRED:

REMEDIAL WORK COMPLETED AND AREA ACCEPTED:Yes ___

COMMENTS: TW> confess rvNfcftSiA.rg/wj£.A-frs

No

vj

PANEL NUMBER:PANEL LENGTH:ROLL NUMBER:

0X7.e^ppcoy.-T l ^ Z ^

MS'~L A

FORM 2GEOMEMBRANE PANEL DEPLOYMENT LOG

PROJECT NAME: Galaxv/Spectron Site DATE DEPLOYED: ' 1PROJECT NUMBER:95-227-08 TEMP: Max: ^ F: Min:_____LOCATION: Elkton, Maryland WIND:___________ mphN SEW

*ALL MEASURED IN MILS*

SUB-GRADE ACCEPTED FOR AREA BENEATH PANEL NUMBER:A Yes ________ No

REMEDIAL WORK REQUIRED:Yes X No

TYPE OF WORK REQUIRED:

REMEDIAL WORK COMPLETED AND AREA ACCEPTED:Yes ___

COMMENTS: ^ TWtckf\<fc&S

No

PANEL NUMBER: f \2. APANEL LENGTH: qf pro*. 1o'ROLL NUMBER: T i SZ-ST. A

FORM 2GEOMEMBRANE PANEL DEPLOYMENT LOG

PROJECT NAME: Galaxv/Spectron Site DATE DEPLOYED: .~PROJECT NUMBER:95-227-08 TEMP: Max: CoS F: Min: MS FLOCATION: Elkton. Maryland WIND: ___________ mphN SEW

*ALL MEASURED IN MILS

SUB-GRADE ACCEPTED FOR AREA BENEATH PANEL NUMBER:___P|_______ Yes X No

REMEDIAL WORK REQUIRED:Yes No

TYPE OF WORK REQUIRED:

REMEDIAL WORK COMPLETED AND AREA ACCEPTED:X Yes ___ No

COMMENTS:

ycAe*.tt\6 ^^ Utt&V run

PANEL NUMBER: P\iPANEL LENGTH: CLf>pro>,. Mo1

ROLL NUMBER: -f \ V52.2-ft

FORM 2GEOMEMBRANE PANEL DEPLOYMENT LOG

PROJECT NAME: Galaxv/Spectron Site DATE DEPLOYED:. 1 Z.. - \ "PROJECT NUMBER:95-227-08 TEMP: Max:LOCATION: Elkton. Maryland WIND:'

F: Min: MS FmphN S E W

*ALL MEASURED IN MILS*

SUB-GRADE ACCEPTED FOR AREA BENEATH PANEL NUMBER:__*. Yes ________ No

REMEDIAL WORK REQUIRED:Yes

TYPE OF WORK REQUIRED:

No

REMEDIAL WORK COMPLETED AND AREA ACCEPTED:Yes

COMMENTS: » TW»

b>j QC

No

PANEL NUMBER: P 14PANEL LENGTH: afprc*.. 4o'ROLL NUMBER: T \-6-iZ-2. A

R R 3 0 I 5 5 1

FORM 2GEOMEMBRANE PANEL DEPLOYMENT LOG

PROJECT NAME: Galaxv/Soectron Site DATE DEPLOYED: 1^-1PROJECT NUMBER:95-227-08 TEMP: Max: (*S F: Min: H? FLOCATION: Elkton. Maryland WIND: ___________ mphN SEW

*ALL MEASURED IN MILS*

SEAM NO.: ?lS/

SUB-GRADE ACCEPTED FOR AREA BENEATH PANEL NUMBER:_____X Yes ________ No

REMEDLAL WORK REQUIRED:

PlS

YesTYPE OF WORK REQUIRED:

No

REMEDIAL WORK COMPLETED AND AREA ACCEPTED:Yes

COMMENTS:

^>u oe.

No

PANEL NUMBER: PvSPANEL LENGTH: c^pfe*. 4O'ROLL NUMBER: T L^l >Z-Z.A

FORM 2GEOMEMBRANE PANEL DEPLOYMENT LOG

PROJECT NAME: Galaxv/Spectron Site DATE DEPLOYED: \ 2. -\ - ^PROJECT NUMBER:95-227-08 TEMP: Max: US' F: Min: H$ FLOCATION: Elkton, Maryland WIND:___________mphN SEW

*ALL MEASURED IN MILS*

SUB-GRADE ACCEPTED FOR AREA BENEATH PANEL NUMBER: _________ Yes ^ No

REMEDIAL WORK REQUIRED:Yes No

TOE OF WORK REQUIRED: T&rn

REMEDIAL WORK COMPLETED AND AREA ACCEPTED:X Yes No

COMMENTS: r

u

^

PANEL NUMBER:__P_PANEL LENGTH^ROLL NUMBER:

R R 3 0 I 5 5 3

FORM 2GEOMEMBRANE PANEL DEPLOYMENT LOG

PROJECT NAME: Galaxv/Spectron Site DATE DEPLOYED: \2."'2.'PROJECT NUMBER:95-227-08 TEMP: Max: ^^ F: Min: V5 FLOCATION: Elkton. Maryland WIND:___________ mphN SEW

*ALL MEASURED IN MILS*

SUB-GRADE ACCEPTED FOR AREA BENEATH PANEL NUMBER:__^ Yes ________ No

REMEDIAL WORK REQUIRED:

*-\ O

Yes X No

TYPE OF WORK REQUIRED:

REMEDIAL WORK COMPLETED AND AREA ACCEPTED:Yes ___

COMMENTS:

No

P40PANEL NUMBER:__________PANEL LENGTH: af pro*. \OO/ROLL NUMBER: T 1352E R

R R 3 0 1 5 5 U

FORM 2GEOMEMBRANE PANEL DEPLOYMENT LOG

PROJECT NAME: Galaxv/Spectron Site DATE DEPLOYED: ^'5PROJECT NUMBER:95-227-08 TEMP: Max: ic^ F: Min: 41- FLOCATION: Elkton. Maryland WIND:___________ mphN SEW

*ALL MEASURED IN MILS*

SUB-GRADE ACCEPTED FOR AREA BENEATH PANEL NUMBER:__X Yes ________ No

REMEDIAL WORK REQUIRED:X Yes ______ No

TYPE OF WORK REQUIRED:

REMEDIAL WORK COMPLETED AND AREA ACCEPTED:X Yes ___ No

COMMENTS: Q, 5

e

PANEL NUMBER: ? *Ao APANEL LENGTH: c ct*,. US'ROLL NUMBER: T I :?>Z"S A-

R R 3 0 I 5 5 5

FORM 2GEOMEMBRANE PANEL DEPLOYMENT LOG

PROJECT NAME: Galaxv/Spectron Site DATE DEPLOYED: ll-?-^ %PROJECT NUMBER:95-227-08 TEMP: Max: ~?M0 F: Min: H** FLOCATION: Elkton, Maryland WIND:___________ mphN SEW

*ALL MEASURED IN MILS*

SUB-GRADE ACCEPTED FOR AREA BENEATH PANEL NUMBER:__X Yes ________ No

REMEDIAL WORK REQUIRED:Yes No

TYPE OF WORK REQUIRED:

REMEDIAL WORK COMPLETED AND AREA ACCEPTED:Yes ___

COMMENTS:No

PANEL NUMBER: \PANEL LENGTH: exfpro<ROLL NUMBER: Tt-

A R 3 0 I 5 5 6

FORM 2GEOMEMBRANE PANEL DEPLOYMENT LOG

PROJECT NAME: Galaxv/Soectron Site DATE DEPLOYED: \ L- tPROJECT NUMBER:25i227^a TEMP: Max: ^H* F: Min: 'O* FLOCATION: Eikton. Maryland WIND:___________ mphN SEW

*ALL MEASURED IN MILS*

SUB-GRADE ACCEPTED FOR AREA BENEATH PANEL NUMBER:__^ Yes ________ No

REMEDIAL WORK REQUIRED:Yes

TYPE OF WORK REQUIRED:No

REMEDIAL WORK COMPLETED AND AREA ACCEPTED:Yes

COMMENTS:

4

No

PANEL NUMBER:PANELROLL NUMBER: T

R R 3 0 I 5 5 7

FORM 2GEOMEMBRANE PANEL DEPLOYMENT LOG

PROJECT NAME: Galaxv/Soectron Site DATE DEPLOYED: VT.-'frPROJECT NUMBER:95-227-08 TEMP: Max: **** F: Min: H?0 FLOCATION: Elkton. Maryland WIND:___________ mphN SEW

*ALL MEASURED IN MILS*

SUB-GRADE ACCEPTED FOR AREA BENEATH PANEL NUMBER:__^ Yes ________ No

REMEDIAL WORK REQUIRED:Yes

TYPE OF WORK REQUIRED:

No

REMEDIAL WORK COMPLETED AND AREA ACCEPTED:Yes

COMMENTS:

n

No

PANEL NUMBER: PIPANEL LENGTH:ROLL NUMBER: T

R R 3 0 I 5 5 8

FORM 2GEOMEMBRANE PANEL DEPLOYMENT LOG

PROJECT NAME: Galaxy/Spectron Site DATE DEPLOYED: IZ-^PROJECTNUMBER:95-227-08 TEMP: Max: T"4 * F: Min: HS tf FLOCATION: Elkton. Maryland WIND:___________mphN SEW

*ALL MEASURED IN MILS*

SUB-GRADE ACCEPTED FOR AREA BENEATH PANEL NUMBER:__X*___ Yes ________ No

REMEDIAL WORK REQUIRED:Yes

TYPE OF WORK REQUIRED:No

REMEDIAL WORK COMPLETED AND AREA ACCEPTED:Yes ___

COMMENTS:

No

PANEL NUMBER: P 2.O/VPANEL LENGTH: M>pno* . u'ROLL NUMBER: T 1*2.13*

R R 3 0 I 5 5 9

FORM 2GEOMEMBRANE PANEL DEPLOYMENT LOG

PROJECT NAME: Galaxy/Spectron Site DATE DEPLOYED:PROJECT NUMBER:95-227-08 TEMP: Max: ^?MP F: Min: M ' FLOCATION: Elkton. Maryland WIND: ___________ mphN SEW

*ALL MEASURED IN MILS*

SUB-GRADE ACCEPTED FOR AREA BENEATH PANEL NUMBER:__>S Yes ________ No

REMEDIAL WORK REQUIRED:

PZO

YesTYPE OF WORK REQUIRED:

No

REMEDIAL WORK COMPLETED AND AREA ACCEPTED:Yes

COMMENTS:

C-

No

PANEL NUMBER: PZOPANEL LENGTH: * for** . H O 'ROLL NUMBER: T \ "5 ZR 1 A

R R 3 0 I 5 6 0

FORM 2GEOMEMBRANE PANEL DEPLOYMENT LOG

PROJECT NAME: Galaxv/Spectron Site DATE DEPLOYED: ll-T"^PROJECTNUMBER.-95-227-08 TEMP: Max: T-V F: Min: HS* FLOCATION: Elkton. Maryland WIND:___________ mphN SEW

*ALL MEASURED IN MILS*

SUB-GRADE ACCEPTED FOR AREA BENEATH PANEL NUMBER: P V 3 AX* Yes . ________ No

REMEDLAL WORK REQUIRED:Yes

TYPE OF WORK REQUIRED:No

REMEDIAL WORK COMPLETED AND AREA ACCEPTED:Yes ___

COMMENTS:No

PANEL NUMBER: P l^ APANEL LENGTH: -^pro* . Z^'ROLL NUMBER: T \ 3Z.^\^V

R R 3 0 1 5 6 I

FORM 2GEOMEMBRANE PANEL DEPLOYMENT LOG

PROJECT NAME: Galaxv/Spectron Site DATE DEPLOYED: ' Z. " " -PROJECTNUMBER:95I22M8 TEMP: Max: -So " F: Min: HQ* FLOCATION: Elkton. Maryland WIND:___________ mphN SEW

*ALL MEASURED IN MILS*

SUB-GRADE ACCEPTED FOR AREA BENEATH PANEL NUMBER: __X Yes _______ No

REMEDIAL WORK REQUIRED:"* Yes No

TYPE OF WORK REQUIRED:

^

REMEDIAL WORK COMPLETED AND AREA ACCEPTED:X Yes No

COMMENTS: o \ acjfcc^~1 ———————

QQ)Q'I'ICSV>

v nee- .. LUC\S ~Vt>

PANEL NUMBER: P H\PANEL LENGTH: A f ? f •QX . \ 7.OROLL NUMBER: T \ -xZS lC>

b-]

R R 3 0 I 5 6 2

C-

FORM 2GEOMEMBRANE PANEL DEPLOYMENT LOG

PROJECT NAME: Galaxv/Spectron Site DATE DEPLOYED: I 2- - I S" - T 8"PROJECT NUMBER:2£22£jJJl TEMP: Max: S ° F: Min:LOCATION: Elkton. Maryland WIND:___________mphN SEW

*ALL MEASURED IN MILS*

SEAM NO,:

P^

SEAM NO.:

( /llO

SUB-GRADE ACCEPTED FOR AREA BENEATH PANEL NUMBER:__^ Yes ________ No

REMEDIAL WORK REQUIRED:Yes

TYPE OF WORK REQUIRED:No

REMEDIAL WORK COMPLETED AND AREA ACCEPTED:Yes

COMMENTS: n«SS

No

-**

PANEL NUMBER: P Z VPANEL LENGTH: appro*ROLL NUMBER: T \: A

R R 3 0 I 5 6 3

FORM 2GEOMEMBRANE PANEL DEPLOYMENT LOG

PROJECT NAME: Galaxv/Spectron Site DATE DEPLOYED: iZ-15PROJECTNUMBER:95-227-08 TEMP: Max: 5° F: Min: 3^ FLOCATION: Elkton. Maryland WIND:___________mphN SEW

*ALL MEASURED IN MILS*

M4*

SEAM NO.

