0000046

APR n? 1987

I'S. EPA, NtbMifi V WASTE MMUfiEMENT DIVISION [HFiaMfN! BPANOI

EPA Region 5 Records^Ctr.

227906 REPORT

BLASLAND & BOUCK ENGINEERS, P.O.

Phase 1 Progress Report Winston Thomas Facility & Bennett's Dump

Westinghouse Electric Corporation Waste Technology Services Division Waltz Mil! Site, Pennsylvania

1037 January 1987 PHASE I PROGRESS REPORT

WINSTON THOMAS FACILITY AND BENNETT'S DUMP

WESTINCHOUSE ELECTRIC CORPORATION WASTE TECHNOLOGY SERVICES DIVISION WALTZ MILL SITE, PENNSYLVANIA

JANUARY 1987

APR 07 1987

BLASLAND & BOUCK ENGINEERS, P.C. 5793 WIDEWATERS PARKWAY BOX 66 SYRACUSE, NEW YORK 13214 TABLE OF CONTENTS

WINSTON THOMAS FACILITY BENNETT'S DUMP

APPENDICES WINSTON THOMAS

BLASLAND & BOUCK ENGINEERS, P.O. PHASE 1 PROGRESS REPORT WINSTON THOMAS FACILITY

WESTINCHOUSE ELECTRIC CORPORATION WASTE TECHNOLOGY SERVICES DIVISION WALTZ MILL SITE, PENNSYLVANIA

JANUARY 1987

BLASLAND & BOUCK ENGINEERS, P.C. 5793 WIDEWATERS PARKWAY BOX 66 SYRACUSE, NEW YORK 13214 TABLE OF CONTENTS

PAGE

SECTION I INTRODUCTION 1

SECTION II PHASE 1 RESULTS 2

A. Geology and Hydrogeology Review 3

1. Site Location 3 2. Topography 3 3. Unconsolidated Deposits 5 1. Bedrock Geology 9 5. Hydrology and Hydrogeology 16

B. Review of Previous Subsurface and Analytical Investigations 18

C. Aerial Photograph Analysis, Review of Topographic Maps 18

D. Site Reconnaissance 21

SECTION III PHASE 2 WORK PROGRAM 22

A. Boring/Coring Installations 22

1. Selection of Locations 22 2. Proposed Depths 23

B. Subsequent Phase 2 Work Task 26

SECTION IV REFERENCES 27 LIST OF TABLES

PACE

TABLE WT/BD-1 Lithologic Characteristics of Mississippian Age Bedrock 12

TABLE WT-2 Chronological Summary of Previous Work Tasks 19

TABLE WT-3 Selected Boring/Coring Locations 24 LIST OF FIGURES

PAGE

FIGURE WT-1 Site Plan H

FIGURE WT-2 Soils Map 7

FIGURE WT-3 General Geologic Cross Section, A-A1 10

FIGURE WT-4 Bedrock Geology 11

FIGURE WT-5 Lineaments and Pre-Facility Features 15

FIGURE WT-6 Selected Boring/Coring Locations 25 PHASE 1 PROGRESS REPORT

WINSTON THOMAS FACILITY

SECTION I - INTRODUCTION

Phase 1 of the Supplemental Hydrogeologic Investigation for the Winston

Thomas Facility Site began within 14 days of approval of the Plan (July 1986) by the parties of the Consent Decree. The goals of the Phase 1 work efforts were to:

1. establish a basic understanding of the historic, geologic and

hydrogeologic site conditions prior to executing Phase 2 work

efforts;

2. define the locations and depths of Phase 2 boring/corings; and

3. provide a presentation of the information gathered in items 1. and

2. above in report format to the parties of the Consent Decree.

The Phase 1 Progress Report is organized into four sections. Section I,

Introduction, includes introductory remarks and sets forth a description of the contents of this document. Section II, Phase 1 Results, presents the results of the work completed in August through October 1986 in accordance with Tasks 1.1 to 1.4 as presented in the Winston Thomas Facility

Supplemental Hydrogeologic Investigation Plan (1). Section III, Phase 2 Work

Program, describes the proposed boring/coring locations and depths for the upcoming work efforts of Phase 2. Section IV, References, provides a list of all references and other pertinent data cited in this document.

-1- SECTION II - PHASE 1 RESULTS

The Phase 1 work efforts have included the following:

1. a literature review to evaluate the geologic and hydrogeologic

characteristics of both the unconsolidated and consolidated units

beneath the site prior to Phase 2 drilling efforts;

2. an evaluation of aerial photographs, topographic maps and previous

work efforts to delineate the nature and extent of geomorphic and

land use changes that have occurred such that potential source

areas and contaminant migration pathways are defined;

3. an assessment of aerial photographs and topographic maps to

delineate karst and structural features on and adjacent to the site

that may indicate subsurface solution features or fracture zones in

the bedrock beneath the site;

4. a review of the limits of the site(s) delineated by previous work

efforts such that all drilling activities will be performed outside

these limits; and

5. an inspection of the selected Phase 2 drilling work areas to assess

drilling rig access and karst, structural and/or land use features.

The results of these work efforts are presented in four sections:

Section A, Geology and Hydrogeology which is divided into five subsections:

1) Site Location, 2) Topography, 3) Unconsolidated Deposits, 4) Bedrock

Geology and 5) Hydrology and Hydrogeology; Section B, Review of Previous

-2- Subsurface and Analytical Investigations; Section C, Aerial Photograph

Analysis, Review of Construction Drawings and Topographic Maps; and

Section D, Site Reconnaissance.

A. Geology and Hydrogeology Review

1. Site Location

The Winston Thomas Facility (WTF) Site is located in central Monroe

County, Indiana, about 2.5 miles south of Bloomington, in the west half

of the southwest quarter of Section 16, Range 1 West, Township 8

North. This facility was used as the Bloomington municipal sewage

treatment plant from 1933 to 1982 when it was replaced by a facility

currently in use at Dillman Road.

The WTF site consists of a 17-acre (approximately) tertiary sewage

treatment lagoon, two abandoned sludge lagoons, three areas of sludge

drying beds, four digesters, a trickling filter and several buildings.

The WTF and surrounding study area are depicted on Figure WT-1 .

