redacted hydro search inc - site evaluation report - … · brookfield lakes corporate center xii...

simon yrDi a. ,re.)

175 N. Corporate DriveSuite 100Brookfield, Wl 53045

Telephone (414)792-1282Facsimile (414)792-1310

REVISION 1

TASK 1

SITE EVALUATION REPORT

REMEDIAL INVESTIGATION / FEASIBILITY STUDY

BETTER BRITE CHROME AND ZINC SHOPS SITE

DE PERE, WISCONSIN

VOLUME I

March 13, 1992

Prepared for:

Wisconsin Department of Natural Resources1125 N. Military Avenue

P. O. Box 10448Green Bay, Wisconsin 54307-0448

Prepared By:

Simon Hydro-SearchBrookfield Lakes Corporate Center XII

175 N. Corporate Drive, Suite 100Brookfield, Wisconsin 53045

Project No. 148115003

EPA Region 6 Records Ctr.

Michael R. Noel, Sr. Vice PresidentManager, Milwaukee Operations

RobefTJ. KarnauSRl?,1 F.G.,Director of Hydrogeology

Judy L. "Fassbenderrogeologist

Lori G. BowmanGeologist

278359

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TABLE OF CONTENTS

Page

1.0 EXECUTIVE SUMMARY 1-1

2.0 INTRODUCTION 2-1

2.1 Overview 2-1

2.2 Objectives 2-2

2.3 Report Organization 2-3

3.0 BACKGROUND 3-1

3.1 Physical Setting 3-1

3.1.1 Location and Description 3-1

3.1.2 Physiography 3-2

3.1.3 Climate 3-3

3.1.4 Soils 3-3

3.1.5 Surface Water 3-4

3.2 Regional Geology 3-5

3.2.1 Unconsolidated Deposits 3-5

3.2.2 Bedrock Geology 3-6

3.3 Regional Hydrogeology 3-7

3.3.1 Aquifers 3-7

3.3.2 Unconsolidated Deposits 3-7

3.3.3 Shallow Bedrock 3-8

3.3.4 Deep Bedrock 3-9

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TABLE OF CONTENTS (CONTD)

Page

3.4 City of De Pere Municipal Water Supply System 3-9

3.5 Private Water Supply Wells 3-10

4.0 SITE SPECIFIC EVALUATION - ZINC SHOP 4-1

4.1 Site Specific Description 4-1

4.2 Site Hydrogeology 4-3

4.2.1 Site Geology 4-3

4.2.1.1 Topography 4-3

4.2.1.2 Stratigraphy 4-3

4.2.1.3 Material Properties 4-4

4.2.2 Site Hydrogeology 4-4

4.2.2.1 Flow Directions and Gradients 4-5

4.2.2.2 Hydraulic Properties 4-6

4.3 Site History and Response Actions 4-6

4.3.1 Site History 4-6

4.3.2 Previous Investigations 4-9

4.3.3 Corrective Measures to Date 4-18

4.4 Nature and Extent of Site Impacts 4-19

4.4.1 Type and Apparent Volumes of Wastes 4-20

4.4.2 Extent of Impacts 4-21

4.4.2.1 Ground-Water Impacts 4-22

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4.4.2.2 Surface-Water Impacts 4-25

4.4.2.3 Soil Impacts 4-26

4.5 Quality Assurance/Quality Control of Existing Database 4-29

4.5.1 Monitor Well Installation 4-30

4.5.2 Well Construction 4-31

4.5.3 Sample Collection and Analysis 4-33

4.5.4 Water Level Measurements 4-34

5.0 SITE SPECIFIC EVALUATION - CHROME SITE 5-1

5.1 Site Description 5-1

5.2 Site Hydrogeologic Setting 5-2

5.2.1 Site Geology 5-2

5.2.1.1 Topography 5-2

5.2.1.2 Stratigraphy 5-2

5.2.1.3 Material Properties 5-3

5.2.2 Site Hydrogeology 5-3

5.2.2.1 Flow Directions and Gradients 5-3

5.2.2.2 Hydraulic Properties 5-4

5.3 Site History and Response Actions 5-4

5.3.1 Site History 5-4

5.3.2 Previous Investigations 5-6

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5.3.3 Corrective Measures to Date 5-12

5.3.3.1 Corrective Measures Conducted 5-13by Better Brite

5.3.3.2 Corrective Measures Conducted 5-13by the U.S. EPA

5.3.3.2.1 Removal Activities 5-13

5.3.3.2.2 Reduction of Public Exposureto Possible Contaminants 5-14

5.3.3.2.3 Ground-Water Extraction/Treatment System 5-15

5.4 Nature and Extent of Site Impacts 5-16

5.4.1 Type and Apparent Volumes of Wastes 5-16

5.4.2 Extent of Impacts 5-18

5.4.2.1 Ground-Water Impacts 5-18

5.4.2.2 Surface-Water Impacts 5-21

5.4.2.3 Soil Impacts 5-23

5.4.2.4 Investigation of Residences 5-25

5.5 Quality Assurance/Quality Control of Existing Database 5-26

5.5.1 Monitor Well Installation 5-26

5.5.2 Well Construction 5-27

5.5.3 Sample Collection and Analysis 5-28

5.5.4 Water Level Measurements 5-29

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6.0 EVALUATION OF CONTAMINANTS 6-1

6.1 Physical and Chemical Characteristics 6-1

6.2 Toxicological Characteristics 6-1

6.2.1 Health Effects 6-1

6.2.2 Toxicity Values 6-9

6.3 Applicable or Relevant and Appropriate Requirements (ARARs) 6-12

6.4 Conceptual Site Model 6-13

7.0 SITE MANAGEMENT STRATEGY 7-1

7.1 Purpose 7-1

7.2 Preliminary Remedial Action Objectives 7-2

7.3 General Purpose Actions and Technologies 7-2

7.4 Operable Units 7-3

7.5 Probable Response Actions 7-5

8.0 DATA COLLECTION NEEDS 8-1

8.1 Physical Setting Characterization 8-1

8.1.1 Surface Features 8-1

8.1.2 Geology 8-2

8.1.3 Hydrogeology 8-2

8.1.4 Soils 8-3

8.1.5 Surface Water and Sediments 8-5

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8.1.6 Human Population and Land Use 8-6

8.2 Source Characterization 8-7

8.3 Contaminant Characterization 8-8

8.3.1 Ground Water 8-9

8.3.2 Soils 8-10

8.3.3 Surface Water and Sediments 8-10

8.3.4 Air 8-11

8.3.5 House Dust 8-11

8.3.6 Chemical Speciation 8-11

8.4 Potential Receptors/Risk Assessment 8-12

8.5 Technical Approach 8-12

8.6 Areas of Investigation 8-13

9.0 REFERENCES 9-1

FIGURES

2-1 Site Location and Topography

3-1 Municipal Well Locations

3-2 Zinc Shop - Existing Conditions, 1991

3-3 Chrome Shop - Existing Conditions, 1991

3-4 Stratigraphy of Paleozoic Units in Brown County

3-5 North-South Regional Geologic Cross Section

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FIGURES (Cont'd)

3-6 East-West Regional Geologic Cross Section

4-1 Sanborn Map of Zinc Shop - 1925



4-4 De Pere Storm Sewer Map

4-5 Zinc Shop - Monitor Well and Borehole Locations

4-6 Zinc Shop - Geologic Cross Section

4-7 Zinc Shop - Water-Table Contour Map, 8/28/87

4-8 Zinc Shop - Potentiometric Surface Map, 8/28/87

4-9 Zinc Shop - Building Layout, 1986

4-10 Zinc Shop - February, 1980 Surface Water Sample Locations

4-11 Zinc Shop - April, 1983 Surface-Water Sample Locations

4-12 Zinc Shop - September, 1985 Soil Sample Locations

4-13 Zinc Shop - March, 1990 Soil Sample Locations

5-1 Chrome Shop - Geologic Cross Section

5-2 Chrome Shop - Water-Table Contour Map, 8/28/87

5-3 Chrome Shop - Site Conditions in May, 1986

5-4 Chrome Shop - 1988 Surface Soil Sampling Locations

5-5 Chrome Shop - 1990 Surface Soil Sampling Locations

6-1 Zinc Shop - Conceptual Site Model

6-2 Chrome Shop - Conceptual Site Model

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TABLES

4-1 Zinc Shop - Summary of VOC Analyses

4-2 Zinc Shop - Completion Data for 1987 Wells

5-1 Chrome Shop - Completion Data for 1987 Wells

6-1 Physical and Chemical Properties for Detected Compounds

6-2 Toxicity Values for Chemicals of Concern

6-3 Potential Applicable, or Relevant and Appropriate Requirements (ARARs) Criteriaand Guidelines

7-1 Preliminary Remedial Action Alternatives

APPENDICES

A. Municipal Well Information Forms (3300-40)

B. WDNR Private Domestic Well Investigation Report

C. Legal Property Descriptions

D. Borehole Logs

D.I Zinc Shop

D.2 Chrome Shop

D.3 City of De Pere Municipal Well - Grant Street

E. Material Property Data

E.I Zinc Shop

E.2 Chrome Shop

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APPENDICES (Cont'd)

F. Well Construction Details

F.I Zinc Shop

F.2 Chrome Shop

G. Water Level Data

G.I Zinc Shop

G.2 Chrome Shop

H. Laboratory Hydraulic Test Data

H.I Zinc Shop

H.2 Chrome Shop

I. Ground-Water Extraction System

1.1 Zinc Shop

1.2 Chrome Shop

J. Laboratory Analytical Data - Zinc Shop

J.I Ground-Water Analytical Data

J.2 Surface-Water Analytical Data

J.3 Soil Analytical Data

J.4 Other Analytical Data

K. Well Integrity Inspection

IX

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APPENDICES (Cont'd)

L. Laboratory Analytical Data - Chrome Shop

L.1 Ground-Water Analytical Data

L.2 Surface-Water Analytical Data

L.3 Soil Analytical Data

L.4 Other Analytical Data

M. WDOH Preliminary Health Assessment

N. Legally Applicable or Relevant and Appropriate State Standards, Requirements,Criteria, and Limitations for Superfund Projects in Wisconsin

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ACRONYMS

ARAR Applicable or Relevant and Appropriate Requirements

ASTM American Society for Testing and Materials

ATEC ATEC and Associates Inc.

ATSDR Agency for Toxic Substance and Disease Registry

bgs Below ground surface

CAG Carcinogen Assessment Group

CERCLA Comprehensive Environmental Response, Compensation and Liability Act of1980

CNS Central nervous system

DDD Dichlorodiphenyldichloroethane

DDE Dichlorodiphenyldichloroethylene

DDT Dichlorodiphenyltrichloroethane

DMP Data Management Plan

DQO Data Quality Objective

EERB Emergency and Enforcement Response Branch

ES Enforcement Standard (NR140)

FS Feasibility Study

FU Follow up

HASP Health & Safety Plan

HDL High density lipoprotein

HEAST Health Effects Assessment Summary Tables

HRS Hazard Ranking System

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ACRONYMS (Cont'd)

HSDB Hazardous Substance Databank

IRIS Integrated Risk Information System

msl Mean sea level

NAV North American Van Lines

NOAEL No Observed Adverse Effect Level

NPL National Priority List

NR140 Chapter NR140, Wisconsin Administrative Code

NR141 Chapter NR141, Wisconsin Administrative Code

OU Operable unit

PAL Preventive Action Limit (NR140)

PHA Preliminary Health Assessment

PID Photoionization Detector

PVC Polyvinyl Chloride

QA Quality Assurance

QAPjP Quality Assurance Project Plan

QC Quality Control

RA Remedial Action

RAGS Risk Assessment Guidance for Superfund

RAP Remedial Action Plan

RCRA Resource Conservation Recovery Act

RD Remedial Design

RfCs Reference concentrations

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ACRONYMS (Cont'd)

RfDs Reference doses

RI Remedial InvestigationSAP Sampling and Analysis Plan

SER Site Evaluation Report

SSI Screening site inspection

STS Soil Testing Services, Inc.

TAT Technical Assistance Team

TCLP Toxicity Characteristic Leaching Procedure

U.S. EPA United States Environmental Protection Agency

USGS United States Geologic Survey

UST Underground Storage Tank

VOC Volatile Organic Compound

WDOH Wisconsin Department of Health

WDNR Wisconsin Department of Natural Resources

WGNHS Wisconsin Geologic and Natural History Survey

WDOT Wisconsin Department of Transportation

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Site Evaluation ReportSection: 1Re\ision: 1Date: 3/13/92Page: 1 of 3

1.0 EXECUTIVE SUMMARY

This document presents a summary of the current site conditions at the Better Brite Plating,Inc. (Better Brite) facilities in De Pere, Wisconsin. The facilities are currently listed on theNational Priorities List (NPL) under the Comprehensive Environmental Response,Compensation, and Liability Act of 1980 (CERCLA). The purpose of this document is tosummarize existing data collected at the site so that additional data requirements can beidentified, allowing future investigative activities to be properly focused.

Better Brite operated two plating facilities in De Pere. The first facility located at 315 S.6th Street, the Zinc Shop, began operation in the late 1960s as a chrome-plating operation,and in the 1970s, zinc and other metal plating became the primary operation. Platingcontinued at the Zinc Shop until 1989. The second facility at 519 Lande Street, the ChromeShop, conducted chrome plating from the mid 1970s to 1986.

Soils with elevated metal concentrations are present both on and off site (beyond propertybounds) as a result of discharges from both Shops. Elevated levels of metals, primarilychromium, and volatile organic compounds (VOCs) have been documented in ground waterat both shops.

The City of De Pere's Grant Street municipal well is located approximately 250 feet fromthe Zinc Shop and the potential for contamination to reach the well is a primary concern.Elevated levels of contaminants of concern have not been identified in this well to date.This is one of six municipal wells which service De Pere. Investigations at the shops haverevealed concentrations of metals and VOCs in excess of suggested water quality standardsas set by the Wisconsin Department of Health and Social Services and regulated byWisconsin Administrative Code NR140. Following several investigations at the shops, ahazard assessment was performed by the Wisconsin Department of Natural Resources(WDNR) under the authority of the U.S. Environmental Protection Agency (U.S. EPA)utilizing the Hazard Ranking System (HRS). The site qualified for NPL nomination underCERCLA. The Zinc and Chrome Shops were subsequently jointly nominated to the NPLin 1989 and listed in 1990.

The geology at the site (both shops) is comprised of approximately 30 to 40 feet ofunconsolidated glacial deposits overlying bedrock. The unconsolidated deposits consist ofglacial lake and till deposits, primarily silty clays. The surficial bedrock consists of 150 feetof Ordovician-age Dolomite of the Sinnipee Group. The Ordovician St. Peter Sandstoneand Prairie du Chien Group are directly beneath the dolomite. These Ordoviciansandstones together with the underlying Cambrian Sandstones, are typically 600 to 1800 feetthick. Precambrian-age crystalline basement is present at a depth of 800 to 2,000 feet.

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Site Evaluation ReportSection: 1Revision: IDate: 3/13/92Page: 2 of 3

The ground-water aquifers beneath the site include the saturated thickness of theunconsolidated deposits, the dolomite, and the sandstone bedrock aquifers. The dolomitebedrock is considered a separate aquifer from the underlying sandstone units; however, itis thought to be hydraulically connected west of the Fox River and it furnishes only smallamounts of water in the area.

Ground-water flow in the silly clay beneath the Zinc Shop is predominantly toward thenorthwest while at the Chrome Shop, flow is toward the west. Flow directions are likelyaffected locally by the Fox River and city water supply wells. The water-table surface occursat an average depth of approximately 5 to 15 feet. Strong downward vertical gradientsaveraging between -0.31 to -0.72 f t / f t were calculated at the Zinc Shop. No information onvertical gradients is available for the Chrome Shop.

Ground-water and soil sampling at the shops has detected metals and VOCs at variouslocations, primarily near the facility buildings. The inorganic analytes of principle interestare chromium, lead, cadmium, and cyanide. The ground-water VOC impacts of concerninclude trichloroethylene, 1,1,1-trichloroethane, and tetrachloroethylene which have beendetected in the aqueous phase only. Currently, the lateral and vertical extent of impacts tosoil and groundwater resulting from Better Brite's operations is not known.

The WDNR and U.S. EPA have conducted limited investigations of soil and ground waterat the site since the property owner declared bankruptcy. Interim remedial measures havealso been implemented by these agencies. These include the excavation and removal ofimpacted soils from areas of immediate health concern, and the installation of oneextraction well (or sump) at each of the shops in 1990. A ground-water extraction trenchwas also installed at the Chrome Shop by Better Brite in 1979. The ground-water extractionsystem and a pretreatment plant at the Chrome Shop are currently in operation.

Potential risk to human health posed by the site is associated primarily with exposure tocontaminated surface soils and also with ground-water impacts reaching the City of DePere's municipal water supply system. Several private domestic water supply wells areknown to exist in the study area. Surface-water impacts, primarily as overland flow due todischarges from the facilities and precipitation, have been detected at the site. Based onpreliminary evaluation of the migration pathways, current extent, and ultimate fate ofcompounds of interest at the site, the current overall risk to public health should beevaluated.

Probable response actions, based on the data presently available, will likely encompasscontinuation or expansion of existing remedial systems. Potential remedial actionalternatives have been preliminarily identified, and further investigations will be focused toallow for selection of specific methods. The data collection needs required to complete theRemedial Investigation/Feasibility Study (RI/FS) will focus on soils under the building

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Site Evaluation ReponSection: 1Revision: 1Date: 3(13/92Page: 3 of 3

foundations/slabs, surficiaJ soils on- and off-site, subsurface soils in the unsaturated zone notunder foundations/slabs, and ground-water currently controlled by the existing extractionwell system, as well as potential on- and off-site ground-water not controlled by theextraction well system. Potential migration along utilities will also be addressed.

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Site Evaluation ReponSection: 2Revision: IDate: 3/13/92Page: I of 4

2.0 INTRODUCTION

2.1 Overview

Simon Hydro-Search has been contracted by the Wisconsin Department of Natural

Resources (WDNR) in July 1991 to prepare a Site Evaluation Report (SER) and to conduct

a Remedial Investigation/Feasibility Study (RI/FS) at the Better Brite Super-fund site. The

site was placed on the National Priority List (NPL) in July of 1990. The site consists of two

shops previously used for electroplating located at 519 Lande Street and 315 South 6th

Street in De Pere, Wisconsin (Figure 2-1). This SER is submitted in accordance with Task

1 of the Contract Statement of Work (SOW).

The purpose of the RI/FS is to determine the nature and extent of currently undefined

impacts to soil, ground water, surface water and air, as well as assess the risks posed by

these impacts to human health and the environment. This SER provides the framework for

defining the scope of the RI/FS component of future site investigation activities. The scope

of work to be conducted in the RI/FS will be defined in more detail in a Work Plan and

supplementary documents which include a Sampling and Analysis Plan (SAP), Quality

Assurance Project Plan (QAPjP), Health & Safety Plan (HASP), and Data Management

Plan (DMP). This report compiles and evaluates the information currently available in

order to identify the additional data needed to be collected to complete the site

characterization and to implement Remedial Design/Remedial Action (RD/RA) activities

appropriate to the site.

This report conforms to the general guidelines outlined in the U.S. Environmental

Protection Agency (U.S. EPA) guidance for conducting a RI/FS at CERCLA facilities (U.S.

EPA, 1988a) and is intended to supplement the project Work Plans to be prepared in Task

2 of the SOW. WDNR will assume the lead oversight role in the RI/FS and RD/RA for

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Site Evaluation RcponSection: 2Revision: 1Date: 3/13/92Page: 2 of 4

this facility. This document has been prepared to enable WDNR review and concurrence

of anticipated work efforts at an early stage in the RI/FS process, prior to final definition

of the RI/FS tasks and quality control procedures to be implemented in the Work Plan and

supplementary documents. The U.S. EPA shall also be provided an opportunity to review

this document and subsequent documents and provide comments.

2.2 Objectives

The objectives of this SER are as follows:

* Compile and describe the existing regional and site-specific physiographic,

hydrologic, and geologic data available for the site;

* Identify the sources, nature and extent of known site impacts based on the

history of waste disposal activities and existing information;

* Form a preliminary evaluation of the nature of impacts to human health and

the environment;

+ Summarize the history of previous response actions;

* Develop a conceptual site model and management strategy for the observed

facility impacts; and,

* Identify the data collection needs to complete physical, source, contaminant

extent and migration pathway characterizations, and to perform a baseline risk

assessment.

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S//e Evaluation ReponSection: 2Revision: IDate: 3/13/92Page: 3 of 4

Previous investigations and remedial activities that were conducted at the Better Brite NPL

site are described herein. The previous site investigation results have been utilized to the

fullest extent possible to avoid unnecessary duplication of efforts.

2.3 Report Organization

This report format is consistent with guidelines generally outlined in the U.S. EPA interim

final guidance for preparing the RI/FS Work Plan (U.S. EPA, 1988a). Consistent with this

format, the SER is presented in "Document Control Format" to facilitate incorporation of

WDNR comments/revisions, as appropriate.

Section 3.0 includes a discussion of the existing data for the region including geology,

hydrogeology and anthropogenic information which pertains to both the Lande Street and

6th Street locations. Section 4.0 analyzes site specific information pertinent to the Better

Brite Zinc Shop (Zinc Shop) and Section 5.0 analyzes site-specific information from the

Better Brite Chrome Shop (Chrome Shop). These sections discuss the site history, previous

investigations, and corrective measures performed to date at each shop. This data is

evaluated with respect to defining known and suspected sources of impacts and the quality

of data collected. Section 6.0 presents a conceptual site model for the compounds of

concern, their migration pathways and routes of exposure. Site management strategies for

the locations are included in Section 7.0 which preliminarily identifies technologies for

remedial actions at the sites which are potentially appropriate to supplement, if needed,

those remedial actions which have already been implemented, as well as those technologies

which may be appropriate for currently undefined sources. Section 7.0 also preliminarily

identifies separate operable units for implementation of probable remedial response actions.

The data collection needs are described in Section 8.0.

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Site Evaluation ReponSection: 2Revision: 1Date: 3/13/92Page: 4 of 4

Data sources referenced within this report are compiled in Section 9.0. Supplementing this

bibliography are a number of appendices which contain the raw data collected from previous

investigations used in Simon Hydro-Search's analysis of site conditions. This data includes

analytical laboratory reports, soil boring logs, monitor well construction details, and other

pertinent information. Figures, tables, and plates referenced in this report narrative follow

Section 9.0.

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Site Evaluation ReportSection: 3Revision: 1Date: 3/13/92Page: 1 of 11

3.0 BACKGROUND

This section presents a review of the existing data for the site. This review encompasses a

description of the site's physical setting, including regional geology and hydrogeology.

3.1 Physical Setting

3.1.1 Location and Description

The Better Brite Chrome and Zinc Shops are located in the City of De Pere, Brown County,

Wisconsin (Figure 2-1). The Shops are located about 2,000 feet apart in Sections 21 and

28 in De Pere Township (T23N, R20E) and consist of 1.5 acres and 0.5 acres for the

Chrome and Zinc Shops, respectively. Both Shops are situated approximately 0.25 mile west

of the Fox River, and are in primarily residential areas. Both plating shops are currently

decommissioned and most or all manufacturing equipment has been removed from the sites.

The City of De Pere is located in west-central Brown County, approximately 2 miles south

of Green Bay. The population of De Pere is approximately 16,500 (WDOH, 1991). De

Pere has six municipal wells, located in the deep sandstone aquifer, none of which are

currently contaminated. All of the De Pere municipal wells are within 3 miles of the Shops,

with the closest well occurring 250 feet west of the Zinc Shop. The Zinc Shop and Chrome

Shop were combined as one site for joint nomination to the NPL because of their proximity

to one another and related background. The site was nominated for inclusion on the NPL

in October, 1989 and added to the list in August, 1990.

The topography in the area surrounding the facilities is shown on Figure 2-1. The

topography of the area is relatively flat and slopes gently toward the Fox River 0.25 mile

east of the site (Need, 1985). Lowlands are often poorly drained and occupied by pooling

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water after precipitation events and during the spring thaw. Regional geomorphology is

primarily the result of depositional processes which occurred during continental glaciation.

Both sites are located in a mixed residential/commercial area comprised chiefly of single-

family homes. Several residential properties directly border the Zinc and Chrome Shops,

with the nearest residence located less than 30 feet to the south of the Zinc Shop.

Approximately seven residential properties are adjacent to the site (less than 15 people).

Residents living adjacent to the site are mainly of middle age. Children and grandchildren

of these residents often have frequented the yards adjacent to the site. Commercial

operations near the shops include a foundry on South Sixth Street, and a moving van line

adjacent to the Zinc Shop. A secondary school, a high school, and a small college (St.

Norbert College) are located within 1 mile of the facilities. The high school is about 800

feet (less than 2 blocks) from the Zinc Shop (WDOH, 1991).

It is estimated that 46,000 people obtain drinking water from municipal wells within 3 miles

of the site. This includes residents from De Pere as well as a portion of the AJlouez and

Green Bay communities. The Grant Street water supply well, De Pere municipal well #2,

is located about 250 feet generally downgradient from the Zinc Shop (U.S. EPA, 1989d).

Figure 3-1 shows the site locations in relation to the De Pere municipal wells. Figures 3-2

and 3-3 show the location of all ground-water monitor and extraction wells installed at the

Zinc and Chrome Shops, respectively. Information derived from previous investigations

were used in the description of site-specific subsurface conditions in Sections 4.0 and 5.0

3.1.2 Physiography

The City of De Pere is located in an area along the Fox River which was formerly

submerged by glacial Lake Oshkosh. The immediate area around the sites exhibit the

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topographic characteristics of the off shore deposits of the former glacial lake. This area

typically has smooth, gently sloping topography with some slopes steepened by post glacial

stream erosion. The landforms in the area were formed by the Green Bay Lobe and the

lakes and streams associated with continental glaciation as it flowed southwesterly across the

area 13,000 to 15,000 years ago, during the Wisconsinan glaciation. The native surficial

deposits in the area generally consist of several feet of topsoil and silty clay lacustrine

deposits overlying a sequence of reddish brown calcareous silty clay till.

3.1.3 Climate

The climate of Brown County is typical of the north-central part of the United States,

somewhat modified by the proximity of Green Bay and Lake Michigan. The average annual

temperature in De Pere is 79° F in the summer and 19 °F in the winter.

The average annual precipitation is 31.58 inches. About 3.5 inches normally falls each

month in May, June, July, August, and September; about 2.5 inches in April and October;

about 2 inches in March and November; and about 1.5 inches in December, January, and

February (Drescher, 1953).

3.1.4 Soils

The general soil association present in the Zinc Shop area is the Onaway-Solona Association

(Link, 1974). This Association consists of deep, well drained and somewhat poorly drained,

nearly level to moderately steep soils that have a loamy subsoil. These soils are formed on

glacial till plains.

In Figure 3-5, two soil units are mapped within the Better Brite property boundaries:

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* Oshkosh sandy loam. 2 to 6 percent slopes (OmB): Occurring throughout the

Zinc Shop site, and described as well-drained and moderately well drained

soils on lacustrine plains dissected by V-shaped valleys, dark gray to very dark

grayish brown silt loam about 4 inches thick. The subsurface layer is weak

red silt loam about 3 inches thick. The subsoil is dark reddish gray to reddish

brown silty clay. These soils have medium available water capacity and are

slowly permeable.

* Kewaunee silt loam. 2 to 6 percent slopes (KhB^: Present at the Chrome

Shop, and are described as deep, well drained to moderately well drained soils

on glacial till plains, dark grayish brown, silt loam over silty clay loam,

underlaid at a depth of approximately 30 inches by silty clay, then heavy clay

loam at 60 inches below ground surface (bgs).

3.1.5 Surface Water

De Pere is located in the Fox River drainage basin, which is part of the Fox Wolf River

drainage basin, and occupies a large portion of east-central Wisconsin. A surface water

divide between the Fox-Wolf River and Lake Michigan drainage basins trends north-south

to the east of De Pere and a second surface water divide between the Fox-Wolf River and

Menominee-Oconto-Peshtigo River basin trends northeast southwest to the northwest of De

Pere.

The surface water feature located nearest to the Zinc and Chrome Shops is the Fox River,

which is approximately 0.25 mile north of the Zinc Shop and east of the Chrome Shop. The

Fox River is completely contained within an area of controlled surface water discharge.

Many dams and flow controls are located along the river. The dam closest to the site is the

De Pere Dam located approximately 0.5 miles to the northeast of the sites. Eventually, the

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Fox River feeds into Green Bay. Discharge of the Fox River was measured to be in excess

of 4,000 cubic feet per second at Rapide Croche Dam which is located approximately 10

miles to the south of (upstream from) De Pere. Thus, flow rates in De Pere are likely to

be significantly higher (Olcott, 1968).

Storm water runoff from the Better Brite shops commonly runs overland, often across

adjacent properties to points where it is collected by storm sewers, which are located at the

back of the property to the east, and in the street to the west at the Zinc Shop. Storm

sewers are located in several home backyards to the south and west of the Chrome Shop.

Storm sewers discharge to the Fox River to the north of the Shops.

3.2 Regional Geology

3.2.1 Unconsolidated Deposits

Most landforms and surficial deposits in Brown County were formed during the Wisconsin

glaciation, which occurred approximately 13,000 to 15,000 years ago. The primary ice mass

that formed the deposits was the Green Bay Lobe of the Lake Michigan Glacier. These

glacial sediments consist of unconsolidated clay, silty clay, silty clay loam, and clay loam till.

Most of the region in the vicinity of western De Pere is covered by glacial lake deposits

which were deposited by Lake Oshkosh and Lake Nipissing. The glacial lake deposits

usually have smooth gently sloping topography with some slopes steepened by post glacial

stream erosion. The Zinc Shop is underlain by clayey offshore sediment on the Nipissing

Lake plain which typically consists of well stratified silty clay loam, silty clay and clay having

smooth nearly level topography. The Chrome Shop is underlain by clayey offshore

sediments of the Lake Oshkosh Plain. This is nearly identical to that of the Nipissing Lake

plain; however, the topography is gently sloping to nearly flat and the unit is commonly

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dissected by streams. The lake plain deposits are likely underlain by till of the Glenmore

member and/or till of the Chilton member. Both of these tills are reddish brown calcareous

silty clay loam (to clay loam till in the case of the Chilton member).

The thickness of the unconsolidated glacial deposits in the vicinity of the City of De Pere

range from 0 to 100 feet. However, at the sites, the thickness ranges between 30 and 40 feet

(Olcott, 1968; STS, 1987). These unconsolidated deposits consist of members of the

Kewaunee Formation deposited in late Wisconsinan time (Need, 1985).