PZZ.

SEAM NO.:

?Z2/PZ3

SUB-GRADE ACCEPTED FOR AREA BENEATH PANEL NUMBER:__A Yes ________ No

REMEDIAL WORK REQUIRED:Yes X No

TYPE OF WORK REQUIRED:

REMEDIAL WORK COMPLETED AND AREA ACCEPTED:Yes

COMMENTS:

No

PANEL NUMBER: P 2- 2,PANEL LENGTH: <v po rov. . 5"^ROLL NUMBER: T\3 'Z C \4 /V

' /

R R 3 0 I 5 6 U

FORM 2GEOMEMBRANE PANEL DEPLOYMENT LOG

PROJECT NAME: Galaxv/Spectron Site DATE DEPLOYED: i 2 - l 5PROJECT NUMBER:95^27M TEMP: Max: 5"£> F: Min: "5* .FLOCATION: Elkton. Maryland WIND:___________ mphN SEW

*ALL MEASURED IN MILS*

SUB-GRADE ACCEPTED FOR AREA BENEATH PANEL NUMBER:__X Yes ________ No

REMEDIAL WORK REQUIRED:

P 2 3

Yes NoTYPE OF WORK REQUIRED:

REMEDIAL WORK COMPLETED AND AREA ACCEPTED:____ Yes

COMMENTS:No

PANEL NUMBER: P Z3PANEL LENGTH: c,ppr*X. S3"'ROLL NUMBER: T I ?> 2. ^M Pi

R R 3 0 I 5 6 5

FORM 2GEOMEMBRANE PANEL DEPLOYMENT LOG

PROJECT NAME: Galaxv/Spectron Site DATE DEPLOYED: \"L-\^"C

PROJECT NUMBER:2i22LQ8 TEMP: Max: SO F: Min: 3^ FLOCATION: Elkton. Maryland WIND:___________mphN SEW

*ALL MEASURED IN MILS*

SUB-GRADE ACCEPTED FOR AREA BENEATH PANEL NUMBER:__X Yes ________ No

REMEDIAL WORK REQUIRED:Yes No

TYPE OF WORK REQUIRED:

REMEDIAL WORK COMPLETED AND AREA ACCEPTED:Yes ___

COMMENTS:

QC

No

PANEL NUMBER: ? 2. 3 APANEL LENGTH: ^n^r o%. "Z. o 'ROLL NUMBER: T 13*2.^4*

RR301566

FORM 2GEOMEMBRANE PANEL DEPLOYMENT LOG

PROJECT NAME: Galaxv/Soectron Site DATE DEPLOYED: 1PROJECT KUMBER:95-227-08 TEMP: Max: 55"° F: Min:LOCATION: Elkton. Maryland WIND:___________ mphN SEW

*ALL MEASURED IN MILS*

SUB-GRADE ACCEPTED FOR AREA BENEATH PANEL NUMBER:X. Yes ________ No

REMEDIAL WORK REQUIRED:Yes

TYPE OF WORK REQUIRED: /SoC+

REMEDIAL WORK COMPLETED AND AREA ACCEPTED:V- Yes ___

COMMENTS:

No

No

PANEL NUMBER: P^"2-PANEL LENGTH; «fpPcROLL NUMBER: T I 3

«.. uo'Z ^ H l i

R R 3 0 I 5 6 7

FORM 2GEOMEMBRANE PANEL DEPLOYMENT LOG

PROJECT NAME: Galaxv/Spectron Site DATE DEPLOYED: l ^ - l ^ jPROJECT NUMBER:95-227-08 TEMP: Max: H^ * F: Min: 2.S *~FLOCATIONi^lktonjvl^land WIND:___________mphN SEW

*ALL MEASURED IN MILS

SUB-GRADE ACCEPTED FOR AREA BENEATH PANEL NUMBER:^A Yes ________ No

REMEDIAL WORK REQUIRED:

PHZ/V

Yes NoTYPE OF WORK REQUIRED:

Q-T

REMEDIAL WORK COMPLETED AND AREA ACCEPTED:X Yes No

COMMENTS:

PANEL NUMBER:_PANEL LENGTH:_«ROLL NUMBER: 1

R R 3 0 I 5 6 8

FORM 2GEOMEMBRANE PANEL DEPLOYMENT LOG

PROJECT NAME: Galaxv/Spectron Site DATE DEPLOYED: Z--(»-PROJECT NUMBER:95-227-08 TEMP: Max: MO F: Min: "SM FLOCATION: Elkton. Maryland WIND:___________ mphN SEW

*ALL MEASURED IN MILS*•Afc.e H^.S

SEAM NO.:

PH7_ P42>

SEAM NO .PM^/Cl^

SUB-GRADE ACCEPTED FOR AREA BENEATH PANEL NUMBER:__A Yes „ ________ No

REMEDLAL WORK REQUIRED:Yes X No

TYPE OF WORK REQUIRED:

REMEDIAL WORK COMPLETED AND AREA ACCEPTED:Yes

COMMENTS:No

AA SH-jQ & 5"?-

PM "b

PANEL NUMBER:PANEL LENGTH:ROLL NUMBER:

R R 3 0 1 5 6 9

FORM 2GEOMEMBRANE PANEL DEPLOYMENT LOG

PROJECT NAME: Galaxv/Spectron Site DATE DEPLOYED: ZPROJECT NUMBER:95-227-08 TEMP: Max: $\ F; Min: "37- FLOCATION: Elkton. Maryland WIND:___________ mphN SEW

*ALL MEASURED IN MILS*

ACCEPTED FOR AREA BENEATH PANEL NUMBER:.Yes . No

REMEDIAL WORK REQUIRED:Yes No

TYPE OF WORK REQUIRED:

bs oosc- yVe»

REMEDIAL WORK COMPLETED AND AREA ACCEPTED:>C Yes

.<s

NoCOMMENTS:

PANEL NUMBER: P 4^PANEL LENGTH: £p?co< . iSZ.'ROLL NUMBER: T~l?,^zo^r

RR30 I570

FORM 2GEOMEMBRANE PANEL DEPLOYMENT LOG

PROJECT NAME: Galaxv/Spectron Site DATE DEPLOYED: 2 - < f e 'PROJECT NUMBER:95-227-08 TEMP: Max: 6> L> * F: Min: 3^ ' FLOCATION: Elkton. Maryland WIND:___________ mphN SEW

*ALL MEASURED IN MILS*

SUB-GRADE ACCEPTED FOR AREA BENEATH PANEL NUMBER:__X Yes ________ No

REiMEDLAL WORK REQUIRED:Yes No

TYPE OF WORK REQUIRED:

REMEDIAL WORK COMPLETED AND AREA ACCEPTED:Yes No

COMMENTS:

PANEL NUMBER:_____PANEL LENGTH: c.(?pro*ROLL NUMBER: T -

R R 3 0 I 5 7 I

FORM 2GEOMEMBRANE PANEL DEPLOYMENT LOG

PROJECT NAME: Galaxv/Soectron Site DATE DEPLOYED: Z " '^PROJECT NUMBER:95-227-08 TEMP: Max: <oUc

LOCATION:^ElktorkMarYiand WIND:_______JF; Min: 3$° F__mphN S E W

*ALL MEASURED IN MILS*

SUB-GRADE ACCEPTED FOR AREA BENEATH PANEL NUMBER:__* Yes ________ No

REMEDLAL WORK REQUIRED:Yes No

TYPE OF WORK REQUIRED:

REMEDIAL WORK COMPLETED AND AREA ACCEPTED:Yes ___ No

COMMENTS:

PANEL NUMBER:__PANEL LENGTH: gfprey.ROLL NUMBER: T -

R R 3 0 I 5 7 2

FORM 2GEOMEMBRANE PANEL DEPLOYMENT LOG

PROJECT NAME: Galaxv/Spectron Site DATE DEPLOYED: 2-- \TPROJECT NUMBERiSl^TMi TEMP: Max:LOCATION: Elkton. Maryland WIND:

F: Min: Z.3 FmphN S E W

*ALL MEASURED IN MILS

SEAM NO.

SEAM NO.: |OA

SUB-GRADE ACCEPTED FOR AREA BENEATH PANEL NUMBER:__X Yes _______ No

REMEDIAL WORK REQUIRED:Yes

TYPE OF WORK REQUIRED:

No

REMEDIAL WORK COMPLETED AND AREA ACCEPTED:Yes _ _

COMMENTS:

D&A

No

A e V\

PANEL NUMBER: ? 2.^PANEL LENGTH: «??TOY:. u>5 'ROLLNUMBER: T- 135 <oA

R R 3 0 I 5 7 3

FORM 2GEOMEMBRANE PANEL DEPLOYMENT LOG

PROJECT NAME: Galaxv/Spectron Site DATE DEPLOYED :__±PROJECT NUMBER:2122LQi TEMP: Max: M^ F: Min:_LOCATION: Elkton, Maryland WIND:__________mphN SEW

* ALL MEASURED IN MILS*

SUB-GRADE ACCEPTED FOR AREA BENEATH PANEL NUMBER:__X. Yes _______ No

REMEDIAL WORK REQUIRED:Yes No

TYPE OF WORK REQUIRED:

REMEDIAL WORK COMPLETED AND AREA ACCEPTED:Yes

COMMENTS: A6C

No

DGrfV Ujc.5

PANELNUMBER:PANEL LENGTH:ROLL NUMBER: T-

FORM 2GEOMEMBRANE PANEL DEPLOYMENT LOG

PROJECT NAME: Galaxv/Spectron Site DATE DEPLOYED: Z - Z Z. "PROJECT NUMBER:^!^?^ TEMP: Max: ^0° F: Min: 11° F

.WIND:LOCATION: Elkton. Maryland mphN S E W

*ALL MEASURED IN MILS*

SUB-GR.-VDE ACCEPTED FOR AREA BENEATH PANEL NUMBER:__X Yes - _______ No

REMEDLAL WORK REQUIRED:Yes No

TYPE OF WORK REQUIRED:

REMEDIAL WORK COMPLETED AND AREA ACCEPTED:Yes No

COMMENTS:

PANEL NUMBER: <_______PANEL LENGTH: c.?pr<ac. <<,S 'ROLL NUMBER: T \?>^Q3 fc

FORM 2GEOMEMBRANE PANEL DEPLOYMENT LOG

PROJECT NAME: Galaxv/Spectron Site DATE DEPLOYED: 2 -ZZ"PROJECT NUMBER:95-227-08 TEMP: Max: Hog F: Min: it* FLOCATION: Elkton. Maryland WIND:___________ mphN SEW

*ALL MEASURED IN MILS*

SUB-GRADE ACCEPTED FOR AREA BENEATH PANEL NUMBER:__X Yes - No

REMEDIAL WORK REQUIRED:Yes X No

TYPE OF WORK REQUIRED:

REMEDIAL WORK COMPLETED AND AREA ACCEPTED:Yes No

COMMENTS:

PANEL NUMBER:PANEL LENGTH: *

92<\ppro*. (eS '

ROLL NUMBER: Tl^C^ 6

A R 3 0 I 5 7 6

FORM 2GEOMEMBRANE PANEL DEPLOYMENT LOG

PROTECT NAME: Galaxv/Spectron Site DATE DEPLOYED: 2 - Z 2 -PROJECT NUMBER:2Jb22LQ8 TEMP: Max: HO ° F: Min: V \ ° FLOCATION: Elkton. Maryland WIND:___________mphN SEW

* ALL MEASURED IN MILS*

SEAM NO.:

P3o

SEAM NO.;

SUB-GRADE ACCEPTED FOR AREA BENEATH PANEL "NUMBER:__)C Yes - _______ No

REMEDIAL WORK REQUIRED:Yes No

TYPE OF WORK REQUIRED:

REMEDIAL WORK COMPLETED AND AREA ACCEPTED:Yes

COMMENTS:

PANEL NUMBER:.PANEL LENGTH:

9 "5O. feS

ROLL NUMBER: T \3?>G3 A

FORM 2GEOMEMBRANE PANEL DEPLOYMENT LOG

2. "2. 5"^ \PROJECT NAME: Galaxv/Spectron Site DATE DEPLOYED:PROJECT NUMBER: ^^!?^ TEMP: Max: q»H*' F: Min: 32-° F

WIND:LOCATION: Elkton. Maryland mphN S E W

*ALL MEASURED IN MILS*

SEAM NO.:

SEAM NO.:

SUB-GRADE ACCEPTED FOR AREA BENEATH PANEL NUMBER:__K Yes _______ No

REMEDIAL WORK REQUIRED:

P3A

YesTYPE OF WORK REQUIRED:

REMEDIAL WORK COMPLETED AND AREA ACCEPTED:Yes

COMMENTS:

No

No

PANEL NUMBER:PANEL LENGTH:ROLL NUMBER:

R R 3 0 I 5 7 8

FORM 2GEOMEMBRANE PANEL DEPLOYMENT LOG

PROJECT NAME: Galaxv/Spectron Site DATE DEPLOYED: 2~ 2."S -PROJECT NUMBER-.Si MS TEMP: Max: 3S°' F: Min: 3 £*

WIND:LOCATION: Elkton, Maryland mphN S E W

ALL MEASURED IN MILS

SEAM NO.: ?32./LU>

SEAM NO.:

. V

SUB-GRADE ACCEPTED FOR AREA BENEATH PANEL NUMBER:__/v Yes , _______ No

REMEDIAL WORK REQUIRED:Yes No

TYPE OF WORK REQUIRED:

REMEDIAL WORK COMPLETED AND AREA ACCEPTED:Yes __ No

COMMENTS:

PANEL NUMBER: P 3ZPANEL LENGTH: c (pprox..ROLL NUMBER: T-t ?>2>O*

U.^ ;

rib

FORM 2GEOMEMBRANE PANEL DEPLOYMENT LOG

PROJECT NAME: Galaxv/Spectron Site DATE DEPLOYED:PROJECT NUMBER:2i22LQI TEMP: Max: 3H° F: Min:LOCATION: Elkton, Maryland WIND: ___________ mphN SEW

*ALL MEASURED IN MILS*

SUB-GRADE ACCEPTED FOR AREA BENEATH PANEL NUMBER:__A Yes - _______ No

REMEDIAL WORK REQUIRED:Yes

TYPE OF WORK REQUIRED:

REMEDIAL WORK COMPLETED AND AREA ACCEPTED:Yes _ _

COMMENTS:

No

No

PANEL NUMBERPANEL LENGTH:ROLL NUMBER:

P33£X Op COtf . (tf S~

T — i **. " /scc a\ ^ ot^sy^

R R 3 0 I 5 8 0

FORM 2GEOMEMBRANE PANEL DEPLOYMENT LOG

PROJECT NAME: Galaxv/Soectron Site DATE DEPLOYED: ^PROJECT NUMBER:95-227-08 TEMP: Max: 3^° F: Min:______LOCATION: Elkton. Maryland WIND:___________ mphN SEW

*ALL MEASURED IN MILS*

SEAM NO.:

SEAM NO.:

. 3 MS.

SUB-GRADE ACCEPTED FOR AREA BENEATH PANEL NUMBER:__X Yes , _______ No

REMEDIAL WORK REQUIRED:Yes No

TYPE OF WORK REQUIRED:

REMEDIAL WORK COMPLETED AND AREA ACCEPTED:Yes No

COMMENTS:

PANEL NUMBER: P3MPANEL LENGTH: *«>ra* . (*£'ROLLNUMBER: T- I'i'boSA

R R 3 0 1 5 8 I

FORM 2GEOMEMBRANE PANEL DEPLOYMENT LOG

2. -2-3 ~~ °PROJECT NAME: Galaxv/Spectron Site DATE DEPLOYED:PROJECT NUMBER:95^2Zd>8 TEMP: Max: 3M° F: MiniLOCATION: Elkton. Maryland WIND: ___________ mphN SEW

*ALL MEASURED IN MILS*

SUB-GRADE ACCEPTED FOR AREA BENEATH PANEL NUMBER:__A Yes - _______ No

REMEDIAL WORK REQUIRED:Yes No

TYPE OF WORK REQUIRED:

REMEDIAL WORK COMPLETED AND AREA ACCEPTED:Yes No

COMMENTS:

PANEL NUMBER:^PANEL LENGTH: <~gf*ro*-.ROLL NUMBER: T- I

FORM 2GEOMEMBRANE PANEL DEPLOYMENT LOG

PROJECT NAME: Galaxv/Spectron Site DATE DEPLOYED: 2- ~ 23 -1 °lPROJECT NUMBER:95-227-08 TEMP: Max: 34° F: Min: 3 Z° FLOCATION: Elkton, Maryland WIND:__________mphN SEW

*ALL MEASURED IN MILS*

SUB-GRADE ACCEPTED FOR AREA BENEATH PANEL NUMBER:__. X Yes . _______ No

REMEDIAL WORK REQUIRED:Yes X

TYPE OF WORK REQUIRED:

REMEDIAL WORK COMPLETED AND AREA ACCEPTED:Yes __ No

COMMENTS:

PANEL NUMBER:PANEL LENGTH:_ROLL NUMBER:

FORM 2GEOMEMBRANE PANEL DEPLOYMENT LOG

PROJECT NAME: Galaxv/Spectron Site DATE DEPLOYED:PROJECT NUMBER:95-227-08 TEMP: Max:_

WIND:LOCATION: Elkton. Maryland mphN S E W

'ALL MEASURED IN MILS1

SEAM NO.: P3l.fr J'

SEAM NO.:

SUB-GRADE ACCEPTED FOR AREA BENEATH PANEL NUMBER: PK Yes - ________ No

REMEDIAL WORK REQUIRED:Yes X No

TYPE OF WORK REQUIRED:

REMEDIAL WORK COMPLETED AND AREA ACCEPTED:Yes No

COMMENTS: A

v\Q

F

PANEL NUMBER:PANEL LENGTH:ROLL NUMBER:

C.Q

PROJECT NAME.PROJECT NUMBER:LOCATION.

FORM 3

GEOMEMBRANE SEAMING RECORD

Galaxy/Spectron Site95-227-08Elkton. Maryland

IP

Seam#

P1/W6

Date Timeam/pm

VOOPAA

(,45

AmbientTemp.

HU'F

P

Welder

Temp.

boo

(oOO

£,50

Speed(ft/min)

c.s

Lo

uou.ouo

u.o(0.0u.o

Non-Dest. SeamTest

Date

/aa/%

/26/1&

PSl

to

Pass/Fail*

A

COMMENTS.

C:\SPECTRON\QA. Fonrifi\ibrm3.wpd

FORM 3

GEOMEMBRANE SEAMING RECORD

PROJECT NAME.PROJECT NUMBER:LOCATION:

rta1axy/SD«*ron Site95-227=Q8

atO

Lft*-CAP-rU?

U"»OsJ

Seam#

PVO/ PU

Date

COMMENTS:

Timeam/pm

9M

\\0

IZO

ISO p/M

AM

AmbientTemp.

43° F

Welder

Temp.

USD

6,00

uoo

CooUOO

UOO

USOUCOtoo

Speed(ft/min)

(oO

KJft

rO A

PA

MA

Non-Dest, SeamTest

Date

C:\SPF.CTRON\QA Forros\fomi3.wpi)

PSI

toto

uouo

uo

Pass/Fail*

(Oft

NA

Kjfc

RR30I586

FORM 3

GEOMEMBRANE SEAMING RECORD

PROJECT NAME:PROJECT NUMBER:LOCATION.

Galaxv/Spectron Site95-227-08Elkton. Maryland

LfelsW-&t*rUp

I10 U>*

LoA5W

/L.

Seam# Date

1-W7-/18

Timeam/pm

1 1

AmbientTemp.

5MV

Welder

Temp.(T)

^00

foe

COMMENTS:

C:\SPECTRON\QA Forms\form3 .wpd

Speed(ft/min)

1-2.512.5"

12.

/2.S"iz.S"12. S

Non-Dest. SeamTest

Date

12/g/TS

PSI

to

80

Bo

SO

Pass/Fail*

FP

f

R R 3 0 1 5 8 7

FORM 3

PROJECT NAME.PROJECT NUMBERLOCATION.

Time Ambient11 Temp.

C-.\SPECP.CTRON\Q A Vorms\fonn3 .wpd

FORM 3

GEOMEMBRANE SEAMING RECORD

PROJECT NAME:PROJECT NUMBER:LOCATION:

Galaxv/Spectron Site95-227-08Elkton. Maryland

Seam # Date Timeam/pm

-200

AmbientTemp.

Welder

Temp. Speed(ft/min)

3-.O

Non-Dest. SeamTest

Date

^23/1*1

Vzs/n

PSI

so8-0

SO

So

8-O

COMMENTS:

Pass/Fail*

P

F:\OFlCEAGC\PROJECTS\WORK\temp\Monica\SPECTROMQA Fomis\fonn3.wp^

R R 3 0 I 5 8 9

,1.

APPENDIX D-2

LINER CONFORMANCE TEST RESULTS

A R 3 0 I 5 9 0

SUBMITTAL/SPECIFICATION NODESCRIPTION:DATE RECEIVED:

SUBMITTAL COVER SHEETGALAXY/SPECTRON SITE

02753-04Geomembrane Conforrnance Test Results

11/5/98

CONTRACTOR CERTIFICATION:

Not Provided

VARIANCES:

Not Applicable

AGC COMMENTS:^REVIEWED AND APPROVED

JREVTEWED AND APPROVED WITH COMMENTS

JREVTEWED AND APPROVED WITH COMMENTS(Additional Information Required)

JREVTEWED, REJECTED AND RESUBMIT

(COMMENTS)

DATE RETURNED: 11/6/98

r\A .SIGNATURE OF AGC REPRESENTATIVE

ENVIRONMENTAL

November 05, 1998

Maverick Construction Management Services, Inc.197M Boston Post Road WestMarlboro, MA 01752

Attention: Mr. John Fiore - Construction Manager

Re: Galaxy / Spectron Removal ActionElk-ton, MDSubmittal No. 02753- 04 Geomembrane Conformance Test Results

Dear Mr. Fiore:

Conti Environmental, Inc. (CEV) is pleased to submit for your review and approval the four conformancetest results of each lot of material from the Geocomposite Polypropylene Geomembrane in accordancewith Section 02753 of the Specifications and Section 9.2.4 of the Construction Quality Assurance Plan.

Should you have any questions or need any further information, please do not hesitate to contact me at thesite at 410-392-6200. I look forward to your response.

Very truly yours,CONTI ENVIRONMENTAL, INC.

Andrew C. WeberProject Engineer

CORPORATE HEADQUARTERS:Conti Environmental. Inc. 3001 South Clinton Avenue South Ptoinfield NJ 070HO Telephone (90S) 561-9025 FAX ((X\S) 7vt-32S3

REGIONAL OFFICE:Conti Environmental, Inc. 200 Highto\ver Boulevard Pittsburgh PA 15205 Telephone (-^ 2*7lBf-1i |3 Ir

',/. Qri'OKTVM'n'LMI'LOYI K

Sent By: NTH CONSULTANTS, LTD; 610 524 2317; 04 Nov 98 5:06PM;Job 970;Page 2/5

NTH CONSULTANTS, LTD.Professional EnglnAflrinq A Environmental Services0(50 SPRINGDALfc DRIVE, EXTON, PENNSYLVANIA 19341UJ1UI 52-1-2300

TABLK /

GEOSYNTHKTIC MATERIAL TEST RESULTSGalaxy/Spectron 54-8226-01

Scrim-Reinforced Polypropylene

Test Mtrtliud AVtf.

Thickrtt.« ASTMD75I 43 6LLDcnsiry fp/cc^ ASTM D792 D.W D.QZ5S o.Wide Width Tendle Strcn^tli(PPO

A5TM IMRfi.l MD tfff-V IbZ.O 171.0ASTM D4M5 XD xto.q I5&. 0

IkS.B I5Q.O153.)

Wide. Wiitm Tensile Elonp;atioH ASTM D4Rfl5 l-0 £1.0ASTM D4BR5 x 31-0 3A.O 3A.O 31-0 £3,0 30

't'tiungc-Tflir Strength (IASTMD751 MD 113,5 I07.&ASTM D751 XD

(J:\548\54822d\PVE.FMT

R R 3 0 1 5 9 3

t By: NTH CONSULTANTS, LTD; 610 524 2317;

NTH CONSULTANTS, LTD.