2. Topography

The WTF lies at an elevation between 670 feet and 690 feet above

mean sea level (msl). The topography of the site as depicted on the

1980 United States Geological Survey (USCS) Bloomington and Clear

Creek 7.5' Topographic Quadrangles and a 1976 Abrams Aerial Survey

Topographic Map is nearly level to moderately sloping; however, steep

slopes occur on the berm edges of the tertiary lagoon. The site is

-3- WT- I

LEGEND HORIZONTAL LIMITS OF SITE TO BE REMOVED

. PHASE I SITE STUDY AREA

MONITORING WELL LOCATION AS PRO- « POSED IN SUPPLEMENTAL HYDROGEO- LOGIC INVESTIGATION PLAN, MAY 1986

* * CROSS-SECTION LINE

WINSTON THOMAS FACILITY

SITE PLAN located in the level north-south trending valley of Clear Creek. Clear Creek flows in s southern direction along the western edge of the study area.

3. Unconsolidated Deposits Information on the unconsolidated units at the WTF study area was reviewed to:

a. determine the presence, extent and and characteristics of any native undisturbed soils in which monitoring wells should be installed in Phase 2;

b. define the location and characteristics of the man-disturbed or man-deposited units to define contaminant source areas; and

c. evaluate the potential for the soils and other materials to provide pathways for contaminant migration.

At the WTF Site, unconsolidated deposits consist of native undisturbed soils, man-disturbed soils and man-deposited units. Typically, the United Stated Department of Agriculture (USDA) places the latter two categories together into a unit known as the Udorthents loam complex due to non-field verification of their mapping procedures. The Udorthents loam complex covers approximately 90 percent of the 35 acre study area including the site (2). In the remainder of the area.

-5- primarily in the northwest corner and the western edge of the WTF N study area, the native soil types consist of the Raymond silt loam and

Caneyville silt loam, respectively. A soil map of the study area is provided on Figure WT-2.

a) Man-Disturbed Soils and Man-Deposited Units

The man-disturbed soils and man-deposited units include the

tertiary lagoon deposits within the lagoon and the abandoned

lagoons as well as the area in which the treatment plant buildings,

roadways and facilities were constructed where soil disturbance may

have occurred.

The tertiary lagoon berm (see Figure WT-1) consists of silty

clay. Sludge has been deposited in the lagoon from the sewage

treatment process. This sludge overlies a one to two feet thick

clay liner that was emplaced during the construction of the lagoon

in 1967 (3, 4). The sludge is a contaminant source area; however,

the low permeability of the liner and the berm that surround the

source may mitigate contaminant migration. Further details on the

soils and sludge encountered in the lagoon are provided in

Appendix A, a compendium of data generated at the WTF from

previous work efforts.

Soils encountered in borings in the abandoned lagoons are

described as clays mixed with sludge; however, sand, silty sand

-6- WT-2

SOILS MAP-WINSTON THOMAS FACILITY

LEGEND APPROXIMATE SCALE: PHASE I STUDY AREA 5OO* 0 5OO'

SOURCE SOIL SURVEY OF MONROE COUNTY, USD.*., 1981 •LASIAND * tOUCX -7- ENO4NEERS, P.O. and silty clay layers mixed with weathered bedrock (3, 5) were present in some of the borings. Bedrock was encountered at depths of approximately eight feet in six of the abandoned lagoon borings. Further details on these soils and sludge found in these lagoons are provided in Appendix A. b. Native Undisturbed Soils The native soils at the study area are the Haymond silt loam, the Caneyville silt loam and Clear Creek streambed deposits. The Haymond silt loam (Hd) is a level, deep, well-drained soil formed from silty alluvium of the floodplains. Permeability values are reported to range from 0.6 to 2.0 inches per hour (2). The Caneyville silt loam (Cad) is a strongly sloping (12-18 percent) well-drained soil on the sides of uplands. This soil is formed from limestone residium with the limestone bedrock at a depth of approximately 3 feet. Permeability values range from 0.2 to 0.6 inches per hour (2). According to research work performed by Purdue and Indiana Universities the floodplain material is a silt loam (6) probably the Haymond silt loam. Clear Creek streambed deposits were described as principally sand (6). This research work also revealed that an unconsolidated aquifer does exist in the permeable floodplain and streambed deposits; however, the extent of this aquifer or the hydraulic connection to the other soils, unconsolidated deposits and the bedrock in the WTF study area was not determined. A general geologic cross-section through the site and study area depicting the type and potential extent of the unconsolidated deposits is provided on Figure WT-3.

-8- 4. Bedrock Geology Information on the bedrock geology was evaluated to define:

a. lithologic units that may be encountered beneath the site during Phase 2 drilling efforts; b. marker beds that may identify specific units or formations or provide structural controls; c. structural feature trends and the potential for solution enlargement of these features; and d. karst and subsurface solution development that may provide contaminant migration pathways within the bedrock.

The bedrock unit present in the study area of WTF is the Mississippian Age Harrodsburg Limestone of the Sanders Croup. The

Salem and St. Louis Limestones of the Sanders Croup overlie the Harrodsburg Limestone and outcrop at elevations higher than the WTF study area. The Ramp Creek Formation of the Sanders Croup and the Edwardsville Formation of the Borden Group underlie the Harrodsburg Limestone and outcrop at lower elevations near the site. The locations of these bedrock units are shown on Figure WT-4 (7,8,9). Lithologic descriptions of the Salem Limestone, the Harrodsburg Limestone, the Ramp Creek Formation and the Edwardsville Formation are presented in Table WT/BD-1 (7, 8, 9). The bedrock generally dips in a southwest direction at approximately 25 to 30 feet per mile (10); however, local deviations may occur (11).

-9- WT-3

A A' 70CH

690- TERTIARY LAGOON V

680-

SILTY CLAY WITH SAND AND WEATHERED BEDROCK

:670-

2660-

HARRODSBURG LIMESTONE WINSTON THOMAS FACILITY

2650-

GENERAL GEOLOGIC CROSS SECTION A-A1 640-

630- RAMPCREEK FORMATION

620- EDWARDSVILLE FORMATION • lUtUNO 1 MUCK IfC

-10- WT-4

BEDROCK GEOLOGY-WINSTON THOMAS FArn ITY

LEGEND PHASE I STUDY AREA I. SOURCE GATES, INDIANA OEOLOOIC SURVEY, REPORT 23, 1982 tl-i-B} RECENT ALLUVIUM REPRESENT UNITS BENEATH OVER- k\l ST. LOUIS LIMESTONE dH SALEM LIMESTONE