3.2.2 Bedrock Geology

In west-central Brown County, surficial bedrock is Ordovician-age Dolomite of the Sinnipee

Group, underlain to the east of the Fox River by the Ordovician-age Maquoketa Shale. The

Maquoketa shale pinches out in some areas west of the Fox River, and is not present at the

Grant Street municipal well in De Pere. The bedrock immediately underlying glacial

sediments in western Brown County (Table 3-4) is the Ordovician-age dolomite of the

Sinnipee Group, which consists primarily of the Platteville Formation (Olcott, 1968).

Underlying the Sinnipee Group, in descending order, are the St. Peter Sandstone and Prairie

du Chien Group of Ordovician age; and the Trempealeau Formation (including the Jordan

Sandstone and St. Lawrence Dolomite), Tunnel City Group (formerly Franconia Sandstone),

Wonewoc Sandstone (formerly Galesville Sandstone), Eau Claire Sandstone, and Mt. Simon

Sandstone of Cambrian age. The Paleozoic strata rest on an uneven Precambrian surface.

All of these units dip toward the east. Stratigraphy for the Paleozoic deposits is summarized

on Figure 3-4. Two regional cross sections from Brown County, one trending north-south

and one trending east-west, are included as Figures 3-5 and 3-6.

The bedrock topography was shaped by preglacial and glacial erosion of the exposed

bedrock. The dominant feature is a northeast to southwest trending bedrock valley which

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Site Evaluation ReportSection: 3Reiision: 1Date: 3/13/92Page: 7 of 11

is the ancestral Fox River Valley. The thalweg, or deepest part of this bedrock valley, likely

passes directly underneath the City of De Pere as indicated by the modern Fox River

location (Olcott, 1968).

3.3 Regional Hydrogeology

3.3.1 Aquifers

Ground water is used for domestic and agricultural water supplies for nearly all of Brown

County (Olcott, 1968). Water from wells comes from one of several aquifers: the Niagara

dolomite aquifer, the Galena-Platteville aquifer, or the sandstone aquifer. The

unconsolidated deposits are not likely productive aquifers in this region because of the high

clay content. The Niagara aquifer is present in this area, generally east of the site, and the

Galena-Platteville aquifer underlies the site. Both may yield as much as 50 gpm, but they

are not important aquifers. The St. Peter sandstone, together with the Prairie du Chien

group, collectively yield as much as 500 gpm with larger yields locally (Ocott, 1968). This

is the primary aquifer for De Pere and other communities in this area (Krohelski, 1986).

The unconsolidated deposits and the Niagara dolomite generally behave as an unconfmed,

water-table aquifer. Where Maquoketa Shale or other confining layers are present, the

deeper sandstone aquifer is confined and is hydraulically independent of the other two

stratigraphically higher aquifers. It is estimated that the sandstone aquifer annually receives

2 to 4 inches of recharge from overlying material (Stoll, 1988).

3.3.2 Unconsolidated Deposits

The unconsolidated glacial lake and till deposits in this area are generally a poor aquifer.

The glacial deposits consist primarily of poorly permeable, thin, silty clay, clay, and silty clay

loam. These deposits cover much of the Fox Wolf River Basin. In western Brown County,

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Site Evaluation ReportSection: 3Re\-ision: 1Date: 3/13/92Page: 8 of 11

the thickness ranges from 0 to more than 100 feet, and its saturated thickness also ranges

from 0 to more than 100 feet (Olcott, 1968). The glacial lake and till aquifer includes all

saturated permeable unconsolidated materials extending from the land surface to the top

of bedrock. The municipal water supply wells in the City of De Pere do not use this aquifer.

Water table elevations of the glacial aquifer are approximately 600 feet mean sea level

(msl). Levels are slightly lower at the Zinc site and slightly higher than this at the Chrome

site (STS, 1987). The direction of regional ground-water flow in the glacial aquifer at the

Better Brite site is predominantly to the northeast. Recharge occurs due to precipitation

and is estimated at 3 inches per year (Knowles, 1964). The amount of recharge in a given

area depends mainly on the type of soil present at the land surface, slope, and other factors.

Discharge occurs to surface water bodies. In the vicinity of the site, the Fox River is a

major regional discharge area for shallow ground water.

3.3.3 Shallow Bedrock

The Ordovician Galena-Platteville Formation is considered a separate aquifer from the

underlying St. Peter Sandstone; however, it is capable of furnishing small amounts of water,

usually less than 50 gpm, in the area. Typically, the water occurs under artesian conditions,

largely in joints and along bedding planes. Water in the upper part of the dolomite of the

Platteville Formation is probably derived from the overlying drift, whereas that in the lower

part is probably from the underlying St. Peter Sandstone where the Platteville is overlain

by the Ordovician Maquoketa Shale, such as to the east of the Fox River. The Platteville

Formation is of little importance as an aquifer. This formation is approximately 150 feet

thick in the vicinity of the sites. Ground-water flow in the Platteville Formation is generally

towards the northeast (Drescher, 1953).

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Site Evaluation ReportSection: 3Rc\ision: 1Date: 3/13/92Page: 9 of 11

3.3.4 Deep Bedrock

The sandstone aquifer underlies east-central Wisconsin and is an important source of water

supply. In Brown County, the sandstone aquifer is the principal source of water for many

municipal and industrial supplies. The sandstone aquifer includes all sedimentary bedrock

units below the top of the Ordovician St. Peter Formation, and that part of the Platteville

aquifer overlain by the Maquoketa Shale. Ground water in the sandstone is found in

openings along fractures and bedding planes and in the interstices between the sand grains.

The permeability of the sandstone aquifer is variable, especially vertically, because of

changes in the sorting of the sand and the presence of the dolomite strata in the upper part

of the aquifer. The beds of sandstone in the lower part of the aquifer probably have the

greatest permeability and the most productively. Estimates of transmissivity and storage of

the sandstone aquifer were made based on aquifer tests. The results of these tests indicated

average coefficients of transmissivity and storage of about 12,000 gallons per day per foot

and 0.00025, respectively (Knowles, 1964). The saturated thickness of the sandstone aquifer

in Brown County ranges from less than 600 feet to more than 1,800 feet, and well yields of

500 to 1,000 gpm are common. The regional potentiometric surface slopes generally to the

northeast due to extensive pumping in the urban areas of Green Bay, Wisconsin and

surrounding communities (Knowles, 1964). Ground-water pumping has been reduced since

Green Bay began use of surface water (Lake Michigan) to supply most of its needs.

3.4 City of De Fere Municipal Water Supply System

The City of De Pere's municipal water supply system consists of six high capacity wells (City

Well # 1 through #6), two elevated storage tanks, and a distribution system (Figure 3-1).

All of the municipal wells terminate in the sandstone aquifer. City Well #2, also referred

to as the Grant Street well, is the closest well to both sites. The well is located

approximately 250 feet from the Zinc Shop in the central section of west De Pere, has a

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diameter of 12 inches, and is approximately 765 feet deep. This well is currently in use and

has been since its installation in 1955. From July 1990 through June 1991, the Grant Street

well provided approximately 13% of De Pere's water (WDNR, 1991b). Data from the

WDNR files pertaining to municipal well construction and sampling are included as

Appendix A.

3.5 Private Water Supply Wells

The Wisconsin Geological and Natural History Survey (WGNHS) was consulted by the

WDNR regarding the existence of private water supply wells within a 2-mile radius of the

Better Brite shops. WGNHS records encompass 143 Well Constructor's Reports for private

water supply wells and geologic logs for high capacity (>70 gpm) wells submitted by well

drilling contractors during the period through 1991.

Based on the records search performed by WDNR, Well Constructor's Report were

identified in the sections or portions of sections encompassing a 2-mile radius around Better

Brite. The WDNR Summary Figure and Summary Table of Well Constructor's Reports and

Geologic Logs are contained in Appendix H.

The Well Constructor's Reports indicate the potential existence of domestic water supply

wells, excluding the De Pere municipal wells. In general, the total depth of all of the

identified wells drilled prior to 1955 is less than 300 feet, with nearly half of those being less

than 105 feet deep. Those wells less than 160 feet deep appear to be utilizing the

limestone/dolomite aquifer for water, while those drilled deeper utilize the underlying

sandstone.

Many of the wells drilled since 1955 are also less than 105 feet deep and again, nearly all

of the wells identified are less than 300 feet deep.

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The depth to bedrock noted for the area of interest is generally less than 100 feet with the

greatest depth mentioned being 159 feet. At the Better Brite Chrome Shop the depth to

bedrock is 40 feet.

To determine if any wells are currently present in the immediate vicinity of the Better Brite

Shops, a door to door survey was jointly performed by the WDNR and the City of De Pere

during September of 1991. WDNR and City personnel investigated a total of 91 locations,

including residences and businesses, in the area of the two shops. The survey consisted of

asking the residents if they had knowledge of any wells on their property and looking over

the individual properties and basements for indications of wells. Many of the homes were

not expected to have private wells due to building construction after the availability of the

municipal water supply, thus, the investigation, to some degree concentrated on older homes.

The result of the door to door survey and information previously obtained by the City of De

Pere through its ongoing efforts to locate private wells within city limits has been included

in Appendix H.

The results of the door to door survey indicated the presence of five unused wells and two

private wells in the area of the Better Brite site. One of the wells currently in use (1026

South 7th Street) has been sampled without detection of contamination related to the Better

Brite site. Continued periodic sampling of this well is anticipated. The remaining well that

is in use (Patriot Way) has not been sampled as part of the Better Brite remediation efforts

due to its location relative to the site. At least one of the unused wells (908 South 6th

Street) remains open and will require abandonment after sampling and evaluation of the

results. Due to the proximity of a possibly unabandoned well reported at 1019 South 6th

Street to the Chrome Shop proper abandonment and sampling should be considered.

Additional information is included in Appendix H.

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Site Evaluation ReportOSection: 4Revision: 1Date: 3/13/92Page: 1 of 34

4.0 SITE SPECIFIC EVALUATION - ZINC SHOP

4.1 Site Specific Description

The Zinc Shop is located at 315 South 6th Street in the City of De Pere, Wisconsin (Figure

2-1). The parcel of land occupied by the Zinc Shop is odd shaped and covers approximately

1/2 acre. A legal description of the property boundaries is contained in Appendix C. There

are private residences immediately to the north and south of the property and a North

American Vanlines (NAV) facility, which was thought to be a former farmers' cooperative,

to the east. Across 6th Street, to the west, are private residences. The municipal well closest

to the site is located slightly beyond the homes to the west, approximately 250 feet from the

site. The Fox River is approximately 1/4 mile to the north and east of the Zinc Shop. A

small private college is within 1/8 mile to the east of the site (U.S. EPA, 1989c).

There is one structure on the property which consists of a 120' by 60' building (wooden

conventional framed) with a concrete loading dock. The building is located adjacent to the

property line on the south and the 6th Street sidewalk to the west. There are gravel parking

areas east and north of the building (Figure 3-2) (U.S. EPA, 1989c).

Historical maps and air photographs were obtained to investigate previous land use at the

site. Four Sanborn maps from 1914, 1925, 1951, and 1953 were available for the area

currently occupied by the Zinc Shop. The 1914 map does not indicate any structures in the

vicinity of the Zinc Shop. The 1925 map shows the AJbers and Rupiper Lumber and

Millwork facility at the present day Zinc Shop site (Figure 4-1). Two homes had been

constructed near the site, one to the north and one to the south, and a bulk station of the

Winona Oil Company was located to the southeast of the lumber and millwork facility.

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The 1951 Sanborn maps indicate that the lumber and millwork facility was present at the

site but had undergone reorganization slightly with some buildings enlarged and/or

otherwise restructured (Figure 4-2). Two additional buildings used for woodworking and

storage had been constructed to the south and a bulk oil station owned by Standard Oil

Company was located to the east. The gas tanks from the Winona Oil Company were still

present to the southeast but in 1951 they were labelled as belonging to the Progressive

Farmers Oil Company. Two additional buildings had also been constructed nearby, a store

to the southeast, and a welding shop to the north.

In 1953, the lumber company is listed as the Rupiper Lumber Company and had again

undergone some restructuring from the previous map (Figure 4-3). Oil tanks are listed to

the northeast but not shown. No other significant changes are noticeable.

Historical air photographs of the site were obtained from Wisconsin Department of

Transportation (WDOT). Photographs were available from 1963, 1965, 1968, 1972, 1986,

and 1987. In addition, photographs were taken in November of 1991 by Aerometrics

primarily for use in preparing a detailed topographic map for the site.

The photographs provide additional historical information for the shop and surrounding

area. Examination of the Zinc Shop property on the air photographs revealed two main

buildings in 1963. One of these buildings is the current Zinc Shop facility building, and the

second appears to be a building remaining from the lumber facility. These two buildings

are apparent on the 1965, 1986, and 1972 air photographs. On the 1986 photograph, the

second building is no longer present. The 1987 and 1991 photographs show the property

to be similar to the 1986 photograph.

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4.2 Site Hydrogeology

4.2.1 Site Geology

4.2.1.1 Topography

The property is relatively flat with an average elevation of 602 feet MSL. Very slight

surface drainage is towards the northeast into a storm sewer manhole about midway

between the building and NAV (Figure 4-4). The surrounding area is also fairly flat with

a slight slope toward the Fox River. Sixth Street slopes relatively steeply toward Grant

Street. The river is approximately 1/4 to 1/2 mile east of the site (U.S. EPA, 1989c).

4.2.1.2 Stratigraphy

Six borings were drilled on site at locations shown on Figure 4-5. The site stratigraphy

generally consists of 1 or 2 feet of fill, typically well graded sand and gravel, overlying

approximately 28 to 30 feet of unconsolidated deposits of Pleistocene lacustrine origin

consisting primarily of silty clay with lenses and seams of silts, silty sands, clayey sands, and

gravels. Dolomite bedrock containing minor limestone and shale (Ordovician-Sinnipee

Group) underlies the lacustrine sediments approximately 30 feet below the ground surface.

Ordovician St. Peter sandstone underlies the dolomite at a depth of approximately 180 feet

bgs, based on information obtained from the drillers log for the Grant Street municipal well.

A geologic cross section of the unconsolidated lacustrine deposits at the site are shown in

Figure 4-6. No borings at the site extended into the bedrock so the exact depth and nature

of the dolomite under the site is not known. Existing borehole logs performed on the site

are contained in Appendix D.

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4.2.1.3 Material Properties

Few data are available on the material properties of the unconsolidated deposits underlying

the site. Grain size distribution analyses (ASTM D 422) were performed on two samples

collected at the site. The samples were collected from the interval 12 to 14 feet bgs at W-l

and from the interval 24 to 26 feet bgs at W-3. Grain size distribution results indicated that

the samples are classified as silty clay (CL-ML) according to the Unified Soil Classification

System. The material property information for soils is included as Appendix E (STS, 1987).

4.2.2 Site Hvdrogeologv

The ground-water flow regime beneath the site consists of three distinct water bearing units

which appear to be hydraulically connected as one aquifer. These units include the

following:

* Sandy silt aquifer consisting of unconsolidated higher permeability zones in

the lacustrine deposits,

* Dolomite of the Sinnipee Group consisting of Ordovician-age dolomitic

bedrock, and

* Lower sandstone aquifer consisting of Ordovician/Cambrian-age St. Peter

hydrostratigraphic unit.

These aquifers were described in the previous Section.

In the vicinity of the site, the upper aquifer is of limited extent and has low porosity and

permeability. Consequently, it has low productivity and is not utilized for domestic water

supply. However, even though the permeabilities of the soils are low (1.9 x 10"* to 9.0 x 10"9

Qimnnall I lUII =;inj


cm/sec), the clays are fractured and likely contain secondary permeability features (STS,

1987). The dolomite aquifer, although it is likely productive, especially due to the common

karst features at the bedrock/unconsolidated deposit interface, is not commonly used for

water production although some private wells utilize this aquifer. The St. Peter Sandstone

is the main aquifer for this region and is noted for its high productivity for water supply

purposes.

Ground-water gradients and hydraulic properties of the unconsolidated deposits are

discussed below. These topics are not discussed for the deeper bedrock aquifers because

no site-specific data is available for these aquifers in the vicinity of the site.

4.2.2.1 Flow Directions and Gradients

The six ground-water monitor wells at the Zinc Shop were installed by STS, Inc. in 1987.

These wells can be generally grouped into two categories: shallow water table wells and

piezometers. Logs for these wells are included in Appendix F. The shallow water-table

wells range in depth between 18.8 and 20.1 feet, while the piezometers range in depth

between 30.1 and 31.0 feet. Water level measurements of nested shallow water-table wells

and piezometers (Appendix G) indicate that significant downward vertical hydraulic

gradients exist at the site in the silty clay. Average vertical gradients range from -0.31 to

-0.72 ft/ft. The maximum vertical gradients range from -1.15 to -2.35 ft/ft suggesting that

ground water within the silty clay deposits may be perched. The piezometric surface of the

bedrock aquifer dips to the northeast, possibly due to pumping from high capacity wells in

the area, and possibly due to the proximity to the Fox River (Figure 4-8).

The configuration of the water table and the direction of ground-water flow in the upper

portion of the unconsolidated deposits at the site was previously investigated (STS, 1987).

The water table surface has a slight slope to the northwest, coincident with surface

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Site Evaluation ReponOSection: 4Revision: 1Date: 3/13/92Page: 6 of 34

topography, toward a shallow ravine. This slope is perpendicular to that of the piezometric

surface (northeast). Figure 4-7 shows the configuration of the water table surface as

measured in 1987. The principal direction of flow is to the northwest, with an average

horizontal gradient of about 0.002 ft/ft. Regional ground-water flow generally flows to the

northeast towards the Fox River and Green Bay (STS, 1987).

4.2.2.2 Hydraulic Properties

Hydraulic properties of the lacustrine deposits were determined from constant head

permeability testing conducted on undisturbed soil samples in the laboratory. The samples

were collected from the interval 12 to 14 feet bgs at W-l and the interval 24 to 26 feet bgs

at W-3. The results indicate average permeabilities of 9.0 x 10"9 cm/sec for the W-l sample

and 5.1 x 10'9 cm/sec for the W-3 sample (STS, 1987). These values are within the normal

range of values (10~10 cm/s to 10"7 cm/s, Freeze & Cherry, 1979) typical for this type of clay

material. The data from these tests is presented in Appendix H. No baildown or pump

testing was conducted on the wells at the site; therefore, in situ estimates of hydraulic

conductivity are not available.

4.3 Site History and Response Actions

4.3.1 Site History

In the late 1960s, the lumber yard at 315 South Sixth Street was converted into a chromium

plating operation by Better Brite Plating, Inc. (Better Brite). In February, 1967 Better Brite

Plating, Inc. purchased, by land contract, the Sixth Street property from Leland Rupiper.

The contract was satisfied and the deed transferred to Better Brite Plating, Inc. in March

of 1973 (WDNR, 1992). Better Brite opened an additional chromium plating facility in the

mid 1970s at 519 Lande Street. In the late 1970's, the main function of the Sixth Street

UQI cimnnHal Oil MUM


facility shifted from chromium to zinc plating. The Sixth Street facility is now referred to

as the Better Brite Zinc Shop (ID# 006132088) and the Lande Street facility as the Better

Brite Chrome Shop (ID# 560010118). The Chrome Shop used large vertical in-ground

tanks for plating 20-foot paper rollers. It is indicated that similar in-ground tanks were also

used, and are still thought to be present, under the building at the Zinc Shop. The

condition of these tanks is unknown (WDNR, 1991a).

On February 13, 1980, in response to a complaint from a neighbor, the first samples of

ponded water were collected by the WDNR and analyses of the soils established the

presence of contamination at the site. These samples were collected near the south edge

of the Zinc Shop building along the property line. Laboratory analysis confirmed that the

water contained between 8.1 and 56 mg/1 zinc, between less than 0.1 and 0.6 mg/1

chromium, and between 0.1 and 0.6 mg/1 cyanide.

Through 1970's poor operational practices allowed plating solutions and rinse water to flow

from the building between the floor and sill plate along the south and east sides of the

building. The soil along the perimeter of the building was replaced with gravel (WDNR,

1979). Zenner stopped this leakage of rinse water in approximately 1985 (WDNR, 199Ib).

On April 21, 1983, a neighbor complained about spillage of wastewater from the Zinc Shop.

WDNR investigated and observed that a hose, extending from a pump in a below grade

loading dock to a sanitary sewer, was leaking and forming a puddle. The puddle ultimately

flowed to a storm sewer about 150 feet away. Analyses of the water samples collected by

the WDNR revealed a concentration of 8.4 mg/1 dissolved zinc in the puddle; 4.9 mg/1

dissolved zinc and 25 mg/1 cyanide at the loading area; and 5.6 mg/1 total zinc at the inlet

to the storm sewer. Analysis for chromium content was not completed (WDNR, 1983a).

Q i m n nOIIIIUII


On May 30, 1983, an inspection of the facility was conducted by personnel from the Air

Management Section of WDNR. They observed rinse waters from within the building

mixing with spilled chemicals around drums and running out the door, as well as dead

vegetation between the sidewalk and 6th Street. Two composite surface soil samples were

collected and analyses of the soils revealed that the samples contained between 270 and 380

mg/kg cyanide, 2,800 and 2,600 mg/kg sodium, 1,500 and 2,600 mg/kg zinc, 100 and 170

mg/kg chromium and 28 and 38 mg/kg cadmium. From this information, it appears sodium

cyanide and a mixture of plating solution was spilled out the door of the facility (WDNR,

1983b).

On or about September 5, 1985, Better Brite filed a voluntary petition for corporate

reorganization under Ch. 11 of the Bankruptcy Code. Between September 16, 1985 and

August 27, 1986 John Zenner operated the Zinc Shop as examiner/trustee (Weston-Major,

1990b). During this time Better Brite installed and operated an industrial wastewater

treatment facility. Operation of this system commenced on or about May 11, 1986, and

continued until approximately July 14, 1986. During this time, drums of sludge waste were

generated (WDNR, 1986b). The actual effectiveness of this system is unknown.

On September 27, 1985, a sampling program was conducted by the WDNR around the Zinc

Shop facility. Six soil samples were collected at locations where liquids were observed

leaking from the building and areas with stressed or no vegetation. Three samples were

collected along the southern property line from 0 to 6 inch depth. The fourth sample was

collected immediately adjacent to the Zinc Shop building from 0 to 6 inch depth in about

the middle of the building along its east side. The fifth and sixth samples were collected

along the middle of the east wall of the building from depth of 0 to 6 inches and 6 to 12

inches. Analysis of these samples revealed that the soils contained between 410 and 13,000

mg/kg zinc, 6.9 and 64 mg/kg cyanide, 55 and 1,100 mg/kg chromium, 18 and 460 mg/kg

lead and 1 to 43 mg/kg cadmium (WDNR, 1985).

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Site Evaluation ReponOSection: 4Re\ision: 1Date: 3/13/92Page: 9 of 34

On June 27, 1986, the WDNR collected two water samples from the sump in the basement

of the Smet's house, immediately south of the facility (401 S. Sixth Street). The samples

contained elevated chromium concentrations of 1.1 and 5.8 mg/1 (WDNR, 1986a).

On August 8, 1986, the WDNR documented a "toxic and hazardous materials incident" at

the Zinc Shop facility in which the treatment tank overflowed and approximately 15 gallons

of liquid flowed into Sixth Street. The incident was addressed by the facility personnel and

the liquid was cleaned up (WDNR, 1986c).

In December 1986, John Zenner officially purchased the Zinc building and its equipment

(with exception of the hazardous waste accumulated at the site). He leased the property

underlying the building and incorporated under the name, the Zinc Shop, Inc. Operations

at the Zinc Shop, Inc. continued until July 1989.

Since 1980, there has been ongoing investigations and litigation between the State of

Wisconsin and The Zinc Shop, Inc.; Platers, Inc.; Better Brite Plating, Inc.; David Matyas

(Better Brite Bank, Trustee); and John Zenner (Bank Examiner for Better Brite Plating,

Inc. and owner of Platers Inc. and Zinc Shop, Inc.) in regard to spills, hazardous waste and

wastewater violations. Currently, these cases are still pending in state and federal courts

(WDNR, 1991b).

4.3.2 Previous Investigations

WDNR and U.S. EPA have undertaken a series of investigative studies and implemented

several actions to address impacted soil and ground water found at the Zinc Shop and

adjacent property. Brief descriptions of the purpose, scope, methods and major findings for

each of the previous site investigations are provided. The reports are summarized below

in chronological order.

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December 1986 "Site Assessment and Emergency Action Plan for Better Brite Plating.

Inc. De Pere. Wisconsin." Weston-Sper. Technical Assistance Team

(TAT). Region V. Chicago. IL

U.S. EPA's Emergency and Enforcement Response Branch (U.S. EPA EERB) was asked

to respond by the WDNR in October of 1986. Samples were collected from the sump water

and sediment at the home immediately to the south of the site (Smet residence, 401 S. Sixth

Street) and from soil on the south side of the Zinc Shop site. An inventory of materials and

storage units present on site was taken. Samples were also collected from inside the Zinc

Shop facility, including liquid from the floor sump, treatment sludge and treatment system

effluent. All samples were analyzed for priority pollutant (pp) metals and cyanide. In

addition, the treatment sludge was analyzed for EP toxicity.

Both the liquid and the sediment samples collected from the neighboring (Smet's) basement

sump contained elevated concentrations of chromium (73 mg/1 and 1,320 mg/kg,

respectively). The sump sediment sample also contained elevated concentrations of zinc and

total cyanide, confirming the presence of contamination off-site. Samples collected from the

sump in the facility contained elevated concentrations of chromium, zinc and cyanide, as did

the treated effluent sample, although the concentrations were lower than in the Zinc Shop

sump sample. The sampled process sludge contained elevated concentrations of a number

of different metals and cyanide, and exceeded the EP Toxicity concentration for cadmium.

The report recommended that RCRA authorities be advised of the past and present

analytical results concerning the facility. It also recommended that a RCRA inspection be

conducted to address both soil and ground water.

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October 1987 "Soil Borings. Monitor Well Installation and Groundwater Sampling.

Better Brite Zinc and Chrome Plating Sites. De Pere. WI." STS

Consultants. Ltd. Green Bay. WI

In June 1987, WDNR (under the Wisconsin Environmental Fund) conducted subsurface soil

core sampling and installed six monitor wells consisting of three water-table wells and three

piezometers at the Zinc Shop site. The purpose of the study was to characterize the soil,

determine the direction of ground-water flow, and report the results from soil and ground-

water analysis.

It was determined that ground-water flows to the northwest, toward a shallow ravine which

drains toward the Fox River. The horizontal gradient across the site was determined to be

0.002 ft/ft. The calculated piezometric surface sloped to the northeast, probably in response

to pumping from area water supply wells and proximity to the Fox River. Average vertical

gradients ranged from -0.31 to -0.72 ft/ft. Although background levels are not known, soil

samples appear to have elevated concentrations of chromium and zinc from the ground

surface to approximately 15 feet in depth. Water in the shallow water table monitor wells

(W-1A, W-2A, and W-3A) has the highest levels of contamination. The WDNR NR-140

Preventive Action Limits (PAL) for cadmium in ground water was exceeded in all wells

except W-2 and W-3. None of the wells contained water that exceeded the Enforcement

Standards (ES) for cadmium. All wells but W-l contained water that substantially exceeded

the ES for chromium. The PAL for lead was met or exceeded only in water collected from

wells W-l A and W-3 A, and none of the well water samples exceeded the ES for lead. The

ES for zinc was exceeded in water from wells W-1A, W-2A, and W-3, and may have been

exceeded in all wells. Only well W-3A contained water which exceeded the PAL for

cyanide. Water from the monitor wells was also submitted for analysis of volatile organic

compounds (VOCs). No VOCs were detected in the piezometers, W-l, W-2, or W-3. All

three of the water table wells had measurable concentrations of 1,1,1-trichloroethane and

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1,1-dichloroethane ranging from 8.6 to 690.0 ppb and 1.6 to 58 ppb, respectively. 1,1-

dichloroethylene, tetrachloroethylene and trichloroethylene was also detected in one or two

wells. Highest levels of VOCs were noted at W-3A and lowest levels at W-2A. WDNR

PALs were exceeded for four VOCs at W-3A and for two VOCs at W-1A. WDNR ES were

exceeded for three VOCs at W-3A.

February 27, 1989(c) "Screening Site Inspection - Report. The (Better Brite) Zinc

Shop. Inc.". U.S. EPA ID # 006132088. Lake Michigan District

Superfund Coordinator

This report describes the procedures and results of the Screening Site Inspection (SSI)

conducted on July 26 and 27, 1988 by WDNR through a cooperative agreement with U.S.

EPA. The SSI included a site reconnaissance, sampling of four monitor wells, and a

municipal well and collection of four soil samples and one duplicate soil sample. The

results of the SSI soil sampling confirmed that chromium, cyanide, lead, zinc, and barium

were present at levels above the apparent background levels for these constituents.

The analysis of ground water confirmed the observed releases of heavy metals, in particular

chromium, which are present at extremely elevated levels in the upper aquifer. The

pesticides DDE and DDT were found in one soil sample collected at the east side of the

building. Two sources of the pesticides were suggested: fugitive material from the former

farm cooperative next door to the site, direct application of insecticides at the site.

Chemical analysis also indicated significant amounts of solvents in the upper aquifer and at

depth in W-3 (piezometer). The absence of solvents at W-3 in 1987 and the detection of

solvents in 1988, as well as the increase in the concentration of heavy metals in W-3 noted

during this time providing an indication that these contaminants are migrating downward

at the site. The ground water sample collected from the municipal well, located

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approximately 250 feet from the site, did not contain elevated levels of any of the

constituents of concern.

March 1989(d) U.S. EPA Remedial Response Program. Hazard Ranking Score

Documentation Report

A hazard assessment was performed by the WDNR, under a cooperative agreement with

U.S. EPA, utilizing the Hazard Ranking System (HRS). The HRS is a standardized scoring

system designed to address the range of human health and environmental impacts resulting

from the release of hazardous substances. The resulting HRS score is used by U.S. EPA

to provide a ranking of the relative hazard posed by evaluated sites being considered for

nomination to the National Priorities List (NPL). An HRS score of 28.5 or greater is used

to qualify a site for the NPL under the Comprehensive Environmental Response,

Compensation, and Liabilities Act (CERCLA) of 1980. The Zinc and Chrome Shops were

combined as one site for the purpose of the HRS evaluation due to the proximity of the two

sites, the nature of the contamination, and the common history of the sites. The overall

Better Brite site HRS score was 48.91, and the site was subsequently listed on the NPL in

August, 1990.

December 11, 1989 WDNR File Report

WDNR collected three samples from the Smet's basement located immediately south of the

Zinc Shop. Sample #1 was scraped from the basement floor near the hot water heater in

the southeast corner of the building. Sample #2 was scraped from the lower portion of the

west central wall, and #3 was from precipitate and scrapings inside and around the sump

pump. A fourth sample was collected from the outside south wall of the Zinc Shop building.