04 Nov 98 5:08PM;Job 970;Page 5/5

MF- -MM ProfflAfimnfll Engineering & Environmental San/ices/(®]\ S6° SHfllNGOALE DRIVE, CXTON. PENNSYLVANIA 19341V nM-2300

TABLE

GEOSYNTIIETIC MATERIAL TEST RESULTSGalaxy/Spectron 54-8226-01

Scrim-Reinforced Polypropylene

Tc.e Method HcpllCBIC AVG.

(mils) A5TMD7S1

D79?

Wide Wiillh Teiliit*(PPU

ASTM D4SW MT>

ASTM D^jm^ yn1703 i(fs:s itf.o

/5D. 6Wije Wldih Tensile F.Uingatiuu ASTM D48H5 MD

.'VSTM D4085 XD

M 0 32.5' , 035.0 3S.D 35. 0 35,0

ASTM D75I MDTnnnae Tem Slreiii-th (Ibs)

ASTMD7.M

IQl.D //&.&

I \R30 \59U

lilt 3y: NTH CONSULTANTS, LTD; 610 524 2317; 04 Nov 98 5:06PM;Job 970;Page 3/b

fflH NTH CONSULTANTS, LTD.•P "*H Professional Engineering & Environmental Sarvic«*7(®)\ 360 iJPRINGDALE DRIVE, EXTON, PENNSYLVANIA 19341^^X (610) 524-2300

TABLE 3

GEOSYNTHET1C MATERIAL TEST RKSULTSGalaxy /Spectron 54-8226-01

- Scrim-Reinforced PolypropyleneRoll* 7^* /333&A

Trst

Thickness (mils)

Uenvitv (gt'cc)

Wide W'ulUi Tensile Strength

Wifla WiO'.li Tensile blonjfttUon(Rl

Tuunijc-'rcar Strength (Ibs'j

Method

ASTM TY7 5 1

ASTM D792

ASTM LH885 MD

ASTM D4885 XD

ASTM D4SS5 MO

ASTM P48S5 XD

ASTM 0751 MU

ASTM D751 XD

Repiicite Resultsw^(^^1 i&U' Wi f)S7 -O

XI ( /}

0 P /)

7A5"«??./

*~/~*4~A fl$'yiIS2>&/o/-* O/ tip* \Ab.Omo//£.7ior.3

^^D^S^6f%*817*1*532>&41 -0tftf.373>l

tfJLf. ^¥ —

77V/9m$^fl'O

10$ 4Hb-Q

173,0lk(o>03%>QJV.O

' /D3JIWtf

IV). Xl-5£t$30.035.0

AVG

jfy_

Q.%&I(P5' 3Hf-ff

*}f\ &^"\fj/. jj

J&.3LQQ /

!#>.(,

aent By: NTH CONSULTANTS, LTD; 610 524 2317; 04 Nov 98 5:07PM;Job 970;Page 4/5

NTH CONSULTANTS. LTD.Professional engineering A Frwironmnntal SflfiO SPRINGOALt UHIVE, EXTON, PENNSYLVANIA 1 93-11(6101 524-2300

TABLE

GEOSYNTHETIC MATERIAL TEST RESULTSGalaxy/Spectron 54-8226-01

Scrim-Reinforced PolypropyleneT-

Test Raplicire AVG

Tliickness (mils') ASTMD75I +3 43Density (g/cO ASTM U7'V2

I57»4Wide Width Tensile Strcnf-th(PP'J

ASl'M D4S85 MD

ASTM D4»85 XD 1±M. mL mo_ 157-3.l£LL

wide Widih Tensile EJoneadonf f t )

ASTM D48W MU

ASTM D4B83 XD

US' *2L£_ 31,5'. o 33.3 33.5 33,3 za.s 33-

ASTM D751 MDStrenjcth

AS'J'M 1)751 XD

I1L2

R R 3 0 I 5 9 6

SUBMITTAL/SPECIFICATION NO3ESCRIPTTON;)ATE RECEIVED:

SUBMITTAL COVER SHEETGALAXY/SPECTRON SITE

02753-04AGeomembrane Conformance Test Results

12/11/98

CONTRACTOR CERTIFICATION:

Attached

/ARIANCES:

Not Applicable

AGC COMMENTS:

(COMMENTS)

^REVIEWED AND APPROVED

IREVIEWED AND APPROVED WITH COMMENTS

JREVIEWED AND APPROVED WITH COMMENTS(Additional Information Required)

JREVIEWED, REJECTED AND RESUBMIT

DATE RETURNED: 12/17/98

SIGNATURE OF AGC REPRESENTATIVE

F:\OFICEAGC PROJECTSTILES\9!227-8\FORMS\027S3-04A.xls

R R 3 0 I 5 9 7

ENVIRONMENTAL

November 19, 1998

Maverick Construction Management Services, Inc.197M Boston Post Road WestMarlboro, MA 01752

Attention: Mr. John Fiorc - Construction Manager

0

DEC 1 1 m

Advanced GeoService Corp

Re: Galaxy / Spectron Removal ActionElkiou. MDSubmillal No. 02753- 04A Gcomcmbranc Confornumcc Test Results

Dear Mr. Fiore:

Conti Environmental, Inc. (CEV) is pleased to submit for your review and approval the conformancc lestresults of Roll # T13321-B of material from the Gcocomposite Polypropylene Geomcmbranc inaccordance with Section 02753 of the Specifications and Section 9.2.4 of the Construction QualityAssurance Plan.

Should you have any questions or need any further information, please do not hesitate to contact me al thesite at 410-392-6200. I look forward to your response.

Very truly yours,CONTI ENVIRONMENTAL, INC.

Andrew C. WeberProject Engineer

CORPORATE HEADQUARTERS:Conti EnvironiiK-nUil, Inc. 3001 South Clmion AvcmiL- South I'hiinfieM N.| U70K<) Tflcphoin: (';<)«) Vil-VO^S l :AX (yiW) 7>i-.^S3

REGIONAL Ol:KICE:Conii Environmental, Inc. 200 Ilij-lnowcr IJouIcviuxl I'iu.shuruli I1 A 1S20S 'IV-Iophmn.- M l 2 ) 7HM-1.M.^ I ;AX uU) 7SH-(C

;nt By; NTH CONSULTANTS, LTD; 610 524 2317; 19 Nov 98 8:53AH;Job 4Q7;Page 2/2

MH NTH CONSULTANTS. LTD.Professions! Engin«f>riny « Environmental ServicesQ60 SPRINUDALE DRIVE, FXTON, PENNSYLVANIA 19341IfilOf 52-1-2300

TABLE BGEOSYNTHETIC MATERIAL TEST RESULTS

Galaxy/Spectron 54-8226-01SL-rim-Reinforccd Polypropylene

Te*r Mcthnri Hcphcatc Resulw ,-WU.

'. (niiJi) ASTMD731 ^1Density ASTM D792 D.W&Wide Width Tciiiilc Strength ASTM D4S8J MD >

ASTM D48W XD MOS53.I

Wide Width Tcntile Etutignuun ASTM D4883 MD £1.0 £2,0ASTM D4885 XP MA

Tminge Tear Strength dbs)ASTM D751 MD 0ASTM U7S1 XD

SUBMITTAL COVER SHEETGALAXY/SPECTRON SITE

SUBMITTAL/SPECIFICATION NO 02753-04B_______________DESCRIPTION: Geomembrane Conformance Test Results

»ATE RECEIVED: 12/11/98

CONTRACTOR CERTIFICATION:

. .ttached

ARIANCES:

Not Applicable

AGC COMMENTS:JREVTEWED AND APPROVED

(COMMENTS)

DATE RETURNED:

JREVTEWED AND APPROVED WITH COMMENTS

]REVT£WED AND APPROVED WITH COMMENTS(Additional Information Required)

JREVTEWED, REJECTED AND RESUBMTT

12/17/98

SIGNATURE OF AGC REPRESENTATIVE

F:\OFlCEAGCPTlOJECTSTILES\95227-8\FORMS\02733-04B.xU

R R 3 0 I 6 0 0

Ofijt'l

ENVIRONMENTAL

December 11, 1998

Maverick Construction Management Services, Inc.197M Boston Post Road WestMarlboro, MA 01752

Attention: Mr. John Fiore - Construction Manager

Re: Galaxy / Spectron Removal ActionElfcton, MDSubmittal No. 02753- 04B Geomembrane Conformance Test Results

Dear Mr. Fiore:

Conti Environmental, Inc. (CEV) is pleased to submit for your review and approval the conformance testresults of Roll # TI3304-B of material from the Geocomposite Polypropylene Geomembrane inaccordance with Section 02753 of the Specifications and Section 9.2.4 of the Construction QualityAssurance Plan.

Should you have any questions or need any further information, please do not hesitate to contact me at thesite at 410-392-6200. I look forward to your response.

Very truly yours,CONTI ENVIRONMENTAL, INC.

Andrew C. WeberProject Engineer

CORPORATE HEADQUARTERS:Conti Environmental. Inc. 3001 Smith Clinton Avenue South I'kiinfield NJ 070HO Telephone (90H) 561-902^ FAX <90H>

REGIONAL OFFICE.Conti Environmental, Inc. 200 Hi^lmnver Boulevard ]>iu.shiirj{h I'A 15205 Telephone (-H2) 7KH-13k3 MJM/k>1

,-l.\ HQI'.M. OI'l

By: NTH CONSULTANTS, LTD; 610 524 2317; 10 Dec 98 4:56PM;Job 23; Page 2/2

KM NTH CONSULTANTS, LTD.Professional Engineering 81 Environmental ServicesbbO SPRINQDALE DRIVE, EXTON, PENNSYLVANIA 193411C 10) S24-2300

TABLE

GEOSYNTHETIC MATERIAL TEST KKSIILTSGalax7/Spectron 54-8226-01

Scrim-Reinforced Polypropylene

T<KI Method Rcplicaie Results AVG.

Thickness (mils) 1T751 4$Density ( j /cc) ASTM O7'/2

Wide(PPD

Strength ASTM LHS85 Mt> <%>.*>ASTM D4385 XD

Wide Width Tensile Elongation ASTM tH885 MD cft.Z

ASTM D4885 XD 1-0 31.0 3I.O -31. D •31.1ASTM D751MD . 3

Strength (ll»)ASTM D751 XD 104.4 90.0

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RR30 I602

APPENDIX D-3

LINER DESTRUCTIVE TEST RESULTS

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,1

APPENDIX E

PHOTOGRAPH LOG

STREAM BED DURING BOULDER REMOVAL AND STRUCTURAL WALL CONSTRUCTION.

EXCAVATING FOR LONGfTUDINAL ANCHOR WALL.

PLACING FORMS AND 7V7NG S7FH. FOR PLACEMENT OF CONCRETE IN LONGHUDINALANCHOR WALL.

CONCRETE BUCKET PLACING CONCRETE IN STRUCTURAL WARS.

R R 3 0 I 6 0 7

VIEW OF DOWNSTREAM ANCHOR/CUTOFF WALL WfTH DOWELS IN EXPANSION JOINTAND CLEANOUT PIPES FOR GROUNDWATER COLLECTION SYSTEM,

ROCK ANCHOR DRILUNG IN DOWNSTREAM ANCHOR/CUTOFF WALL.

R R 3 0 1 6 0 8

7) INSTALLATION OF GROUNDWATER COLL£CTION SYSTEM PIPES, STONE, AND GEOTEXTliE,

8) INSTALLATION OF MANHOLE #3.

R R 3 0 I 6 0 9

(9) GRADING AND RAKING SUBGRADE TO PREPARE FOR UNER DEPLOYMENT.

ftra VIEW OF PREPARED SUBGRADE PRIOR TO PLACEMENT OF GEOSYNTHEJ1CS.

A R 3 0 I 6 I O

PLACEMENT OF GCL COMPOSITE OVER GEOTEXflLE WORKING MAT.

UNER DEPLOYMENT OVER GCL COMPOSfTE

R R 3 0 1 6 H

(13) SEAMING UNER PANELS WITH HOT WEDGE WELDER.

(14) VIEW OF HOT WEDGE WELDER DURING UNER SEAMING.

R R 3 Q I 6 I 2

LEISTERING THE OVERLAP OF WEDGE WELDED UNER SEAMS.

SECURING THE BATTEN BAR ANCHOR BOLTS TO SEAL THE UNER AT THE CONCRETE WALLS.A R 3 0 1 6 I 3

(17) PLACEMENT OF GEOTEXHLE OVER UNER.

SEWING SEAMS OF GEOTEXTILE PANELS.A R 3 0 I 6 I I 4

(19) VIEW OF GABION MAT IN AREAS 1 AND 2.

?Q) FILLING GABION MAT WITH RIP-RAP USING CONVEYOR SYSTEM.

A R 3 0 I 6 I 5

>1) PIAONGTOPS&L IN ZONES B AND CDUMNG RESTORATION,

PLACING SAND AND MACMAT-R IN 2QWF D.