HARRODSBURG LIMESTONE GUTHRIE CREEK BED LEESVILLE BED RAMP CREEK FORMATION AND EDWARDSVILLE FORMATION, (UNDIFFERENTIATED) •••^••i MASLAND * •OUCK EN04NHM, PC. -11- TABLE WT/BD-1 LITHOLOGIC CHARACTERISTICS OF MI55ISSIPPIAN ACE BEDROCK WINSTON THOMAS FACILITY BENNETT'S DUMP SANDERS CROUP Salem Limestone Cray to tan stylolitic calcarenite and crystal calcilutite ranging from 60 to 360 feet in thickness. Three characteristic lithologies: light gray to gray to light tan, massive, well-sorted calcarenites composed of medium to coarse-grained fossil fragments (crinoids, bryozoans, Endothyra), whole microfossils (including foraminifera), mechanically rounded grains, and oolites, often cross-bedded and porous; calcarenites varying in grain-size (fine to coarse), sorting, porosity and bedding characteristics, and not used for dimension stone; and impure carbonates with varying quantities of quartz, carboniferous laminae, pyrite and fossil debris. A thin shale with gypsum geodes (Somerset Shale Member) may be present at the base. Harrodsburg Limestone Light to bluish or greenish-gray or brown, thick-bedded, medium to coarse grained bloclastic carbonate ranging from 30 to 100 feet in thickness. Typical lithologies include: calcarenites to calcirudites with crinoid, bryozoan, brachiopods and pelecypods fragments with some shale laminae and intervals of very argillaceous limestone. Shales may be present in beds up to two feet in thickness. Stylolltes. pyrite and chert may be present, but are not abundant. Silty and shaley layers may have geodes and chert bands present. A glauconitlc layer may be present near the base. A thick bed of fenestrate bryozoan coquina may be present in the upper Harrodsburg. Generally harder, less porous, more thinly bedded, and more highly jointed than the overlying Salem Limestone; therefore, may form more solution conduits. The top of this limestone is generally coarser and contact with overlying Salem Limestone may be gradatlonal. Two beds may be present at the base. Cuthrle Creek Bed Ranges from a gray-thin calcareous shaley parting to ten feet of siliceous shaley calcareous siltstones and calcilutites. Contains bryozoan-rich carbonate lenses. This bed is present in Monroe County and thickens to the south.

Leesville Bed Light-gray to bluish-gray coarse-grained thick-bedded biofragmental limestone ranging from one to eleven feet with bryozoan and crinoidal-rich calcarenites. Where the Cuthrie Creek Bed is present, the Leesville Bed serves as a prominent marker bed by forming resistant ledges and overhanging benches in rock outcrops. Ramp Creek Formation Grey, siliceous, cherty, echinodermal, geode-bearing limestone and dolosiltite ranging from 17 to 28 feet (20 - 25 feet of uniform thickness) interbedded with fine-grained calcareous shales and oosiltites. The limestones are generally coarse bioclastic (crinoids brachiopods and bryozoans) calcarenites and calcirudites. Geodes are especially abundant in the dolosiltites. Chert is common to abundant. This unit grades upward or laterally into dolomites, siltstones, or shales with lenticular to irregular units of limestone in the dolosiltites. This unit can be distinguished from the Harrodsburg by a higher percentage of dolomitic and silty carbonates as well as abundant chert lenses and numerous geodes. BORDEN CROUP Edwardsville Formation Medium to dark-gray, fin° to medium-grained, massive-bedded calcareous siltstones, sandy shales, sandstones, and occasional fossilfferous silty limestones ranging from 40 to 200 feet in thickness. This unit may contain very small cross-beds and thin laminae. Glauconite may be present at the base and/or the top. -12- The Harrodsburg Limestone can range from 80 feet to 100 feet in thickness (8, 9); however, the actual thickness at the WTF Site may range from only 20 to 50 feet based on observations made at the study area (Appendix B). The Harrodsburg Limestone is a light colored biofragmental limestone that grades lithologically upward into the Salem Limestone (8, 9). The Harrodsburg Limestone contains two lithologic beds near its base. These are: the Cuthrie Creek Bed and the Leesville Bed. The Guthrie Creek Bed overlies the Leesville Bed and is composed of a thin shale or siltstone unit that may thicken or pinch out in some areas. The Leesville Bed is a relatively pure biofragmental limestone. Where the Cuthrie Creek Bed is absent, the Leesville Bed may be indistinguishable from the upper Harrodsburg Limestone (8, 9). Dr. Richard L. Powell, a local hydrogeologist, states that locally the Harrodsburg Limestone may be recognized by the presence of a "marker bed" consisting of a blue siliceous fossiliferous chert zone (11, Appendix B). At this time, it is unknown where this marker bed occurs stratigraphically in relation to the formations and beds described above. While this unit may be present and provide a good marker bed, other local marker beds such as chert or fossil zones observed during the coring operations of Task 2.1 will be correlated (1). A review of quarry sections from the Indiana Geological Survey, Industrial Minerals Section and discussions with Mr. Donald Carr,

Geologist and Section Head of the Indiana Department of Natural Resources, were also used to obtain thorough descriptions of the bedrock units at the site. These descriptions as summarized on Table

WT/BD-1 will be utilized for the Phase 2 core descriptions. Primary porosity valuer of the Harrodsburg Limestone obtained from geophysical logs in western Indiana range from 3.1 to 12.3 percent (12).

-13- There are no available primary porosity values for the Harrodsburg Limestone in Monroe County. There are a few small caves and many small springs associated with the Harrodsburg Limestone (11, 13). Numerous small sinkholes are associated with this limestone within one mile of the WTF Site; however no sink holes were delineated within the study area (11, 13). The fracture patterns for the Harrodsburg Limestone have been summarized by Palmer (10). He indicates that two preferential joint orientations exist: an east-west trend and a slightly counterclockwise of north-south trend. Jointing in the limestone decreases with increasing depth and most joints are vertical. A fracture trending N 80°E was observed by Blasland & Bouck personnel in the floor of Clear Creek adjacent to the site. In addition, two east-west trending lineaments were observed at the study area as shown on Figure WT-5 (14). These lineaments coincide with surface drainage features that may indicate subsurface fracture zones or solution features which may influence ground-water flow paths. Man-made drains beneath the tertiary lagoon also coincide with the surface drainage features. A third east-west lineament was noted south of the study area near Cordon Pike (14). Below the Harrodsburg Limestone lies the Ramp Creek Formation of the Sanders Group. The Ramp Creek Formation consists of geode-bearing limestones, interbedded with shales, siltstones and dolosiltites. Ceodes have been noted by Blasland & Bouck personnel in Clear Creek adjacent to the site (Appendix B). The Edwardsville Formation of the Borden Group lies beneath the Ramp Creek Formation. This Formation is the uppermost unit of the

Borden Group. The Edwardsville Formation consists of siltstones, sandy shales, and sandstones with limestones present in some places. WT-5

LEGEND HORIZONTAL LIMITS OF SITE TO BE REMOVED

PHASE I SITE STUDY AREA

MONITORING WELL LOCATION AS PRO- POSED IN SUPPLEMENTAL HYOROGEO- LOSIC INVESTIGATION PLAN, MAY 1966

LINEAMENT TAKEN FROM I960 U S.G.S TOPOGRAPHIC AND AERIAL PHOTOS

FORMER CLEAR CREEK CHANNEL

SPRING OR SEEP

WINSTON THOMAS FACILITY

LINEAMENTS AND PRE-FACILm FEATURES

-15- A general geologic cross-section through the site depicting the stratigraphic order of bedrock types described above is provided on

Figure WT-3.