This sample appeared to be insulating material exposed to the building foundation. The

results of the analyses are as follows: #1 - chromium at 1,600 mg/kg, cyanide at 2 mg/kg,

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#2 -chromium at 1,300 mg/kg, cyanide at 31 mg/kg, #3 - cyanide at 14 mg/kg, and #4 -

cyanide at 960 mg/kg.

January 1990(a) "Removal Action Plan for Better Brite Zinc. De Pere. WI". Weston-

Major Programs Division. Technical Assistance Team. Chicago. IL

Upon the request of the WDNR, U.S. EPA performed a second site assessment at the Zinc

Shop in October, 1989. This assessment confirmed WDNR reports of illegal storage of

hazardous materials and contamination of surface soils in an adjoining residential property.

Based on this assessment, a work plan was developed for the elimination of the immediate

threats to human health and the environment. Some of the proposed measures for the Zinc

Shop were implemented within several months of the completion of the assessment. These

measures included the following:

* Hazardous materials stored in tanks, drums, and plastic containers on site

were sampled and sorted according to type,

* The building was secured and heating was installed to prevent freezing of the

wastes during winter,

* The wastes were later shipped to a U.S. EPA (RCRA) approved disposal

facility, and

* All tanks, vats, and the floor of the facility were decontaminated.

* Sampling of soils from the Zinc Shop and the yards of adjoining residences

to date was compiled and examined.

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* Prior analysis of sump water in a neighboring residence was also compiled,

along with samples collected from several monitor wells.

Elevated levels of metals, especially chrome and cyanide, as well as VOCs had been

detected in the ground-water samples. An extent of contamination study still remained to

be conducted, before contaminated soils could be excavated and removed from the site and

replaced by topsoil.

February 19, 1990(b) WDNR File Report

Three samples of solid materials were collected from the Smet's basement for the purpose

of determining their hexavalent chromium concentration. Sample #1 was collected from

the basement floor near the hot water heater in the southeast corner of the building. #2

was scraped from the lower portion of the west central wall. These locations are identical

with those of the December 11, 1989 sampling. Sample #3 was scraped from the floor in

the northwest corner of the building. Sample #1 contained 390 mg/kg hexavalent chromium

and 1,740 mg/kg total chromium, #2 contained 420 mg/kg hexavalent chromium and 2,280

mg/kg total chromium, and #3 contained 650 mg/kg hexavalent chromium and 10,200

mg/kg total chromium.

March 15, 1990(c) WDNR File Report

A sample was collected from flood waters in the basement of the home to the south of the

Zinc Shop (Smet). The analyzed sample contained about 10 mg/kg hexavalent chromium.

This resulted in the installation of a sump pump in the Smet basement and the direction of

collected water to the De Pere sanitary sewer. A sample was also collected from the

Lindsley's (309 S. Sixth Street) basement and contained 0.05 mg/kg total chromium.

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May 15, 1990 "Report of Soil Test Results for Better Brite Plating Inc. Zinc Facility.

De Pere. Wisconsin". ATEC Associates. Inc.. Indianapolis. Indiana

ATEC and Associates, Inc, working under the direction of U.S. EPA TAT, reported the

results of soil sampling at the Zinc Shop. Three insulation samples had been previously

collected from the Zinc Shop building by the TAT on March 23, 1990. Soil samples had

originally been collected on March 22, 1990 but the samples were collected at a depth of

approximately 12 inches, which was determined to be too shallow. Soils were resampled on

May 3, 1990 from a depth of approximately 3.5 feet. Two soil samples were collected in the

Lindsley's (309 S. Sixth Street) garden, two from either side of the extraction sump, and two

from between the Smet's residence and the Zinc Shop building. A sample was collected

near Butler Street, on the far side (south) of the Smet's garage for a standard background

level. The samples were analyzed for 24 metals and cyanide. Levels of chromium above

the background levels of 36 ppm were detected in the two samples collected along the south

side of the building at 140 and 98 ppm. Manganese levels were lower than the background

concentration of 680 ppm, ranging from 240 to 430 ppm. Zinc levels approximated the

background concentration of 44 ppm, ranging from 29 to 50 ppm. No cyanide was detected

in the samples.

July 1990(d) WDNR File Report

U.S. EPA's EERB constructed a ground-water collection sump along the east side of the

building. As a result of the excavation for sump installation, two monitor wells (W-2 and

W-2A) were removed. On June 29, 1990, the U.S. EPA TAT sampled the soil excavated

during the installation of the sump for the ground-water recovery system and analyzed the

samples for cyanide and TCLP metals in preparation for disposal of the soil.

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September 1990(e) WDNR File Report

The excavated materials from the installation of the ground-water collection sump were

determined to be contaminated with chromium and other metals. Approximately 350 cubic

yards of the excavated materials were shipped to the Brown County Landfill for disposal as

solid waste. The sump began operation in August of 1990. Between August 1990 and

March, 1991, approximately 40,000 gallons of contaminated ground water had been pumped

out from the underlying aquifer. Between February, 1991 and September, 1991

approximately 33,000 gallons were transferred from the Zinc Shop to the Chrome Shop for

pretreatment (WDNR, 1991b). Extracted ground water was transported via tanker truck to

the water pre-treatment facility constructed at the Chrome Shop for treatment prior to

discharge to the De Pere sanitary sewer. Ground water continues to be pumped at the site

as the collection sump recharges.

March 11, 1991(a) WDNR File Report

U.S. EPA TAT cored two holes through the concrete slab of the Zinc Shop building to

investigate the location of the old plating tanks. The locations of the tanks (in front of the

office and bathroom) were identified by a former employee who had worked at the Zinc

Shop in approximately 1970. The borings indicated that the old plating tanks were

backfilled with sand and gravel prior to covering with concrete. No samples of the soil or

fill material were collected by U.S. EPA. On this date, U.S. EPA also sampled the four

remaining monitor wells at the Zinc Shop site for laboratory analysis of metals only. A

truck from E & K Waste Haulers was on site for transporting water collected from the Zinc

Shop sump to the Chrome Shop pretreatment facility. The floor of the building and the

carousel plating machinery were decontaminated by U.S. EPA contractors using a steam

cleaner. Floor sumps, one near the center of the building and one in its southwest corner,

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were cleaned out. Portions of the concrete floor slab were coated with Thompsons™ water

sealant to prevent or reduce the precipitation of salts on the floor of the building.

May 1991 "Preliminary Health Assessment. Better Brite Chrome and Zinc Shops. De

Pere. Wisconsin." Division of Health. Wisconsin Department of Health and

Social Services

This report identified potential environmental and human exposure pathways to metals and

VOCs due to the existence of impacted soil and ground water at the site, and addressed the

resulting implications for public health. The report stated that the contaminants present at

the site pose a long-term threat to the quality of the sandstone aquifer used for municipal

water supplies. The report concluded that potential public health concerns exist at the site

and recommended that additional investigation be conducted to determine the extent of

contamination by the chemicals previously noted at the site and to monitor the municipal

well for potential future contamination originating from the site. Additional

recommendations included the potential collection of data needed to address environmental

and human exposure pathways which were not available for this health assessment.

4.3.3 Corrective Measures to Date

During the initial investigations, several corrective measures were implemented to remove

and/or contain heavy metal and VOC contaminants at the Zinc Shop property. First, the

plating operation was discontinued by Better Brite, thus, preventing the generation of

additional hazardous materials. This disposal of the hazardous materials was completed by

the U.S. EPA EERB. The disposal included hazardous materials stored or abandoned on-

site including plating solutions and sludge stored in drums, vats, and tanks. Some of this

material had been stored on site in excess of the legal holding time (Wisconsin

Administrative Code NR-181). The U.S. EPA also installed a ground-water extraction sump

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to begin the recovery of contaminated ground water. The ground-water extraction system

(sump) was primarily designed for source reduction (suspected source). Appendix I contains

diagrams of the location and construction of the ground-water extraction system.

Contaminated soils excavated during the installation of the ground-water extraction system

were hauled to the Brown County Landfill for disposal. The building was decontaminated

and a sealant material was applied to the building floor to limit the potential for exposure.

The reports discussed in the preceding section describe the corrective measures in greater

detail.

As a protective measure, the Grant Street Municipal well has also been sampled more

frequently than normally required by WDNR and the City of De Pere. The frequency of

the well sampling was increased to allow for detection in the event contamination should

enter the well head from the site. To date no elevated levels of contaminants of concern

have been detected in this well. Sampling for chromium, zinc, and cyanide is currently

performed on a semi-annual basis in addition to standard sampling (bacteria, etc.). VOC

samples are collected and analyzed periodically.

4.4 Nature and Extent of Site Impacts

This section describes the nature and extent of site impacts; quality assurance/quality

control (QA/QC) of the existing database, including monitor well installation, sample

collection and analysis; the principle compounds of potential concern; potential migration

pathways, routes of exposure and potential receptors; and preliminary characterization of

risk.

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4.4.1 Types and Apparent Volumes of Wastes

In the late 1960s, Better Brite began its electroplating operation at the Zinc Shop location

in De Pere. Prior to acquisition by Better Brite, the site was used as a lumber yard.

Detailed information pertaining to the use of the property prior to Better Brite's acquisition

is currently unavailable. Originally, the facility conducted electroplating with chrome, then

in 1978, the focus of the operation shifted to primarily zinc plating. The items which were

plated at the facility included large 15 to 20 foot rollers for the paper industry as well as a

variety of smaller items. This plant is no longer in operation.

Since 1980, when the investigation of suspected contamination at the site was initiated,

WDNR has documented numerous RCRA violations. Information on quantities of material

released at the facility is not available for a majority of the releases. Quantity information

is available for a release of treatment tank contents which occurred on August 8, 1986. The

information for this release indicated 15 gallons of liquid was released from the treatment

tank. Specific information pertaining to the types and amounts of the numerous other

alleged releases which have occurred at the site are absent from the WDNR file, primarily,

it is expected, because most of the releases were never reported by Better Brite (leakage

along sill plate, etc.).

Due to the nature of the operation and the products used at the site, the main contaminants

at the site are likely to include heavy metals, solvents and acids. The metals consist of

primarily zinc and chromium used for plating as well as lead and cadmium which are

contained in the electrodes required in the plating process. The solvents used at

electroplating facilities typically contain VOCs. Except for a reference to a drum of methyl

ethyl ketone (MEK) in 1986 (WDNR, 1986d), no use or presence of solvents has been

documented at the Zinc Shop. However, VOCs have been detected in ground water at the

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site. In addition, cyanide is a contaminant of concern, as sodium cyanide solution is used

along with the acids in the zinc plating process.

Specific information pertaining to the various chemical compounds used at the site are

known from inventories completed by U.S. EPA. In October of 1986, during an inventory

of the facility, representatives of U.S. EPA noted approximately 40 drums containing solid

plating sludge, NaOCl, or unknown solids, six vats containing cyanide solutions with varied

compositions, acids or other caustic materials, and five tanks with acid, cyanide, or treated

effluent. A diagram indicating the location of the various drums, vats and other structures

in the Zinc Shop at the time of the inventory completed in 1986 is included as Figure 4-9.

4.4.2 Extent of Impacts

The following impact summaries present the range of values for each contaminant as

contained within the data attached in the Appendices. Based on U.S. EPA's QA/QC review

of the existing data bases (see Section 4.5), the data for each of the impacted media (i.e.

ground water, surface water, and soils) is viewed as: 1) a guide to the areas and

contaminants of concern; and 2) confirmation that contaminants in each of the media exists

beyond the site boundaries. The actual degree and extent of contamination will be

determined and numerically evaluated during the course of conducting the RI. The Work

Plan for conducting the RI, the next document that will be prepared, will define the location

of, and methods by which, samples will be collected and the parameters that will be

quantitated. The methods by which the resulting data will be evaluated will be included in

the Work Plan.

Ground-water, surface-water, and soil impacts at the site are described in the following

sections based on the results of previous investigations. Summaries of analytical results of

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previous investigations, as well as the analytical laboratory reports currently available from

previous sampling events are contained in Appendix J.

4.4.2.1 Ground-Water Impacts

Ground-water impacts have been detected in each of the six monitor wells constructed at

the Zinc Shop. Elevated levels of four metals have been detected including zinc, chrome,

lead, and cadmium. Cyanide and several VOCs, including 1,1,1-trichloroethane, 1,1-

dichloroethene, and 1,1-dichloroethane have also been detected. Wisconsin Administrative

Code NR140 Ground-water Quality Standards (Public Health or Public Welfare) have been

exceeded with respect to one or more contaminants at all six wells. A partial summary of

laboratory analysis results, as provided on the WDNR data base and additional laboratory

analytical results for ground-water samples are included as Appendix J.

Currently, the wells at the Zinc Shop are located immediately adjacent to the building.

Typically, the compounds of concern occur in the greatest concentration in the three shallow

water table wells, W-1A, W-2A, and W-3A. Contaminants have also been detected in the

piezometers (W-l, W-2, and W-3), with the lowest concentrations noted at W-l (Figure 3-2).

Elevated concentrations of the contaminants in all of the wells combined with their locations

confirms that the extent of impacts in ground water has not been determined.

Concentrations of chromium in ground water have ranged from below detection limits of

0.1 mg/1 to 310 mg/1. All of the wells on the site have consistently contained concentrations

of total chromium above the NR140 ES of 0.05 mg/1. Data from 1987 does not indicate

that well W-l exceeded the NR140 ES because no chromium was detected. It can not be

confirmed that the chromium concentration was less than 0.05 mg/1 because the detection

level of 0.1 mg/1 was greater than the ES. Based on a comparison of the 1987, 1988, and

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1989 chromium analyses, chromium levels have decreased in ground-water samples from the

water table wells and increased at the piezometers.

None of the ground-water samples collected from the monitor wells have been submitted

for analysis of hexavalent chromium. Thus, information on hexavalent chromium in ground

water is not available for this site.

Zinc concentrations in ground water have ranged from less than 0.020 mg/1 to 0.158 mg/1.

Highest levels of zinc have been consistently detected at W-1A and W-2A. The NR140 ES

for zinc is 5 mg/1 and the PAL is 2.5 mg/1. The detection limit for all of the analyses for

zinc in ground water to date have been 0.02 mg/1 (20 ug/1). The PAL and/or ES have been

exceeded at six wells. The levels of zinc in the wells do not appear to be constant nor do

they follow readily identifiable trends. Zinc was detected in three of the six samples

collected in 1987, in four of the four samples collected in 1988, and in only one of the six

samples collected in 1989. Zinc levels were highest in the 1988 samples, ranging from 0.029

to 0.158 mg/1 and no trends in concentrations were noted in the water table wells or

piezometers.

The levels of lead in the ground-water samples have ranged from below the detection limit

of 0.003 mg/1 to a high of 0.017 mg/1 in the samples collected in 1987. The analysis of the

1988 samples did not include lead. No lead was detected in the 1989 samples, however, the

detection limit for the 1989 sample analysis for lead was 0.1 mg/1. The NR140 ES is 0.05

mg/1 and the PAL is 0.005 mg/1 for lead. There is insufficient data available to determine

if lead concentrations in the water table wells and piezometers are increasing or decreasing.

Cadmium concentrations ranged from 0.0007 mg/1 to 0.0026 mg/1 in 1987 with the three

highest values detected in the shallow wells. Cadmium was not included in the 1988

analyses. In 1989, the detection limit for cadmium was 0.020 mg/1 and none of the wells

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had detectable levels of cadmium. The NR140 ES for cadmium is 0.010 mg/1 and the PAL

is 0.001 mg/1. There is insufficient data available to determine trends in cadmium

concentrations in the water table wells and piezometers.

Cyanide was included in the analyses of the samples from all of the wells in 1987 through

1989. The samples contained concentrations of cyanide, ranging from below the detection

level of 0.01 mg/1 to 0.23 mg/1. Again, highest levels were noted in the shallow wells. The

NR140 ES for cyanide in ground water is 0.2 mg/1 and the PAL is 0.040 mg/1. All of the

samples collected from the wells exceeded the PAL and well W-2A exceeded the ES in 1988

and 1989. Analytical data from the water table wells indicate concentrations of cyanide

have increased slightly between 1987 and 1989 at two locations, W-1A and W-2A, and have

remained approximately the same at the third location, W-3A. Sufficient information is not

available to determine if there is a trend in cyanide concentration in the piezometers.

In 1987, 1988 and again in 1989, ground-water samples collected from the monitor wells

were submitted for VOC analysis. In 1987, quantities of 1,1,1-trichloroethane,

tetrachloroethylene, 1,1-dichloroethane, 1,1-dichloroethylene and trichloroethylene were

reported. In 1988, the analyses included acetone, 1,1-dichloroethene, 1,1-dichloroethane,

1,1,1-trichloroethane and carbon tetrachloride. In 1989, results were reported for 1,1-

dichloroethane and 1,1,1-trichloroethane. The concentrations of each of these constituents

are summarized on Table 4-1.

Based on WDNR data, NR140 ESs are exceeded for four VOCs in ground water at the site.

The VOCs present above the ESs include carbon tetrachloride in W-3, 1,1-dichloroethylene

in W-1A, W-3A, and W-3, tetrachloroethylene in W-3A, and 1,1,1-trichloroethane in W-1A,

W-3A, and W-3. Acetone and carbon tetrachloride are common labs contaminants.

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4.4.2.2 Surface Water Impacts

Surface water samples were collected at the site primarily in response to complaints related

to overland discharge of liquids from the Zinc Shop. Surface water samples were not

collected during the SSI or during other site investigations due to the lack of surface water

on-site. Typically little or no standing water is present at the site with the exception of

immediately following precipitation events and as a result of discharges from the Zinc Shop.

Only two records of the collection of surface water samples are known. The first surface-

water samples were collected by the WDNR in February of 1980 to confirm the presence

of contamination at the site. Three samples of ponded water were collected near the south

edge of the Zinc Shop building (Figure 4-10). Laboratory analysis confirmed that the water

contained between 8.1 mg/1 and 56 mg/1 zinc, between non detectable levels (<0.1 mg/1)

and 0.60 mg/1 chromium, between 0.2 mg/1 and 2.4 mg/1 lead, and less than 20 mg/1 (the

detection level) and 50 mg/1 cadmium. Cyanide levels for two of the samples were reported

at 0.1 mg/1 and 0.6 mg/1.

The second sampling was conducted by WDNR on April 23,1983, as part of an investigation

into a discharge of water to the ground surface. The surface discharge occurred during the

pumping of water from the low area of the loading dock to a storm sewer via a leaky hose.

Three water samples were collected from areas of surface discharge. These included

ponded water in the low area of the loading dock, water from a puddle in the central yard

area, and water entering the storm sewer to the east of the Zinc Shop building. Results of

laboratory analysis on these samples indicated 4.9 mg/1 zinc at the loading dock, 8.4 mg/1

zinc in the yard, and 5.6 mg/1 zinc at the storm sewer. In addition, the sample from the

loading dock was analyzed for cyanide and found to contain 25 mg/1 cyanide. Laboratory

results are included in Appendix J.

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Surface runoff at the site appears to discharge into one of two storm sewers adjacent to the

property (Figure 4-4). One storm sewer is located approximately 75 feet to the east of the

Zinc Shop building, about midway between behind the NAV building and the other sewer

is located across 6th Street to the northwest. The storm sewer discharges into the Fox River

which is the nearest surface water body.

None of the municipalities in the vicinity of the site utilize surface water for drinking

purposes. The Fox River, located within 1/4 mile of the Zinc Shop is used for recreation,

fishing, industry, and navigation. The Fox River has had a long history of pollution; only

in the last several years has there been an intense effort to rehabilitate the system. At the

present time, the WDNR in cooperation with citizens, scientists, and educators have

developed a Lower Green Bay and Fox River Remedial Action Plan (RAP1 The plan is

addressing pollution sources that affect the bay/river ecosystem and the development of

methods to restore and maintain the system for all its beneficial uses. One of the high

priorities of the RAP is to reduce the availability of toxic chemicals from contaminated

sediments (U.S. EPA, 1989c).

The Fox River is also host to three rare fish. These three species are Acipenser fulvescens

(Lake Sturgeon), of special concern in Wisconsin and on the Federal Category 2 list;

Anguilla rostrata (American eel), of special concern in Wisconsin; and Lepomis megalotis

(Longear sunfish), state-threatened (Nicotera, 1988) (U.S. EPA, 1989c).

4.4.2.3 Soil Impacts

Soil impacts at the site have been evaluated by analyzing soil samples collected from surface

sampling and deeper soil borings. Surface sampling has been conducted primarily to

confirm the presence of contamination at the Zinc Shop site and also in yards and gardens

of adjacent home owners to determine whether contaminants were at or above acceptable

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levels, or absent. Soil borings were conducted in 1987 using a drill rig during the well

installation process, and at several other times using hand augers to determine the vertical

and horizontal extent of soil contamination. Maps with previous sample locations indicated

(where available) are included as Figures 4-10 to 4-13. A partial summary table of soil

sampling results and additional nontabulated sampling results are included as Appendix J.

The first recorded soil sampling occurred in May of 1983 between the sidewalk and the 6th

Street curb at the Zinc Shop (Figure 4-11). The samples were collected from an area with

absent or stressed vegetation where spillage from the building had been observed. Zinc was

detected at concentrations of 1.5 mg/kg and 2.6 mg/kg, and chromium at 0.100 mg/kg and

0.170 mg/kg. Cadmium and cyanide were detected at levels which exceed background

concentration. Sodium was detected at levels of 2.8 mg/kg and 2.6 mg/kg, which probably

indicates that sodium cyanide and a mixture of plating solution had spilled out of the door

of the facility. According to U.S. EPA, typical background concentrations for these

parameters in soil are 10 to 300 mg/kg for zinc, 1 to 1,000 mg/kg for chromium, 2 to 200

mg/kg for lead, and 0.01 and 0.7 mg/kg for cadmium (U.S. EPA, 1983). Dragun (1988)

indicates similar background concentration ranges for zinc and lead, however, the range for

chromium is listed as 5 to 3,000 mg/kg and for cadmium as 0.01 to 7.0 mg/kg. For

Wisconsin soils, chromium values of less than 100 mg/kg may be considered typical

(WDNR, 199lb).

In September of 1985, six soil samples were collected by the WDNR from locations where

liquids had been observed leaking from the building and areas with stressed or no

vegetation. This was primarily along the south property line and along the east side of the

building (Figure 4-12). Elevated levels of zinc, chrome, and lead were prevalent in the

samples. Cadmium and cyanide were also detected in most locations above background

levels.

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In June 1987, STS completed soil borings using a drill rig at three locations adjacent to the

building (Figure 4-5). Two borings were completed at each location for the purpose of

obtaining information on soil characteristics and installing monitor wells. One soil sample

from each two foot sampling interval was submitted for laboratory analysis of zinc,

chromium, lead, and in some instances cadmium. The results of the analyses indicated that

impacts in soils were highest at B-l and B-2 in the upper 15 feet of soil. Elevated levels of

the metals in soil at B-3 appeared to be restricted to the upper ten feet of soil, however the

zone from 22 to 26 feet bgs also had elevated levels of zinc.

In July, 1988, five soil samples were collected during the SSI. All samples were collected

from the top 6 inches of soil. One sample was collected from the gravel driveway, 14 yards

from the northeast corner of the building. A second was collected near the middle of the

south side of the building, and the third sample and duplicate were collected from the east

side of the building near a recent spill. The fourth sample was collected at the southwest

corner of the Smet property as a potential background sample. Analysis of the samples

confirmed that the zinc, chromium, lead, cyanide and barium were present at levels above

background in the samples from the Zinc Shop property. Three pesticides, ODD, DDE, and

DDT were detected in the soil sample from the east side of the building. Three semi-

volatiles; benzyl alcohol, 2-methyl-phenol, and benzoic acid were detected in the samples

from the driveway.

In March, 1990, soil samples were collected by ATEC Associates, Inc. (contracted by U.S.

EPA EERBs TAT) from 0 to 12 inches in several locations across the site and on adjacent

properties. A determination was made that these samples were not adequate to address the

residents' needs so no laboratory analyses were completed. In May, 1990, seven samples

were collected from depths of 3.5 feet bgs. Two soil samples were collected from the

Lindsley's garden to the north of the site, two from either side of the ground-water

extraction sump, and two from between the Smet's home and the Zinc Shop building

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Site Evaluation ReportOSection: 4Re\'ision: 1Date: 3/13/92Page: 29 of 34

(Figure 4-13). A seventh sample was collected near Butler Street on the far side of the

Smet's garage for standard background level. Elevated levels of chromium and zinc were

noted primarily in the samples collected between the Smet's home and the Zinc Shop

building. Chromium levels here were 140 mg/kg and 98 mg/kg, and zinc was present at 40

mg/kg and 50 mg/kg. The soil collected as background from near Butler Street contained

36 mg/kg chromium and 44 mg/kg zinc.

In July, 1990, soil samples were collected from materials excavated during sump installation.

This soil has since been disposed of at the Brown County Landfill and is no longer of

concern for future work at the site.

In summary, soils collected to date from within 3.5 feet of the ground surface on the Zinc

site have contained elevated metal concentrations, sometimes including VOCs and semi-

volatiles, and in one instance, chlorinated pesticides. Borings have indicated contaminants

to a depth of approximately 14 feet.

Samples from depths of up to 25 feet bgs at the site also have been documented as

containing elevated concentrations of metals, especially zinc and chrome.

Samples collected off-site to date have typically contained elevated metal concentrations

when sampled near surface (less than 1 foot bgs) and levels which could be considered

background at 3 feet or more bgs.

4.5 Quality Assurance/Quality Control of Existing Database

The existing database was reviewed and assessed with respect to its completeness for use

in evaluating existing site conditions and for identifying additional data requirements. The

database consists of the information in WDNR files, published material on the site and the


region, and personal communications with agencies and individuals having data concerning

the site. This review focuses on monitor well installation and construction, as well as

ground-water and soil sampling and analysis. The WDNR data base is useful as a reference

only due to discrepancies in units on previously prepared tables and nondescript labeling of

samples.

4.5.1 Monitor Well Installation

Six ground-water monitor wells have been installed at the site since 1987. In 1990, two of

the wells were removed and a ground-water extraction sump was installed at their location

(Figure 3-2). Completion data for the site ground-water monitor wells are summarized in

Table 4-2. Detailed construction logs for the wells are provided in Appendix F.

Of the wells currently on the site, two are shallow water table wells (W-1A and W-3A), with

depths of 18.8 to 19.6 feet, respectively. The other two wells (W-l and W-3) are deep

piezometers, with depths of 31.0 and 30.2 feet, respectively. The piezometers are completed

immediately above the unconsolidated/bedrock interface. Monitor wells W-1A and W-l are

located on the adjacent landowner's (Smet's) property while wells W-3 and W-3A are on the

Better Brite property. The extraction sump is situated on the adjacent property (owned by

Progressive Farmers and leased by NAV) as were wells W-2 and W-2A. The property lines

along the east and south sides are close to the building.

The extraction sump at the site was constructed in the former location of W-2A and W-2.

In the process of constructing the extraction sump, well W-2A was completely removed as

was the top portion of W-2. The bottom portion of W-2 was grouted to the bottom of hole.

The extraction sump is completed within the unconsolidated deposits and is currently being

used to extract impacted ground water.

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4.5.2 Well Construction

Ground-water monitor wells were installed in June, 1987, during the initial hydrogeologic

investigation performed for Better Brite by STS Consultants, LTD (STS, 1987). The

boreholes were drilled using the conventional hollow stem auger drilling method. Two of

the shallow water table wells (W-1A and W-2A) were constructed of 2-inch diameter, flush

joint, threaded Schedule 80 PVC riser pipes attached to 15 foot lengths of 2-inch diameter,

0.006 slot PVC well screen. Well 3A was constructed with schedule 40 PVC with a 15-foot

0.006 slot PVC well screen. A sand pack was placed around the screen and pipe to within

3 or 4 feet of ground surface, and the remaining distance was backfilled with a bentonite

powder and concrete seal. The piezometers (W-l, W-2, and W-3) were constructed similar

to the shallow water table wells, except that an additional bentonite clay seal was placed

directly above a 5 foot length of 2-inch diameter PVC well screen. A metal protective

casing with locking cap was provided for wells W-l, W-1A, W-2, and W-2A. Wells W-3 and

W-3A were constructed as flush mount wells. Well construction forms are included in

Appendix F.

The extraction sump was installed in 1990, as part of an U.S. EPA emergency response

action (U.S. EPA, 1991e). The surficial exposure of the sump is a 24-inch diameter

corrugated PVC pipe which extends above the surface approximately 2 feet. The ground-

water recovery system consists of a 20 by 30 foot area which extends to a depth of

approximately 14 feet. As noted previously, the original soils were excavated and sent to

the Brown County Landfill for disposal. A series of five linear sections, approximately 15

feet in length, of 6-inch diameter perforated PVC drain tile were laid in the base of the

excavation at a 5% grade. The drain tile forms a radial pattern emanating from the

recovery sump located on the west side of the excavation. The tiles were backfilled with pea

gravel to a depth of 1.5 feet and the remaining excavation was backfilled to within three feet

of the surface with gravel fill. A two foot thickness of clay was placed over the gravel and

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sloped to provide drainage away from the extraction well. Gravel fill was placed over the

clay cap to bring the area back to the original grade. This well is pumped periodically

depending on the rate of ground-water recharge. Construction diagrams of the system as

originally proposed are included as Appendix I. As built modifications have not been made

to the diagrams.

In general, the well construction methods and materials are adequate to enable

representative ground-water samples to be collected from the wells. Preliminary inspection

of the four remaining well installations on the site by WDNR in September 1991, showed

surface seals and protective casings to be in satisfactory condition. All protective casings

were locked, except for wells W-3 and W-3A which were constructed as flushmount wells.

Complete results of the WDNR well inspection are included as Appendix K.

Based on the available information, including an initial inspection of the wells which

included checking well depths, surface seals, water levels, pH, and conductivity, the existing

wells can be used in the RI. The wells should be inspected in greater detail, and tested to

confirm their integrity as follows:

* Perform field baildown tests to establish that in-situ hydraulic conductivity is

consistent with expected aquifer properties (based on boring logs), that good

aquifer-well communication exists, and that the casing is free of obstructions.

* Inspect purge water to confirm the absence of possible well integrity concerns

such as high turbidity (e.g., possible screen/casing failure) or bacterial growth.

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4.5.3 Sample Collection and Analysis

Ground-water samples have been collected periodically by U.S. EPA and the WDNR and

their consultants from 1987 to the present. All of the samples were analyzed by commercial

analytical laboratories currently certified by WDNR under Chapter NR 149 of the Wisconsin

Administrative Code or the Wisconsin State Lab of Hygiene. Sampling procedures used in

prior site investigations were generally described and conform to accepted methods. Few

duplicate samples or blanks are available for evaluating the accuracy and precision of the

analytical results obtained. Additional samples collected and analyzed under documented

procedures will be needed to assess the comparability of previously collected data. Specific

analytical procedures from previous analyses will need to be compiled to evaluate the

quality of this data. Sampling procedures which conform to WDNR guidelines appear to

have been followed, based upon available information.