A R 3 0 I 6 I 6

PLACING BIOLOG AND TOPSOIL IN ZONE C.

PLACING CF MAT IN ZONE C.

f l R 3 0 l 6 ! 7

PLACING BOULDERS IN STREAM BED WfTH CRANE.

3) BOULDER ISLAND

A R 3 0 I 6 I 8

VIEW OF EASTERN STREAM BANK AT CQMPlfTON OF RflWEDW. ACTION.

VIEW OF Un\£ FIX CREEK AT COMPLETION OF REMEDIAL ACTION.

R R 3 0 I 6 I 9

?9) ON-SfTE SIDE OF U17LE ELK CREEK ZONE B RUPPERT ENVIRONMENTAL PLANTINGSUMAC IN THE GABION BASKETS.

ZONE C ON-SITE SIDE OF LITTLE ELK CREEKAREA WHERE THE WILLOWS, ELDERBERRY,AND DOGWOODS WERE PLACED.

(31) LITTLE ELK CREEK BELOW UPSTREAM DAM. SHOWS IN PLACE BOULDER ISLANDS,PLANTING SCHEME ON THE OFF-SITE SIDE.

(32) INSIDE FENCE ON-SfTE SIDE OF UTTLE ELK CREEK SHOWING JYPICAL SIZE AND SPACINGOF TREES AND PLANTS.

R R 3 0 1 6 2 I

(33) INVENTORY OF THE FEW RED MAPLES LER JO PLANT AND THE TYPICAL SIZE OF THESTREAM CO AND BANKERS DWARF WILLOW, IN THE WHITE BAGS - 100 COUNT PER BAG.

(34) OVERALL VIEW OF WINGED FOOT SUMACPLANTED IN ZONE B,

(35) OFF-SITE SIDE OF LITTLE ElK CREEK. SHOWS RUPPERT PLANTING IN ZONE CAND THE PLANTING SCHEME IN ZONE B,

ON-SITE SIDE OF LITTLE ELK CREEK SHOWING PLANTING SCHEME IN ZONE A B, & C,

f lR30 !623

ON-SITE SIDE OF LITTLE ELK CREEK BELOW UPSTREAM DAM, VIEW OF DEBRISGUARD. IN-PLACE BOULDER ISLANDS, & PLANTING SCHEMES IN ZONESA 6, & C.

LOOKING DOWNSTREAM FROM PROVIDENCE RD. BRIDGE SHOWING PLANTINGSCHEME IN ZONES A R & C.

f l R 3 0 ! 6 2 t *

.1.

APPENDIX F

RESTORATION SUMMARY REPORT

A R 3 0 I 6 2 5

APPENDIX F

RESTORATION SUMMARY REPORTGALAXY/SPECTRONREMOVAL ACTION

Prepared by:

Advanced GeoServices Corp.Chadds Ford Business Campus

Routes 202 & 1Brandywine One - Suite 202

Chadds Ford, PA 19317-9676

and

Gannett Fleming, Inc.EES Division

800 Leonard Street, Suite 1Clearfield, PA 16830

January 24, 2000

S R 3 0 I 6 2 6

,1.TABLE OF CONTENTS

PAGE NO.

1.0 Introduction . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 1

2.0 Restoration Work . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 2

2.1 Zone A . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 22.2 Zone B . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 32.3 Zone C . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 32.4 Zone D . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 4

3.0 Planting Modifications . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 5

3.1 Plant Substitutions . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 53.2 Plant Locations . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 53.3 Fertilizer . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 63.4 Planting Methods . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 7

4.0 Quality Assurance . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 8

4.1 Plant Verification . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 8

5.0 Final Inspection . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 12

5.1 Preliminary Inspections . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 12

5.1.1 June 1, 1999 Site Visit . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 125.1.2 July 22, 1999 Site Visit . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 13

5.1.2.1 Site Side of Stream.. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 135.1.2.2 Non-Site Side of Stream . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 145.1.2.3 General Observations . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 16

5.2 Acceptance of Restoration Work . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 17

R R 3 0 I 6 2 7

vl.

1.0 INTRODUCTION

This report is provided as an Appendix to the Certification Report prepared by Advanced

GeoServices Corp. (AGC) for the Removal Action Construction at the Galaxy/Spectron Superfund

Site in Elkton, Maryland. This report describes the restoration activities that were performed during

the spring and summer of 1999 to restore the riparian and in-stream habitat of Little Elk Creek. The

restoration work was performed in accordance with the Removal Action Design, dated March 14,

1998, prepared by AGC in cooperation with Gannett Fleming, Inc. (Gannett).

The Removal Action Design included procedures for the implementation of a restoration plan,

designed to restore the natural habitat by the addition of trees, shrubbery, and native grasses within

the stream channel. The restoration plan was developed using biostabilization and native species

suited to the channel environment.

The Removal Action Design also required the construction of boulder islands and riffle zones, which

were installed during the construction of the groundwater collection system. Restoration work

completed during this time period is discussed in Section 2.8 of the Removal Action Construction

Certification Report.

The restoration work was performed by Ruppert Environmental (Ruppert). Maverick Construction

Management Services, Inc. (Maverick) provided construction management services during

restoration activities, and AGC and Gannett provided quality assurance services. Photographs of

the restoration work are included in Appendix E of the Removal Action Construction Certification

Report.

R R 3 0 I 6 2 8

2.0 RESTORATION WORK

The restoration work included planting on both banks of Little Elk Creek as defined by the Final

Design Drawings prepared by AGC. The restoration area was defined by four habitat /ones - A

through D - based on the anticipated hydrologic regime for each habitat. Zone D represents the

wetted stream channel at base flow; Zone C is the wetland fringe and riparian area adjacent to the

stream channel; and Zone B is the floodplain slope between the riparian area and the top of bank

represented by upland Zone A. The planting specifications were unique to each Zone based on the

habitat preferences for the selected species. A high organic content planting soil and fertilizer

amendments were also specified for use throughout the Site. This section provides a summary of

the planting plan by Zone, with quantities of planting stock and seed, and the basic specification for

the planting stock and seed.

2.1 ZONE A

Zone A includes the upland slopes above the gabion mattress on the non-site side and the top of the

gabion wall and remaining areas with soil on the site side of Little Elk Creek. Zone A is intended

to develop into a forested upland fringe paralleling both sides of the stream corridor. Trees from five

species were planted in monotype clusters of 7 individuals on 6 foot centers, and the soil surface was

seeded with an upland seed mix. Planting soil was placed below and on the sides of the root ball of

each tree while it was planted, along with a fertilizer tablet. The plantings in Zone A included the

following:

Qty. Specification

Planting Stock

Am. Sycamore (P. occidentalis) 97 3 gal. containerized stock, 5 ft. live growth

Box Elder (A, negundo] 97 3 gal. containerized stock, 5 ft. live growth

Pin Oak (Q. palustris) 97 3 gal. containerized stock, 5 ft. live growth

Red Maple (A. rubrum) 98 3 gal. containerized stock, 5 ft. live growth

Silver Maple (A. saccharinum] 98 3 gal. containerized stock, 5 ft. live growth

2 f l R 3 0 ! 6 2 9

Seed Mix

Annual Rye (Lolium spp.) 20 Ibs

Partridge Pea (C fasciculata) 2 Ibs

20 Ibs/acre

2 Ibs/acre

2.2 ZONES

Zone B includes the sloped gabion mattress flood banks between Zone A and the riparian banks

constructed for Zone C. Zone B is intended to develop into dense shrub cover, with two species ofsumac selected as appropriate to the dry, drained soil conditions anticipated for the gabion mattress.

Sumacs were planted on 6 foot centers throughout Zone B, and the surface was seeded with species

adaptable to an intermediate moisture regime. Planting soil was placed below and on the sides of

the root ball of each sumac while it was planted, along with a fertilizer tablet. The plantings in Zone

B included the following:

Planting StockQty. Specification

Staghorn Sumac (R. typhina)

Winged Sumac (R. copallina)

333 1-2 gal. containerized stock, 2 ft. live growth

334 1-2 gal. containerized stock, 2 ft. live growth

Seed Mix

Redtop Grass (A. alba)

Switchgrass (P. virgatum)

28 Ibs

18 Ibs

25 Ibs/acre

15 Ibs/acre

2.3 ZONEC

Zone C includes the reconstructed riparian banks of the stream channel between the water line of the

BIOLOGs and the slope of Zone B. Zone C is intended to develop as a stream bank fringe of

A R 3 0 I 6 3 0

hydrophytic shrubs and herbs. Elderberries and silky dogwoods were planted in monotype clustersof 6 individuals on 2 foot centers. Streamco willows were planted 6 inches on center on the

BlOLOGs along the banks of Little Elk Creek as biostabilization. Planting soil was placed belowand on the sides of the root ball of the elderberries and silky dogwoods while they were planted, and

packed in with the roots of the willows while they were planted, along with a fertilizer tablet for all

species. The area was then seeded with a wetland seed mix. The plantings in Zone C included thefollowing:

Qty. Specification

Planting Stock

Elderberry (S. canadensis) 409 Bare root stock, 2 ft. live growth

Silky Dogwood (C. amomum) 410 Bare root stock, 2 ft. live growth

Dwarf Willow (S. cotteti] 4,237 Bare root stock, 2 ft. live growth

Seed Mix

Fox Sedge (C. vulpinoidea] 2 Ibs Supplier's recommendation

PA Smartweed (P. pennsylvanicum] 2 Ibs Supplier's recommendation

Rice Cutgrass (L. oryzoides] 2 Ibs Supplier's recommendation

Wool Grass (S. cyperinus) 2 Ibs Supplier's recommendation

2.4 ZONED

Zone D is anticipated to be a permanently submerged aquatic habitat, therefore no planting or

seeding was planned for Zone D.

H R 3 0 I 6 3

3.0 PLANTING MODIFICATIONS

Variances to the Design Specifications for the restoration work were made as necessary due to theavailability of plants and the conditions encountered in the work area.

3.1 PLANT SUBSTITUTIONS

Due to the timing of the restoration work with regards to purchasing nursery stock, Ruppert

encountered some difficulties in obtaining the specified types and/or quantities of planting stock.

The following substitutions were permitted:

• 410 silky dogwood tubelings were substituted for 410 bare root silky dogwoods.

This substitution was allowed based on assurances by Ruppert that the tubeling stock

would have equivalent survivability to bare root stock.

• 409 elderberry tubelings were substituted for 409 bare root stock elderberries. This

substitution was allowed based on assurances by Ruppert that the tubeling stock

would have equivalent survivability to bare root stock.

• 4,237 bare root stock bankers dwarf willows were substituted for 4,237 bare root

stock streamco willows. This substitution was based on availability and was

accepted as a species of similar growth habitat and stream bank stabilization utility

to streamco willow.

3.2 PLANT LOCATIONS

Due to the presence of overhead power lines, there was insufficient space for Zone A tree plantingson the non-site side of Little Elk Creek.

A R 3 0 I 6 3 2

It was decided to plant a row of trees directly on the gabion wall inside the site-side fence to improve

density. It was also decided to plant only pin oak within the site fence, as these trees should havea clearer trunk than the other species and cause less interference with future site activities.

It was decided not to plant sumacs under the Providence Road Bridge, to prevent the trees from

eventually growing up through the bridge grating.

After planting of the Zone A trees had been completed in the designated locations, there were 199

trees left over. Gannett selected additional areas surrounding the Providence Road bridge and in the

northern non-site side Zone B to use up the remaining trees. There were 30 remaining trees, which

were planted in a row in Zone B on the non-site side, downstream of the overhead power lines.

It was decided that willows would not be planted on the stream bed CF mat lap between the securingstones, because this area is permanently submerged.

3.3 FERTILIZER

The fertilizer packets specified for use with the Zone A and Zone B plantings were substituted with

fertilizer packets that were approved as equivalent and were recommended by Ruppert to besuccessful in landscape planting use.

Ruppert provided a granular fertilizer as a substitute for the fertilizer tablets specified for the Zone

C plantings. This was accepted based on the recommendation from Ruppert that the material wasequivalent and successful in similar plantings.

RR301633

3.4 PLANTING METHODS

The Specifications required the use of a planting dibble for opening the planting holes in the gabion

mat and BIOLOG surfaces. However, the planting dibbles proposed by Ruppert were four incheswide which exceeds the specified two inch hole size restriction for the BIOLOGs and three inch hole

size restriction on the CF mat. As an alternative, sections of rebar were allowed for BIOLOG

planting and hand trowels were allowed for CF mat planting. Both alternatives proved successful

in minimizing damage to the biostabilization products.