5. Hydrology and Hydrogeology

a. Hydrology

Clear Creek flows south adjacent to the WTF Site. Discharge values averaged 2.4 cubic feet per second (cfs) upstream from the site in 1980 (15). At a location on Clear Creek approximately 500 feet downstream from the southern edge of the study area mean daily low flows ranged from 8 to 26 cfs and the maximum daily discharge ranged form 17 to 322 cfs for measurements taken from March 1977 to December

1978 (15). Because these discharge values were measured while the treatment facility was operating, it is expected that values measured now at the same location will be lower.

From a review of aerial photographs and topographic maps runoff appears to flow in a west-southwesterly direction toward Clear Creek.

Because of the hardness and the thin bedding and vertical joints of the

Harrodsburg Limestone, rainwater and runoff may preferentially flow through the joints or exposed bedding planes to the water table (16).

b. Hydrogeology

Two water-bearing units are believed to be present beneath

the WTF study area. These are: an aquifer in the unconsolidated

-16- stream and floodplain deposits of Clear Creek and a bedrock aquifer '. in the Harrodsburg Limestone.

Analyses of water levels and oxygen-18 isotopes from the flood plain deposits adjacent to the study area indicate that ground water in the unconsolidated material flows toward Clear Creek during average precipitation periods. However, it is reported that during heavy precipitation events, ground water temporarily flows from

Clear Creek into the unconsolidated deposits occurs (6).

The direction of ground-water flow, in the bedrock is probably to the south-southwest following the direction of surface water flow.

The ground-water elevations are expected to be between 630 feet to

650 feet above mean sea level near the Harrodsburg-Ramp Creek contact (17). A spring zone is associated with this contact in some locations (17).

Hydraulic conductivity (K) values of the Harrodsburg

Limestone and Ramp Creek Formation were obtained by slug tests in coreholes located approximately two miles southwest of the site in a similar hydrogeologic setting. The K values ranged from 0.1 gpd/ft in unweathered bedrock to 29.2 gpd/ft in bedrock with known solution conduits (18).

The Well User Survey conducted by Indiana University in 1985

(19) delineated at least 19 well users within 5,000 feet of the site.

Homeowner well logs gathered in conjunction with the well user survey were reviewed by Blasland & Bouck personnel but revealed little additional information on the geology and hydrogeology of the site. These wells are generally located in units stratigraphically higher than the Harrodsburg Limestone.

-17- B. Review of Previous Subsurface and Analytical Investigations

Previous work efforts at the WTF site performed by Westinghouse, the

EPA , and the City of Bloomington (3, 5, 6, 15, 19, 20, 21, 22, 23, 24, 25,

26, 27) are summarized in chronological order on Table WT-2. The actual data representative of these analytical and subsurface investigations are provided in Appendix A.

The soil and unconsolidated unit physical characteristics delineated in

Items 1, 3, 4, 6 and 7 of Table WT-2 are discussed in Sections A3 and A5.

The results of the analytical investigations confirmed the presence of PCBs in the tertiary lagoon sludge, the abandoned lagoon sludge and the trickling filter rocks. In addition, these investigations revealed PCBs are migrating into the clay liner beneath the tertiary lagoon; however, we believe that

PCBs have not migrated through the clay liner to the soils and bedrock beneath the liner. PCBs have also been detected in Clear Creek water samples; however, it is unknown whether the source of the PCBs is the WTF

Site.

C. Aerial Photograph Analysis, Review of Construction Drawings and

Topographic Maps

Aerial photographs, construction drawings and topographic maps were reviewed by Westinghouse in 1986, to locate the presence of karst features, seeps, springs and/or lineaments that would aid in the characterization of the geology and hydrogeology of the site. Any karst and pre-lagoon features are depicted on Figure WT-5. A review of aerial photographs from 1946, 1954,

1958, 1962, 1965 and 1967 and tertiary lagoon construction plans indicated a

-18- TABLE WT-2 CHRONOLOGICAL SUMMARY Oh PREVIOUS WORK TASKS WINSTON THOMAS FACILITY Representation in Phase 1 Work Task Work Task Product Source Date Report Conclusions

1. Investigate a. PCB analyses of Indiana March-1977 Referenced in PCBs ranged from Urban Hydrology Clear Creek University March-1978 Section IV, 1 to 69 ppb in in Karst System Water near document 21 samples Winston Thomas available to public excerpt in Appendix I

2. Borings in a. PCB analytical R. People, June 1982 Appendix A PCBs in sludge Tertiary results of Waste Water Section 2 119-2395 mg/kg Lagoon sludge Treatment Facilities

3. Preliminary a. Test and O'Brien 6 Cere December Appendix A Three lineaments Hydrogeology lineament Eng. Inc. 1982 Section 3 on or adjacent of WTF location to site

«. Investigate a. PCB analyses of Purdue and 1983 Referenced in PCBs obvious in Urbanization in Clear Creek Indiana Section IV, Clear Creek a Flood-Plain water, ground Universities document watershed, Aquifer water available to streambed soils public predominantly sand b. Mechanical excerpt in sieve analyses Appendix A, of streambed Section 4 and floodplain sediments

5. Borings in a. PCB analytical O'Brien 6 Cere June 1983 Appendix A PCBs in sludge Tertiary results of Eng. Inc. Section 5 146 to 4440 ppm Lagoon sludge and Environ PCBs in clay clay liner 3 to 15 ppm

6. Collection of a. PCB analytical O'Brien 6 Cere June 1983 Aopendix A PCBs in media Trickling Filter results of Eng. Inc. Section 6 .032 to .234 Media trickling Environ mg PCBs/kg rocks filter rocks

7. Borings in a. Boring Logs Blasland & Bouck April 1?

Borings in a. Boring Logs Blasland 6 Bouck May 1981 Appendix A PCBs in clay liner Tertiary Lagoon B-11 to B-16 Eng. P.C. Section 8 1 to 660 ppm b. Soils laboratory data c. PCB analytical results clay liner

9. Borings in a. Boring Logs Blasland & Bouck May 1984 Appendix A Tertiary BB-1 to BB-8 Eng. P.C. Section 9 Lagoon Berm b. Report on berm Dr. Clemence for July 1984 Appendix A Berm is stable stability Blasland 6 Bouck Section 9

10. Air Photo •a. Air photo with Dr. R.L. Powell October Appendix A Pre-lagoon, Clear Analysis pre-lagoon 1984 Section 10 Creek channel, features springs

11. Well User a. WeM users with Indiana November Reference in At least 49 known Survey 5,000 feet of University 1985 Section IV, well users within the site document 5,000 feet of the available site public

-19- spring or wet area located near what is now the northeast quadrant of the \ tertiary lagoon. A year by year aerial photograph analysis is provided in

Appendix C. Dr. Richard L. Powell performed an analysis of a March 1967 aerial photograph to delineate pre-lagoon features (28). This analysis also noted one, possibly two springs or seeps where the tertiary lagoon is now located.