Soil samples from the site have been collected during eight of the initial site investigations

(WDNR, 1980, 1983a, 1983b, 1985; STS, 1987; U.S. EPA, 1989c; and ATEC, 1990). All of

the samples were analyzed by commercial analytical laboratories or the State of Wisconsin

Laboratory of Hygiene currently certified by WDNR. Specific details on sampling

techniques are available only for the samples collected during the U.S. EPA (1986, 1989)

and STS (1987) site investigations. These reports also detail the cross-contamination

prevention procedures used throughout the sample collection processes. Samples collected

by the WDNR were obtained according to U.S. EPA and WDNR guidelines.

No details are available for the samples collected during the other site investigations.

Without additional information for evaluating sampling procedures, the data as a whole are

judged to be useful for initial screening of compounds of concern and their general

distribution at the site. The data may also be useful to address trends over time.

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4.5.4 Water Level Measurements

Procedures used previously for water level measurements have not been documented.

Without detailed descriptions of the procedures used in collection of water levels, the quality

of the data cannot be evaluated, however, it is assumed that the data is correct and useful

for evaluating trends in water table fluctuations with time. WDNR water level

measurements were obtained in accordance with WDNR procedural guidelines, generally

utilizing a YSI meter.

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5.0 SITE SPECIFIC EVALUATION - CHROME SITE

5.1 Site Description

The former Better Brite Chrome Shop is located at 519 Lande Street within the City of De

Pere, Brown County, Wisconsin and occupies approximately 1.5 acres (Figure 2-1) A legal

description of the property is contained in Appendix C. The site is bordered to the north

by Lande Street, to the east by a railway, and to the south and west by residencies. The

Chrome Shop lies within a residential area; the nearest homes are about 100 feet from the

former facility property boundary. The Chrome Shop is located approximately 0.25 mile

west of the Fox River, which flows northeast to Lake Michigan.

No Sanborn maps were available for the vicinity of the Chrome Shop to provide historical

information; however air photographs were available from the WDOT from 1963, 1965,

1968,1986, and 1987. An air photograph taken in November 1991 from Aerometrics is also

available for the Chrome Shop and vicinity.

In 1963 two large buildings, apparently an elevator and a storage building, were present

adjacent to the railroad spur at the northeast portion of the present day Chrome Shop

Property. A smaller building, perhaps a residence was located at the northwest corner of

the property. The southern half of the property was open field, part of which may have

been under cultivation.

In 1965 and 1968, conditions remained unchanged from those in the 1963 photograph. In

1972, the southern half of the property had been cleared probably in preparation for

construction of the building which would house the Chrome Shop. The 1986 and 1987,

photographs show the Chrome Shop building and also show that the residence and elevator

were no longer present at the property. A surface water catchment basin is visible on the

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property in 1986 but not clearly evident in 1987. The 1991 photograph shows the building

which houses the treatment system for remediation, the foundations of the former Chrome

Shop building, and the former storage building.

5.2 Site Hydrogeologic Setting

5.2.1 Site Geology

5.2.1.1 Topography

Over a 300-foot distance in the vicinity of the Chrome Shop, topography ranges from 611

feet (east) to 601 feet (west), United States Geological Survey (USGS) datum. A berm

(elevation 604 feet) was constructed on the west property boundary to intercept surface

water from flowing onto adjacent properties. A surface water holding pond was formerly

located north of the trench in the northwest quarter of the site (Figure 3-3). The

surrounding area (within 0.25 miles) is relatively flat and slopes slightly toward the Fox

River. The river is approximately 0.25 to 0.50 mile east of the site (Figure 2-1). Local

surface water drainage is toward homes to the west and along the railroad tracks to the east.

The backyards of the adjacent residences represent a low area as compared to the site of

the Chrome Shop itself. This drainage flows into three storm sewers located on residential

properties, up to several hundred feet north of the site.

5.2.1.2 Stratigraphy

Borings have been performed at numerous locations on-site as shown on Figure 3-3. The

Chrome Shop is underlain primarily by Pleistocene lacustrine-reddish brown silty clay with

lenses and seams consisting of silty fine sand, silty sand, clayey sand, and clayey gravel. The

lenses and seams do not appear to be continuous across the site. Dolomite bedrock with

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Site Evaluation ReponSection: 5Revision: IDate: 3/13/92Page: 3 of 29

some limestone and shale (Ordovician-Sinnipee Group) is encountered at depths of 30 feet

(west of the site) and 42 feet (east of the site) bgs. The bedrock elevations are 574 feet

(west) and 568 feet (east) across the site (STS, 1987). The geologic cross sections of the

unconsolidated material at the site are shown in Figure 5-1.

5.2.1.3 Material Properties

Physical analyses performed on site soil samples collected from B-101 and B-102 consist of

two grain size analyses. The grain size distribution curves are presented in Appendix E.

The sample results indicate that the soils consist primarily of fine-grained materials classified

as ML (inorganic silts and very fine sands, rock flour, silty or clayey fine sands or clayey silts

with slight plasticity) and/or CL (inorganic clays of low to medium plasticity, gravelly clays,

sandy clays, silty clays, lean clays) according to the Unified Soil Classification System.

5.2.2 Site Hydrogeology

There are three hydrostratigraphic units (aquifers) identified beneath the Better Brite

Chrome Shop. The upper aquifer is comprised of lacustrine deposits overlying Dolomite

bedrock (Sinnipee Group) representing the second aquifer. The third aquifer is represented

by the St. Peter hydrostratigraphic unit. These aquifers are believed to be interconnected,

as described previously.

5.2.2.1 Flow Directions and Gradients

The existing ground-water monitor wells at the Chrome Shop may be generally grouped into

two categories: shallow water table wells and piezometers. The shallow water table wells

(B-101A, B-102A, B-104A, and B-105B) range in depth between 18.8 and 20 feet, while the

piezometers (B-101, B-102, and B-103) range in depth between 56.4 and 63 feet. Water

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Sue Evaluation ReportSection: 5Revision: IDate: 3/13/92Page: 4 of 29

level measurements of nested shallow water table wells and piezometers during the SSI in

July, 1988 have shown an average downward vertical hydraulic gradient of -0.6 f t / f t exists

at the site.

The configuration of the water table and the direction of ground-water flow in the

unconsolidated deposits, based on ground-water elevation data collected on August 28,1987,

is shown in Figures 5-2. Water level data is presented in Appendix G (STS, 1987). The

principal direction of ground-water flow in the upper aquifer is to the west, with horizontal

gradients ranging from 0.027 to 0.037 ft /f t .

5.2.2.2 Hydraulic Properties

Constant head permeability tests were performed on two undisturbed soil samples from B-

101 and B-102 (STS, 1987). The average permeabilities determined by the laboratory were

1.9 x 10'8 and 4.0 x 10"9 cm/sec, respectively (Appendix H). These values are in the range

typical for clayey material (Freeze & Cherry, 1979). Hydraulic properties of the aquifers

have not been determined using pumping tests or slug tests at the facility to date.

5.3 Site History and Response Actions

5.3.1 Site History

Better Brite began its chrome plating division in the mid 1970's at 519 Lande Street, De

Pere, Wisconsin. The Chrome Shop primarily engaged in chrome plating 15 to 20 foot

rollers for paper mills in the area. Specific information on the facility operation is not

documented.

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The first reported spill documented in WDNR records, estimated at 2,200 gallons, occurred

in February, 1979. As a result of this spill, a subsurface loading dock on the northwest

corner of the building was filled with 2-3 feet of frozen yellow waters. WDNR ordered the

frozen rinse water be moved inside the facility to be thawed before discharging the melted

waters to the sanitary sewer. The company was also ordered to remove the contaminated

soils located below the frozen water. WDNR records indicate contaminated soils were not

removed, and fresh sandy soil was brought to the site and the loading dock filled in to grade

without WDNR approval. Better Brite was consequently ordered to install a ground-water

collection and treatment system.

Initially, it was thought that most of the contamination at the site resulted from spillage

above grade. Therefore, in August 1979, the WDNR ordered the installation of shallow

ground-water monitor wells, a collection trench system, often referred to as the "French

Drain" System and a surface-water holding pond to intercept any contaminated ground and

surface water resulting from these spills. This work was performed by Better Brite. In

addition, contaminated soils from neighboring properties were removed and stockpiled on

the Chrome Shop property.

Better Brite filed for bankruptcy in October 1985. During the bankruptcy proceedings, the

WDNR discovered that the vertical tanks located under the building had been leaking. By

1985 it was estimated that between 20,000 and 60,000 gallons of chrome plating solution

leaked from the tanks since the plant was in operation.

These and other investigations which have been conducted to date are discussed below.

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5.3.2 Previous Investigations

Better Brite, WDNR, and U.S. EPA have undertaken a series of investigative studies and

implemented several actions to address contaminated soil and ground-water found on, and

adjacent to, the Chrome Shop. Brief descriptions of the purpose, scope, methods and major

findings for each of the previous investigations are provided. The reports are summarized

below in chronological order.

September 1979(a) "Preliminary Test Results Regarding Chromium Contamination at

Better Brite, Inc. Facility in De Pere, Wisconsin," Soil Testing Services

of Wisconsin. Inc.r Green Bay. WI

This report described the results of a preliminary soil and ground-water investigation on the

Chrome Shop property. Six shallow ground-water monitor wells (W-l, W-1A, W-2, W-3, W-

4, and W-7) were installed on the Chrome Shop property. The monitor wells were

completed in the shallow aquifer to depths ranging from 5.5 to 27.3 feet below grade. Soil

samples were collected from these boreholes and ground-water samples were collected from

the completed monitor wells. Laboratory analyses of these samples indicated that the

probable zone of chromium contamination was located west-southwest from the plating

building and likely extended to a surface water drainage ditch where surface water drains

to the north. The probable depth of contamination was believed to be between 6.5 and 9

feet below grade. Ground-water analyses in the area of probable contamination indicated

concentrations of total chromium ranging from 62 to 429 mg/1 and hexavalent chromium

ranging from 60 to 280 mg/1. A surface water sample was also collected from the ditch near

the storm sewer drain located west-northwest (approximately 150 feet) of the plating

building. Laboratory analysis indicated the surface water contained total chromium and

hexavalent chromium concentrations of 1,511 and 1,440 mg/1, respectively. Additional

investigation was recommended to minimize migration of the contaminants.

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October 1979(b) "Additional Test Results Regarding Chromium Contamination at the

Better Brite. Inc. Facility in De Pere. Wisconsin/' Soil Testing Services

of Wisconsin. Inc.. Green Bay. WI

This report documents an additional investigation conducted on, and adjacent to, the

Chrome Shop site. Eleven additional boreholes were installed to depths ranging from 11.5

to 16.5 feet below grade. Four boreholes, designated W-5, W-8, W-9, and W-16, were

converted to shallow ground-water monitor wells. Soil samples were collected from each

of the boreholes and laboratory analysis indicated that contamination was probable to

depths as great as six feet below grade on the adjacent properties. Chromium

concentrations above 10 mg/kg were considered to represent potential contamination. Soil

contamination in W-16, which was located on the Better Brite property directly south of the

facility building, extended to probable depths of 11.5 to 12 feet below grade. Ground-water

samples were collected from all of the monitor wells (on- and off-site). Laboratory analyses

indicated the ground-water samples contained concentrations of total chromium ranging

from 0.1 to 600 mg/1 and hexavalent chromium ranging from 0.02 to 600 mg/1. The ground-

water results indicated that a majority of the total chromium concentration was in the

hexavalent form.

December 1979(c) "Off-Site Disposal for Chromium Contaminated Soils at the Better

Brite Plating Facility in De PereT Wisconsin." Soil Testing Services of

Wisconsin, Inc. Green Bay. WI

This report documents the waste characterization of contaminated soils at the facility in

order to apply for off-site disposal of soils generated during the remedial action. Two soil

samples that had been collected during the previous investigations (Borehole W-l / Sample

S-l and Borehole W-2/Sample S-2) were analyzed for total chromium, cadmium, zinc,

nickel, and EP Toxicity. The concentrations were at non-hazardous levels for all parameters

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Site Evaluation ReponSection: 5Revision: 1Date: 3113192Page: 8 of 29

in both samples except the total chromium concentration in W-2/S-2. The total chromium

concentration in W-2/S-2 was approximately eight times the 0.5 mg/1 EP limit for total

chromium. Approval was requested of the WDNR for disposal of contaminated soils at the

Brown County (DeCleene) landfill site. Approval was not granted because of discrepancies

in the calculated volume of soil to be removed.

April 1980 "Remedial Action Plan for the Chromium Contamination at the Better Brite.

Inc. Facility in De Pere. Wisconsin." Soil Testing Services of Wisconsin. Inc..

Green Bay. \VI

This document summarizes the results of investigations conducted at, and adjacent to, the

Chrome Shop. It was concluded that contamination of surface soils with total chromium

appeared to have occurred south and west of the plating facility. The maximum soil

concentration of total chromium encountered in the previous investigations was 1,400 mg/kg

directly west of the facility's building. The average total chromium concentration in the

contaminated area was approximately 190 mg/kg (dry soil basis). The highest

concentrations of chromium encountered in the ground water were located south and west

of the plating building with decreasing concentration radiating away from this area. Based

on the observed ground-water quality downgradient (west to northwest ground-water flow

direction) from the contaminated area, it appeared that the movement of contamination was

slow due to the relatively impermeable soils. It was proposed that a remedial action plan

be implemented at the facility that would include a drainage trench and a 500 gallon steel-

lined sump for temporary storage of contaminated ground-water. Plans had been made to

discharge ground-water that contained total chromium concentrations greater than 0.5 mg/1

to the De Pere sanitary sewer. Ground-water containing less than 0.5 mg/1 of total

chromium would be discharged to the storm sewer. A surface water control system was also

proposed which consisted of a retention berm on the southwest corner of the facility that

would divert all surface run off to an impoundment area located in the northwest corner of

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the property. The accumulated water could be pumped from the impoundment and

disposed with extracted ground water. It was also recommended that contaminated garden

soils on an adjacent residence to the west (the ) be replaced

to a depth of 3 feet with a fertile garden topsoil. As a result of the above recommendations,

a surface water control system, with retention berm and impoundment area was constructed

by Better Brite as well as removal and replacement of garden soils.

May 1984(d) "EPA Potential Hazardous Waste Site - Site Inspection Report." Ecology and

Environment

This report provided a general summary of site activities to-date based on review of the

WDNR files for the Chrome Shop and documented the observations made by the U.S. EPA

site inspection team. A site inspection was conducted on May 9, 1984 by Ecology and

Environment, a U.S. EPA contractor. The ground-water extraction trench was observed

during the inspection and it was noted that the extracted ground water was being discharged

to a sewer. In addition to the information presented in previous site reports, this document

stated that WDNR personnel had previously detected a "black, tarry substance" leaking from

the building and in the ventilation system, which according to laboratory analysis contained

up to 550,000 mg/kg of chromium.

September 1986 "Site Assessment and Emergency Action Plan for Better Brite De Pere.

Wisconsin." WESTQN-SPER Technical Assistance Team. Region V

This report documented the site investigation performed by the U.S. EPA upon the request

of the WDNR. Two separate site visits were conducted by the U.S. EPA TAT as

documented in this report. The initial visit was performed on April 22, 1986. The field

work performed consisted of physical observations of the facility and collection of three soil

samples, one sediment sample from a pit of standing water near the holding pond, and two

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Siie Evaluation ReportSection: 5Revision: IDate: 3113192Page: 10 of 29

liquid samples; one from a "hole" located south of the building, and the other from one of

the vertical underground storage tanks (USTs) inside the building. Surface soil samples

collected near the site boundary to the south and southwest of the building contained 510

and 250 mg/kg, respectively of total chromium. A liquid sample collected from the "hole"

south of the building (possible partially buried drum) contained 4,540 mg/1 of total

chromium. The liquid sample collected from the UST was not analyzed due to insufficient

volume of samples caused by leakage during shipment.

During a second visit to the facility on June 20, 1986, it was noted that the four vertical

tanks in the building had been removed and discolored ground water had accumulated in

the resulting voids. The TAT collected one sediment sample from the surface

impoundment, three off-site soil samples, two on-site soil samples, and an aqueous sample

from one of the tank voids. The analytical results from the June 20, 1986 sampling

indicated high hexavalent chromium concentrations at two locations on the site. The soil

sample from the area adjacent to the cyclone unit, which was part of the building's

ventilation system, contained 14,100 mg/kg hexavalent chromium and the ground-water

sample retrieved from the tank void had a hexavalent chromium concentration of 5,110

mg/1.

It was concluded following this investigation that the Chrome Shop posed an immediate

threat to human health and the environment due to the unsafe storage of hazardous

material. There was also a potential of exposure or further release of hazardous materials

into the environment, thereby increasing the contamination of soils, ground water, and air.

It was recommended that the Responsible Party undertake a voluntary cleanup as soon as

possible or the U.S. EPA should conduct a Removal Action if the Responsible Party was

unwilling or unable to perform the tasks. The report also contains an Emergency Action

Plan that was prepared by the TAT for this facility.

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Site Evaluation ReportSection: 5Re\-ision: JDate: 3/13/92Page: 11 of 29

October 1987 "Soil Borings. Monitoring Well Installation and Ground-Water

Sampling- Better Brite Zinc and Chrome Plating Sites De Pere.

Wisconsin." STS Consultants Ltd.. Green Bav. WI

Four shallow ground-water monitor wells (B-101A, B-102A, B-104A, and B-105B) and three

bedrock piezometers (B-101, B-102, and B-103) were installed on and adjacent to the

Chrome Shop. The monitor wells were installed to depths ranging from 19.2 and 37.0 feet

below grade and the piezometer to depths ranging from 56.7 to 63.0 feet below grade. One

borehole, B-101, was advanced to a maximum depth of 92.0 feet. Soil and ground-water

samples were collected and analyzed for cadmium, chromium, lead, zinc, and cyanide

(ground water only). Laboratory constant head permeability tests and grain size analysis

were also performed on two soil samples. Elevated concentrations (above the NR140 PAL)

of chromium were encountered in one shallow monitor well near the surface water holding

pond and in all of the piezometers. The highest concentration of chromium occurred in B-

105B, which is located west of the facility on private property. Elevated concentrations of

cadmium were encountered in three shallow wells on and adjacent to the facility. Water

elevation data indicated that the water table at the Chrome Shop slopes to the west, thus

producing westward ground-water flow. Horizontal gradients ranged from 0.027 to 0.037

ft/ft. The water levels in the piezometers had not stabilized at the time of this report.

Therefore, a piezometric surface map and vertical gradients could not be computed for the

area. Continued investigation including ground-water sampling and further characterization

of the ground-water movement was recommended for the Chrome Shop.

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Site Evaluation ReportSection: 5Reiision: 1Date: 3/13/92Page: 12 of 29

December 1988(b) "Screening Site Inspection - Follow Up Report Better Brite Chrome

Shop." Annette E. Weissbach. WDNR-Lake Michigan District

This report documented the activities performed by WDNR as part of the Screening Site

Inspection-Follow Up (SSI-FU) in accordance with the Cooperative Agreement between the

WDNR and U.S. EPA. It also provided a comprehensive review of the background and

general information for the Chrome Shop. The SSI-FU consisted of collection of four soil

samples from locations on, and adjacent to, the Chrome Shop and collection of ground-

water samples from the seven wells installed in 1987 (B-101, B-101 A, B-102, B-102A, B-103,

B-104A, and B-105B). Laboratory analyses indicated that chromium contaminated soil was

found at all of the soil sampling locations and the concentrations of chromium ranged from

433 mg/kg to 2,250 mg/kg. A high concentration of lead (7,900 mg/kg) was also detected

in the southeast corner of the property. Ground-water analyses indicated the presence of

solvents and heavy metals, in particular chromium, in the upper aquifer. Chromium

concentrations in the ground-water sample collected from the monitor well (B-105B) located

on private property directly west of the Chrome Shop were as high as 33 mg/1. Ground-

water sampling in the bedrock piezometers was limited because of the slow recharge rates.

The ground-water analytical information available from the sampling of the piezometers

indicates chromium contamination had extended into the dolomite bedrock.

5.3.3 Corrective Measures to Date

Following the initial investigations, several corrective measures have been implemented

since 1979 to: remove hazardous materials from the Chrome Shop, remove contaminated

soil/ground water, and reduce the threat of public exposure to possible contaminants. The

following sections provide a summary of the corrective measured conducted at the Chrome

Shop to date.

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5.3.3.1 Corrective Measures Conducted bv Better Brite

In 1979 and 1980, Better Brite installed ten shallow ground-water monitor wells, a ground-

water collection system, and a surface water control system. The ground-water collection

system consisted of a collection trench on the southern and western edge of the

southwestern corner of the property (ground-water flow was determined to be to the west),

and a 500-gallon sump for temporary storage of the contaminated ground water. The

surface water control system consisted of a retention berm on the south and western sides

of the trench alignment that directed water to a surface water impoundment located in the

northwest corner of the Chrome Shop property. Surface water could be pumped from the

impoundment to the sanitary or storm sewer depending on the concentration of chromium

in the water. In addition, contaminated soil from a neighboring property west of the facility

was excavated and deposited on the Chrome Shop property. The ground-water collection

system remains in place at the facility, and is operational. The impoundment, no longer

utilized, has been filled to grade. The contaminated soil was disposed of in a licensed

landfill as part of the U.S. EPA removal activities in 1986.

5.3.3.2 Corrective Measures Conducted by the U.S. EPA

5.3.3.2.1 Removal Activities

In April 1986, U.S. EPA's TAT removed the four subsurface plating and cleaning tanks (as

best possible due to damaged tank bottoms) from inside the building. Better Brite had

previously attempted to remove the USTs and only removed portions of them. Three of the

tanks contained approximately 1-1/2 feet of liquid material. Tank #1 had contained a

degreaser. Waste plating solutions were stored in tanks #2 and #3. The fourth tank, which

had stored muriatic acid (hydrochloric acid), contained about 14 feet of liquid (Weston-Sper,

1986).

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U.S. EPA EERB then conducted removal activities at the Chrome Shop from September

1986 until April 1987. Activities included the removal of all on-site hazardous materials

contained in drums, tanks, and vats, the installation of a site "monitor well," the removal of

visibly stained soils from the south and southwest sides of the building, and removal of

wastes from the facility plating pits. The "monitor well" consisted of a 6-inch pipe placed

in the void created by removal of the vertical USTs. Visually contaminated soils were

excavated around the plating pits and all tanks, vats, and drums were removed and scrapped.

In total, U.S. EPA EERB removed approximately 83 tons of contaminated soil, 9,270 gallons

of chromic acid, 3,600 gallons of base/neutral liquids, 550 gallons of cyanide solution, 150

pounds of cyanide sludge, and 500 gallons of flammable liquids (U.S. EPA, 1990).

5.3.3.2.2 Reduction of Public Exposure to Possible Contaminants

In March 1988, U.S. EPA EERB again responded to the Chrome Shop at the request of

WDNR. The collection trench installed by Better Brite along the southern and western

edges of their property had not been pumped since approximately 1986. Ground-water

levels had rose during the spring thaw event in 1988, which caused flooding in the low areas

between the residences and the Chrome Shop. Chromium-contaminated surface water was

collecting in the adjacent neighbors' backyards, causing chromium to deposit in soils and

gardens on their properties. U.S. EPA authorized pumping of the water from the previously

installed collection trench system into the City of De Pere sanitary sewer as an interim

measure to eliminate ponding (U.S. EPA, 1990).

In the summer of 1989, the Chrome Shop building and contents were sold by the owner of

the building, Mr. John Zenner. The City of De Pere and WDNR stipulated to the buyer

that the area beneath the building had to be capped and the surface water holding pond

closed off by filling with soil. The Chrome Shop facility building was removed and the

former building area was capped with clay by WDNR and the buyer. The area was fenced

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by the WDNR to prevent public access to possible contaminated soils (U.S. EPA, 1990).

The cap has since been disturbed due to on-site activities and is no longer completely

effective.

5.3.3.2.3 Ground-Water Extraction/Treatment System

In an effort to eliminate the threat of ground-water contamination and continued off-site

movement of contaminants at the Chrome Shop, U.S. EPA EERB installed an on-site water

treatment system in September, 1990. The system includes a recovery well, a 5,500-gallon

holding tank, a 5,000-gallon reaction vessel (tank) and a protective building to house the

equipment. Ground water is pumped via the recovery well and collection trench to the

holding tank for temporary storage. Ground water is then transferred to the reaction tank

where the pH is initially lowered to approximately 2.5 by adding sulfuric acid. An oxidation-

reduction reaction is facilitated by adding sodium bisulfite (NaHSO3), which is followed by

addition of sodium hydroxide to raise pH to approximately 8.5. A polymer is added at this

point in the treatment process to settle the precipitate, chromium hydroxide. The treated

water is decanted off and discharged to the sanitary sewer. The precipitate is sent through

a filter press with collected water returned to the reaction tank for further treatment. The

dewatered sludge is placed in drums and has been determined by laboratory analysis to be

hazardous waste. The system was designed in cooperation with the City of De Pere. The

system is capable of pre-treating approximately 2,000 gallons of chromium-contaminated

water per day for discharge into the De Pere sanitary sewer. Contaminants (chromium

hydroxide sludge predominantly) removed from the water have been transported to the Zinc

Shop building for temporary storage and then to a metal recovery facility (U.S. EPA, 1990

and Weston, 1990).

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5.4 Nature and Extent of Site Impacts

5.4.1 Types and Apparent Volumes of Wastes

Better Brite opened the Chrome Shop facility at 519 Lande Street in the mid 1970s. The

City of De Pere tax records indicate that since approximately 1949 the Chrome Shop site

on the majority of this property was used by the De Pere/Morrison Co-op (developed into

Progressive Farmers Co-op). A warehouse, elevator, sidetrack, and fuel station were located

on the property (WDNR, 199Ic).

In 1973, the 519 Lande Street property (residence) was purchased by M.J. Hintz with the

remainder of the property purchased by Better Brite Plating, Inc. (WDNR, 199Ic). The

facility primarily engaged in chrome plating of 15 to 20 foot rollers for paper mills in the

area. The site contained four vertical USTs which were believed to contain 1-muriatic acid

(hydrochloric acid), 1-degreaser believed to be composed of chlorinated organic solvents,

and 2-chrome plating solution. The rollers were reportedly plated in the vertical USTs

which extended 18 to 20 feet below grade.

Chromic acid (H2Cr04) utilized at the Better Brite plating facility contained chromium which

was predominantly in the hexavalent form. During the electroplating process, extremely low

pHs are produced in the plating solution. At these pHs and chromium concentrations, the

main hexavalent forms of chromium are the dichromate ion (Cr207"2) and undissociated

chromic acid. These substances, commonly used to plate metal products (STS, 1980), are

powerful oxidizing agents.

The WDNR documented numerous RCRA violations and spills at the Chrome Shop since

December 1978. The first reported spill, estimated to have been 2,200 gallons of chromic

acid, occurred in February 1979 at a subsurface loading dock. Numerous allegations by

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neighboring residents cited frequent dumping outside the loading dock doors. Site

inspections conducted by WDNR also document the presence of contaminated soil and

ponded surface water in the vicinity of the loading dock.

According to WDNR records, Better Brite released cyanide waste and zinc sludge on the

Chrome Shop property during the winter of 1978/1979. In a letter dated August 7, 1979,

a former Better Brite employee explained that three 55-gallon drums of cyanide waste and

zinc sludge were dumped behind the Chrome Shop building. This event was reported

anonymously to the WDNR shortly following the release.

In a signed statement by another Better Brite employee, approximately eight or nine 55-

gallon drums of chromic acid were stored in an old grain elevator on the property during

the summer of 1981. At least one of the drums allegedly had split along a seam and spilled

the contents of chromic acid. The contaminated soil was allegedly covered with clean

material. The employee also stated in the months following the alleged spill he noticed

yellow surface water ponding in the area. The statement also discussed a separate spill

event that allegedly occurred on the same day the employee noted the ruptured 55-gallon

drum of chromic acid. The employee stated that a plating bath of chromic acid was spilled

on the property, but no further mention of a spill during the summer of 1981 was found in

the WDNR files.

In 1985 it was determined that the vertical plating USTs inside the building had been

leaking. It was estimated that between 20,000 and 60,000 gallons of chrome plating solution

had been released due to the leaking USTs during the Chrome Shop's seven years of

operation. The vertical USTs extended 18 to 20 feet below grade.

On August 4,1986, the Chrome Shop was reportedly vandalized which resulted in a spill of

rinse water or plating solution. Approximately 300 gallons of rinse water or plating solution

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Site Evaluation ReponSection: 5Re\ision: 1Date: 3/13/92Page: IS of 29

was spilled into one of the voids created by removing the vertical USTs and the sanitary

sewer. Figure 5-3 (based on figure from U.S. EPA, 1987) represents the on-site conditions

in May, 1986.

5.4.2 Extent of Impacts

The following impact summaries present the range of values for each contaminant as

contained within the data attached in the Appendices. Based on U.S. EPA's QA/QC review

of the exiting data bases (See Section 4.5) the data for each of the impacted media (i.e.

ground water, surface water, and soils) is viewed as: 1) a guide to the areas and

contaminants of concern; and 2) confirmation that contaminants in each of the media exists

beyond the site boundaries. The actual degree and extent of contamination will be

determined and numerically evaluated during the course of conducting the RI. The work

plan for conducting the RI, the next document that will be prepared, will define the location

of and methods by which samples will be collected and the parameters that will be

quantitated. The methods by which the resulting data will be evaluated will be included in

the work plan.

Ground-water, surface-water, and soil impacts at the site are described in the following

sections based on the results of previous investigations. Analytical results of previous

investigations and analytical laboratory reports currently available from post 1987 sampling

events are contained in Appendix L.

5.4.2.1 Ground-Water Impacts

Ground-water impacts have been detected in each of the seven monitor wells at the site.

Elevated levels of three metals have been detected including chromium, cadmium, and

manganese. VOCs, including 1,1,1-trichloroethane, 1,1,-dichloroethene, 1,1-dichloroethane,

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Site Evaluation ReportSection: 5Revision: IDate: 3113/92Page: 19 of 29

trichlorethylene, and benzene have also been detected. Wisconsin Administrative Code

NR140 Ground-Water Quality Standards (Public Health or Public Welfare) have been

exceeded with respect to one or more contaminants at all seven wells. A partial summary

of laboratory analytical results, as provided on the WDNR data base, is presented in

Appendix L. Additional laboratory analytical reports currently available for ground-water

samples are also included in Appendix L.