F ••C)l:[C'KAGC\PROJl:t'TSl.FI[,I-;s\()5227 K\ ] WWrcsliwc wpd

R R 3 0 I 6 3 1 *

4.0 QUALITY ASSURANCE

Planting oversight was provided by Advanced GeoServices Corp. (AGC), the Design Engineer, andGannett Fleming, Inc. (Gannett), the habitat restoration design consultants. Gannett made periodic

site visits during the planting period to assist in interpretation of project plans and specifications,

make on-site recommendations for modifications, and document Ruppert's compliance with project

plans and specifications. For the majority of the planting period, a representative of AGC was also

on-site observing the planting. AGC and Gannett are continuing to inspect the site to assess the

success of the planting project and make recommendations to improve vegetative growth.

Periodic observations of the planting work were performed by Terry Rightnour and Kevin Hooverof Gannett, with Brendan McGillicuddy of AGC serving as primary on-site inspector. Observations

were performed for selected planting stock prior to planting, for conformity of work to project plans

and specifications during planting, and for evaluation of preliminary success and survivorship after

planting. The following provides a summary of the observations made by Gannett and AGC.

4.1 PLANT VERIFICATION

The day prior to initiation of planting, May 19'h, 1999, Kevin Hoover of Gannett visited three

nurseries listed as suppliers by Ruppert to verify the planting stock prior to shipment. Two

remaining Ruppert suppliers were not verified prior to delivery to the site. The Ernst Conservation

Seeds order was not ready for delivery by May 19th, and the Pinelands Nursery order was too small

to warrant a trip to New Jersey. The plants from these suppliers were verified upon delivery to the

site. The delivered plants were reviewed for appearance and a visual estimate was made for general

conformity to the intended quantities. The final acceptance of the plants was based on the plants'

survivability and condition after planting, particularly relating to growth and appearance.

H R 3 0 I 6 3 5

The following pre-planting observations were made for the five suppliers:

Clear Ridge Nursery. Inc.. Union Bridge. MD

Ruppert's Order: 97 box elders (5 ft.), 97 pin oaks (4-5 ft.), 98 silver maples (5 ft.),

97 sycamores (4 ft.), 300 staghorn sumacs (2 ft.), and 334 winged sumacs (2 ft.).

• The pin oak, silver maple, and winged sumac stocks met specifications and appeared

very healthy.

• About 10% of the box elders were too short, but were close to four feet and of a fast

growing species. About 25% showed a leaf blemish that nursery owner Joe Barley

said was a harmless fly instead of scale.

• Most of the sycamore were between 40 and 48 inches instead of the specified five

feet. However, all were healthy, well formed, and of a fast growing species.

• Most of the staghorn sumacs were several inches short of the specified two feet, butotherwise healthy with very good root mass.

Heartwood Nursery. Inc.. Monkton. MD

• Ruppert's Order: 98 red maples (5 ft.) and 410 silky dogwoods (2 ft. tubelings)

• The silky dogwoods were found to be potted stock rather than the tubelings claimed

by Ruppert. There appeared to be more than one age present, with most at 18 inches,

and several at 12 inches and 30 inches. This stock was accepted as being healthy and

because of potential availability problems for replacement, but deficient size wasnoted.

[ \R30 \636

• The red maples were about four feet tall and thinly developed, not meeting the five

fool specification. However, they were germinated from wild seed and show good

genetic diversity. This stock was accepted for this reason, with reservation due to

their size.

Sylva Native. New Freedom. PA

• Ruppcrt's Order: 409 elderberries (tubelings)

• The elderberry tubelings were much shorter than the specified two feet. However,

according to the nursery, it is common practice to top this bushy species for ease of

shipping and this stock was accepted.

Pinelands Nursery. Columbus. NJ

• Ruppert's Order: 33 staghorn sumacs (2 ft.)

• Delivery was not directly observed, however there was no discernable difference

between the individual staghorn sumacs stored on site. The stock was sufficient and

of equal quality to that observed at Clear Ridge Nursery.

Ernst Conservation Seeds, Meadville. PA

• Ruppert's Order: 4,237 bankers dwarf willows (rooted cuttings) and 2,000 streamco

willows (rooted cuttings).

• Delivery was not directly observed. Both species were delivered in labeled, bagged

bundles of 100 individuals. The bare root cuttings were largely trimmed and stripped

of leaves, but generally met the 2 foot stem height requirement and had healthy root

masses. Percentage of live plants could not be estimated without foliage. The stock

10

R R 3 0 I 6 3 7

was accepted with the condition that it would be evaluated to confirm that it re-

sprouted after planting.

11

A R 3 0 I 6 3 8

5.0 FINAL INSPECTION

Gannett and AGC have conducted two Site inspections to review the completed restoration work.

The first review was a preliminary inspection to note any potential deficiencies while Ruppert was

still on-site finishing the last phases of seeding. The second inspection was conducted

approximately six weeks later to make a preliminary assessment of plant survivorship and growth.

5.1 PRELIMINARY INSPECTIONS

Representatives from Gannett and AGC walked the Site on June 1, 1999 and July 22, 1999 to

perform a pre-acceptance site review.

5.1.1 June 1. 1999 Site Visit

On June 1, 1999, the planting work and density of vegetation was found to be in accordance with

the planting plans and specifications. However, two items were recommended to be addressed at

this stage of completion:

1. There were areas of Zones B and C that had little or no grass cover. These were

recommended to be mulched, and 0.5 to 1.0 inches of planting soil spread by hand

on top of the mulch to secure the mulch and provide an additional growth medium

for the seed.

2. Most of the planted willow stock showed no live growth and was recommended to

be inspected again at a later date to assure that the stock did sprout. Some dogwoodswere also observed to show wilting stress, and the elderberries were still too small

to properly locate and assess in the grass cover.

A second site review was proposed in six weeks time to assess the survivorship of the plantings.

F ••.()I-ICF.A(;C1.PROJI-:CTS1>FIL1-SW5:27-K\] WJVestofC wpd ' ^

A R 3 0 I 6 3 9

5.1.2 July 22. 1999 Site Visit

On July 22,1999, multiple observations were made on the site and non-site sides of Little Elk Creek,

along with recommendations. Findings are reported for those species that were readily observablewithin the project area. With the heavy grass cover and native species revegetation, those species

not observed, such as elderberry and seeded grasses and legumes, may not have yet achieved

observable growth, may not have had favorable conditions for germination and growth, or may have

been suppressed by native vegetation.

5.1.2.1 Site Side of Stream

ZONE A

• Approximately 90% of the box elder, pin oak, red maple, and silver maple saplings

were dead or in severe stress.

• There was poor grass cover of annual rye in several areas.

• Partridge pea cover intended by seeding was not found.

ZONEB

Most sumacs survived and were growing well, except near the bridge and on thesteeper bank slopes. Plants were missing in these areas, possibly due to vandalism

or wildlife damage.

Red top and switch grass cover intended by seeding was not observed as dominant

ground cover yet.

13

R R 3 0 I 6 U Q

ZONED

Most dogwoods and willows in soils behind BIOLOGs were healthy and growing.Estimated 30% loss of planted stock.

Very low (estimated 5%) survivorship of willows planted in BIOLOGs. Most

survivors were in wetter areas.

Found mostly dead elderberry tubelings. Survivors may be obscured by densegrasses and native streamside plants.

No wetland species intended by seeding were identified in the thick grass areas.

No planting or seeding was specified in Zone D.

The stream had developed a healthy algae growth.

Native jewelweed and smartweeds (polygonum spp.) had populated the stream edge.

Maverick was completing in-stream rock placement to improve low flow channel

characteristics.

5.1.2.2 Non-Site Side of Stream

ZONE A

Planted tree species were healthy and growing, with no appreciable loss of stock.

14

A R 3 0 I 6 U

ZONEB

ZONEC

ZONED

1M •

Good ground cover of rye grass and native weed species was present.

No partridge pea cover intended by seeding was identified in the thick grass cover.

Planted sumacs were healthy and growing well, with no appreciable loss of planted

stock.

A thick cover of rye grass was present.

Red top and switch grass cover intended by seeding was not observed as dominant

ground cover yet.

Dogwoods and willows in soil behind BIOLOGs showed good survivorship and

growth.

Willows in BIOLOGs showed significant loss of plantings, except in wetter areas.

No wetland species intended by seeding were identified in the thick grass areas.

Native jewelweed and polygonum (spp) were well established along the stream bank.

15

5 .1 .2 .3 General Observations

Plants on the non-site side of the stream were considerably more healthy and

vigorous than those on the site side.

At the time of site review, the soils were very dry. The demand for watering,

particularly in the well-drained gahion areas, may have been abnormally high due tothis year's summer drought conditions.

Zone C plantings of dogwood and willow in and near the BIOLOGs appear to have

had the highest survivorship and growth where the B1OLOG is saturated. This

indicates that under adequate moisture conditions there should not have been a

significant loss of planted stock in these mediums.

The staging area below Providence Road bridge had been readied for seeding with

the removal of the wood chip cover. Recommendation was made to Maverick to

seed with mixture of Zone B and C seed mix.

Near the residence on the upper non-facility side of the stream, the landowner had

mowed between trees and had mowed some shrubs with the grasses down to the

stream channel.

The consistency of the planting stock and planting procedures did not appear to be

a factor in the overall success differences observed for the planting stock.

With less than eight weeks of growth since planting, it may have been too early to

observe new growth and emergence of the seed mixes, particularly considering thestress of the drought conditions.

16

vl.• The drought conditions may have required more effort for watering than was being

applied. Likewise, the facility side may have required extra attention, as it is more

well drained than the non-facility side.

• Native plants, particularly in Zone C, may have been restricting growth of planted

shrubs and emergent wetland plants. This "weed" invasion consisted mostly of

annuals, which will likely be suppressed as the surviving shrubs grow larger.

5.2 ACCEPTANCE OF RESTORATION WORK

The planting work performed by Ruppert was observed to be in conformity to the project plans and

specifications, with field modifications as noted. Those minor deficiencies observed during planting

are not considered to have had a significant detrimental effect on the overall success of the planting

project.

The restoration work has been accepted based on the work performed during May and June, 1999.

The Galaxy/Spectron Site Waste Generator and Transporter Group II will continue to work with

contractors to repair and maintain the restoration work to improve vegetative growth and

survivorship.

17

R R 3 0 1 6 U U

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,1.

ATTACHMENT 1

AS-BUILT OF RA CONSTRUCTION

R R 3 0 I 6 5 0

EPA REGION IIISUPERFUND DOCUMENT MANAGEMENT SYSTEM

DOC ID #PAGEtf

IMAGERY COVER SHEETUNSCANNABLE ITEM

Contact the CERCLA Records Center to view this document.

OPERABLE UNIT

SECTION/BOX/FOLDIiR__,

REPORT OR DOCUMENT TfTI.E C J\J£>Y'S\'2£>&

DATE OP DOCUMENT „

DESCRIPTION OF IMAGERY

NUMBER AND TYPE OF IMAGERY ITEM(S).

EPA REGION IIISUPERFUND DOCUMENT MANAGEMENT SYSTEM

IMAGERY COVER SHEETUNSCANNABLE ITEM

Contact the CERCLA Records Center to view this document.

SITE NAME

OPERABLE UNIT__Q_L-LV

SECTION/BOX/FOLDER

REPORT OR DOCUMENT TITLH

DATE OF DOCUMENT

DESCRIPTION OF IMAGERY

NUMBER AND TYPE OF IMAGERY ITEM(S)

,1.

ATTACHMENT 2

AS-BUILT GEOMEMBRANEPANEL LAYOUT

AR30I653

EPA REGION IIISUPERFUND DOCUMENT MANAGEMENT SYSTEM

IMAGERY COVER SHEETUNSCANNABUS ITEM

Contact the CERCLA Records Center to view this document.

SITE NAME

OPERABLE UNIT

SECTION/ BOX/ FOLDER ._3Q._

REPORT OR DOCUMENT TITLE

DATE OF DOCUMENT ll^Wf 00"—i-~•——»~t—— - -

DESCRIPTION OF IMAGERY L/l>gvS \70C\

NUMBER AND TYPE OF IMAGERY ITEM(S).

EPA REGION IIISUPERFUND DOCUMENT MANAGEMENT SYSTEM

IMAGERY COVER SHEETUNSCANNABLE ITEM

Contact the CERCLA Records Center to view this document

SITE NAME

OPERABLE UNIT

SECTION/ BOX/ FOLDER.

REPORT OR DOCUMENT TITLE

DATE OF DOCUMENT

DESCRIPTION OF IMAGERY (J\)PfS\'20{\

NUMBER AND TYPE OF IMAGERY ITEM(S)

ATTACHMENT 3

SKETCH OF SEDIMENT TRAPAND

OUTLET STRUCTURE DETAIL

rL

I

f

C*-J-"E

III1

00

RR30 I657

DETAIL 16 - CONCENTRIC TRASH RACKAND ANTI-VORTEX DEVICE

SPOT WELD

PRESSURERELIEF HOLES

DIAMETER

HEIGHTWILL VARY

'RISERDIAMETERWILL VARY

SECTION A-A

ISOMETRIC VIEW

8' ' MINI MUMOVERLAP

STIFFENER BAR (SEEDESIGN TABLE)

TOP (SEE DESIGNTABLE). PRESSURERELIEF HOLES MAYBE OMMITTED IFENDS OFCORRUGATIONS ARELEFT FULLY OPENWHEN CORRUGATEDTOP IS WELDED TOCYLINDER

CYLINDER (SEEDESIGN TABLE).CYLINDER MUST BEFIRMLY FASTENEDTO THE TOP OF THERISER

c.