A tertiary lagoon construction drawing was compared to aerial photographs to confirm the locations of features noted on the photographs. A linear ditch or drainage feature is shown on the construction drawings where the northeast section of lagoon is now located but no springs are identified in this area on the drawings. The construction drawings do show a culvert under the northern half of the lagoon.

The pre-tertiary lagoon route of Clear Creek was also delineated from aerial photographs and the construction drawings.

Two east-west trending lineaments at the site were noted in a fracture trace study performed by Westinghouse in 1982 (14). A third lineament also trending east-west is located south of the study area. The lineaments may indicate the presences of zones where solution enlargement has occurred that may influence ground-water flow directions. Selected Westinghouse

Boring/Coring Locations 2,3,5 and 6 are located on two of these lineaments.

In addition, during the inspection of the aerial photographs, several small off-site depressions located within one mile of the site were noted.

These features are also evident on the 1980 USCS Bloomington and Clear

Creek Quadrangle topographic maps and the 1976 Abrams Aerial Survey topographic maps. These depressions are generally at higher elevations than the site; therefore, they may act as ground-water recharge zones.

-20- D. Site Reconnaissance A site reconnaissance has been performed by Blasland & Bouck personnel in February 1986 to identify physical features and access limitations that may influence drilling locations, to confirm the location of the lineaments and drains (most pre-facility features are obscured by the tertiary lagoon) and to identify any karst features (Appendix B). No karst features, seeps or springs in the study area (6) were noted. Lineaments denoted on topographic maps and aerial photographs were field located. The well locations of the Purdue and Indiana Universities study were observed in the floodplain adjacent to the study area. Coring/boring locations proposed by Westinghouse were verified or modified during this reconnaissance (Appendix B, Attachment A).

-21- SECTION III - PHASE 2 WORK PROGRAM

Eight monitoring well locations/potential boring/coring locations.

Locations 1 - 8 (Figure WT-1) were proposed in the WTF Supplemental

Hydrogeologic Investigation Plan, August 1986. On the basis of the review efforts presented and the site reconnaissance described herein, five of the eight proposed locations (Locations 2, 3, 5, 6 and 7) have been selected for boring/coring in the Phase 2 work program. In addition, four of these five locations have been slightly changed from the original proposed locations. To avoid confusion in subsequent Phase 2 work efforts, these boring /coring locations have been renamed B1 through 86. The criteria and rationale for the selections are described below.

A. Boring/Coring Installations

1. Selection of Locations

Locations B1, B2, B4 and B5 will be cored because they are situated on the two lineaments at the site; and they are spatially located to provide data on lithologic and structural trends around the source areas of the WTF Site.

In addition, location B6 will be cored to provide stratigraphic and structural information north of the site. Westinghouse believes that these five selected locations will provide a complete and descriptive record of the subsurface bedrock geology beneath WTF Site.

-22- Four of the five selected locations for boring/coring require minor location modification primarily due to access limitations and the refined location of the lineaments. The boring/coring locations and the rationale behind a location modification are presented in Table WT-3. An additional boring location, B3, approximately 200 feet northwest of B2, has been added to the boring/coring locations to provide additional information on the soils of the site which may be media for contaminant transport. At this location, a boring will be drilled in the pre-lagoon Clear Creek channel and will be advanced only to the top of the bedrock. If an unconsolidated aquifer is encountered, a monitoring well will be installed here following Task 2.2B of the Supplemental Hydrogeologic Investigation Plan. The six selection boring/coring locations are provided on Figure WT-6.

2. Proposed Depth The geology and hydrogeology review has indicated a shallow aquifer may exist in the unconsolidated flood plain deposits (6). If this shallow aquifer is encountered during any Phase 2 boring operations, a shallow monitoring well will be installed. Subsequently, bedrock will be cored adjacent to the shallow well. The bedrock corings will be drilled such that the upper 25 to 30 feet of saturated bedrock is cored. We believe the bedrock encountered at the site will be the lower Harrodsburg Limestone and the Ramp Creek Formation (see Figure WT-3). In the Supplemental Hydrogeologic Investigation Plan, the proposed depth of the bedrock coring was 60 feet or the bottom of the Harrodsburg Limestone. During the preparation of the Supplemental

Hydrogeologic Investigation Plan, the Ramp Creek Formation was the

-23- TABLE WT-3 SELECTED BORING/CORING LOCATIONS WINSTON THOMAS FACILITY

Proposed Monitoring Selected Well Location/ Potential for Designation Boring/Coring Location Boring/ in Phase 2 Reason for Location in Supplemental Plan Coring Work Efforts Location Modification

No INKiOn

2 Yes B1 Yes Drilling rig access

3 Yes B2 No

4 No — Yes Drilling rig access

5 Yes B4 Yes To place directly c lineament

Yes B6 Yes To place directly on lineament and provide drilling rig access

7 Yes B5 Yes Drilling rig access

8 No No

- Not Proposed - B3

-24- LEGEND HORIZONTAL LIMITS OF SITE TO BE REMOVED

• PHASE I SITE STUDY AREA

• BORING/CORING LOCATION

^A SPRING OR SEEP ^^ LINEAMENT TAKEN FROM 1980 U.S.G.S. TOPOGRAPHIC AND AERIAL PHOTOS

~"~ FORMER CLEAR CREEK CHANNEL

WINSTON THOMAS FACILITY

SELECTED BORING/CORING LOCATIONS

-25- described upper unit of the Borden Croup. Revisions in stratigraphic \ nomenclature now place the Edwardsville Formation at the top of the Borden Croup. Therefore, ;he Ramp Creek Formation is now placed at the base of the Sanders Croup because this formation is lithologically similar to the Harrodsburg Limestone. During the plan preparation, our intent was to core to the top of the Edwardsville Formation. At this time, rather than select the coring depths on stratigraphy, the depth of corings will be selected on the basis of the hydrostratigraphic units encountered to avoid cross-contamination of a potential multi-aquifer system. If the cores are advanced into 25 to 30 feet of saturated bedrock, we believe the bottom of the corehole will be near the top of the Edwardsville Formation. Exact monitoring well locations and depths will be chosen upon completion of the coring activities. Furthermore, Westinghouse proposes to monitor the ground-water elevations during the coring to determine average vertical hydraulic gradients. This process should determine downward versus upward flow potentials such that the monitoring well network can be designed in multi-level well nests, if applicable.