Currently, the wells at the Chrome Shop are located in the vicinity of the former operations

building and on the private property west of the site. Typically, the compounds of concern

occur in the greatest concentration in the shallow water table well, B-105B, which is located

on the adjacent property. Contaminants have also been detected in the piezometers, with

highest concentrations noted at B-103, which is located southwest of the former operations

building. Elevated concentrations of the contaminants in all of the wells confirm that the

full extent of impacts in ground water has not been determined.

Concentrations of chromium in ground water have ranged from below detection limits of

0.003 mg/1 to 62 mg/1. Two of the piezometers, B-102 and B-103, and one shallow well, B-

105B, have contained concentrations of total chromium above the NR140 ES of 0.05 mg/1.

Two of the shallow wells, B-101A and B-102A, have contained concentrations of chromium

below the detection limits of 0.003 mg/1. It can not be confirmed that the chromium

concentration was less than 0.05 mg/1 in 1989 in any of the wells at the facility because the

detection level of 0.1 mg/1 was greater than the ES.

None of the ground-water samples collected from the monitor wells have been submitted

for analysis of hexavalent chromium. Thus, information on hexavalent chromium in ground

water is not available for this site.

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Cadmium concentrations ranged from below the detection limit of 0.0002 mg/1 to

0.0018 mg/1 in 1987 with the highest values detected in three of the shallow wells, B-101A,

B-104A, and B-105B. In 1988 and 1989, the concentrations of cadmium were below the

detection limits of 0.0043 and 0.020 mg/1, respectively, in all of the site wells. The NR140

ES for cadmium is 0.010 mg/1 and the PAL is 0.001 mg/1.

In 1988, manganese was detected at concentrations ranging from 0.013 mg/1 to 0.054 mg/1

in the site wells. One of the shallow wells, B-104A, contained a manganese concentration

of 0.054 mg/1 and one of the piezometers, B-103, contained 0.03 mg/1. No subsequent

analysis for manganese was performed at the Chrome Shop. The NR140 ES (Table II) for

manganese is 0.05 mg/1 and the PAL is 0.025 mg/1.

Concentrations of 1,1,1-trichloroethane range from below detection limits of 0.005 mg/1 and

0.5 mg/1. The highest concentrations of 1,1,1-trichloroethane have been detected in the

shallow well, B-102A, and they consistently exceed the NR140 ES of 0.2 mg/1. Two

additional shallow wells, B-104A and B-105A, have consistently contained concentrations of

1,1,1-trichloroethane above the NR140 PAL of 0.04 mg/1.

Four wells, B-102, B-102A, B-104A, and B-105B, have contained detectable concentrations

of 1,1-dichloroethylene ranging from 0.005 mg/J to 0.043 mg/1. Concentrations above the

NR140 ES of 0.007 mg/1 were detected in one piezometer, B-102, and two shallow wells,

B-102A and B-105B.

Reported concentrations of 1,1-dichloroethane have ranged from below detection limits of

0.005 mg/1 to 0.027 mg/1 in the site wells from 1987 to 1989. The concentrations have

consistently been below the NR140 PAL of 0.085 mg/1.

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Site Evaluation ReportSection: 5Revision: 1Date: 3113192Page: 21 of 29

r-*

Trichloroethylene has been detected in one piezometer, B-102, and two shaJlow wells, B-

101A and B-102A, at concentrations ranging from 0.001 mg/1 to 0.010 mg/1. In 1988,

trichloroethylene was only detected in the piezometer, B-102 at 0.010 mg/1. In 1989,

trichloroethylene was detected in the two shallow wells, B-101A and B-102A, at

concentrations of 0.001 and 0.008 mg/1, respectively. The NR140 ES for trichloroethylene

is 0.005 mg/1 and the NR140 PAL is 0.00018 mg/1.

Benzene was detected in 1987 in two piezometers, B-102 and B-103, at concentrations of

0.039 and 0.007 mg/1, respectively. Benzene was not reported prior to or after the 1987

sampling event. The NR140 ES for benzene is 0.005 mg/1 and the PAL is 0.000067 mg/1.

Although data are limited, it is evident that NR140 ESs have been exceeded for four VOCs

in ground water at the site including 1,1,1-trichloroethane, 1,1-dichloroethylene,

trichloroethylene, and benzene. Other VOCs may also exceed the ESs, but was not

investigated because the information was not readily accessible in the files.

5.4.2.2 Surface-Water Impacts

Surface-water samples were collected at the site primarily in response to complaints related

to overland discharge of liquids from the Chrome Shop. Typically, little or no standing

water is present at the site with the exceptions of immediately following precipitation events,

during spring thaws, and as a result of discharges from the Chrome Shop. Only one record

of the collection of surface-water samples is known. The sampling was conducted by

WDNR in March, 1988 in response to a complaint by a neighboring resident that chromium

contaminated water was flowing across the backyard. The surface discharge occurred when

the ground-water trench overflowed as the collection pond was not pumped for

approximately one year. Four water samples were collected from areas of surface discharge.

These included ponded water above the extraction sump in the northwest corner of the

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Site Evaluation ReponSection: 5Revision: IDaie: 3113192Page: 22 of 29

Chrome Shop property, ponded water in the backyard ( ), water

entering the storm sewer on the property ( ), and water entering

the storm sewer on the property ( ). The surface-water samples

were analyzed for cadmium, lead, zinc, and chromium. The concentrations for cadmium and

lead were below the detection limits of 0.020 mg/1 and 0.100 mg/1, respectively for all the

surface-water samples. The concentrations of zinc ranged from below the detection limit

of 0.020 mg/1 to 0.100 mg/1 with the highest concentration in the water entering the storm

sewer on the property. The chromium concentrations ranged from 0.300 mg/1 to

76 mg/1 with the highest concentration found in ponded water on the property,

which is closest to the collection trench.

In addition to the surface-water sampling in March, 1988, a sample was collected from the

site's sanitary sewer. Results of the laboratory analysis on the sample indicated 0.030 mg/1

zinc, 400 mg/1 total chromium, and 400 mg/1 hexavalent chromium.

Surface runoff at the site appears to discharge into three storm sewers nearly adjacent to

the property . The storm sewers are located in the backyard ),

in the backyard ), and behind the property

) near the railroad right-of-way (Figure 4-1). The storm sewers discharge into

the Fox River which is the nearest surface-water body.

None of the municipalities in the vicinity of the site utilize surface water for drinking

purposes. The Fox River, located within 1/4 mile of the Chrome Shop, is used for

recreation, fishing, industry, and navigation. The Fox River has had a long history of

pollution. Only in the last several years has there been an intense effort to clean the system.

At the present time, the WDNR, in cooperation with citizens, scientists, and educators, have

developed a Lower Green Bay and Fox River RAP as discussed in Section 4.4.2.2. The Fox

River is also host to three rare fish. These three species are: Acipenser fulvescens (Lake

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Sturgeon), of special concern in Wisconsin, and on the Federal Category 2 list; Anguilla

rostrata (American eel), of special concern in Wisconsin; and Lepomis megalotis (Longear

sunfish), state-threatened (Nicotera, 1988; U.S. EPA, 1988b).

5.4.2.3 Soil Impacts

Soil impacts at the site have been evaluated by analyzing soil samples collected from surface

sampling and deeper soil borings. Surface sampling has been conducted in July, 1988 and

April, 1990 to confirm the presence of contamination at the Chrome Shop site, and also in

yards and gardens of adjacent home owners to determine whether contaminants were at or

above acceptable levels, or absent. Soil borings were conducted in 1987 using a drill rig

during the well installation process. Soil boring locations and maps showing the locations

of previous surface soil sampling are included as Figures 5-4 to 5-5. A partial summary

table of soil sampling results and laboratory analytical reports are included as Appendix L.

In May and June, 1987, STS completed eight soil boreholes (B-101, B-101 A, B-102, B-102A,

B-103, B-104A, B-104B, and B-105B) using a drill rig at five locations in close proximity to

the Chrome Shop building (Figure 3-3). The boreholes were completed at each location for

the purpose of obtaining information on soil characteristics and installing monitor wells in

several of the borings. One soil sample from each 2-foot sampling interval was submitted

for laboratory analysis of zinc, chromium, lead, and, in some instances, cadmium. The

results of the analyses indicated that impacts in soils of chromium were found at B-103 in

the upper 24 feet, and at B-105B in the upper 10 feet. The remaining boreholes contained

concentrations of chromium at or below 0.050 mg/kg.

In July of 1988, five soil samples were collected during the screening site inspection (Figure

5-4). All samples were collected from the top 6 inches of soil. One sample was collected

near the former cyclone along the west side of the operations building. A second was

UQI cimnnHel Oil IIUII


collected approximately 250 feet north of the Chrome Shop facility as a potential

background sample. The third sample and duplicate were collected from the

property due west of the Chrome Shop property. The fourth sample was collected in the

southeast corner of the Chrome Shop property near the railroad right-of-way where surface

water runoff was observed during the spring thaw. The sample taken for background

purposes contained concentrations of 16.8 mg/kg chromium, and 64.3 mg/kg lead. This

sample may represent background conditions as these concentrations are typical for

uncontaminated soils (U.S. EPA, 1983). Elevated concentrations of chromium will be

designated at those concentrations that exceed three times the background concentration

or 50 mg/kg. Contaminated soil was found at all other locations ranging from 433 mg/kg

chromium near the cyclone to 2,250 mg/kg chromium in the southeast corner of the Chrome

Shop, the surface-water runoff point. On the adjacent property ( concentrations

of 746 mg/kg and 922 mg/kg (duplicate) chromium were found. The soil sample collected

in the southeast corner of the site also contained 7,900 mg/kg of lead (U.S. EPA, 1988b).

In April of 1990, soil samples were collected by TAT in 14 locations across the site and on

adjacent properties. The samples were primarily collected west of the operations building

and along the storm sewer which runs west and south of the Chrome Shop (Figure 5-5).

The 14th sample was located near Lande Street and represented possible background

conditions. Elevated concentrations of chromium (> 50 mg/kg) were noted primarily in the

samples (S-4, S-5, S-12, and S-13) collected immediately west and southwest of the Chrome

Shop on the property. The concentration of chromium in this area ranged from

100 mg/kg to 870 mg/kg.

In summary, elevated concentrations of chromium (>50 mg/kg) were detected in surface

soils south, southeast, west, and southwest of the Chrome Shop operations building.

Contaminated surficial soils have also been detected in the backyard of the private residence

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( due west of the former facility. In addition, lead has been detected in elevated

concentrations in the southeast corner of the Chrome Shop property.

The elevated concentrations of chromium extend to depths of 24 feet below grade southwest

of the Chrome Shop building (B-103) and 10 feet below grade on the private residence due

west of the facility (B-105B).

5.4.2.4 Investigation of Residences

In July, 1989 two sediment samples from private residence sumps were collected by the

WDNR and analyzed for chromium, cadmium, lead, and zinc. The first sediment sample

was from the ) residence. The second sample was from a sump

at a private residence in Green Bay, completely removed from the Better Brite site. This

second sample was collected to provide a comparison to the values from the sump.

The analytical results for the Green Bay sump sample were chromium 12 mg/kg, cadmium

< 1 mg/kg, lead 19 mg/kg, and zinc 96 mg/kg. The results obtained from the sump

sample were chromium 5 mg/kg, cadmium < 1 mg/kg, lead 8 mg/kg, and zinc 18 mg/kg.

In April, 1990, five samples were collected to investigate areas of potential concern in two

private residences adjacent to the Chrome Shop. The samples included one sediment

sample from the sump, three water samples from the sump, and one

furnace filter sample from the home. The samples were analyzed for total

chromium. The sediment sample from the sump contained a concentration of

chromium of 3.8 mg/kg. The concentrations of chromium in all of the water samples from

the sump were below the detection limit of 0.05 mg/1. The furnace filter

contained 4.1 mg/kg of total chromium. Laboratory analytical reports and a partial

historical summary of other sampling results are contained in Appendix L.

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Site Evaluation ReportSection: 5Revision: IDate: 3113192Page: 26 of 29

5.5 Quality Assurance/Quality Control of Existing Database

The existing database was reviewed and assessed with respect to its completeness for use

in evaluating existing site conditions, and for identifying additional data requirements. The

database consists of the information in WDNR files, published material on the site and the

region, and personal communications with agencies and individuals having data concerning

the site. This review focuses on monitor well installation and construction, as well as

ground-water and soil sampling and analysis. The WDNR database is useful as a reference

only due to discrepancies in units, and nondescript labeling of samples.

5.5.1 Monitor Well Installation

Seven ground-water monitor wells have been installed at the Chrome Shop since 1987. The

well locations are shown in Figure 3-2. Completion data for the ground-water monitor wells

installed in 1987 are summarized in Table 5-1. Detailed construction logs for the wells are

provided in Appendix F.

Of the wells currently on the site, four are shallow water-table wells (B-101A, B-102A, B-

104A, and B-105B), with depths of 18.8 to 20.0 feet. The other three wells (B-101, B-102,

and B-103) are deep piezometers, with depths of 56.4 and 63.0 feet. The piezometers are

completed in the dolomite bedrock. All of these wells were installed on Better Brite

property, except B-105B which was installed on the private residence ( west of the

Chrome Shop.

The extraction well at the site was constructed in the former location of the vertical USTs,

which were located under the operations building. The extraction well is completed within

the unconsolidated deposits and is currently being used to extract impacted ground water.

Qimnn|̂| I |m Iru ii


5.5.2 Well Construction

In 1979, 10 site monitor wells were installed as part of the primary site investigation at the

Chrome Shop. No construction documentation exists for these 10 monitor wells. The

current integrity of these wells is questionable.

Monitor wells were installed in May through July, 1987 during the hydrogeologic

investigation performed for the WDNR by STS Consultants, Ltd. (STS, 1987). The

boreholes were drilled using the conventional hollow stem auger drilling method. The

shallow water-table wells (B-101A, B-104A, and B-105B) were constructed of 2-inch

diameter, flush joint, threaded Schedule 80 PVC riser pipes attached to 15 foot lengths of

2-inch diameter, 0.006 slot PVC well screen. A sand pack was placed around the screen and

pipe to within 3 or 4 feet of ground surface, and the remaining distance was backfilled with

a bentonite powder and concrete seal. The piezometers (B-101, B-102, and B-104) were

installed by (cement) grouting oversized casing into bedrock and then drilling through the

grout into bedrock. A 3 to 4 foot bentonite clay seal was placed directly above the 15-foot

length of 2-inch diameter PVC well screen. The annulus space above the bentonite seal was

fitted with bentonite slurry to the ground surface. A metal protective casing with locking

cap was provides for all of the site wells. Well construction forms are included as Appendix

F.

The extraction well was installed to a depth of 32.5 feet in September, 1990, as part of the

U.S. EPA Emergency Response Action (Weston-Major, 1990b). The extraction well was

installed in a 14-inch diameter (approximate) borehole and extends to 41-foot depth which

is 1 foot in the dolomite bedrock. The extraction well is constructed of 6-inch diameter

casing and a 30-foot perforated screen. The annulus was filled with pea gravel and sealed

with bentonite pellet below the welded steel brace on the ground surface. Bentonite was

also placed over the welded steel brace. Construction diagrams are included as Appendix I.

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In general, the well construction methods and materials used in the 1987 wells are adequate

to enable representative ground-water samples to be collected from the wells. Preliminary

inspection of the remaining well installations on the site by WDNR in September, 1991

showed that all of the 1979 monitor wells were either damaged or not secured, so they

require decommissioning. Approximately three of the 1987 shallow monitor wells (104A,

105B, and 102A) and one 1987 piezometers (103) also indicated evidence of damage. These

wells are expected to be decommissioned. Complete results of the WDNR well inspection

are included as Appendix K.

Based on the available information, the existing wells (with the exception of those noted

above) can be used in the RI. The wells should be inspected in greater detail, and tested

to confirm their integrity as follows:

* Perform field baildown tests to establish that in-situ hydraulic conductivity is

consistent with expected aquifer properties (based on boring logs), that good

aquifer/well communication exists, and that the casing is free of obstructions,

* Inspect purge water to confirm the absence of possible well integrity concerns

such as high turbidity (e.g., possible screen/casing failure) or bacterial growth,

and

5.5.3 Sample Collection and Analysis

Ground-water samples have been collected periodically by U.S. EPA and WDNR and their

consultants from 1987 to the present. All of the samples were analyzed by commercial

analytical laboratories currently certified by WDNR under Chapter NR149 of the Wisconsin

Administrative Code or the Wisconsin State Lab of Hygiene. Sampling procedures used in

prior site investigations were generally described and conform to accepted methods. Few

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duplicate samples or blanks are available for evaluating the accuracy and precision of the

analytical results obtained. Additional samples collected and analyzed under documented

procedures will be needed to assess the comparability of previously collected data. Specific

analytical procedures from previous analyses will need to be compiled to evaluate the

quality of this data. Sampling procedures which conform to WDNR guidelines appear to

have been followed, based upon available information.

Soil samples from the site have been collected during four of the site investigations since

1982. All of the samples were analyzed by commercial analytical laboratories currently

certified by WDNR or by the State Lab of Hygiene. Details on sampling techniques are

available only for the samples collected during the U.S. EPA (1988) and STS (1987) site

investigations. These reports also detail the cross-contamination prevention procedures used

throughout the sample collection processes.

No details are available for the samples collected during the site investigations in 1989 and

1990. Without additional information for evaluating sampling procedures, the data as a

whole are judged to be useful for screening purposes only. WDNR guidances were followed

for sampling performed by WDNR (WDNR, 1991b).

5.5.4 Water-Level Measurements

Procedures used previously for water-level measurements have not been documented.

Without detailed descriptions of the procedures used in collection of water levels, the quality

of the data cannot be evaluated; however, it is assumed that the data is correct and useful

for evaluating trends in water-table fluctuations with time. WDNR guidelines followed for

measurements taken by WDNR (WDNR, 1991b).

QI cimnn n_n v? [n••.^.f _-^-=.^ -?.-=.-j\fil o lMIUI I in j lU;nj|k-&~iry.rut-.-ii

Site Evaluation ReponSection: 6Revision: IDate: 3/13/92Page: I of 14

6.0 EVALUATION OF CONTAMINANTS

Better Brite, WDNR, and the U.S. EPA have sampled soil, groundwater, and other media

and reported elevated levels of fifteen chemicals. These include ten inorganic compounds:

barium, cadmium, chromium, copper, cyanide, lead, nickel, selenium, silver, and zinc as well

as five VOCs: benzene, 1,1-dichloroethane, 1,1-dichloroethylene, tetrachloroethylene, and

1,1,1-trichloroethane. This section addresses the physical, chemical and toxological

characteristics of the identified compounds and the regulatory requirements which may

affect subsequent remedial actions.

6.1 Physical and Chemical Characteristics

A summary of the physical and chemical characteristics of chemicals-of-concern is provided

in Table 6-1.

6.2 Toxicological Characteristics

This subsection summarizes information on the potential adverse health impacts of

chemicals-of-concern at the Site. This includes a qualitative discussion of the types of

effects associated with each chemical and a summary of their individual toxicity values.

6.2.1 Health Effects

All chemicals cause some health effect if exposures to the chemical are sufficiently high.

This section provides information on the toxicity of the potential chemicals-of-concern for

both cancer and non-cancer effects. Toxicity values for the subject compounds are

summarized on Table 6-2.

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Barium

The toxicity of barium compounds depends on their solubility. Insoluble barium sulfate is

used as a radiotracer material for x-ray diagnosis and is not harmful to humans.

Occupational toxicity from barium is not common. The majority of studies of health effects

of barium involve oral exposure. Acute ingestion of barium can result in respiratory

weakness and paralysis, hypertension and abnormal heart rhythms, as well as gastrointestinal

symptoms such as gastric pain, vomiting and diarrhea (ATSDR, 1990a). Inhalation of

barium sulfate dust and barium carbonate in occupational settings may cause a reversible,

benign pneumoconiosis. Ingestion of high levels of soluble barium salts has resulted in

gastroenteritis, muscle paralysis, decreased pulse rate, and ventricular fibrillation (Amdur,

1991).

Benzene

Benzene is a Group A carcinogen, associated with leukemia via either inhalation or oral

exposures. The most significant non-cancer health effects of benzene exposure are

hematotoxicity, immunotoxicity, and neurotoxicity. Major toxic effects from benzene

exposure occur in the blood. The ability to cause blood dyscrasia (any abnormal or

pathologic condition of the blood) is apparently a unique property of benzene (Ellenhorn

and Barceloux, 1988). Chronic exposure of humans to benzene in the workplace (exposures

estimated at 10 to 210 mg/kg) is associated with blood disorders such as aplastic anemia.

Acute and chronic benzene exposure can also cause central nervous system (CNS) toxicity.

Initial symptoms of CNS toxicity may occur at concentrations of 50 to 150 mg/kg and

include headache, lassitude, or weariness (Sandmeyer, 1981). Acute high exposures cause

effects such as nausea, staggering gait, paralysis, and convulsions. If untreated, these

symptoms may lead to eventual unconsciousness and death, following cardiovascular

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collapse. Single exposures to benzene at a concentration of 20,000 mg/kg have proved to

be fatal within 5 to 10 minutes (U.S.EPA, 1980). There is limited evidence that benzene

is a teratogen, and it may be a dermal sensitizer (Sandmeyer, 1981).

Cadmium

Exposure to cadmium may occur from ingestion of contaminated foods or inhalation of

cadmium oxide fumes. Acute exposure to cadmium results in gastrointestinal and

respiratory symptoms by oral and inhalation routes, respectively. Acute oral exposure to

cadmium results in vomiting, diarrhea, and abdominal pain (Ellenhorn and Barceloux, 1988).

The symptoms that develop 4 to 12 hours after inhalation of cadmium include fever,

headache, shortness of breath, chest pain, runny nose, sore throat, and cough. Chronic

exposure to cadmium primarily affects the kidney causing chronic renal tubular disease.

Protein in the urine is the most frequent finding in these cases. Chronic inhalation exposure

can lead to chronic obstructive pulmonary disease, emphysema and chronic bronchitis.

There may also be affects on the cardiovascular such as hypertension and skeletal systems

such as osteoporosis and bone pain (due to bone loss) (Amdur, 1991). EpidemiologicaJ

studies have shown cadmium to be a lung carcinogen in occupational settings (ATSDR,

1988a).

Chromium

Chromium is an essential element in human nutrition at levels below those associated with

adverse effects. The daily requirement for chromium is approximately 50 /ig/day (valence

state not specified). Skin contact with high levels of chromium compounds has been

reported to produce an eczema-like condition (U.S. EPA, 1984a). Chromium VI, or

hexavalent chromium, is a Group A carcinogen by inhalation only, associated with increased

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incidence of lung cancer observed in workers exposed to hexavalent chromium (U.S. EPA,

1991a).

Copper

Copper is an essential nutrient in humans and animals. The 1990 Recommended Dietary

Allowances estimate that a daily dietary dose of 2 to 3 mg/day by adults is safe and

adequate (ATSDR, 1990b). Industrial exposure to copper dust or fumes has been common,

but health surveys of workers engaged in the processing of copper have not revealed any

signs of chronic disease. Copper fumes and fine dust may cause metal fume fever, a 24-hour

illness characterized by chills, fever, aching muscles, dryness in the mouth and throat, and

headache. One report of metal fume fever found that the illness appeared after exposure

to 0.1 mg/m3 of fine copper dust (Friberg et al., 1986). Factory workers exposed to copper

dust experienced mucosal irritation of the mouth, eyes, and nose. There are numerous

reports of acute gastrointestinal effects in humans after ingestion of large amounts of copper

in the form of Cu(II). Exposure levels that produced these gastrointestinal effects were 0.07

to 1421 mg/kg-day (ATSDR, 1990b). Liver and kidney damage have been observed after

suicidal ingestion of large amounts of copper sulfate; copper concentrations in the blood of

these patients was about 8 mg/L, whereas at a copper level in blood of about 3 mg/L only

gastrointestinal disturbances were seen (Friberg et al., 1986). Copper is not considered a

carcinogen. Cancer was not observed in rats or mice following exposure to copper at

various concentrations (ATSDR, 1990b).

Cyanide

Cyanide is a very rapidly acting lethal poison, producing death in minutes or seconds by

both the oral and inhalation routes, respectively. Inhalation produces the most rapid and

serious exposures. Acute exposure affects primarily the CNS causing symptoms of

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stimulation initially followed by CNS depression. The initial symptoms include increased

respiration, vomiting, nausea, feeling of neck constriction, restlessness, and anxiety, followed

by stupor, coma, convulsions, fixed dilated pupils, and death. Cardiovascular effects after

acute exposure include tachycardia followed by bradycardia (i.e., slowing of the heart).

Abnormal heart rhythms and low blood pressure often precede collapse of the peripheral

circulatory system. Other symptoms of acute cyanide poisonings include cold, clammy skin.

Chronic exposures to cyanide occur from occupational exposures as well as from fava bean

consumption and heavy smoking. The most common symptoms following chronic

occupational exposures (usually by the inhalation route) are headache, dizziness, vomiting,

nausea, and a bitter or almond taste. Other signs include thyroid enlargement without

symptoms of thyroid dysfunction (Ellenhorn and Barceloux, 1988). Chronic exposures by

the ingestion of foods containing cyanide naturally result in affects on the nervous system

such as optic atrophy, nerve deafness, and various types of ataxia. Also, decreased

conduction velocity due to demyelination of peripheral and CNS nerves has been suggested.

1.1 -Dichloroethane

Information is extremely limited concerning the toxic effects of 1,1-dichloroethane in

humans following oral, inhalation, or dermal exposure. At one time this compound was

used as an anesthetic, however, its ability to induce cardiac arrhythmias at anesthetic doses

(26,000 mg/kg) resulted in the discontinuation of its use (Browning, 1965; Miller et al.,

1965). When applied to the skin of rabbits, 1,1-dichloroethane produced a slight defatting

action (Clayton and Clayton, 1981; U.S. EPA, 1984b). Rats, guinea pigs, and dogs that were

subchronically exposed via inhalation to 1,1-dichloroethane at a concentration of 1000

mg/kg for 13 weeks (5 days/week, 6 hours/day) exhibited no adverse effects (Hofmann et

al., 1971). It is a Group C carcinogen, associated with hemangiosarcoma in rats (U.S. EPA,

1991 a).

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1.1 -Dichloroethvlene

Human exposure to 1,1-dichloroethylene occurs primarily in the industrial work

environment. The primary adverse effects from acute exposure are central nervous toxicity

and irritation of the mucous membranes (ATSDR, 1988d). There is limited evidence to

suggest that 1,1-dichloroethylene produces liver and kidney damage from repeated exposure

in humans (U.S. EPA, 1985a). It is a Class C carcinogen, associated with adrenal tumors

in rats and kidney tumors in mice (U.S. EPA, 1991 a).

Lead

There is abundant toxicity information available for lead, including data on dose-response

relationships observed in humans. This toxicity information is often expressed in terms of

health effects associated with blood lead levels, rather than health effects resulting from

certain environmental lead concentrations. Lead is a cumulative poison with chronic

responses (Friberg, 1986; ATSDR, 1988b). Signs and symptoms of lead poisoning are

observed in the nervous, hematologic, renal, gastrointestinal and cardiac systems (HSDB,

1990). Most lead poisoning is slow in onset and results from gradual accumulation of lead.

The ingestion of rapidly absorbed lead salts causes an acute syndrome which includes

hepatic injury and hemolysis as well as the effects observed from more chronic exposure.

For adults, adverse health effects such as nervous system effects are associated with blood

lead levels of 40 jug/dl or higher, although effects on hypertension in adult males has been

observed at lower blood lead levels (U.S. EPA, 1986). Fetuses and young children (age <

6) are considered the most sensitive population to the toxic effects of lead exposure

(ATSDR, 1989a).

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Nickel

The most commonly observed toxic effects of nickel exposure are skin allergies also referred

to as "Nickel Itch" (Ellenhorn and Barceloux, 1988). Inhalation of nickel sulfate and nickel

oxide in occupational settings has resulted in asthma while nickel carbonyl (i.e., metallic

nickel combined with carbon monoxide) can cause acute chemical pneumonitis characterized

by headache, nausea, vomiting, and chest pain, followed by cough, increased respiration,

cyanosis, gastrointestinal symptoms, and weakness ultimately progressing to pneumonia,

respiratory failure and death (Amdur, 1991). Nickel subsulfide and nickel refinery dust are

Group A carcinogens which cause lung and nasal cavity cancers. Exposure to nickel metal

has not been associated with cancer (ATSDR, 1988c).

Selenium

Selenium is considered to be essential for the growth and reproduction of animals, including

humans, but it is also toxic at excess levels of intake (Fan, 1988). Humans consuming diets

depleted of selenium have been shown to develop muscle tenderness, wasting, and

sometimes a cardiomyopathy. Conversely, chronic poisoning from dietary ingestion of

contaminated foods may result in the loss of hair and nails, skin lesions, and nervous system

effects. Available data from animals and humans indicate that the margin of safety between

the beneficial and toxic effect levels for selenium is relatively narrow (Fan, 1988).

Silver

Silver is not known to be carcinogenic to humans and generally has low human toxicity.

Chronic exposure to silver by the oral or inhalation routes leads to "argyria," a nonharmful,

cosmetic condition characterized by blue-gray coloration on skin or other organs (ATSDR,

1990c). Industrial exposure to silver results in local or generalized argyria. The local form

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involves formation of blue-gray patches on the skin or in the conjunctiva of the eye. The

generalized form shows widespread skin pigmentation from the face to uncovered parts of

the body. The eyes and respiratory tract can become affected such that vision and

respiration are affected. Acute oral doses of silver nitrate are caustic and cause

gastrointestinal irritation as well as kidney and lung lesions (Amdur, 1991).

Tetrachloroethylene

Acute inhalation exposure to low doses of tetrachloroethylene results in a variety of

symptoms, including dizziness, confusion, nausea, headache, and irritation of the eyes and

mucous membranes. At higher concentrations, these symptoms increase and eventually

produce unconsciousness. Chronic exposure enhances the above symptoms as well as

affecting short-term memory and producing disorientation, irritability, ataxia, and sleep

disturbances. Other non-carcinogenic effects reported from exposure include liver cirrhosis,

hepatitis and nephritis. Toxicity from dermal exposure is expected to be minor (U.S. EPA,

1985b). Tetrachloroethylene is a Group B2 carcinogen, associated with liver tumors in mice

and leukemia in rats (U.S. EPA, 1991 a).

1,1,1 -Trichloroethane

The major effect from acute exposure to 1,1,1-trichloroethane is central nervous system

depression, including anesthesia at high concentrations and impairment of coordination,

equilibrium, and judgment at lower concentrations. Other effects that have been observed

include cardiovascular effects, and slight adverse effects in lungs, liver, and kidneys.

Irritation to the skin, eyes, and mucous membranes may also occur upon exposure (U.S.

EPA, 1984c).