SUPPORT BAR SUE 3'< DIAMETERMINIMUM. BARS ARETO BE WELDEDTO THE TOP OF THE RISER ORATTACHED BY. STRAPS TO THE TOPOF THE RISER

"US. DEPARTMENT OF AGRICULTUREBOIL CONSERVATION SERVICE

PAGEC - 10 - 86

MABTLAND DEPARTMENT OF ENVIRONMENTWATER KAKAQEMENT ADMINISTRATION

1994

ATTACHMENT 4

EXCERPT FROM CONTI'S HEALTH AND SAFETY PLANDESCRIBING AIR MONITORING PLAN

R R 3 0 I 6 5 9

6.0 AIR MONITORING PLAN

This air monitoring plan will serve to outline procedures to identify and quantify airbornecontaminants in order to verify and determine the level of worker protection needed. Allair monitoring will be performed on a continuous basis throughout the work day.

Initial screening for identification is often qualitative i.e., the contaminant, or the class towhich it belongs, is demonstrated to be present but the determination of its concentration(quantification) must await subsequent testing. For this Site the nature of thecontamination is known. Real-time air monitoring will be performed approximately every15 minutes (four times per hour) with the PID and Portable Gas Monitor to monitorworker exposure and will determine levels of protection required.

6.1 Direct-Reading (Real-Time) Instruments

Unlike air sampling devices, which are used to collect samples for subsequent analyses ina laboratory, direct-reading instruments provide information at the time of sampling,enabling rapid decision-making. Data obtained from the real-time monitors are used toassure proper selection of personnel protection equipment, engineering controls, andwork practices. Overall, the instruments provide the user with the capability to determineif Site personnel are being exposed to concentrations which exceed exposure limits oraction levels for specific hazardous materials.

Prior to the start of work each day, operational areas will be surveyed with a PID andPortable Gas Monitor. During Site activities, the SHSO will monitor the work area forVOCs with the PID and for combustible gases, oxygen content, carbon monoxide andhydrogen sulfide with the Portable Gas Monitor. Air monitoring will concentrate on theworkers' breathing zones and will be performed not less than every 15 minutes duringexcavation activities. Air monitoring results will be recorded on the Daily Health andSafety Report.

Backup instruments will be maintained on site for all of the real-time instruments.

6.1.1 Organic Vapor Monitoring

During the remedial construction activities, organic vapor levels shall be monitored notless than every 15 minutes with a PID set at the appropriate span setting and equippedwith an 10.2 eV probe or equivalent device (a copy of the PID Operator's Manual willkept on-site).

As discussed in the following section, colorimetric tubes will be used on a regular basisto identify the volatile organic compounds present. In particular, during periods of highhumidity or rain, both of which affect the accuracy of the PID, Conti will increase the useof colorimetric tubes to verify the PID readings.Site Health and Safety Plan Conti Environmental, Inc.Calaxy/Spectron Superjund Site Page 32Rev. 9/8/98

R R 3 0 I 6 6 0

6.1.2 Colorimetric Tubes

Colorimetric tubes shall be used to aid in the identification of organic vapor based uponPID readings above 1 ppm in the breathing zone and sustained for a period of 5 minutesor longer, as follows:

• Vinyl chloride• Trichloroethylene (TCE)• 1,1,1 trichloroethane (TC A)• 1,2 dichloroethane

Vinyl chloride was selected for Colorimetric evaluation because of its low PEL (1 ppm).The other compounds were selected because they are present in significant levels ingroundwater at the site (TCE, TCA) or have relatively low PELs. If circumstanceswarrant, the SHSO may choose to sample for different or additional compounds.

6.13 Combustible Gases/Carbon Monoxide/Oxygen Levels/Hydrogen Sulfide

A Gastech or MSA Portable Gas Monitor will be utilized to monitor for explosive andoxygen enriched/deficient atmospheres and concentrations of hydrogen sulfide duringintrusive operations. A copy of the Operator's Manual will be kept on-site. The PortableGas Monitor also will be utilized for all intrusive activities and activities where thepotential for disruption of utilities exists. The contingencies for combustible gas andpercent oxygen levels and hydrogen sulfide concentrations are located in the PersonalProtection Program of this HASP.

6.1.4 Total Particulate

The concentration of metals present in sediments and soils at the Galaxy/Spectron Siteare such that risk of exposure to workers or the community via airborne particulates anddust is minimal. Consequently, monitoring for total particulate is being performed toaddress nuisance dust.

SHSO will be constantly alert to the possibility of unacceptable dust levels beinggenerated by construction activities. Unacceptably high levels of airborne particulate, orexcessive dust conditions, will trigger dust control measures. Should dust controlmeasures prove ineffective and unacceptable levels of particulate are present for asustained period, the SHSO may suspend work activities pending further evaluation ofthe situation. Real-time monitoring will be performed, on a continuous basis, using a MIEPersonal/Data RAM Particulate Monitor (RAM) or miniRam. A copy of the appropriateOperator's Manual will be kept on-site. Data from the perimeter monitors will bedownloaded and included in the daily Health and Safety reports along withdocumentation of any exceedences and the mitigative measures which were implemented

Site Health and Safety Plan Conti Environmental, Inc.Galaxy/Spectron Superfund Site Page 33Rev. 9/8/98

AR30 I66 I

I131

iii1I

II

IiIIa

A measurement of greater than 150 |ag/m3 at the downwind perimeter air monitoringstation (1 minute average) will trigger mitigative actions. This level is less than one thirdof the allowable OSHA level for nuisance dust of 5 mg/m3 (50Q ig/m3).

6*2 Real-Time Air Monitoring Equipment Calibration

Field air monitoring equipment (PID, RAM, mim'Ram, Portable Gas Monitor)calibration will be performed in accordance with the manufacturer's recommendation,prior to field use. Calibration will be performed twice daily immediately prior to andafter field operations. Calibration information will be recorded on the Daily Health andSafety Report.

6.3 Operational Action Levels

A decision-making protocol for an upgrade in levels of protection and/or withdrawal ofpersonnel from an area based on atmospheric hazards is outlined in Table 4a -Operational Action Levels.

6.4 Personal Air Sampling

In addition to the real-time air monitoring performed during remedial activities, thepersonal air monitoring program will provide for the determination of worker's airborneexposure levels. Such a determination will be made from laboratory analysis of airsamples collected from workers during an 8~ hour work shift. The selection of the workerto be monitored for daily exposure will be done by the SHSO based on his professionaljudgment of the characteristics of the job and locations in each work area. Personalsampling will be conducted in a manner representative of exposure of workers at thoselocations or jobs where the potential for maximum exposure is predicted.

The sampling strategy will depend on results of the initial real-time air monitoring. Iflevels above the Action Level (one half the Permissible Exposure Limit, see Table 1) aredetected, samples will be collected from representative workers performing remedialactivities. Personnel sampling will be conducted using passive charcoal monitoringbadges which will then be analyzed for target compounds.

Personal air monitoring results will be used to verity personnel exposure during remedialconstruction and if the level of PPE is adequate for work being performed. Turnaroundtime for personal air monitoring results will be 24 hours.

The nature and purpose of personal monitoring is addressed in both the 40 hourHAZWOPER training course and the annual 8 hour refresher. Site personnel will beinformed of the nature and extent of the personal sampling program to be implemented atthe Site both at the time of sampling and when the results are obtained

Site Health and Safety Plan Conti Environmental, Inc.Galaxy/Speclron Superfund Site Page 34Rev 9/8/98

R R 3 0 I 6 6 2

6.5 Perimeter Air Monitoring

The perimeter air monitoring program developed for the Galaxy/Spectron RemovalAction has two major components focusing on volatile organic compounds, thecontaminants of concern at the site.

• Real-time monitoring for volatile organic compounds and total particulates. Thepurpose of this program is to continually monitor job site conditions to provide awarning of conditions or work practices with the potential for a release ofcontaminants from the project site. The action levels established, while protectivein and of themselves, have the primary purpose of alerting the project supervisorystaff to unacceptable conditions and to trigger mitigative actions or workstoppages until the situation causing the potential release can be understood andcorrected.

• Confirmatory monitoring for to provide for further validation of the effectivenessof the control of volatile organic emissions.

At least one day of air monitoring will be performed during mobilization to ensure that allinstrumentation is working properly and to establish current "baseline" vapor conditionsin and adjacent to the creek. This baseline monitoring program will include thecompound specific sampling using pump/absorbent tubes to identify the predominantcompounds.

The action level for total VOCs is 5 ppm, which is a very conservative number, one tenthor less of the Threshold Limit Values (TLV) of all of the VOCs with the exception ofvinyl chloride. However, an additional action level of 1 ppm was developed to addressthe potential presence of vinyl chloride.

Vinyl chloride has a TLV of 1 ppm, significantly lower than the other volatile organiccompounds present at the site. Consequently, while the action level for total VOCs is 5ppm; sampling for vinyl chloride using colorimetric tubes and absorbent tubes will beperformed if there is a perimeter measurement of greater than 1 ppm to verify that thecompound is not present at levels in excess of the TLV. We will continue utilizingabsorbent tubes until a sufficient database is established which verifies that vinyl chlorideis not a major component of the total VOCs measured.

It should be noted that the 1 ppm action level for colorimetric and absorbent tubesampling is very conservative. For most of the potential vapors acceptable exposurelevels are on the order of 50-100 ppm. However, for vinyl chloride the acceptable limit is1 ppm. Vinyl chloride generally only makes up about 1-4% of the VOCs observed insoil, groundwater and sediment. Vinyl chloride is more volatile than the other VOCs by afactor of approximately 10 based on a comparison of Henry's Law constants for VC andthe three major constituents (1,1,1 TCA; 1,1 DCA; and methylene chloride).

Site Health and Safety Plan Conli Environmental, IncGalaxy/Spectron Superfund Site page 33

R R 3 0 I 6 6 3

Consequently, VC might make Up on the order of 10-40% of total VOC vapors in worstcase conditions. Realistically, bcause it is so volatile it will disperse significantly betweenthe work area where it is emitted and the work area perimeter. To be conservative, thePIDs will be set to alarm at 1 pprn total organic vapors, or up to 0.1 to 0.4 ppm vinylchloride. Again, because vinyl chloride is quite volatile it dissipates very rapidly and wedo not expect to encounter it at theses conditions.

The concentration of metals present in sediments and soils at the Galaxy/Spectron Siteare such that risk of exposure to workers or the community via airborne participates anddust is minimal. Consequently, monitoring for total particulate is bemg performed Toaddress nuisance dust. A measurement of greater than 150 ^tg/m3 at the downwindperimeter air monitoring station (1 minute average) will trigger mitigative actions. Thislevel is less than one third of the allowable OSHA level of 5 mg/m3 (50C (ag/m3).

6,5.1 Real-Time Monitoring

Conti Environmental Health and Safety personnel will perform perimeter air monitoringduring *H intrusive activities at the site alonp with anv activitv which poses the risk of arelease or volatile

The Site Health and Safety Officer will establish two downwind air monitoring stations atthe start of each work day. A meteorological station will be mobilized to the site toestablish and document the wind direction, Wind conditions will be monitored by theSHSO throughout the day and the location of the stations adjusted accordingly.Monitoring for volatile organic compounds will be performed utilizing photoionizationdetectors (PIDs) located at each station. The PIDs will be equipped with an automaticalarm, which will be set to the perimeter action level. Particulate monitoring will beperformed using an MIE RAM (real-time air monitor) or miniRam. In a similar fashion tothe VOC monitors, the particulate monitors will be equipped with an alarm set at theaction level for total allowable dust at the site perimeter. The perimeter action levels forboth volatile organic compounds and total dust are outlined in Table 4b.

When an alarm is triggered, the SHSO will inform the Project Superintendent andConstruction Manager. The SHSO will visually verify the reading and monitor the unit todetermine if the reading is sustained. Upon verification of a continual, sustained readingexceeding the action level, the SHSO, Project Superintendent and Construction Managerwill evaluate the on-going construction activities to determine what mitigative actions arerequired. Should the sustained readings continue, operations will cease.

All of the real-time monitors will be equipped with dataloggers which will continuallyrecord the readings throughout the course of the day's activities. These dataloggers willbe downloaded at the end of the workday and reviewed by the Site Health and SafetyOfficer. The data will be retained in the Site Health and Safety files and copies providedto the Construction Manager as requested.