B. Subsequent Phase 2 Work Tasks After all the coreholes are drilled at the site, at least three rounds of water levels over a 30-day time period will be obtained to assess ground-water flow directions and gradients. This information coupled with the hydrogeologic information obtained in Phase 1 and during the boring/coring drilling operations will be utilized to site the locations of at least eight monitoring wells per Task 2.2 of the WTF Supplemental

Hydrogeologic Investigation Plan, August 1986.

-26- SECTION IV - REFERENCES

1. Blasland & Bouck Engineers, P.C. for Westinghouse Electric Corporation Waste Technology Services Division, Supplemental Hydrogeologic Investigation Plan, Winston Thomas Facility and Bennett's Dump, August, 1986. 2. Soil Survey of Monroe County, Indiana, U.S. Department of Agriculture, 1981. 3. Subsurface Logs, B1 - B16, and BB1 - BBS, Westinghouse Electric Corporation, April and May 1981. 4. Parratt Wolff, Inc., for Blasland 6 Bouck Engineers, P.C. Soils laboratory results for Borings B13 - B16, July 10, 1984. 5. Clemence, S.P. Report on Stability Analysis of Winston Thomas Treatment Plant - Tertiary Lagoon Embankment, July 14, 1984. 6. Filippini, M.C., and N.C. Krothe. The Impact of Urbanization on a Flood-Plain Aquifer: Bloomington, Indiana. Purdue University Water Resources Research Center and Indiana University Water Resources Research Center, March 1983. 7. Smith, N.E., Geologic Map of Bloomington, Indiana and Vicinity, unpublished Indiana Geologic Survey Report, 1958. 8. Shaver, R.H. et al, Compendium of Rock-Unit Stratigraphy in Indiana, Indiana Department of Natural Resources, Geological Survey, Bulletin 43, 1970. 9. Nicoll, R.S., and C.B. Rexroad, Stratigraphy and Conodont Paleontology of the Sanders Group (Mississippian) in Indiana and Adjacent Kentucky, Indiana Department of Natural Resources, Geological Survey Bulletin 51, 1975. 10. Palmer, A.N., A Hydrologic Study of the Indiana Karst, Ph.D. Thesis, Indiana University, Bloomington, Indiana, 1969. 11. Powell, R.L., Personal Communications with N.E. Gensky and J.L. Jenkins, February, 1986. 12. Indiana Geologic Survey, Bloomington, Indiana, Petroleum Section Core Analysis Report, November 1983, for Folsonville Field, Warrick County, Indiana. 13. Powell, R.L., Caves of Indiana, Indiana Department of Conservation, Geological Survey, Circular #8, 1961.

-27- 14. Letter from C.W. Lee, Jr., to Environ, Geological Investigation and Selection of Monitoring Well Locations. Winston Thomas Treatment Plant, December 30, 1982. 15. Rune, R.V., D.W. Clark, and M.L. Epstein, Urban Hydrology in Karst and Water Quality - Inorganic and Organic Systems. Indiana University Water Resource Research Center, Report of Investigation No. 9, March 1980. 16. Beede, J.W., The Cycle of Subterranean Drainage as Illustrated in the Bloomington, Indiana, Quadrangle, Indiana Academy of Sciences, 1910. 17. Gates, G.R., Geologic Considerations in Urban Planning for Bloomington, Indiana, Indiana Department of Conservation, Geologic Survey, Report of Progress 25, 1962. 18. Blasland & Bouck Engineers, P.C. for Westinghouse Electric Corporation, Waste Technology Services Division, Ash Landfill Impact Assessment on Ground-Water Quality, Dillman Road Site, in Draft. 19. Jones, W.W. et al. Water Well User Survey Around Four PCB - Contaminated Sites. School of Public and Environmental Affairs, Indiana University, November 1985. 20. Winston Thomas Treatment Plant, Laboratory Analysis of Trickling Filter Media. 21. Memo from R. Peoples to L. McClure, Sludge in Winston Thomas Lagoon, July 27, 1982. 22. Memo from R.K. Goldman to W.V. Blasland, Winston Thomas Lagoon Analyses, June 23, 1983. 23. Environ, Table , Winston Thomas Treatment Plant—Laboratory Analysis of Tertiary Lagoon Core Samples. No date. 24. Environ, Table , Winston Thomas Treatment Plant—Laboratory Analysis of Trickling Filter Media. No date. 25. O'Brien 8 Gere Engineers, Inc., Table 1, Winston Thomas Treatment Plant, Laboratory Analysis of Trickling Filter Media. No date. 26. Blasland & Bouck Engineers, P.C., Table , Winston Thomas Abandoned Lagoon Laboratory Analyses of Samples, May 16, 1984. 27. O'Brien & Gere Engineers, Laboratory Report, May 16, 1984 and June 15, 1984.

28. Powell, R.L., Winston Thomas Treatment Plant, Enlargement of photo 67-18-378, October 2, 1984.

-28- 0) m a z Sim ""H BENNETT'S DUMP CO

BLASLAND & BOUCK ENGINEERS, P.C. PHASE 1 PROGRESS REPORT BENNETT'S DUMP

WESTINCHOUSE ELECTRIC CORPORATION WASTE TECHNOLOGY SERVICES DIVISION WALTZ MILL SITE, PENNSYLVANIA

JANUARY 1987

BLASLAND & BOUCK ENGINEERS, P.C. 5793 WIDEWATERS PARKWAY BOX 66 SYRACUSE, NEW YORK 13214 TABLE OF CONTENTS

PAGE

SECTION I INTRODUCTION 1

SECTION II PHASE 1 RESULTS 2

A. Geology and Hydrogeology Review 3

1. Site Location 3 2. Topography 3 3. Unconsolidated Deposits 3 t. Bedrock Geology 9 5. Hydrology and Hydrogeology 11

B. Review of Previous Subsurface and Analytical Investigations 13

C. Aerial Photograph Analysis, Review of Topographic Maps 15

D. Site Reconnaissance 17

SECTION III PHASE 2 WORK PROGRAM 19

A. Boring/Coring Installations 19

1. Selection of Locations 19 2. Proposed Depths 19

B. Subsequent Phase 2 Work Task 21

SECTION IV REFERENCES 22 LIST OF TABLES

PACE

WT/BD-1 Lithologic Characteristics of Mississippian Age Bedrock 12

BD-2 Chronological Summary of Past Work Tasks 14

-ii- LIST OF FIGURES

PACE

BD-1 Site Plan 4

BD-2 Soils Map 6

BD-3 General Geologic Cross Section, A-A1 8

BD-4 Bedrock Geology 10

BD-5 Karst Features 17

BD-6 Selected Boring/Coring Locations 20

•MI- PHASE 1 PROGRESS REPORT BENNETT'S DUMP

SECTION I - INTRODUCTION

Phase 1 of the Supplemental Hydrogeologic Investigation for the Bennett's Dump Site began within m days of approval of the Plan (July 1986) by the parties of the Consent Decree. The goals of the Phase 1 work efforts were to:

1. establish a basic understanding of the historic, geologic and hydrogeologic site conditions prior to executing Phase 2 work efforts; 2. define the location and depths of Phase 2 borings/corings; and 3. provide a presentation of the information gathered in items 1. and 2. in above report format to the parties of the Consent Decree.

The Phase 1 Progress Report is organized into four sections. Section I, Introduction, includes introductory remarks and sets forth a description of the contents of this document. Section II, Phase 1 Results, presents the results of the work completed in August through October 1986 in Phase 1 in accordance with Task 1.1 to 1.4 as presented in the Bennett's Dump Supplemental Hydrogeologic Investigation Plan (1). Section III, Phase 2 Work Program, describes the proposed boring/coring locations and depths for the upcoming work efforts of Phase 2. Section IV, References, provides a list of

references and other pertinent data cited within th^ document.

-1- SECTION II - PHASE 1 RESULTS

The Phase 1 work efforts have included the following:

1. a literature review to evaluate the geologic and hydrogeologic characteristics of both the unconsolidated and consolidated units beneath the site prior to Phase 2 drilling efforts; 2. an evaluation of aerial photographs, topographic maps and previous work efforts to delineate the nature and extent of geomorphic and

land use changes that have occurred such that potential source areas and contaminant migration pathways are defined; 3. an assessment of aerial photographs and topographic maps to delineate karst and structural features on and adjacent to the site that may indicate subsurface solution features or fracture zones in the bedrock beneath the site; 4. a review of the limits of the site(s) delineated by previous work such that all drilling activities will be performed outside these

limits; and 5. an inspection of the Phase 2 work areas to assess drilling rig access and karst, structural and/or land use features.

The results of these work efforts are presented in four sections: Section A, Geology and Hydrogeology, which is divided into five subsections: 1. Site Location, 2. Topography, 3. Unconsolidated Deposits, 4. Bedrock Geology, and 5. Hydrology and Hydrogeology; Section B, Review of Previous Subsurface and Analytical Investigations; Section C, Aerial Photograph Analysis, Review of Topographic Maps; and Section D, Site Reconnaissance.

-2- A. Geology and Hydrogeology Review \

1. Site Location

The Bennett's Dump (BD) Site is located in Central Monroe County

Indiana about 2.5 miles northwest of Bloomington in the northeast

quarter of Section 30, Range 1 West, Township 9 North. Located in an

area known as Bennett's Quarry, the BD Site consists of a 3.5 acre main

site, an adjacent 0.5 acre satellite site and a very small area north of

the two main fill areas. The site(s) and surrounding study area are

depicted on Figure BD-1.

2. Topography

The BD Site lies at an elevation between 710 feet and 750 feet

above mean sea level. The topography of the site is characterized by

numerous rectangular water-filled pits from quarrying activity. The

actual site is on a gentle westward sloping hillside east of Stout Creek.

Two ephemeral streams join near the site forming Stout Creek, which

flows north from the study area.

3. Unconsolidated Deposits

Information on the unconsolidated units at the BD study area was

reviewed to:

a. determine the presence, extent and characteristics of any

native undisturbed soils in which monitoring wells should be

installed in Phase 2;

-3- BD-I

LEGEND

HORIZONTAL LIMITS OF SITE TO BE REMOVED

. PHASE I SITE STUDY AREA b MONITORING WELL LOCATION AS PRO- POSED IN SUPPLEMENTAL HYDRO6EO- LOGIC INVESTIGATION PLAN MAY, 1986

• CROSS-SECTION LOCATION

BENNETT'S DUMP

SITE PLAN b. determine the location and characteristics of man-disturbed or man-deposited units to define contaminant source areas; and

c. evaluate the potential for the soils and other materials to provide pathways for contaminant migration.

At the BD Site, three unconsolidated unit types are present: 1. man-disturbed soils. 2. man-deposited units and 3. native undisturbed soils. Items 1. and 2. above are collectively referred to as the Udorthents-Pits loam complex. The Udorthents-Pits complex covers the BD Site while the Crider silt loam, a native undisturbed soil, is found north the main site within the BD study area (2) as shown on Figure BD-2.

a. Man-Disturbed Soils and Man-Deposited Soils

The man-disturbed soils at the BD study area consist of soils disturbed by the quarrying activity. Usually the surface soil layer and part of the subsoil of this soil complex have been scraped away and the remaining subsoil has been mixed with substratum and pieces of limestone.

The disturbed soil is composed of a red to brown clay mixed with organic material, silt, sand and gravel ranging from 2 feet to over 14 feet in thickness (3, 4). Laboratory permeability values range from 3 to 5 x 10 cm/sec (2). Because of the low permeabilities of these soils, contaminants should migrate slowly from the source areas. Atterburg limits on two soil samples from the site are as follows: a liquid limit of

-5- BD-2

SOILS MAP-BENNETT'S DUMP

LEGEND APPROXIMATE SCALE: PHASE I STUDY AREA 500' 0 500*

SOURCE: SOIL SURVEY OF MONROE COUNTY, U.S.DA. ,1981 •lASUNO li IOUCX ENOINKRS, r.C. -6- 38 and 78 percent; plastic limit of 29 and 36 percent; and plasticity index of 8 and 31 percent for a clayey silt and silty clay with trace to little fine sand (5). Saturated soil conditions were noted in borings drilled in June 1983 the west-central portion of the site (4). Borings drilled for Blasland 6 Bouck Engineers, P.C. in April and May 1984 encountered saturated soils in the south and central portions of the site (3). At this time, it is unknown whether these saturated conditions represent perched ground-water above the bedrock or surface expressions of upward vertical ground-water flow paths from an aquifer in the Salem Limestone. Man-deposited unconsolidated units consist of the wastes in the site (5). These units are described as rubbly fills with wood chips, brick, glass cinders, metals, plastic foam and porcelain. Further details regarding these soils are described in Appendix D, a compendium of data generated from previous work tasks performed at BD. A general geologic cross-section through the site depicting the soil types is provided on Figure BD-3. b. Native Undisturbed Soils

The Crider silt loam (CrC) is found north of the main BD Site beneath a planted field. This soil consists of a silt to a silty clay loam. Permeability values are reported to range from 0.6 to 2 inches per hour (2). Bedrock beneath this soil is usually encountered at a depth of approximately five feet (2).