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Zinc

Zinc is an essential metal, necessary for the function of various enzymes. Zinc deficiency

is easily produced in animals and has been recorded in humans. Large oral doses of zinc

have been associated with gastrointestinal disorders including vomiting and diarrhea. Metal

fume fever, a 24-hour illness characterized by chills, fever, aching muscles, dryness in mouth

and throat, and headache, has been reported after respiratory exposure to zinc fumes

(primarily as ZnO). Acute inhalation exposure to zinc chloride (ZnCl2) may be fatal,

involving damage to mucous membranes in the respiratory' tract (Friberg et al., 1986). Acute

inhalation exposures to zinc oxide concentrations of 14 mg/m3 for 8 hours, or regular

occupational exposures to between 8 and 12 mg/m3 have not produced symptoms of metal

fume fever (ATSDR, 1989b). No reports of chronic zinc poisoning in humans were found

in the available literature. Patients suffering from venous leg ulcers have been treated for

up to 6 months with 135 mg/day zinc sulfate without toxic effects. In another study, 12

healthy males ingesting 440 mg/day zinc sulfate for one month had a 25% decrease in the

serum level of high-density lipoprotein cholesterol (HDL-cholesterol). HDL-cholesterol has

been suggested to have a preventative role in the development of coronary artery disease.

Long-term prescription of zinc may produce a copper deficiency due to competition between

zinc and copper at absorption sites in the gut. Repeated testicular injections of zinc chloride

into chickens and rats have been reported to produce testicular sarcomas. There is no

evidence that zinc compounds are carcinogenic after administration by any other route

(Friberg et al., 1986).

6.2.2 Toxicity Values

The U.S. EPA developed toxicity values to provide quantitative estimates of the potency of

chemicals and resultant toxic effects. The toxicity values for the chemicals-of-concern are

presented in Table 1. For carcinogenic effects, cancer slope factors have been developed

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by the U.S. EPA. For non-carcinogenic effects, the U.S. EPA developed oral reference

doses (RfDs) and inhalation reference concentrations (RfCs).

The two types of toxicity values are fundamentally different in their assumptions of the

relationship between dose and response. For carcinogens, some risk, however small, is

assumed to be associated with every level of exposure. In contrast, RfDs and RfCs for non-

carcinogenic effects assume there is a threshold below which there will be no effect. The

derivations of these toxicity values are described in more detail below.

The U.S. EPA's Carcinogen Assessment Group (CAG) reviews human, animal, and in vitro

data on suspected chemical carcinogens and calculates cancer slope factors for chemicals

determined to be carcinogenic. Cancer slope factors are estimates of the excess cancer risk

due to continuous exposure to a chemical throughout the course of a 70 year lifetime. A

cancer slope factor has units of [1 /(mg chemical/kg body weight/day)]. In general, cancer

slope factors are based on data from lifetime animal bioassays, although human data are

used when available. For animal data, U.S. EPA uses a mathematical model called the

linearized multistage model to extrapolate from the high doses used in the bioassay to the

low doses expected from environmental exposures. The cancer slope factor represents the

95% confidence limit of the slope of the linear portion of the dose-response curve. The

excess carcinogenic risk for the experimental animal is then extrapolated to the excess

carcinogenic risk expected for humans. The U.S. EPA selected the linearized multistage

model for routine use because it has some justification on biological grounds and generally

yields estimates protective of public health; that is, it more likely overestimates rather than

underestimates the potential risk.

The U.S. EPA developed a carcinogen classification system based on the weight-of-evidence

that a compound is a human carcinogen:

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Site Evaluation ReponSection: 6Re\isiorv 1Date: 3113192Page: 11 of 14

* Group A - Human Carcinogen

* Group B - Probable Human Carcinogen

Bl - sufficient evidence in animals but limited human data are available

B2 - sufficient evidence in animals but inadequate or no evidence in humans

* Group C - Possible Human Carcinogen

* Group D - Not classifiable as to human carcinogenicity

* Group E - Evidence of non-carcinogenicity for humans

Eight chemicals of potential concern, identified at the Better Brite site, are classified as

either Group A, B, or C carcinogens.

* benzene is classified as Group A - human carcinogen. Nickel is designated

as a Group A carcinogen when exposure occurs from nickel refinery dust or

nickel subsulfide. Hexnvalem chromium is also classified as a Group A

carcinogen by inhalation only.

* probable human carcinogens (B2) include lead and tetrachloroethylene.

Cadmium is classified as a Bl carcinogen but by inhalation only.

* 1,1-dichloroethane and 1,1-dichloroethylene are designated as Group C

carcinogens.

RfDs and RfCs provide a benchmark for the daily dose to which humans, including sensitive

populations such as children, may be exposed to without an appreciable risk of deleterious

non-cancer effects during a lifetime (assumed to be 70 years). The same unit system

commonly used for dose (mg chemical/kg body weight - day) is also used for RfDs and

RfCs.

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Reference doses and reference concentrations are health-protective values which are usually

at least 100 times lower than the highest dose level which did not cause observable effects

(NOAEL - No Observed Adverse Effect Level) after chronic (usually lifetime) exposure in

animal experiments. The reduction of the NOAEL is done to account for differences

between species (for example, the experimental animal, such as the mouse, and the human)

and for differences between individual humans (i.e., some individuals are more sensitive to

toxic effects from chemical exposures than others). The toxicity factor may be reduced by

an additional factor of 10 if the RfD or RfC is based on the Lowest Observed Adverse

Effect Level (LOAEL) instead of the NOAEL, or an experiment that includes a less than

lifetime exposure.

Verified RfDs and RfCs are available on U.S. EPA's Integrated Risk Information System

(IRIS) (U.S. EPA, 1991b). These toxicity values and other health risk assessment

information are included in IRIS after a comprehensive review of chronic toxicity data by

work groups of EPA scientists. If toxicity values were not available for the chemicals of

concern in IRIS, U.S. EPA's secondary source known as the Health Effects Assessment

Summary Tables (HEAST) was consulted (U.S. EPA, 1991 a). HEAST is a quarterly review

of toxicity values for carcinogens and non-carcinogens.

6.3 Applicable or Relevant and Appropriate Requirements (ARARS)

Table 6-3 summarizes ARARs for chemicals-of-concern; supporting documentation is

contained in the references (Section 9.0). WDNR has also assembled ARARs for CERCLA

related RI/FS and RD/RA activities in Wisconsin which are contained in Appendix N.

Other federal ARARs may also be determined to apply.

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6.4 Conceptual Site Model

Conceptual site models are presented in Figures 6-1 and 6-2 which illustrate potential

migration pathways, routes of exposure, and potential receptors for the Zinc and Chrome

Shops, respectively. A migration pathway describes the movement of a contaminant from

a source to a receptor. The potential for migration from a source to a receptor depends on

the physical and chemical properties of the compound, environmental transformation

processes, and characteristics of the media through which the compound migrates. The

original source of compounds of concern at the site is believed to be long term releases of

plating materials to the soil. This section provides information pertaining to the migration

of these compounds to potential receptors through the soil to other media, such as ground

water and air, and the movement of these compounds within and among these media.

Potential migration pathways and routes by which human and nonhuman (ecological)

populations may become exposed to compounds of potential concern are discussed in the

Preliminary Health Assessment (PHA), together with a preliminary identification of risk

(WDOH, 1991). The PHA is attached as Appendix M. The primary purposes of the PHA

are:

1. to evaluate whether contaminants at the site pose a current or future threat

to public health,

2. to recommend any steps needed to protect the public from exposure to toxic

substances; and

3. to recommend long-term health studies, when appropriate.

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For the PHA, the types of contamination present are examined, including each substance's

toxicity; ability to move through soil, air or water; persistence in the environment; and ability

to accumulate in the food chain. The ways that people could come in contact with the

contaminants as ingestion, skin contact, or breathing are also examined. Conclusions are

then made about the types of illness that could result from exposure to the chemicals

present. Finally, actions to protect public health now and in the future are recommended.

Based on the PHA, VVDOH determined that the site poses a public health hazard because

of the potential for exposure via:

1. dermal absorption of chromium in contaminated surface water and

contaminated seepage water in the basement of an adjacent home, and

2. ingestion of on-site soil contaminated with lead.

These and additional Simon Hydro-Search concerns for exposure routes are addressed

further in Section 8.0 Data Collection Needs.

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7.0 SITE MANAGEMENT STRATEGY

7.1 Purpose

The purpose of this section is to identify an appropriate range of remedial action

alternatives and associated technologies for each of the affected media. This analysis is not

intended to be a detailed analysis of alternatives. Rather, it is intended to identify general

'classifications of potential remedial actions based upon the following:

* The affected media,

* Routes of exposure, and

* Identified potential receptors.

As indicated previously, WDNR and U.S. EPA have already expended appreciable effort

in implementing activities toward site remediation which have included the following:

* Enforcement actions on the plating operations at both sites to prevent the

generation of additional hazardous materials,

* Disposing of the hazardous materials on-site, including plating solutions and

sludge stored in drums, vats, and tanks at both sites,

* Installation of a ground-water extraction system to begin the recovery of

documented contaminated ground water at both sites,

* Disposal of contaminated soils excavated during the installation of the ground-

water extraction systems, and

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* General cleaning of the Zinc Shop building (excluding walls and ceiling) and

application of a sealant material to the building floor to limit the potential for

exposure.

The identification of potential technologies at this stage is not intended to replace or

abandon previous remedial efforts. Rather, this analysis is intended to aid in identifying the

additional data that needs to be collected during the RI to screen alternatives and select

appropriate remedies for potential source areas and/or plumes currently undefined. These

data needs are a function of the preliminary remedial action objectives and probable

response actions based on the existing data base for the site.

7.2 Preliminary Remedial Action Objectives

Preliminary remedial action objectives are identified in Table 7-1 for protection of human

health and environmental receptors. The objectives are to restore ground water and soils

to levels protective of human health and welfare, and to restore the environment to

appropriate standards. However, final acceptable exposure levels will be established on the

basis of the results of a risk assessment and expected exposures for alternatives considered

in the future.

7.3 General Response Actions and Technologies

General response actions are identified in Table 7-1 for those remedial technologies likely

to be suitable at the Zinc and Chrome Shops and having the potential to meet the remedial

action objectives. Based on the existing data available for the sites, ground-water remedial

actions will likely encompass extraction with probable treatment and discharge. Ground-

water extraction is currently underway at both of the sites. The extraction well installed at

the Chrome Shop and the ground-water collection sump installed at the Zinc Shop were

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both placed into operation in 1990, and have been in continuous operation since. The

ground-water collection trench system installed at the Chrome Shop by Better Brite has

been operated sporadically over the past years. The RI should focus on confirming the

effectiveness of the existing extraction systems and evaluate the extent to which additional

extraction wells or other remedial alternatives may be required on the usefulness/value of

further extraction measures prior to the final remedy implementation. Due to the absence

of data addressing the existence, nature, and extent of potential off-site ground-water

impacts, the process options shown in Table 7-1 encompass a broad range of alternatives.

Response actions for soils include containment, in-situ treatment, and excavation/treatment

options. Since the characterization of this media is not well defined with respect to extent

and specific source areas at the sites, the priority of actions to remediate soils on-site has

not been established at this time. Due to the absence of data regarding the characteristics,

nature, and extent of remaining soil impacts, technology types and process options shown

in Table 7-1 for soils also encompass a broad range of alternatives. Due to the shallow

depth to ground water at these sites, soil and ground-water remediation must be carefully

evaluated to avoid recontamination of remediated soil.

Likely response actions for impacted air discharge generated by soil and/or ground-water

remediation include various physical treatment processes, if response actions are determined

to be appropriate in the risk assessment.

7.4 Operable Units

An Operable Unit (OU) is a discrete action that comprises an incremental step toward

comprehensively addressing site problems. OUs may address geographical portions of a site,

specific site problems, or initial phases of an action, or may consist of actions performed

over time, or any actions that are concurrent but located on different parts of a site. U.S.

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EPA encourages early identification of OUs in the scoping process in order to evaluate the

potential for opportunities to accelerate remedial actions.

In some cases, the RA alternatives for specific media and/or locations may be very limited

and require minimal characterization in order to select a remedy. Where implementation

of an RA is obvious and will result in more timely site remediation, interim RAs may be

accelerated if they are likely to be consistent with the final site remedy. Based on existing

data, OUs have been preliminarily identified below and are generally categorized on the

basis of the media and relative location.

OLH: Documented and suspected impacts to soils from releases located

under the building foundations at the sites.

OU-2: Documented or suspected impacts to surficial soils on- and off-site

primarily resulting from surface water runoff and fugitive dust from the site.

OU-3: Documented and suspected impacts to subsurface (non-surficial) soils

in the unsaturated zone resulting from releases and contaminant migration on-

and off-site, not contained under foundations. This will include utility

trenches which may act as preferential migration pathways for contaminants.

OU-4: Documented ground-water impacts in the vicinity of the building or

foundation currently controlled by the existing extraction well system.

OU-5: Potential ground-water impacts on- and off-site which may not be

controlled by the existing extraction well system.

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OU-6: Documented or suspected contamination within private residences as

a result of contamination originating at the sites (e.g. within sumps, fugitive

dust).

Each of these OUs apply to both the Zinc and Chrome Shops. As appropriate, the RI may

also identify OUs which have been adequately controlled/remediated and/or additional

OUs. The preliminary OUs identified are not presented to identify individual or separate

units to be addressed in a sequential manner. They are presented to insure that data is

collected in a manner, throughout the project as a whole, to allow remedial actions on

aspects of the project in a rapid manner should action be warranted.

7.5 Probable Response Actions

Impacted soil OU-1 encompasses soil contained by a relatively impermeable cover (Zinc

Shop building and slab, Chrome Shop slab). Probable response actions, if any, cannot be

defined at this time. Data needed for alternative screening includes definition of the area!

extent of impacts under the building and/or foundation. If the Zinc Shop building and

Chrome Shop foundation will remain in place, evaluation of in-situ remedial technologies

may be appropriate.

Impacted surficial soil (OUs 2 and 3) includes accessible documented or suspected source

areas as well as soils contaminated by fugitive dust. Response actions for soil OUs will

depend on the lateral extent of impacts and their magnitude if source areas extend beyond

the immediately surrounding area of the buildings. Excavation and treatment and/or

disposal are likely response actions for sources of limited extent or significant public health

risk. In-situ methods may be considered if source areas are more pervasive.

1131 Simon


Probable remedial response actions for the site will consider the utility of existing remedial

systems. Ground-water related OUs 4 and 5 will likely encompass continuation of the

existing emergency action extraction well system operations, and/or redesign and expansion

of ground-water recovery systems. Data needed to evaluate this response action include

evaluating the effectiveness of existing systems in providing hydraulic control of impacted

ground water, the extent of which remains to be defined. Soil and ground-water OUs are

closely related due to the shallow depths to ground water at the sites.

OU-6 involves off-site evaluations within inhabited residences. The impacts detected and

suspected on private property include contaminants noted in the basement of adjacent

homes, and soil contamination originating at the sites which may have entered the homes.

This OU needs further evaluation on a case by case basis to determine if immediate action

is required, and to select appropriate remedial actions to be implemented.

The quality of the water from the Grant Street municipal well (Well #2) nearly adjacent

to the Zinc Shop is monitored semi-annually (Cr CN Zn) and periodically for VOCs by the

City of De Pere and no contamination has been noted to date. The potential for influence

on the well resulting from impacts from the Zinc Shop will require additional investigation.

This investigation should include collection and incorporation of additional hydraulic data

for the site. Continued monitoring, with a potential for increasing the frequency of

monitoring, will likely occur. The Grant Street well has not been identified as an OU at this

time since impacts have not been detected and remedial actions are not currently warranted

at the well head.

The building and slab at the Zinc Shop and the slab and clay cap at the Chrome Shop

currently overlie areas in soils which are likely to contain high levels of contamination and

are thought to represent significant sources of contamination. These sources are thought

to be reducing due to actions of the extraction system(s). An evaluation of the RI data will

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likely be needed prior to removal and/or complete permanent decontamination of the

building and slabs. This has not been identified as an OLJ since WDNR and U.S. EPA have

indicated a preference to address building/foundation issues separately as an interim

remedy, possibly on an accelerated basis.

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8.0 DATA COLLECTION NEEDS

The need for additional site data is evaluated relative to meeting site-specific remedial

action objectives. These data collection needs are generally categorized as follows:

* Physical Setting Characterization,

* Source Characterization,

* Contamination and Migration Characterization, and

* Potential Receptors /Risk Assessment.

The data needs in each of these general categories are described below. To the extent

possible, data previously collected and compiled in this report will be used to supplement

and fulfi l l the data needs of the RI.

8.1 Physical Setting Characterization

Information on the physical setting of the facilities is collected to complete definition of

potential migration pathways and receptor populations as well as provide sufficient

engineering data for development and screening of remedial action alternatives. The

evaluation of the remedial action objectives and review of existing data has identified the

following RI data needs:

8.1.1 Surface Features

Information is currently being sought in the form of historical aerial photographs (through

U.S. EPA's Technical Support Group) and site topography for use in delineating former

pathways of surface discharges from the shop buildings. These informational sources need

to be reviewed so that potential residual contaminant source areas along former surface

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Site Evaluation ReponSection: SRevision: IDate: 3113192Page: 2 of 13

drainage ways can be evaluated. In addition, aerial photograph review will confirm the

receiving waters/receptors of the former surface drainage.

8.1.2 Geology

The stratigraphic data available for the Zinc Shop site consists of the following:

* 6 site ground-water monitor well borehole logs.

* Grant Street municipal well log.

The stratigraphic data available for the Chrome Shop site consists of the following:

* 7 site ground-water monitor well borehole logs from 1987.

« 1 soil borehole log from 1987.

Additional stratigraphic data for the purpose of defining site stratigraphy is required due to

the heterogeneity of geologic conditions at the sites. Additional geologic characterization

will also be required off-site if, as suspected, the contamination characterization reveals off-

site migration requiring remediation.

8.1.3 Hydrogeology

Sections 3.1.6,4.2 and 5.2 provide information on the regional and site-specific geologic and

hydrogeologic characteristics affecting ground-water flow, including regional and site-specific

stratigraphy, the regional bedrock surface, depositional history, recharge and discharge areas,

regional and site-specific ground-water flow patterns, and seasonal variations in ground-

water flow regime. Potentiometric data for the sites include sporadic measurements which

date back to 1979, when the first monitor wells were installed. Hydraulic test data have not

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been acquired during previous site investigations, but have been estimated from laboratory

permeability testing results (STS, 1987).

Further analysis is required to confirm the effectiveness of the existing extraction system to

provide hydraulic control of impacted ground water. Existing data combined with limited

additional water level measurements and limited computer modeling should be used to

further evaluate capture zones of the extraction system (well, sump, trenches) to assess the

current level of hydraulic control on migration of impacted ground water, both vertically and

horizontally. Aquifer characteristics will need to be defined to enable design of hydraulic

control systems to replace and/or supplement the existing system.

Based on source and contaminant characterization studies, additional data may be needed

to supplement existing geologic and hydrogeologic cross-sections to illustrate hydrogeologic

units which may be migration pathways, particularly since migration has occurred off-site.

The role of utility excavations with permeable backfill as migration pathways also needs to

be evaluated, possibly through select excavations of utility lines and/or conducting a video

survey. Similarly, data collected from supplementary studies should be used to refine

existing data with respect to water table/potentiometric maps, hydrogeologic cross-sections,

horizontal and vertical components of flow, and seasonal changes in horizontal and vertical

gradients. As discussed in Sections 4.5.2 and 5.5.2, the functionality of the existing monitor

wells needs to be confirmed through performance of field hydraulic conductivity (baildown)

tests and on-site observations of their current condition.

8.1.4 Soils

Further characterization of the soils at the site and adjacent properties, including the

material at the interface between the top of the dolomite and the overlying unconsolidated

materials, will be necessary to evaluate the horizontal and vertical extent of the

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Site Evaluation ReponSection: 8Re\ision: 1Date: 3/13/92Page: 4 of 13

contamination. The delineated volume of contaminated soil will be characterized so that

an evaluation of remedial technology types and process options for the implementation of

soil corrective measures can be performed. The data needs include soil types and

stratigraphy, particle size distribution, porosity, saturated and unsaturated hydraulic

conductivities, total organic carbon content, and the concentrations of the contaminants

within the soils. TOC concentrations are not used to identify areas with organic

contaminants. The parameter is needed for numeric modeling of the potential mobility of

organic compounds in the soil media, if appropriate. It should be remembered that TOC

values include naturally occurring carbon in the soil, as well as carbon associated with

contaminants that may be present. Therefore, the TOC concentrations, by themselves, are

not a reliable quantification of either the naturally occurring carbon in the soil or the

hydrocarbon impacted soils. Nonetheless, TOC provides a useful parameter for estimating

the sorptive capacity of a soil for organic compounds.

In addition, the concentration and distribution of readily reducible manganese in the

affected, off-site soils will be required. The data gained from these measurements will assist

in the assessment of the risks to humans and ground water due to residual amounts of

chromium that may be left in the soil following the site remediation. Also, this data will be

considered when the determination is made concerning the chromium target remediation

levels that will be required to minimize this risk. The following paragraphs explains the

need for these determinations.

Part of the hexavalent chromium released from these facilities has been in the form of

surface spills which have transported acidic hexavalent chromium solutions on to the lawns

of some of the surrounding residences. Hexavalent chromium readily reacts with organic

matter under acidic conditions, oxidizing it, to produce trivalent chromium, carbon dioxide,

and water when the oxidation goes to completion. At pHs greater than 5.5 trivalent

chromium would be precipitated as an insoluble oxide. In the field, where trivalent iron is

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Site Evaluation ReponSection: 8Re\ision: IDate: 3/13/92Page: 5 of 13

generally a common soil constituent, an insoluble iron chromium oxide would be formed

instead of the chromium oxide.

Oxidation is rarely complete in actual soils and the oxidation of organic matter by acidic

hexavalent chromium-bearing solutions could produce simple organic chelates, such as

citrate (a common soil chelate), in addition to trivalent chromium, carbon dioxide, and

water. Some of these simple organic chelates form organometallic complexes with trivalent

chromium that are stable in solution at pHs up to 7.0. When these complexes form they

could be transported through the soil column by percolating precipitative fluids. The

subsoils at the sites are alkaline and it would be expected that the organic trivalent

complexes would be converted to iron chromium precipitates within the subsoils. However,

readily reducible manganese which is common in aerated subsoils, can easily oxidize

trivalent chromium compounds to hexavalent chromium which would not be retained by the

soil in any appreciable quantity. This re-oxidized chromium could then migrate to the

shallow ground water and potentially into basement sumps.

8.1.5 Surface Water and Sediments

Further characterization of surface water in the vicinity of the facilities is needed to evaluate

migration pathways and receptors. At the Zinc Shop, these surface waters include the storm

sewer along 6th Street and the drainage way and storm sewer to the east of the building

which received historical run off. At the Chrome Shop, the surface waters include three

storm sewers located on private properties west, southwest, and south of the facility. This

characterization should include a physical description of the water bodies and seasonal

changes in their characteristics with respect to flow velocities and flooding tendencies.

Historical drainage patterns should be further evaluated with respect to assessing off-site

migration pathways of potentially impacted soils. This evaluation can be made from existing

shop information and aerial photographs.

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8.1.6 Human Populations and Land Use

Information should be collected to identify, enumerate, and characterize human populations

potentially exposed to contaminants released from the sites. For a potentially exposed

population, information should be collected on population size and location. Special

consideration may be given to identifying potentially sensitive subpopulations to better

facilitate the characterization of risks posed by compounds exhibiting specific effects.

Census and other survey data may be used to identify and describe the population

potentially exposed to impacted media. Information may also be available from visual

surveys, U.S. Geological Survey maps, land use plans, zoning maps, and regional planning

authorities.

Data describing the type and extent of human contact with contaminated media also are

needed, including:

* Use of surface waters

Recreational (swimming, fishing) areas

Local Industry

Connection between surface-water bodies

* Local use of ground water as a drinking-water source

Number and location of any private wells

Population potentially affected by the Grant Street municipal well

* Human use or access to the site and adjacent areas

Residential

Commercial

Recreational use

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Site Evaluation ReponSection: 8Re\ision: IDate: 3/13/92Page: 7 of 13

* Location of population with respect to site

Proximity

Prevailing wind direction

A preliminary health assessment performed by the Wisconsin Department of Health

addressed some of these items (WDOH, 1991). Available population growth projections,

land use plans, and zoning maps from the City of De Pere may be used to develop expected

exposure scenarios.

8.2 Source Characterization

Source characterization is performed to define waste types and characteristics as well as the

areas where wastes have been used/disposed at the facility. Based on the information

collected to date, source characterization is needed in the following areas:

For the Zinc Shop -

* Soils in areas to the east-northeast not immediately adjacent to the building

where wastes could potentially have been released.

* Soils in and underlying former drainage ways along the Zinc Shop driveway

and 6th Street which received discharges from the Zinc Shop prior to

discharging to storm sewer catch basins.

* Soil underlying the Zinc Shop building which received discharges through the

current floor catch basins or from leaking underground storage tanks.

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For the Chrome Shop -

* Soils in the areas to the southeast of the former operations building where

wastes could potentially have been released and elevated concentrations of

lead have been detected.

« Soils in and underlying drainage ways to the west and southwest of the

property which received discharges from the Chrome Shop prior to

discharging to the storm sewer catch basins.

* Soil underlying the foundation of the Chrome Shop operations building which

received discharges from the leaking USTs.

Based on the results of source characterization activities, the scope of RI activities will be

modified accordingly in conducting the contaminant characterization to evaluate the extent

and magnitude of impacts from these suspected source areas. Soil and ground-water

sampling and analysis are the likely investigative approaches to source area identification

in these areas.

8.3 Contaminant Characterization

Contaminant characterization activities encompass data collection to define the nature,

extent, direction and rate of movement of wastes and site impacts. The data collection

needs for each of the applicable environmental media are described below.

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8.3.1 Ground Water

The horizontal and vertical extent of dissolved parameters in the unconsolidated deposits

requires further definition. All monitor wells at both sites have contaminant concentrations

which exceed allowable limits. The extent of the contamination in ground water is not

known at this time. Thus, it is not known whether the existing extraction well systems are

capable of recovering all impacts present at the sites. Further definition of the migration

and current concentrations in ground water surrounding both shops is needed. Off-site

ground-water sampling using vertical profiling techniques (e.g. HydroPunch) at selected

locations supplemented by permanent monitoring installations are likely investigative

approaches. If it is determined that impacted ground water has migrated beyond the

influence of existing on-site hydraulic controls, field verification of domestic well locations

and current use may be required.

The existing data is not adequate to evaluate if the extraction systems are likely to provide

hydraulic control for residual soil and ground-water impacts on the sites. As described

previously in the data collection needs for characterization of the physical setting (Section

8.1.3), the interaction of cones of depression among pumping centers should be confirmed

to verify to what extent the impacted ground-water migration is limited to known areas and

controlled (vertically and laterally) by existing systems.

The potential occurrence of ground-water impacts at depth is of concern due to the

potential concentrated nature of some of the former discharges. Some of the organic

compounds of concern have relatively high specific gravities and have the potential to

migrate independent of ground-water flow directions in the vicinity of the municipal well.

Investigation should be performed to determine the hydraulic characteristics of the bedrock

units in the vicinity of the Zinc and Chrome Shops.

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Additional sources may be delineated during the Rl in suspect areas as described in Section

8.2. If found, definition of the magnitude and extent of impacted ground water may be

required in these areas to confirm whether the existing recovery systems are capable of

controlling their migration, or whether additional systems will be required.

8.3.2 Soils

The lateral and vertical extent of contamination needs to be defined. This will require a

more comprehensive sampling of site soil as well as the determination of the background

concentrations for chemicals-of-concern. Regarding background concentrations, a minimum

of eight locations will be selected in the vicinity of the Chrome and Zinc Shops where soils

have not been affected by activities at the site. The background concentration for each

chemical-of-concern will be defined as its average concentration at these locations. Soil will

be considered contaminated if chemical concentrations are found to exceed their

background concentrations plus three standard deviations.

8.3.3 Surface Water and Sediments

Contaminant characterization in surface water should be performed if former surface

drainage ways receiving discharges from the shops are confirmed residual source areas.

Characterization might include sampling of sediments in receiving waters to confirm the

absence of residual compounds of interest and that risks to human health and the

environment do not occur in uncontrolled areas off-site. If determined to be appropriate,

evaluation of surface soils along former drainage ways may also be required.

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Site Evaluation ReponSection: 8Revision: IDate: 3/13/92Page: II of 13

8.3.4 Air

Characterization of air impacts should be performed if it is determined in the source

characterization that discharges likely occurred or are continuing at concentrations of

potential concern. Sampling of air particulates as well as surface soil sampling in

predominant downwind directions should be considered to evaluate the historical

significance of the air migration pathway.

8.3.5 House Dust

Based on their concentrations and prevalence at the site, chromium, cadmium, and lead are

likely to be among those chemicals-of concern posing the greatest health risk. Chromium

(VI) and cadmium are classified as Group A and Bl carcinogens, respectively. However,

they are carcinogenic only when inhaled. Both contaminants can enter residential homes

via fugitive dusts, groundwater seeping into basements, or clothing contaminated with

outdoor soil. Once deposited in the home, contaminated dusts can be resuspended and

inhaled during indoor activities. Thus it will be important to determine the chromium (VI)

and cadmium content of deposits on basement floors and in house dust to estimate the

indoor cancer risks posed by these chemicals to local residents.

8.3.6 Chemical Speciation

Due to its concentration and prevalence at the site as well as its inherent toxicity, chromium

is likely to be among those chemicals posing the greatest health threat. In nature, chromium

exists in two oxidation states, chromium (III) and chromium (IV). Because chromium (IV)

is the more toxic of the two species, it will be important to determine the fraction of the

total chromium concentration which exists as chromium (VI).

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Site Evaluation ReportSection: SRevision: 1Date: 3113192Page: 12 of 13

8.4 Potential Receptors/Risk Assessment

In order to perform a baseline risk assessment, potentially exposed populations (receptors)

need to be identified. Given the industrial/residential nature of the site, it is assumed that

human beings are the principal receptor. Thus the demographics of the human population

which has access to the site, contacts surface water and groundwater contaminated by the

site, and lives on adjacent properties should be considered in order to identify sensitive

subpopulations.

Once all data needs have been satisfied, a baseline risk assessment will be performed to

evaluate the human health risks posed by chemicals-of-concern at the site under both

current and likely future use exposure scenarios. This assessment will assume no remedial

action is taken and will be conducted in accordance with guidance obtained from "Risk

Assessment Guidance for Superfund (RAGS): Volume 1, Human Health Evaluation

Manual" (U.S. EPA, 1989b), the "Exposure Factors Handbook" (U.S. EPA, 1989c), the

"Superfund Exposure Assessment Manual" (U.S. EPA, 1988c), appropriate companion

documents (e.g., U.S. EPA, 1991d) and the scientific literature.