Site Health and Safety Plan Conti Environmental, Inc.Galaxy/Spectron Superfund Site Page 36Rev. 9/8/98

R R 3 0 I 6 6 U

II 6.5.2 Confirmatory Monitoring

1

I

I

1

In addition to the real-time monitoring, Conti will conduct confirmatory monitoring forvolatile organic compounds utilizing Summa Canisters to take air samples at theperimeter monitoring stations. The samples will be analyzed for VOCs by EPA methodTO-14. This sampling effort will provide for further validation of the effectiveness of thecontrol of volatile emissions.

The Summa Canisters will be placed at the same perimeter monitoring station as the realtime monitors. The canisters will be calibrated to draw the sample throughout the periodof the projected workday.

During the first eight weeks of the project, a period which includes most of the intrusiveactivities, the following sampling protocol will be observed:

• Sampling at both downwind locations on two days during the week. The samplingdays will be selected to coincide with those construction activities or locationswhich pose the greatest potential for a release of volatile organics based upon areview of existing data.

• Sampling at an upwind location once a week concurrently with one of thedownwind sampling days.

During the remaining weeks of the project, a period in which there will be little exposedarea or intrusive activity, the sampling protocol will be as follows:

• Sampling at both downwind locations once every two weeks.• Concurrent sampling at one upwind location.

The Summa Canisters will be shipped to Lancaster Laboratories for analysis utilizingEPA Method TO-14. The specific volatile organic compounds reported in this analysisand their respective detection limits are shown in Attachment E.

6.6 Summary and Utilization of Data From the Air Monitoring Program

The entire air monitoring program, including work zone monitoring, real-time perimetermonitoring and confirmatory perimeter monitoring, is summarized in Table 4c: Summaryof Air Monitoring Sampling Frequency. This table details the equipment utilized for airmonitoring, the purpose of each element of the program and the frequency at whichsampling or monitoring will occur.

Evaluation of the data collected in the work zone will be in accordance with the actionlevels specified in Table 2: Chemical Hazard - Selected Volatile Organic Compoundswhich identifies the TLVs for the VOCs most likely to be encountered and Table 4a:Operational Action Levels, which specifies the operational action levels and theappropriate responses. Data collected by the real-time monitors will be subject to theaction levels and responses specified in Table 4b: Perimeter Monitoring Action Levels.

Site Health and Safety Plan Conli Environmental, Inc.Galaxy/Spectron Superfund Sire . _ - if age 37Rev. 9/8/98 ft R 3 0 ! D D D

Constituents detected in the time averaging monitoring (i.e. the Summa Canisters andTO-14 analysis) will be subject to a timely evaluation using one or rriore of the followingtechniques:

• data may be screened against appropriate generic risk based screening criteria(EPA methods adjusted for exposure duraiion) with constituents screenedexceeding such screening levels carried forward for further evaluation,

• site meteorological data (e.g. wind direction, speed, duration) may be consideredto evaluate actual exposure duration for specific potential receptors during themonitoring period,

• additional confirmatory/expansive sampling may be performed at the siteperimeter or at potential receptor locations to better understand actual exposurepotential,

• the construction activities undertaken during the relevant monitoring period maybe evaluated vs. the remaining construction activities to evaluate the extent towhich the measured emissions are representative of the entire life cycle of theproject.

If these evaluations suggest that project lifecycle emissions may result in unacceptableexposures to local residents additional abatement steps will be taken in the construction(or design modifications will be made) as necessary to ensure project lifecycle exposuresare acceptable.

Site Health and Safety Plan Conti Environmental, Inc.Galaxy/Spectron Superfund Site Page 38Rev. 9/8/98 R R 3 0 I 6 6 6

TABLE -2 CHEMICAL HAZARDSSELECTED VOLATILE ORGANIC COMPOUNDS

Chemical Name1,1 Dichloroethane

1,2-Dichloroethane

Vinyl chloride

Methylene chloride

Toluene

Trichloroethylene

Tetrachloroethylene

Exposure Limit100 ppm PEL

200 ppm PEL

1 ppm PEL

50 ppm PEL

50 ppm-PEL

100 ppm-PEL

100 ppm-PEL

PathwayInhalationIngestionContactInhalationIngestionContactInhalation

InhalationIngestionContactInhalationAbsorptionIngestionContactInhalationIngestionAbsorptionContactInhalationIngestionAbsorptionContact

Symptoms of OverexposureIrrit eyes, nose, skin, resp sys, head; ftg,Damage to liver, heart

Irrit eyes, nose, skin, resp sys, head; ftg,Damage to liver, heart, CNS

Weak., abdom pain, GI bleeding,hematomegaly. Damage to liver, CNS, blood,resp sys, lymphatic sys.Irrit eyes, nose, skin, resp sys, head; ftg,Damage to liver, heart

Ftg, weak; conf, euph, dizz; head; dil pup,lac; ner; muse ftg; insom; pare; derm; photo;

Irrit eyes, nose, skin, resp sys, head; ftg,Damage to liver, heart

Irrit eyes, nose, skin, resp sys, head; ftg,Damage to liver, heart

Site Health and Safety PlanGalaxy/Spectron Superfund SiteRev. 9/8/98

Conti Environmental, Inc.Page 66

TABLE 4a OPERATIONAL ACTION LEVELSAir Quality MeasurementP1D reading less than 5 ppm (1 minute average)

Vinyl chloride less than 1 ppm or lowest detectableconcentration *

Combustible gas reading less than 10% LEL

Oxygen reading greater than 19. 5% and less than 21.5%

Hydrogen sulfide reading less than 5 ppm

Total nuisance dust in work zone less than 3 mg/m^P1D reading greater than 5 ppm and less than 250 ppm (1min average)

Vinyl chloride less than I ppm or lowest delectableconcentration '

Total nuisance dust in work zone greater than 3 mg/m^P1D reading greater than 250 ppm (1 minute average)

Vinyl chloride greater than 1 ppm or lowest detectableconcentration

Carbon monoxide level greater than 25 ppm

Oxygen reading less than 19.5%

Hydrogen sulfide reading greater than 5 ppm and lessthan 25 ppmCarbon monoxide level greater than 600 ppm

Oxygen reading greater than 21 .5%

Hydrogen sulfide reading greater than 25 ppm

Excessive dust in breathing zoneCombustible gas reading greater than 10% LEL

Worker Health and Safety ResponseLevel D Respiratory Protection(No respiratory apparatus)

Level C Respiratory Protection(Full-face air purifying respirator)

Level B Respiratory Protection(Supplied air respirator)

Suspend work in immediate area, notify Construction Manager.Conduct air monitoring periodically to determine when work cancontinue. Implement mitigative measures.

All ignition sources shut off; leave work areamay not resume until monitor shows results10% LEL for 15 minutes or more.

immediately. Workcontinuously below

Site Health and Safely PlanCalaxy/Spectron Superfund SiteRev 9/8/98

Conli Environmental, IncPage 70

RR30I668

TABLE 4b PERIMETER MONITORING ACTION LEVELS

Contaminants Action Level Action to TakeVolatile Organic CompoundsPhotoionization detector

Greater than 1 ppm at the downwindair monitoring station (1 minuteaverage).

Take colorimetric tube sample forvinyl chloride. If greater than 1 ppm,take mitigative measures as describedbelow. If compound is not present,continue monitonna..

Greater than 5 ppm total volatileorgan ics.

Cover exposed areas of contaminatedsoil with mitigative device, i.e., plasticsheeting, surface soil, water spray, orvapor suppressing foam._____

Total ParticulateRAM, miniRam

Less than 150 ug/m3 at thedownwind perimeter air monitoringstation (I minute average)1

Greater than 150 ug/m3 at thedownwind perimeter air monitoringstation (1 minute average)

Continue work with air monitoring.

Initiate dust control measures, i.e.,apply water spray, plastic sheeting, orvapor suppressing foam.

1 The action level for total VOCs is 5 ppm, which is a very conservative number, one tenth or less of the ThresholdLimit Values (TLV) of all of the VOCs with the exception of vinyl chloride. However, an additional action level of1 ppm was developed to address the potential presence of vinyl chloride.

Vinyl chloride has a TLV of 1 ppm, significantly lower than the other volatile organic compounds present at thesite. Consequently, while the action level for total VOCs is 5 ppm; sampling for vinyl chloride using colorimetrictubes and absorbent tubes will be performed if there is a perimeter measurement of greater than 1 ppm to verify thatthe compound is not present at levels in excess of the TLV. Continue utilizing absorbent tubes until a sufficientdatabase is established which verifies that vinyl chloride is not a major component of the total VOCs measured.

It should be noted that the 1 ppm action level for colorimetric and absorbent tube sampling is very conservative. Formost of the potential vapors acceptable exposure levels are on the order of 50-100 ppm. However, for vinyl chloridethe acceptable limit is 1 ppm. Vinyl chloride generally only makes up about 1 - 4% of the VOCs observed in soil,groundwater and sediment. Vinyl chloride is more volatile than the other VOCs by a factor of approximately 10based on a comparison of Henry's Law constants for VC and the three major constituents (1,1,1 TCA; 1,1 DCA;and methylene chloride). Consequently, VC might make up on the order of 10-40% of total VOC vapors in worstcase conditions. Realistically, bcause it is so volatile it will disperse significantly between the work area where it isemitted and the work area perimeter. To be conservative, the PIDs will be set to alarm at 1 ppm total organic vapors,or up to 0.1 to 0.4 ppm vinyl chloride. Again, because vinyl chloride is quite volatile it dissipates very rapidly andwe do not expect to encounter it at theses conditions.

2 The concentration of metals present in sediments and soils at the Galaxy/Spectron Site are such that risk ofexposure to workers or the community via airborne particulates and dust is minimal. Consequently, monitoring fortotal particulate is being performed to address nuisance dust. A measurement of greater than 150 ug/m3 at thedownwind perimeter air monitoring station (1 minute average) will trigger mitigative actions. This level is less thanone third of the allowable OSHA level for nuisance dust of 5 mg/m3 (500 u.g/m3).

Site Health and Safety PlanGalaxy/Spectron S'lperfund SiteRev. 9/8/98

Conti Environmental, Inc.Page 71

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TABLE 4cSUMMARY OF AIR MONITORING SAMPLING FREQUENCY

MONITORING EQUIPMENT AND PURPOSE SAMPLING FREQUENCYWork Zone Monitoring (Occupational)

Photoionization detector(Volatile Organic Compounds)

Portable Gas Monitor(combustible gases, 02, CO, H2S)

Colorimetric tubes(identification of specific VOCs:Vinyl chloride, Trichloroethylene (TCE),1,1,1 trichloroethane (TCA), 1,2 dichloroethane

Not less than every 15 minutes within the exclusion zone

Not less than every 15 minutes within the exclusion zone

Based upon sustained FID readings above 1 ppm in thebreathing zone

Real-Time Perimeter Air Monitoring

Photoionization Detectors(Volatile Organic Compounds)

Particulate Monitor (RAM or miniRam)(Total Particulates)

Colorimetric tubes(identification of Vinyl chloride)

Continuously at 1 upwind and 2 downwind air monitoringlocations. Equipped with alarms and data loggers.

Continuously at 1 upwind and 2 downwind air monitoringlocations. Equipped with alarms and data loggers.

Greater than 1 ppm (1 minute average) at downwindperimeter air monitoring station

Confirmatory Perimeter Air Monitoring

Summa Canister Sampling and TO-14 Analysis(Identification of specific VOCs)

Absorbent tubes for confirmation of presence ofpredominant VOCs

Placed at the same 3 perimeter monitoring station as thereal time monitors; calibrated to draw the samplethroughout workday.

1. Before initiation of intrusive activities fordetermination of baseline conditions

2. During the first eight weeks of the project:• Sampling at both downwind locations on two days

during the week• Sampling at an upwind location once a week

concurrently with one of the downwind samplingdays.

3. During the remaining weeks of the project:• Sampling at both downwind locations once every

two weeks• Concurrent sampling at one upwind location

Based upon evaluation of real-time air monitoring data andTO-14 analysis

Site Health and Safety PlanGalaxy/Spectron Superfund SiteRev. 9/8/98

Conli Environmental, Inc.Page 72

RR30I670

TABLE 5 PROPOSED PERSONAL AIR SAMPLING

Task

Installation ofcast-in-placewalls

Installation ofgroundwatercollection system

Installation ofbarrier andprotective layers

Initial Air Sampling

Vinyl Chloride, N1OSH Method 1007

Trichlorethylene, NIOSH Method1501-1022

Numberof

Samples2

Numberof

Days3

Follow-upSampling

Based on initialresults, duration ofactivity and siteconditions

Site Health and Safely PlanGalaxy/Spectron Superfund SiteRev. 9/8/98

Conli Environmental, Inc.Page 73

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