The results of the baseline risk assessment will be used to assist in the selection of remedial

alternatives in accordance with guidance from the U.S. EPA (1991c) and the WDNR

(1990a). A subsequent risk assessment will be performed to evaluate the effectiveness of

remedial alternatives.

8.5 Technical Approach

The specifics of the technical approach to fulfill ing the above data collection needs will be

performed during development of the Work Plan and supportive documents (SAP, QAPjP,

etc.) for the RI/FS. This Site Evaluation Report identifies those areas where additional

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Site Evaluation ReportSection: SRevision: IDate: 3/13/92Page: 13 of 13

data collection is proposed and requires the input and concurrence of WDNR prior to

proceeding with identifying field methods and procedures likely to be employed to collect

the data. Identification of the RI/FS procedures will also require an evaluation of Data

Quality Objectives (DQOs) so that the procedures employed meet the requirements for data

precision and accuracy appropriate to the use of the information.

8.6 Areas of Investigation

Based on the above data collection needs, it is envisioned that the area of investigation will

encompass areas beyond the Zinc and Chrome Shop property boundaries. These areas

cannot be specifically delineated unti l completion of the Sampling and Analysis Plan (Task

2) which may identify locations of shop properties for surface water, ground-water, soil

and/or air sampling. Investigative boundaries will also be expanded or contracted based on

findings during the RI field activities. The initial area of investigation will therefore be

determined in the Sampling and Analysis Plan.

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9.0 REFERENCES

Agency for Toxic Substances and Disease Registry (ATSDR), 1988a, Toxicological Profile

for Cadmium, Atlanta, GA.

Agency for Toxic Substances and Disease Registry (ATSDR), 1988b, Toxicological Profile

for Lead, Draft for Public Comment, Atlanta, GA.

Agency for Toxic Substances and Disease Registry (ATSDR), 1988c, Toxicological Profile

for Nickel, Draft for Public Comment, Atlanta, GA.

Agency for Toxic Substances and Disease Registry (ATSDR), 1988d, Toxicological Profile

for 1,1-Dichloroethene, Draft for Public Comment, Atlanta, GA.

Agency for Toxic Substances and Disease Registry (ATSDR), 1989a, The Nature and Extent

of Childhood Lead Poisoning in the United States: A Report to Congress, Atlanta,

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for Zinc, U.S. Public Health Service, Atlanta, GA.

Agency for Toxic Substances and Disease Registry (ATSDR), 1990a, Toxicological Profile

for Barium, Draft for Public Comment, Atlanta, GA.


for Copper, U.S. Public Health Service, Atlanta, GA.

MWLIJ L Ik".


Agency for Toxic Substances and Disease Registry (ATSDR), 1990c, ToxicologicaJ Profile

for Silver, ATSDR/TP-88/24, Atlanta, GA.

Amdur, M.B., Doull, J., Klaassen, C.D., 1991, Casarett and Doull's Toxicology, Permagon

Press, New York.

ATEC Associates, Inc., 1990, for Weston, Inc., Spill Prevention and Emergency Response

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Browning, E., 1965, Toxicity and Metabolism of Industrial Solvents, New York: Elsevier

Science Publishing Company.

Clayton, G.D. and F.E. Clayton (eds), 1981, Patty's Industrial Hygiene and Toxicology,

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Materials Control Research Institute.

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of Human Poisoning, New York: Elsevier Science Publishing Company.

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Site Evaluation ReponSection: 9Rciision: 1Date: 3/13/92Page: 3 of 12

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Miller, K.W., W.D.M. Paton, E.B. Smith, 1965, "Site of Action of General Anaesthetics",

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Better Brite, Inc. Facility in De Pere, Wisconsin, Soil Testing Services of Wisconsin,

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Wisconsin.

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Conducting Remedial Investigations and Feasibility Studies Under CERCLA,

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Site Inspection -- Follow Up Report: Better Brite Chrome Shop, Annette Weissbach,

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Assessment Manual, EPA/540/1-88/001, OSWER Directive 9285.5-1.

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Interim Final, Office of Emergency and Remedial Response: Washington, DC,

EPA/540/1-89/002.

United States Environmental Protection Agency (U.S. EPA), 1989c, Screening Site

Inspection Report, Better Brite Zinc Shop, Annette Weissbach, Wisconsin

Department of Natural Resources, Lake Michigan District, Green Bay, Wisconsin.

United States Environmental Protection Agency (U.S. EPA), 1989d, Remedial Response

Program, Hazard Ranking System Score Sheet: Better Brite Chrome and Zinc

Shops, Reviewed by Robin Schmidt, Wisconsin Department of Natural Resources,

Madison, Wisconsin.

United States Environmental Protection Agency (U.S. EPA), 1990, April, Superfund Fact

Sheet: Better Brite Chrome and Zinc Sites, De Pere, Wisconsin.

United States Environmental Protection Agency (U.S. EPA), 1991 a, Health Effects

Assessment Summary Tables, Annual FY1991 OERR 9900.6-303(91.1), Office of

Research and Development.

HSI simon IH;


United States Environmental Protection Agency (U.S. EPA), 1991b, Integrated Risk

Information System (IRIS).

United States Environmental Protection Agency (U.S. EPA), 1991c, Role of the baseline

risk assessment in Superfund remedy selection decisions, Memorandum from Don

R. Clay, Office of Solid Waste and Emergency Response, OSWER Directive 9355.0-

30.

United States Environmental Protection Agency (U.S. EPA), 1991d, Risk Assessment

Guidance for Superfund, Volume 1, Human Health Evaluation Manual, Supplemental

Guidance, "Standard Default Exposure Factors", Interim Final, Office of Emergency

and Remedial Response, Toxics Integration Branch: Washington, DC, OSWER

Directive: 9285.6-03.

United States Environmental Protection Agency (U.S. EPA), 1991e, Extraction Well

Construction Diagrams.

Weston, November, 1990, OSC Report for Better Brite Chrome, De Pere, Wisconsin,

Weston-Major Programs Division, TAT, Chicago, Illinois.

Weston-Major, Inc., January 1990a, Removal Action Plan for Better Brite Plating, Inc. Zinc

Facilities, Prepared for U.S. Environmental Protection Agency, Region 5, Chicago,

Illinois.

Weston-Major, Inc., September 1990b, Community of Relations Plan, Better Brite Chrome

and Zinc Sites, Brown County, De Pere, Wisconsin, Prepared for U.S. Environmental

Protection, Region 5, Chicago, Illinois.

HSI simon


Weston-Major, Inc., December 1990c, Spill Prevention and Emergency Response Division,

Site Assessment and Emergency Action Plan for Better Brite Plating, Inc. Zinc

Facility, De Pere, Wisconsin, Prepared for U.S. Environmental Protection Agency,

Region 5, Chicago, Illinois.

Weston-Sper, 1986, Site Assessment and Emergency Action Plan for Better Brite, De Pere,

Wisconsin, U.S. EPA Region V Technical Assistance Team.

Wisconsin Department of Health (WDOH), 1991, Preliminary Health Assessment, Better

Brite Chrome and Zinc Shops, De Pere, Wisconsin.

Wisconsin Department of Natural Resources (WDNR), 1979, File Memorandum Regarding

the Better Brite Zinc Shop, Doug Rossberg, Lake Michigan District, Green Bay,

Wisconsin.

Wisconsin Department of Natural Resources (WDNR), 1980, February 13, Map of Sample

Locations and Analytical Results for Better Brite Zinc Shop, Douglas Rossberg, Lake

Michigan District, Green Bay, Wisconsin.

Wisconsin Department of Natural Resources (WDNR), 1983a, April 21, File Memorandum

Regarding the Better Brite Zinc Shop, George Kraft, Lake Michigan District, Green

Bay, Wisconsin.

Wisconsin Department of Natural Resources (WDNR), 1983b, September 29, File

Memorandum Regarding the Better Brite Zinc Shop, James Reyburn, Lake Michigan

District, Green Bay, Wisconsin.

HSI simon


Wisconsin Department of Natural Resources (WDNR), 1985, September 27, File Report

Documenting Soil Sampling at the Better Brite Zinc Shop, James Reyburn, Lake


Wisconsin Department of Natural Resources (WDNR), 1986a, September 30,

Correspondence to Mrs. Dan Smet Regarding Samples Collected from the Basement

Sump on June 27, 1986, from Jim Reyburn, Lake Michigan District, Green Bay,

Wisconsin.

Wisconsin Department of Natural Resources (WDNR), 1986b, April 8, Correspondence to

Mr. A. Allen Morr of Better Brite Plating, Inc. from Charles G. Burney, Bureau of

Wastewater Management, Madison, Wisconsin.

Wisconsin Department of Natural Resources (WDNR), 1986c, August 18, Toxic and

Hazardous Incident Report filed in Response to a Discharge of 15 Gallons of Zinc

Plating Treatment Sludge. James Reyburn, Lake Michigan District, Green Bay,

Wisconsin.

Wisconsin Department of Natural Resources (WDNR), 1986d, July 24, File Memorandum

Regarding the July 23 Inspection of the Zinc Shop from Dave Pflug, Lake Michigan

District, Green Bay, Wisconsin.

Wisconsin Department of Natural Resources (WDNR), 1989, File Memorandum Regarding

the Better Brite Zinc Shop, Annette E. Weissbach, Lake Michigan District, Green

Bay, Wisconsin.

HSI simon

Site Evaluation ReportSection: 9Re\ision: IDate: 3/13/92Page: 11 of 12

Wisconsin Department of Natural Resources (WDNR), 1990a, Interim guidance on use of

risk assessments, Memorandum from Celia VanDerLoop to ERR Program Staff, File

reference:4440.

Wisconsin Department of Natural Resources (WDNR), 19905, February 19 File

Memorandum Regarding the Better Brite Zinc Shop, Weissbach, Annette E., Lake


Wisconsin Department of Natural Resources (WDNR), 1990c, March 15, File memorandum

regarding the Better Brite Zinc Shop, Annette Weissbach, Lake Michigan District,

Green Bay, Wisconsin.

Wisconsin Department of Natural Resources (WDNR), 1990d, July, WDNR File Diagrams

OHM Construction Diagram for Ground-Water Collection Sump and Soil Pile

Sampling, Lake Michigan District, Green Bay, Wisconsin.

Wisconsin Department of Natural Resources (WDNR), 1990e, September 14, Fax From PE1

Associates, Inc. to Jim Reyburn, Lake Michigan District, Green Bay, Wisconsin.

Wisconsin Department of Natural Resources (WDNR), 1991 a, March 11, File Memorandum

Regarding Better Brite Zinc Shop, Terry Koehn, Lake Michigan District, Green Bay,

Wisconsin.

Wisconsin Department of Natural Resources (WDNR), 1991b, Personal Communications

with Terry Koehn, Superfund Program pertaining to Previous Investigations at Better

Brite, Lake Michigan District, Green Bay, Wisconsin.

HSI simon


Wisconsin Department of Natural Resources (WDNR), 1991c, Personal Communications

with Terry Koehn, Superfund Program Pertaining to Communications with B.

Williquette, De Pere Assessor on October 15, 1991, Lake Michigan District, Green.

Bay, Wisconsin.

Wisconsin Department of Natural Resources (WDNR), 1992, Personal Communications

with Terry Koehn, Superfund Program, Pertaining to Communications with J. Wellen,

Brown County Parcel Listing on March 5, 1992, Lake Michigan District, Green Bay,

Wisconsin.

us) simon

^4PM

BETTER BRITECHROMEJITE lF~/:

;

™! ""^[""^foci /ll '3 /*" ' •'••',

! .•/ . • • . •i ' Radio To*ers //' "•• '/

•" -

0SCALE

FEET

5000

QUADRANGLE LOCATION

Base map from U.S.G.S. 7.5' Depere.WI,

topographic quadrangle map, 1982.

N

Hydro-Search, inc.HYDROLOGISTS

GEOLOGISTS

ENGINEERS

Reno Denver Milwaukee Irvine

BETTER BRITE

DePERE, WISCONSIN

SITE LOCATIONand

LOCAL TOPOGRAPHYPROJECT: 148115003 DATE: 01/07/91 DRAWING NO.: 1500-1 FIGURE: 2-1

{BETTER'BRITE-ZINC SITE:

-t-BETTER BRITE laCHROME SITE

oSCALE

FEET

5000

EXPLANATION

$• MUNICIPAL WELL LOCATION AND DESIGNATION

A ELEVATED STORAGE TANK OR STANDPIPE

N

HSI Hydro-Search, inc.HYDROLOGISTS

GEOLOGISTSENGINEERS

Reno Denver Milwaukee Irvine

BETTER BRITEDePERE, WISCONSIN

MUNICIPAL WELLLOCATIONS

PROJECT: 148115003 DATE: 01/07/91 DRAWING NO.: FIGURE: 3-1

EXTRACTION SUMP

LEGEND

GROUND SUHFACC o>rou«

CHOL*D SufMACE J*OT ELEVATION

SOI POAINC WITH MONITORING WELL

FAOfEATT LINE

PO»E« 'OLE

MAhHOlC.

CATCHBAJiN

US I IXC

NOTCllll TOKXKWMT «T III COHSUlTWH. LTD.

OAtt OF IU«¥tr: i-«-if

11 IM- TOP or tor kin or n<C HTOHMT ONCOHNM or tixTN «t utt ««ANT it[LEV. tOl.Tt «.».«». OATUU

Denver


GEOLOGISTSENGINEERS

Milwaukee Irvine SacramentoSource. STS Consulants. Ltd.. Soil Borings. Monitor Well Installation and Groundwater Sampling. 10/21/87.

PROJECT: 148115003 DATE: 03/11/92


ZINC SHOP - 1991EXISTING CONDITIONS

DRAWING NO.: FIGURE: 3-2

TREATMENTBUILDING

<W-4 fao

b X

RECOVERY WELLCHROME SHOPFORMER

'FORMER

Hydro-Search, inc.HYDROLOC-ISTS

GEOLOGISTS

ENGINEERS

Milwaukee Irvine SacramentoSource: STS Consulanls. Ltd, Soil Borings. Monitor Well Installation and Groundwater Sampling. 10/21/87 DATE: 03/11/92PROJECT: 148115003

-606

OP.P

OM/HOC/B

LEGEND

- GROUND SURFACE CONTOUR

GROUND SURFACE SPOT ELEVATIONSOIL BORING;

SOIL BORING WITH MONITORING'WELL

FORMER WELL LOCATIONSPOWER POLEMANHOLECATCHBASINRAILROAD TRACKSFRENCH DRAIN GROUND-WATERCOLLECTION SYSTEM

NOTES: 1) TOPOGRAPHY BY STS CONSULTANTS LTD.DATE OF SURVEY: 8/12/87.

2) 8M - ARROWHEAD ON FIRE HYDRANT ONSOUTH SIDE OF LANDE ST. ATRAILROAD CROSSING.ELEV. 614.75 U.S.G.S. DATUM.

* THE PIT HAS BEEN FILLED IN SINCE THIS MAPWAS PRODUCED.

-N-


CHROME SHOP - 1991EXISTING CONDITIONS


Stratigraphic outline and summery of water-bearing properties of rocksunderlying the Green Bay area, Wisconsin

System

Quaternary

Silurian

Ordovician

Cambrian

Precambrian

Rock Unit

Pleistocene andRecent deposits.

Niagara dolomite

Maquoketa shale

Platteville forma-tion.

St. Peter sand-stone.

Prairie du Cbiengroup.

Trempealeau for-mation.

Franconia sand-stone.

Dresbach group

Maximumthickness

(feet)

235

360

325

213

290

265

55

155

270

?

Litbology

Unstrntifled till, and strati-fied clay, silt, sand, andgravel.

. >

Dolomite, light-gray, fine-grained, thinly bedded tomassive. Some chert.

Shale, blue-gray, compactSome thin dolomite beds.

Dolomite, thin- to medium-bedded. Some chert andshale.

Sandstone, white to pink,fine- to medium-grained,dolomitic. Poorly ce-mented in places. Thinbeds of red shale are com-mon near base.

Dolomite, light-gray towhite, thinly bedded tomassive, and a few layersof chert, sandstone, andshale.

Sandstone, light-gray topink, fine- to medium-grained and a few beds ofpink to red siltstone andsandy dolomite.

Sandstone, light-gray, fine-to coarse-grained, well-cemented, dolomitic, glau-conitic.

Sandstone, light-gray towhite, fine- to coarse-grained, well-cemented,hard.

Granite, red, pink, and gray,and other crystalline rocks .Weathered at top.

Water-bearing properties

Generally yield only smallquantities of water. Lo-cally yields larger quan-tities where deposits ofsand and gravel arethick.

Yields moderate quantitiesof water to wells andsprings from solutionallyenlarged openings alongfractures and beddingplanes.

Yields little water to wells.Relatively impermeable.

Yields small quantities ofwater to wells.

Yields moderate to largequantities of water towells where unit is thick.

Yields small quantities ofwater to wells.

Yields moderate to largequantities of water, de-pending on permeabilityand thickness. Rocks ofDresbach group reportedto be most productive.

Virtually impermeable ex-cept in weathered tone.Yields little or no waterto wells.

From Knowtet, Dreher, & Whetstone, 1964.

H Hydro-Search, inI H Y D R O L O G I S T S

GEOLOGISTSE N G I N E

Reno Denver Milwaukee Irvine Sacrarr

c BETTER BRITEDePERE, WISCONSIN

STRATIGRAPHY OF PALEOZOICERS

wnto UNITS IN BROUN COUNTYPROJECT: 148115003 DATE: 09/11/91 DRAWING NO.: 1500-2 FIGURE: 3-4

SITE LOCATION

0 5 MILESi i i i i .

From KnowiM, Drther, & Whststone, 1964.

Reno Denver

Hydro-search, inc.HYDROLOGISTS

GEOLOGISTSENGINEERS

Miwaukee Irvine Sacramento


NORTH-SOUTH REGIONALCROSS SECTION A-A'

PROJECT: 148115003 DATE 09/11/91 DRAWMG NO. 1500-3 RGURE: 3-5

OUTAGAMIE COUNTY I BROWN COUNTY

KAUKAUNA

700

600

500_

40°

300

200

100z

o

sLLJ

-200

-300

-400 L-

WRIGHTSTOWN DE PEJRE GREEN BAY

Franconia sandstone

Drcsbach Jjroup'—?

Prccambrian rocks

Prom Knowtet, Drahar. & Whatstona, 1964.

ar--^ e

^\-^___^^~Pleistocene and Recent deposit*

Platlcvitle formation

.—— — ""

Prairie du Chien group

'

S 8

" ~1

r;;"""St. Peter sandstone

— 1\,,Franconia sandstone

3 g; o

__ __ — — '

7

i S5 &

^X

\\\

^ \

V

5 ^ a

~^^-— — __^

Prairie du Chiengroup

— /

7Trempealeau

formation

7

>«

-

-

-

-

_

SITE LOCATION

i i i 5 MILES_i

Reno Denver


GEOLOGISTS

ENGINEERS


BET BRITEDePERE, WISCONSIN

EAST-WEST REGIONALCROSS SECTION B-B'

PROJECT: 148115003 DATE 09/1V91 DRAWING NO.: 1500-4 RGURE: 3-6


GEOLOGISTSENGINEERS

Milwaukee Irvine Sacramento

PROJECT: 148115003 DATE: 12/04/91

SCALE

200

FEET


SANBORN MAP OFZINC SHOP - 1925

DRAWING NO.: 1500-8 FIGURE: 4-1

SCALE

200

FEET


GEOLOGISTSENGINEERS


PROJECT: 148115003 DATE: 12/04/91


SANBORNMAPOF, ZINC SHOP - 1951

DRAWING NO.: 1500-8 I FIGURE: 4-2

GsSRseE: r̂=

DWELLINGBETTER BRITE

DePERE, WISCONSINHydro-search, inc.

HYDROLOGISTSGEOLOGISTS

ENGINEERS

Reno Denver Milwaukee Irvine Sacramento

SANBORN MAP OFZINC SHOP - 1953

PROJECT: 148115003 DATE: 12/04/91 DRAWING NO.: 1500-8 FIGURE: 4-3

WEST

HIGH/ SCHOOL

CHROME

BETTER BRITEDePERE, WISCONSINHydro-Search, inc.


ENGINEER^

Reno Denver- Milwaukee Irvine Sacramento

DePERE STORM SiWIR MAP

PROJECT: 148115003 DATE: 09/11/91 DRAWING NOJ FIGURE 4-4

Denver


GEOLOGISTS

ENGINEERS

Milwaukee Irvine SacramentoSource: STS Consulants. Ltd, Soil Borings. Monitor Well Installation and Groundwater Sampling. 10/21/87

PROJECT: 148115003 DATE: 09/11/91

LEGEND

-101— GWJUNO «u"f»« CONTOUR

,M<i (iKOUMO SUItncC Wl ELEVATION

-$• son tonne »ITH UOHITOKIKII WCLL

1— mninr LINC

O't PO»CK ro(.i

OWV MANHOLE.

• c/l UTCHIUM

• CAS LINC

MOTH: I ) TO*OOMVHT If IT1 CONSULTANT*, LTD.DATE or tUMVCY! i -4-(T

i) «H- TOP cr TOP WT or me HTOHAHT ONCOKNU or arm «t AND WANT ntLtv. toi.Ti u. «.».$. DATUM

-N-


ZINC SHOP - MONITOR WILL

AND BOREHOLE LOCATIONSDRAWING FIGURE 4-5

6 10 -I

600 -

ujtoUJ> 590Om

uja.- 380 -

u-I 570-

560-J

GEOLOGIC CROSS-SECTION A-A1

CROSS-SECTION INDCX

1} T M£ S T H 1 T I F I C A T l O N LINES NEPRCSCNT T HC A P P A C K I W A 7 EeoJHOU»t ftCT*ECM SOU. TfPES IN ?ITU. nit T K A N S I T I C W 4u»r u CD'OJAl. SOIL CONOITIONJ B c r x C C U BOHINCt UArV A A f

2) BLUtPNIN'S r<Ja TH£ BUILDING W E R E NOT AvAILAf f .C LlhltTAND T H l C K h L S S OF FILL UNDERNEATH THt BUILDINO ANDDEPTH OF F O O T I N G S ABE APPROI I "AT E.

i" • jo MomfOxrALI" • 10 »E«T CAL

II V f K T I C A L EIAC«[FIATION

Source: STS Consulants. Ltd.. Soil Borings, Monitor Well Installation and Groundwater Sampling. 10/21/87.'

r 610

- 6OO

590

580

- 57O

- 960

LEGEND

S Y M B O LU N I F I E D

CLASSIF ICATION

CL

ML.SM.SC.GC

D E S C R I P T I O N

L A C U S T R I N E - SILT* CLAY

L A C U S T R I N E - S I L T S . S ILTY SANDS,C L A Y E Y SANDS AND GRAVELS. FOUNDAS ISOLATED LENSES AND SEAMS.

BEDROCK (DOLOMITE)

BUILDING FOOTING

BENTONITE SEAL

WATER LEVEL IN WELL ON 8-28-87

WELL SCREEN

EOB END OF BORING

Reno Denver-


GEOLOGISTSENGINEERS)


PROJECT: 148115003 DATE: 09/11/91


ZINC SHOP - GEOLOGICCROSS SECTION

DRAWING NO: FIGURE: 4-6

"=(

§c"

,60t <

Source: STS Consulants. Ltd, Soil Borings. Monitor Well Installation and Groundwater

LEGEND

-602 GROUND SURFACE CONTOUR

.«OZi GROUND SURFACE SPOT ELEVATION

-^- SOIL BORING WITH MONITORING WELL

C PROPERTY LINE

OP.* POWER POLE

OM/M MANHOLE

• C/S CATCHBASIN

--« GAS LINE

*Vp%J?'|MAfEfONTOUR (DASHED WHERE

ELEYMT/ON OF WATER IN WELL ON 8-28-87

GROUNDWATER FLOW DIRECTION

598

< 998.2 )

NOUS: i ) Toroowmr »r jit consuuwiii. no.D»it or SUKVCT: « •« - •?

11 in- TOP Of TOf HUT Of fWt HTOUNT ONCO»«K W UIIH «t AMD CHUN! SI.CLCV. WI.TI U.(«.l. DATUM

Denver

Hydro-Search, inc. iHYDROLOGISTS '

GEOLOGISTSENGINEERS'

Milwaukee Irvine Sacramento10/21/87.

PROJECT: 148115003 DATE: 09/11/91


ZINC SHOP - 8/28/87

WATER TABLE CONTOUR MAP


j NJIgb

6CI3

6011

Source: STS CohsuTants, Lid, Soil Borings, Monitor Well Installation and Groundwater Sampling. 10/21/87.

LEGEND

- 602 - 0-HOUND SURFACE CONTOUR

,Gf2' GROUND SURFACE SPOT ELEVAT ON

-^- SOIL BORING WITH MONITORING WELL

---- ( - PROPERTY LINE

OPP POWER POLE

OM/H MANHOLE

• C/e CATCHBASIN

---- 9 ---- GAS LINE

(581.7) ACTUAL WATER LEVEL H WELL ON 8-28-87

DIRECTION OF GROUNDWATER FLOW

PIEZOMETRIC SURFACE COMTOUR

MOTH: II TOPOGumr •' STI COHIULTWTt. LTD.DATE OF tuovtr: «-4-gr

I) §M- TOP OF TOP HUT OF FMC HTCUNT ONCOKNC* OF IUTN IT AND CHANT ST.ELEV. UI.TI U ».«.». DATUM

-N-

Denver- Milwaukee


GEOLOGISTS ,

ENGINEERS

Irvine Sacramento

PROJECT: 148115003 DATE 09/1V91


ZINC SH0P - 8A2W/87

POTENTIOMETRIC SUM@(Sft MAPDRAWING NO.' FIGURE 4-8

D-1

O PH-7

STORAGE ANDBOILER ROOM

0 D _ 5

*o«

r

\

V-1

PH-U

0i nnR

21500GALLON

TANKY^

| TRENCH PI

V-2

PH-13

CLOSET

OFFICE

LEGEND* - EUPTY DRUM

OR VAT

V-9

'OLUME-200GALLONSEACH

UETALFLOORPLATE

(UNKNOWNS

n

TIa.

CM

Tia.

PH-11

r^1Ia.

011Ia.

PH-11

•«-1IQ_

PH-10

PH-11 PH-11

D-l-4

.o o°-13 ~ o*o ° °-11

VOLUME-2500GALLONSPER VAT

D-15PH-lQ

V-3 V—4

UURIAT1CACID

V-5

*oD-B

O OD-12 ORJT1TE

D-gD-10

*E

*E i

T0. a.

V-BPH-7

TOTAL VOLUME-120 GALLONS1 INCH OFSLUDGE ON TOP

STORAGE ROOM

(CLASS BOTTLES)

ENTRANCE

LOADING DOCK

D-16

NaCN

DRUUSTORAGEROOMU

73 EUPTY DRUUS

27 U.SCELLANEOUSFUU- DRUUS

(ACIDS. CAUSTICS. ETC.)

oooo) OO OC

2500GALLONTANKS

Oo

NOT TO SCALE

Source: Weslon- Major. Inc.. 1990.

Reno Denver


GEOLOGISTSENGINEERS



ZINC SHOP -

BUILDING LAYOUT 1986PROJECT: 148115003 DATE 09/11/91 DRAWING NO- FIGURE: 4-9

_ .J /̂; >---#<

-]£__b -r"•£'"

-£•-•g-~f

an.V007..-.J^ y n

.At&b4&L/ / •/ • X

fij. .fWA Ihs

nt^pt j

Source: WDNR. 1980.

Reno Denver

Hydro-Search, Inc.HYDROLOGISTS

GEOLOGISTS

ENGINEERS



ZINC SHOP - FEB. 1980 SURFACE

WATER SAMPLE LOCATIONSPROJECT: 148115003 DATE: 09/11/91 DRAWING NO.: FIGURE: 4-10

Source: WDNR, 1983.

Reno Denver


GEOLOGISTSENGINEERS



ZINC SHOP - APRIL 1983 SURFACE

WATER SAMPLE LOCATIONSPROJECT: 148115003 DATE: 09/11/91 DRAWING NO; FIGURE 4-11

$r

Source: WDNR. 1985.

s-fe•

J

cKl

t,CD

CD

44 1-

S-5

Reno Denver


GEOLOGISTSENGINEERS



ZINC SHOP - SEPT. 1985

SOIL SAMPLE LOCATIONSPROJECT: 148115003 DATE 09/11/91 DRAWING NO: FIGURE 4-12

6TH STREET Simptet Ukcn By IAT. 3 -23 -1990

RESIDENCE

UJ01ccV-(S)

cc

IDm

OARAGE

<rl INSULATION

BETTER BRITE

ZINC SHOP

.-I »2 INSULA1ION

INSULATION

-V

RESIDENCE

S-73*

.HLLEQ_GAnOEN*

Source: WDNR. 1990c.

Reno Denver


GEOLOGISTSENGINEERS



ZINC SHOP - MARCH 1990

SOIL SAMPLE LOCATIONSPROJECT: 148115003 DATE 09/11/91 DRAWING NO.: FIGURE: 4-13

590'-

580 -

§ 560

550 -

54O -

5JO -

520 ->

GEOLOGIC CROSS-SECTION A-A* GEOLOGIC CROSS-SECTION B-B1

A(WEST)

1058

CROSS-SECTION

,-TBEMCH COUXCTIONSYSTEM

B(SOUTHWEST)

B'(NORTHEAST)

CROSS-SECTIONA-A '

COB

EOB (EL. il«.9|

LEGEND

UNIF ICOC L J 5 S l f l C » T i O N DC S C R I P T IOH

LACUSTHINC - SILTT

LACUSTRINE -S ILTS, S lLTr S»NOSC L A T E T SANDS ANO GHAVCLS FOUNDAS ISOLATED LENSES ANO SCAMS.

BELHOCK lOOlOullC)

BUILDING FOOTING

K I T E 5E*L

LEVEL IN WELL CN 8 - Z 8 - 8 7CROSS-SECTION INDEX

•O' '0 »(«.(

KrCLL SC«EEK

COS END Of BORING

Source: STS Consulants. Ltd, Soil Borings. Monitor Well Installation and Groundwater Sampling. 10/21/87.

r- 610

- 590 -

- 570 -

- 560 -

• 550 -

- 540 -

- 530 J

SZO

EOB

EOB (EL 916.9)

- coo

- 590

• 580

- 570

- 560

- 550

• 940

530

NOTCS

I) THE SIKAt l f ICATION LINES KCPKCSCNT THC AWIOIIHATE•QgNOAMT ICTMCCN IQIL Tt»C* IN tlTu, THC TMNftTlONMtr 1C COAOUAL SOU. CONDITIONS 1ETWEEN (CMIMf HATVAMT

II CONSTHUCTION ClACHAUS FO* THC TRENCH COLLECTION STSTEUAND (LUE'RINTS FOR TK BUILOINO »C"t NOT A^A ILA tLE .LIMIT ANO THICKNESS 0' FILL UNDERNEATH THE (UILOINC ANOOCRTH Of FOOTINGS ARE APPROXIMATE.

II AS OF l-2e-ir, * A T C R LEVELS IN 0-101 ANO I - lOZ NAD NOTSTAIiLIZEO, ANO NO W4TER L E V E L S ARE SHOWN FOR THOSE• ELLS

S C A L E "

l" • 20* HORIZONTAL

I • 10' V E R T I C A L2< VEHTiCAL E<ACCERATION

Reno Denver-


GEOLOGISTSENGINEERS'


PROJECT: 148115003 DATE: 09/11/91


CHROME SHOP -

GEOLOGIC CROSS SECTIONSDRAWING NO.: FIGURE 5-1

.rr—•— ^

LEGEND

608 - GROUND SURFACE! CONTOUR

,608.2 GROUND SURFACE SPOT ELEVATION

<£ SOIL BORING

fy 30IL BORING WITH MONITORING W E L L

OPP POWER POLE

OM/H MANHOLE

OC/f CATCHB&SIN

l l i l l nil RAILROAD TRACKS

(605.S) ACTUAL WATER LEVEL IN WELL ON 8-28-87

DIRECTION OF GROUND WATER FLOW^_

604 *ATER TABLE CONTOUR

NOTCI: I) TOPOGUPHT If $TS COMULTAHrj. LTDOATI OF luAVCf: l/ll/fT

<) IU- MKMHCAO ON Fine HTOKANT ON SOUTHsioi or IANOC sr AT MILPIOU C«OISING.[LCv (K.T9 U.I.C L DATUM

20 20 409

feet

Source: STS Consulants. Ltd, Soil Borings, Monitor Well Installation and Groundwater Sampling. 10/21/87.

Hydro-Search, inc. 'HYDROLOGISTS

GEOLOGISTSENGINEERS

Reno Denver- Milwaukee Irvine Sacramento'

PROJECT: 148115003 DATE 09/11/91


CHROME SHOP- 8/28/87

WATER TABLE CONTOUR MAPDRAWING NOJ FIGURE: 5-2

1F

P

"T ~M^~T M __

• mpr^*-4" """

U f\ 1 K• — r"\ Q r"\ ™*Jtt

« ROLLOFF BOXES OOO QOQ>^ O

1 1, n 1 SHED

-: t( o o o oVERTICAL BELOW OROUNC

*3 K 5 - Q A L L O S mi" "I mi i.iiniiiiiii__ DRUMS DRAINAGE ORATI

3§I|£p0o MAIN BUILDING

6 QAI 1 AW^kO _±. L 1 \ 1

PAILS

^ —

1

i— - i^ IK

*" " , ••*

- - S i- - 2 5

0 - ' PARKING AREA.. _ W CD

•̂ M "•

1

I

DEMOLISHED"*" " 1 i

_ mini n i u ft ii iu j

""" NO SCALE^^ ••

~ Source: US EPA. 1987.

• •

_ _ _ — — " +

X

* ti •"» :

>Ty« *II iiii || Ml __ •

E „ •

J OFFICE ^ ®

,

'« DOOR

/ \ G A R A G E DOOR

• MONITORING WELL

•ii *

• •I

I

II *

I

I

I

tI

I

I

I

I

IOFFICE

I

LANDE STREET

uai , ,rLro;search- inc- oePBiR

TE%sBc^Es,N

••«• GEOLOGISTS CHROME SHOP -• iBMBW ENGINEERSleno Denver Milwaukee Irvine Sacramento SITE CONDITIONS MAY 1986

ROJECT: 148115003 DATE: 09/11/91 DRAWING NO.: FIGURE: 5-3

.- . . ; • • . - • . . ; • - • ; . •;;; ; "J ;; LANDE STREET ;

', ,•;,-.,• :..-.;'"• .. '...v";-r .-;?;,

OFFICE i | ' " ' ':. V . .', '"0

111 ••, 1 . . . . . . . . . . . . . . . . . . . • -

11.1111

11

Soil |SamplesSll & '

D02 |

0 iiiiii

f HOLDING ^

POND j

SUMP\

DR

AIN

AG

E D

fTC

H

•

,_-_,-

OFFICE r-

?-;: ;.,,;•,••->.•.. :.:;.•-.,-;.•,;

Sample . ', ;. . \ • ••:; . v • :

PARKING AREA

•

* .* ' • '•;.

I t 1 ~ — ̂ T

D o^T)o ,. VERTICAL BELOW GROUND TANKS ,

SHEDSHED

Sample S09 ___ .

..• . \ ..-

• - • -

9EMDLMHEB .I BUILDING 1• I 'I.. i_-i__ — i ; >

eroRAQi

EUILDINC

. • • . '••• '

Soil ;SampleS12 ^ '

N- — " " " " " KEY T|7~ i

M DOOR ^

•-

GARDEN ' ' GARAGE DOOR

Source: US EPA. 1S88, % SitS?**

HHydro-search, inc.


ENGINEERS


CHROME SHOP - 1988 SURFACE

Reno Denver MHwaukee Irvine Sacramento SOIL SAMPLE LOCATIONS

PROJECT: 148115003 DATE 09/11/91 DRAWING NO- FIGURE 5-4

SAMPLE

LOCATION

MAP

BETTER BRITE CHROME

DE PERE, WISCONSIN

Source: US EPA. 1990. file inclusion, no formal report.

•II Reno

IPROJEDenver


GEOLOGISTSENGINEERS



CHROME SHOP - 1990 SURFACE

SOIL SAMPLE LOCATIONSPROJECT: 148115003 DATE: 09/11/91 DRAWING NOJ FIGURE: 5-5

PRIMARY PRIMARY SECONDARY SECONDARY PATHWAYRECEPTOR

HUMAN DIOTA

SOURCES

Drumsand

Tanks

RELEASEMECHANISM

\Spills

SOURCES

*

\Soil

RELEASEMECHANISM

Dust and/orVolatile

Emissionsif Wind

^

Inlillration/

Slorm-— *•• Water

Runoll

Ground

SurlWaterSedin

Waler

aceand

lents

EXPOSUREROUTE

Ingoslion

Inhalation

Dormalconl.icl

Ingeiton

Dormalconlncl

AiaaR«3klent»

•

•

•

Sit*Visitor!

•

Tenotuial

•

•

lngo;tion

Inhalation

Dormalcontncl

•

•

•

•

•

Aquatic

Ingostion

Inhalation

Dormnlcontact

•

•

•

•

Lagoon

Dotmalcontnct

Reno Denver


GEOLOGISTSENGINEERS



ZINC SHOPCONCEPTUAL SITE MODEL

PROJECT: 148115003 DATE: 09/11/91 DRAWING NO- 1500-6 FIGURE 6-1

PRIMARY SECONDARY PATHWAYRECEPTOR

HUMAN DIG A

SOURCES

Drumsand

Tanks

Lagoon

RELEASE SOURCESMECHANISM

\

/

\V

Spills

InliltraliorVPercolation

OvertoppingDiko

x

\

,/Soil

RELEASEMECHANISM

Dust and/or__ Volatile

EmissionsWind

•v

Inlillration/

Storm-

Runoff

Ground Wator

Surf

Sedin

(

aceand

tents

I

EXPOSUREROUTE

ngoilion

Inhalation

Dormalcontact

Ingeslion

Dormalcontact

AreaResidents

•

SiwVisitor)

•

•

•

•

•

Terrestrial Aquatic

Ing os lion

Inhalation

Oermnlconlnct

•

•

•

•

•

Ingoslion

Dormalcontact

•

•

•

»

r*i

Lagoon

tUormalcontact

*

Reno Denver


GEOLOGISTSENGINEERS



CHROME SHOPCONCEPTUAL SITE MODEL

PROJECT: 148115003 DATE: 09/11/91 DRAWING NO.: 1500-5 RGURE 6-2

d)o Table 4-1 iry of Zinc Shop VOC Analyses

n

AcetoneCarbon Tetrachloride1,1-Dichloroethane1,1-DichloroethyleneTetrachIoroethyIene1,1,1-TrlchloroethaneTrichloroethylene

1987

NANONDNDNDNDND

U-1

1988

NA<5NANANANANA

1989

NA<52.2NANA21NA

1987

NA<5NDNDNDNONO

U-2

1988

NA<5NANANANANA

1989

NA<5NDNANANDNA

W-3

1987

NA<5NDNDNONDND

1988

<10<52216NA240NA

Dup1988

NA622924NA400NA

1989

NA<59.8NANA100NA

X

o

oo

AcetoneCarbon Tetrechloride1,1-D<chloroethane1,1-DfchloroethyleneTetrachIoroethyIene1,1,1-TMchloroethaneTrichloroethylene

1987

NAND37.06.5ND140.4ND

U-1A

1988

ND<5269NA130NA

1989

NANA1.6NANA4NA

1987

NANDNDNDND8.6ND

U-2A

1988

ND<5<5<5NA10NA

1989

NANANDNANA5.3NA

1987

NAND58.036.02.1690.02.1

U-3A

1988

ND<53729NA500NA

1989

NANA35NANA400NA

OmOOOi/i

Units: ug/lNA : data not availableND : parameter not detected

o•z.

XJI/I

ao

Q)

n

Table A-2 Zinc Shop Con^iletion Data for 1987

KecUily Name "inrnot tor ['rite P l a t i n r r - f . i te

Well Name

Y.1 1

'•/-I A

v:-2

W-2A

W-3

W-3A

WeU IDNumber

I D N R N o t WeU Location

93110GO

931

1064

957

11.32

952

1132

1008

1021

10081017

N

<

X

^

^

^

,r

s E

X

X

X

f

x

X

Facility ID Number

W

Location Coordinates Are:

E3 Grid System State- Plane CoordinateD NorthernO Central

DataEstablished

6-1-07

6-1-87

6-2-07

G-2-C7

6-2-37

6-2-87

Date

Auq. 31, 19^7WeU Casing

Dlam

2"

2"

2"

2"

2"

2"

Type

P

P

P

P

P

P

Completed Uy (Name and Kirml

Poul .T T .n je r -Enqolhard t . STS Consulants, T>td ,Klevnt ions

Top ofWeU Casing

605.09

605.07

604.85

604.77

602.52

602.53

GroundSurface

003.1

GO 3 . 1

602.3

602.3

602.6

602.0

ScreenTop

577.1

599.3

577 .7

597.7

577.4

598.2

l lcfcrrnce

MSL

X

X

X

X

X

X

SitsDilun

Screen

Length

5'

15'

5'

15'

5'

15'

lleceived In:

District: Area: ' nurrau:

Hv:

Material

PVC

PVC

PVC

PVC

PVC

PVC

Well Depth

31.0'

10.8'

30.1'

20.1'

30 .2 '

19.6'

SMS Use:

File Maim. Completed

Other:

1 yjx ol VS clJ ( *^ 1

[MR?

X

X

X

ow

X

X

X

PW LYS Ot t i r

Dale

IO

Oo

oo

Q•2.mm

Table 5-1 Chrome Shop Completion Data for 1987

3CD

n

o

Facility Nam« ChroneR0t-tp.- '5 r i t -» P ln t i n r ; Site

Well Name

S -101

n-101A

3-107

H-102A

n-103

K-104A

B-105B

Well IDNumberDNR No.) Well Location

1011

954

1006

961

Qfin1006

qfi?1006

934

R90

1026

084

964798

N

X

X

X

y

X

X

I/

s E

v.

X

>f

\

X

X

X

X

Facility ID Numtxr

w

Location CoordiniLes Art:

El Grid System Slit« Plane CoordinateO N o r t h e r nD Cent ra l

Dat«EsUlillshrd

7-23-87

5-21-07

7-22-87

5-21-87

7-22-87

5-18-87

6-3-87

DataAuq. 31, 1907 P

Well Casing

Dlam.

2"

2"

2"

2"

2"

2"

2"

Tn>*p

p

p

p

p

p

p

Completed Dy (Name, and Firm)

an In Loi^r Fnqn lh^rd t , STS Consu l t an t s , Ltd .Elev f t l i om

Top ofWell Casing

610.67

610.74

611.15

611.13

610.64

609.79

603.30

GroundSur face

603.9

608 . 0

£09 . 7.

G09.0

608.8

607.5

601.3

ScreenTop

563.35

604.6

•361.2

604.5

567.4

602.5

597.5

H e f e r c n c e

MSI.(^ \

VJ\

X

X

X

X

X

X

SiteDitui i

Ir'l

ociccn

Length

15'

15'

15'

I S -

IS '

IS 1

15'

Received In:

District: Area: ' Pi i r ran:

Hy:

Mater i i l

PVC

PVC

PVC

PVC

PVC

PVC

PVC

Well Depth

6 0 . 5 5 '

19 .2 '

6 3 . 0 '

19. r>'

5 6 . 4 '

20. O 1

18.8'

SM.S Use:

Flic M a i n l . Comple lml

Ol l inr :

'' XI*

•IF'/

X

V

Y

OW

X

X

X

X

C)l '.'•

pw

. ,, 1

I.Y.',

—

( • • :

H a i r

Io

oo

OmOr—Oo

O

O

O>O

O

I<OX3OI—OO

OmOI —

OO1/1—I1/1rn-

Table 6-1. Physical and Chemical Properties for Detected Compounds

Physical Physical General MolecularFora Description Chemical Class Weight*[1] [1] 9/nol

bariumbenzenebenzolcyclohexatriene

cadmiumchromiumcoppercyanide

1,1-dichloroethaneethylidene chloride

1,1-dichloroethylene1,1-dichloroethenevinylidene chloride

leadnickelseleniumsiIvertetrachloroethyleneperchloroethyleneethylene tetrachloridetet rachIoroethene

1,1,1-trichloroethanemethylchloroformchlorothene

zinc

solidliquid

solidsolidsolidsolid

liquid

liquid

solidsolidsolidsolidliquid

colorlessflammable

colorless [2]

mild sweetodor

colorless

metalaromatic

hydrocarbon

metalmetalmetal

inorganican ion

halogenatedaUane

halogenatedalkene

metalmetal

non-metalmetal

halogenatedalkene

137.3378.11

112.4251.99663.54626.02

98.96

96.95

207.258.6978.96107.87165.9

3.50.8765

8.657.188.96

1.1757

1.218

11.358.902 +4.7910.51.6227

liquid colorless [2] halogenatedalkane

solid metal

133.4

65.38

[1][2][3][4][5][6][7][8][9][10]

Numbers in Brackets Indicate Sources which arc listed at the Bottou

Specific Henry's Law Kou Koc Absolute Water Vapor CAS Hirix.-rGravity Constant unitless unitless Viscosity Solubility Pressure mm

a 20 deg. C dimensionless [5] Centiposes mg/l Hg a C[2] 13] [9]

7440-39-30.306 132 95 [7] 0.6028 1780 [10] 76 a 20 71-43-2

7440-43-97440-47-37440-50-8

1.339

7.133 +

0.23 [4]

61.7 [6] 40 [6] 0.505

3.089 0.36

5060 [6] 227 a 25

591 a 25

0.535

0.645

339 373 [8] 1.932 478 [5] 18.49 a 25

295 152 [9] 0.903

Atomic weight is given for the metalsSpecific gravity is given at 25 degrees CelciusMerck Index. 1983. Tenth Edition.CRC Handbook of Chemistry and Physics. 1991. 71st Edition.Yurteri et al. 1987. Journal WPCF. 59(11), 950-956.Cosset. 1987. ES&T. 21, 202-208.Veith et al. 1980. Aquatic Toxicology. 119-129.Handbook of Environmental Fate and Exposure Data for Organic Chemicals (Volume II -Rogers et al. 1980. ES&T. 14, 457-460.Schwarzenbach andWestall. 1981. ES&1. 15, 1360-1367.Mercer et al. 1990. Basics of Pump and Treat Ground Water Remediation Technology.=McAuliffe. 1966. Journal of Physical Chemistry. 70(4), 1267-1275.

Solvents). Lewis Publishers, Inc.: Chelsea, MI. 1990.

EPA-600/9-90/003. Prepared by Geotrans, Inc.

75-34-3

75-34-4

7439-92 17440-02-07782-49-?7440-22-4127-18-4

1334 [51 12?.7 a 25 71-55-5

7440-66-6

O

Table 6-2 Toxicity Values for Chemicals-of-Concern

COMPOUND/ROUTE

Bariumoral subchronic

oral chronicinhalation subchronic

inhalation chronic

Benzeneoral chronic

inhalation chronic

Cadmiumoral chronic

inhalation chronic

Chromium (3 + )oral subchronic


inhalation chronic

Chromium (6 + )oral subchronic


inhalation chronic

Copperoral subchronic


inhalation chronic

Cyanideoral subchronic


ihalation chronic

EPACANCERCLASS

AA

Bl

A

D

D

CANCERSLOPE

FACTORS(mg/kg-day)'1

0.0290.029

ND

6.1

ND

41.0

RfD/RfC(mg/kg-day)

0.050.070.001

0.0001

0.001 (food)0.00005 (water)

ND

10.01.0

0.00002*0.000002*

0.020.005

0.00002*0.000002*

1.3 +1.3 +NDND

0.020.02NDND

SOURCE

HEASTIRIS

HEASTHEAST

IRISIRIS

IRISIRISIRIS

HEASTIRIS

HEASTHEAST

HEASTIRIS

HEASTHEAST

HEASTHEASTHEASTHEAST


Hydro-Search, Inc. HYDROLOGISTS-GEOLOGISTS-ENGINEERS

Table 6-2 Tcodcity Values for Chemicals-of-Concern (Cont'd)

COMPOUND/ROUTE

1,1-DichJoroethaneoral subchronic


inhalation chronic

1 ,1 -D ichloroethyleneoral subchronic


inhalation chronic

Leadoral subchronic


inhalation chronic

Nickeloral subchronic


inhalation chronic

Seleniumoral subchronic


inhalation chronic

Silveroral subchronic


inhalation chronic

EPACANCERCLASS

C

C

C

C

B2

B2

AA

D

D

D

D

CANCERSLOPE

FACTORS(mg/kg-day)'1

ND

ND

0.6

1.2

ND

ND

0.84 refinery dust1.7 subsulfide

RfD/RfC(mg/kg-day)

1.00.11.00.1

0.0090.009NDND

NDNDNDND

0.020.02NDND

0.005

ND

0.0030.003NDND

SOURCE


HEASTIRIS

HEASTHEAST

HEASTHEASTHEAST

IRIS

HEASTIRIS

HEASTHEASTHEAST

IRIS

IRIS

HEASTIRIS

HEASTIRIS

Hydro-Search, inc. HYDROLOGISTS-GEOLOGISTS-ENGINEERS

Table 6-2 Toxicity Values for ChemicaJs-of-Concern (Cont'd)

COMPOUND/ROUTE

Tetrachloroethyleneoral subchronic


inhalation chronic

1 ,1 ,1 -Trichloroethaneoral subchronic


inhalation chronic

Zincoral subchronic


inhalation chronic

EPACANCERCLASS

B2

B2

CANCERSLOPE

FACTORS(mg/kg-day)"1

0.051

0.0018

RfD/RfC(mg/kg-day)

0.10.01NDND

0.90.093.00.3

0.20.2NDND

SOURCE

HEASTIRIS

HEASTHEAST

HEASTIRIS

HEASTHEAST


ND = No DataRfD = Reference DoseRfC = Reference Concentration* = mg/m3

+ = mg/1

SOURCE:

U.S. Environmental Protection Agency (EPA). 1991. Integrated Risk Information System (IRIS)Database. Washington, D.C.

U.S. Environmental Protection Agency (EPA). January 1991. Health Effects Assessment SummaryTabJei (HEAST). Annual FY-1991. NTIS No. PB91-921199.

Hydro-Search, inc. HYDROLOGISTS-GEOLOGISTS-ENGINEERS

a3Q)

O

O

Table 6-3 Potential Applicable, or Relevant and Appropriate Requirements (ARARs) Criteria and Guidelines

COMPOUND

Barium

Benzene

Cadmium

Chromium

Copper

Cyanide

1,1-Dichloroethane

1,1-Dichloroethylene

Lead

Nickel

Selenium

Silver

Tetrachloroethylene

1,1 ,1-Trichloroethane

Zinc

ES1 (mg/l)

1.0

0.005

0.01

0.05

1.0

0.2

0.85

0.007

0.05

0.01

0.05

0.001

0.2

5.0

PAL2 (mg/l)

0.2

0.000067

0.001

0.005

0.5

0.04

0.085

0.000024

0.005

0.001

0.01

0.0001

0.04

2.5

MCL3 (mg/l)

1.0

0.005

0.1

0.1

1.3

0.2

NA

0.007

0.05

0.1

0.05

NA

0.005

0.2

HCLG3 (mg/l)

1.5

0

0.005

0.1

1.3

0.2

NA

0.007

0.02

0.1

0.05

0.05

0

0.2

HA* (mg/l)

2.0

NA

0.005

0.1

0.2

NA

0.007

NA

0.1

0.1

0.01

0.2

4.0

AUQC5 (mg/l)

1.0

0.00066

0.01

0.05 (Cr*6J170.0 (Cr*5)

1.0

0.2

ID

0.000033

0.05

0.0134

0.01

0.05

0.0008

18.4

5.0

AWOC6 (mg/t)

1.0

0.00067

0.01

0.05(Cr*6J179.0(Cr 3)

1.0

0.2

ID

0.000033

0.05

0.0154

0.01

0.05

0.0(1038

19.0

5.0IO

OO

uio

Oo

.Ozmm

KEY:

1 = Enforcement Standard (ES) in ground water (UR 140 of the Wisconsin Administrative Code).2 = Protective Action List (PAL) in ground water (WR 140 of the Wisconsin Administrative Code).3 = Maximum Contaminant Level (MCL) and Maximum Contaminant Level Goal (MCLG) for drinking water under 40 CFR 141 - National Primary Drinking Water

Regulations.4 = U.S. Environmental Protection Agency Drinking Water Health Advisories (HA) for Lifetime exposure5 = U.S. Environmental Protection Agency Ambient Water Quality Criteria (AWQC) for protection of human health based on ingestion of both drinking

water and aquatic organisms.6 = U.S. Environmental Protection Agency Ambient Water Quality Criteria (AWQC) for protection of human health based on lifetime ingestion of drinking

water.NA = Not ApplicableID = Insufficient Data

REFERENCES:

U.S. EPA (Office of Drinking Water). 1990. Drinking Water Regulations and Health Advisories. Washington, D.C.U.S. EPA (Office of Emergency and Remedial Response). 1986. Superfund Public Health Evaluation Manual. Washington, D.C.Federal Register. 1991. Vol. 56, No. 20, p 3528.Integrated Risk Information System Database. 1991.

Q.O

QL)O•«

0

TABLE 7-1. PRELIMINARY REMEDIAL ACTION ALTERNATIVES

ENVIRONMENTALMEDIA

GROUND WATER

REMEDIAL ACTIONOBJECTIVES

Hunan Health:Prevent Ingestion/inhalatlon/direct contact with groundwater posing unacceptableexcess cancer risk.

Prevent migration of contami-nants that would result Insurface water/sedimentcontamination posing unaccep-table excess cancer risk.

Restore ground water qualityto appropriate approvedstandards.

Prevent migration of contami-nants that would result Insurface water/sedimentcontamination in excess ofappropriate standards foraquatic biota.

GENERAL RESPONSEACTIONS

No action

InstitutionalAction

Pumping/Collection

Discharge

Containment

REMEDIAL TECHNOLOGY

None

Access Restrictions

Alternate Water Supply

Monitoring

Extraction

Subsurface Drains

On-Site Discharge

Off-Site Discharge

Vertical Barriers

PROCESS OPTION

Not Applicable

Deed Restrictions

City water Supply

Ground-Uater Monitoring

Extraction wells

Interceptor Trenches

Infiltration Basin

Storm Sewer

Publicly ownedtreatment works (POTU)

Slurry Wall, Grout

DESCRIPTION

No action

Deeds for property in the area ofinfluence would include restrictions onwells

Expansion of existing municipal wellin non- impacted areas

On-going monitoring of wells

Series of wells to extract contaminatedground water

Series of wells to modify flow of groundwater

Collection trenches to intercept con-taminated ground water

Pre- treated water discharged to basin onsite

Discharge of water to storm sewer

Extracted water discharged to sewer fortreatment

Pre- treated water discharged to sewer fortreatment

Trench around area of contamination isfilled with a soil- or cement -bcntoni teslurry or grout

SCREENING COMMENT

Establishes baseline for cotiporison

Potentially applicable






Potentially applicable withpre-treatment

Not feasible.Violates local sewer use ordinance.



OTOO

OO

1/1n

OO

O

TO01

TABLE 7-1. PRELIMINARY REMEDIAL ACTION ALTERNATIVES (CQNT'O.)

X-co

ool/l—(1/1

O

ool/l

ENVIRONMENTALMEDIA

GROUND UATER(Cont'd.)


Hunan Health:Prevent ingestion/inhalation/direct contact with groundwater posing unacceptableexcess cancer risk.

Prevent migration of contami-nants that would result insurface water/sedimentcontamination posing unaccept-able excess cancer risk.

Restore ground-water qualityto appropriate approvedstandards.

Prevent migration of contami-nants that would result insurface water/sedimentcontamination in excess ofappropriate standards foraquatic blots.


Treatment

REMEDIAL TECHNOLOGY

Biological Treatment

Physical Treatment

Chemical Treatment

Thermal Destruction

In-Situ Treatment

Off-Site Treatment

PROCESS OPTION

Aerobic

Anaerobic

Air Stripping

Reverse Osmosis

Carbon Adsorption

Ion Exchange

Oxidation

Precipitation

Reduction

Incineration

Biological

Acrat ion

Chemical Reaction

Publ Icly ownedtreatment works (POTU)

DESCRIPTION

Degradation of organics using micro-organisms in aerobic environment

Degradation of organics using micro-organisms in an anaerobic environment

Mixing large volumes of air with waterin a packed column to promote transferof VOCs to air

Physical retention of dissolved metalsand organic compounds

Adsorption of organics onto activatedcarbon by passing water through a carbonbed

Adsorption of metals by ion exchangeresins

Oxidation of organics to water and carbondioxide through the use of an oxidantsuch as hydrogen peroxide

Chemical precipitation of metals

Reduction of metals, usually followed byprecipi tat ion

Thermal combustion of organics

System of injection and extraction wellsand/or infiltration galleries or basinsintroduce bacteria and/or nutrients todegrade organics

System of wells to inject air intoground water to remove volatiles by airstrippingfrom water

System of injection wells to injectoxidizer such as hydrogen peroxide todegrade organics

Extracted ground water discharged tolocal POTW for treatment

SCREENING COMMENT

Potentially applicable for lowconcentration contamination

Potentially applicable for highconcentration contamination

Potentially applicable for tow con-centration contamination

Potentially applicable for all concen-trations - capable of autonutton

Potentially applicable for lowconcentration contamination


Potentially applicable for low con-concentration contamination

Potentially applicable for metals

This is the most common ,i«.-thod of treat-ment of chromate waste*. Currentlybeing used on-sitc by U.S. EPA.


Injection and extraction welts notfeasible. Wisconsin does not allowinjection of liquids. Infiltrationgalleries potentially applicable.


Not feasible; Wisconsin doc-; not allowinject ion of I iquidii


II TABLE 7-1. PRELIMINARY RCMCDIAL ACTION ALTERNATIVES (CONT'O.)

ENVIRONMENTALMEDIA

SOIL


Human Health:

contact with toll pot Ingunacceptable excess cancerrisk.

Prevent Inhalation of tollposing unacceptable excel!cancer risk.

Prevent Migration of ccntanl-nants that would result Insurface water/sedimentcontMl nation poiing unaccept-able cancer rltk.

Prevent migration of contami-nants that would result Ingrotnd-water contamination Inexcett of appropriatestandards.

Prevent Migration of contaml-nantt that would result Inturface water/sediment con-tamination In excttt ofappropriate standard* foraquatic biota.


No action

InstitutionalAction

Containment

Removal

Treateient

ResourceRecovery

Disposal

REMEDIAL TECHNOLOGY

None

Access Restrictions

Encapsulation

Fixation

Excavation of Soil

In-SItu Treatment

Biological Treatment

Thermal Dettructlon

Phytlcal Treatnent

Excavation of Soil

Land Disposal

PROCESS OPTION

Not Applicable

Site Control

Capping with Imper-meable SurfaceBarrier

Solidification

In-SItu Vitrification

Adsorption

Backhocs, Scrapers

Electro Reclamation

Flushing

Vapor Extraction

Blodegradatlon

Aerobic

Soil Incineration

Low TemperatureThermal Evaporation

Volatilization

Flushing

Backhoes, Scrapers

landf filing

DESCRIPTION

No Action

Prevent unauthorized site access

Reduces amount of leaching to ground

zone

Addition of cement or lime to soil tostabilize soils and render contaminantsless teachable

Thermal process that converts contamin-ated soil Into a chemically Inert andstable glass and crystalline product

Addition of activated carbon to soilsto adsorb organic compounds

Removal of contaminated soil for treat-ment or disposal at landfill

Introduction of a high DC current viaelectrodes placed In wells and collectionof the metal charged waters which are pro-duced for treatment

Addition of water to "flush- contaminantsinto ground water for subsequent recovery

Air flow Induced through soil system tofacilitate volatilization of organlcs

Introduction of bacteria and/or nutrientsto degrade organics

Degradation of organlcs using micro-organisms in an aerobic environment

Thermal destruction of sol It and organlct

Lou temperature heating of soils toevaporate volatile organic contaminantsfrom soil

Spread soil on Impermeable surface topromote aeration of organlcs

Inducing air flow through soils in acontained system to remove organlcs

Addition of water to flush contaminantsfrom soils (metals and organlcs)

Removal of contaminated soil for recoveryof contaminants

Excavation of soils and disposal inlandfill (metals and organlcs)

SCREENING COMMENT

Established baseline for comparison



Potentially applicable for iniaturatedtolls


Potentially applicable to shallow soil













Potentlslly applicable

Q.

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TABLE 7-1. ntELININMY REMEDIAL ACTION ALTERNATIVES (CXHT'D.)

ENVIRONMENTALMEDIA

ORGANIC VAPORSgenerated byso 1 1 /ground

waterremediation


Hunan Health:Prevent nigratlon and Inhala-tion of vapors posing unaccept-able excess cancer risk.

Restore soil gas to appropriateapproved standards.


Treatment

REMEDIAL TECHNOLOGY

Physical Treatment

Incineration

PROCESS OPTION

Carbon Absorption

Thermal Incineration

CatalyticIncineration

DESCRIPTION

Adsorption of contaminants onto activatedcarbon by passing air through a carbon bed

Thermal combustion of organic vapors

Thermal combustion of organic vaporswith the assistance of a catalyst

SCREENING COMMENT




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