-7- BO-3

o < o A A' 750-1

740-

730-

720- SALEM LIMESTONE

> o

710-

HARRODSBURG LIMESTONE

700- BENNETT'S DUMP

64O- GENERAL GEOLOGIC CROSS SECTION A-A1

RAMP CREEK FORMATION 630-

EDWARDSVILLE FORMATION HJktlAHD » VOUCK fHS, f.C. 4. Bedrock Geology

Information on the bedrock geology was evaluated to define:

a. lithologic units that may be encountered beneath the site

during Phase 2 drilling efforts;

b. marker beds that may identify specific units or formations or

provide structural controls;

c. structural feature trends and the potential for solution

enlargement of these features; and

d. karst and subsurface solution development that may provide

contaminant migration pathways within the bedrock.

The bedrock unit present in the study area of BD is the

Mississipian Age Salem Limestone of the Sanders Croup. The St. Louis and Ste. Cenevieve Limestone of the Sanders Croup overlie the Salem

Limestone and outcrop at elevations higher than the BD study area.

The Harrodsburg Limestone and Ramp Creek Formation of the Borden

Croup underlie the Salem Limestone and outcrop at lower elevations near the site. The locations of these bedrock units are shown on Figure

BD-4 (6, 7, 8). Lithologic descriptions of the Salem Limestone, the

Harrodsburg Limestone, the Ramp Creek Formation and the Edwardsville

Formation are provided in Table WT/BD-1. Regionally, the bedrock dips in a southwest direction at approximately 30 feet per mile; however, local deviations may occur (9, 10).

-9- BD-4

BEDROCK GEOLOGY-BENNETT'S DUMP

LEGEND

PHASE I STUDY AREA 1. SOURCE SMITH, UNPUBLISHED INDIANA SEOLOOIC SURVEY MAP, 1998 2. BEDROCK UNITS MAPPED REPRESENT UNITS BENEATH OVER- Ifcjfl RECENT ALLUVIUM BURDEN SOILS |^j STE. GENEVIEVE LIMEbTONE

ST. LOUIS LIMESTONE SCALE | | SALEM LIMESTONE 2000 0 2000'

HARRODSBURG LIMESTONE GUTHRIE CREEK BED LEESVILLE BED RAMP CREEK FORMATION AND EDWARDSVILLE FORMATION, (UNDIFFERENTIATED) •LASLANO * MUCK -10- Bra4NHM,PC. The Salem Limestone should be the first bedrock unit encountered beneath the site. In this area, the Salem Limestone may range from 10 to 40 feet in thickness (7, 8). This limestone unit is composed of three lithologies: a light colored limestone that is quarried for dimension stone, a similar limestone not used as dimension stone, and impure limestones (7, 8).

A gradational contact separates the Salem Limestone from the underlying Harrodsburg Limestone; however, in some places in Monroe

County, a few feet of shale is present at the base of the Salem

Limestone (7, 8). This shale may provide a marker bed to distinguish between the Salem and Harrodsburg Limestone.

A complete description of the Harrodsburg Limestone is provided herein Section IIA, 4. Bedrock Geology for the Winston Thomas Facility

Site and on Table WT/BD-1. A general geologic cross-section through the site depicting bedrock types is provided on Figure BD-3.

5. Hydrology and Hydrogeology

a. Hydrology

Stout Creek flows north through Bennett's Quarry and is joined from the southwest by an ephemeral stream near the western margin of the BD study area. Water from quarry operations adds to the creek discharge near the main site. Other drainage is difficult to define because of quarrying activity in the vicinity. Runoff may flow to Stout

Creek, the surface tributaries of Stout Creek or may become entrapped in quarry pits. Because of the porous nature of the Salem Limestone, rainwater and runoff in these pits probably infiltrates into the ground-water system.

-11- TABLL VT/BD-1 LITHOLOCIC CHARACTERISTICS OF MISSlSSlPFIAN AGE BEDROCK WINSTON THOMAS FACILITY BENNETT'S DUMP

SANDERS CROUP

Salem Limestone

Cray to tan stylolitic calcarenite and crystal calcilutite ranging from 60 to 360 feet in thickness. Three characteristic lithologies: light gray to gray to light tan, massive, well-sorted calcarenites composed of medium to coarse-grained fossil fragments (crinoids, bryozoans. Endothyra), whole microfossils (including foraminifera), mechanically rounded grains, and oolites, often cross-bedded and porous; calcarenites varying in grain-size (fine to coarse), sorting, porosity and bedding characteristics, and not used for dimension stone; and impure carbonates with varying quantities of quartz, carboniferous laminae, pyrite and fossil debris. A thin shale with gypsum geodes (Somerset Shale Member) may be present at the base.

Harrodsburg Limestone

Light to bluish or greenish-gray or brown, thick-bedded, medium to coarse grained bioclastic carbonate ranging from 30 to 100 feet in thickness. TypicaJ lithologies include: caJcarenites to calcirudites with crinoid, bryozoan, brachiopods and pelecypods fragments with some shale laminae and intervals of very argillaceous limestone. Shales may be present in beds up to two feet in thickness. Stylolites. pyrite and chert may be present, but are not abundant. Silty and shaley layers may have geodes and chert bands present. A glauconitic layer may be present near the base. A thick bed of fenestrate bryozoan coquina may be present in the upper Harrodsburg. Generally harder, less porous, more thinly bedded, and more highly jointed than the overlying Salem Limestone; therefore, may form more solution conduits. The top of this limestone is generally coarser and contact with overlying Salem Limestone may be gradational. Two beds may be present at the base.

Cuthrie Creek Bed Ranges from a gray-thin calcareous shaley parting to ten feet of siliceous shaley calcareous siltstones and calcilutites. Contains bryozoan-rich carbonate lenses. This bed is present in Monroe County and thickens to the south.

Leesville Bed

Light-gray to bluish-gray coarse-grained thick-bedded biofragmental limestone ranging from one to eleven feet with bryozoan and crinoidal-rich calcarenites. Where the Cuthrie Creek Bed is present, the Leesville Bed serves as a prominent marker bed by forming resistant ledges and overhanging benches in rock outcrops.

Ramp Creek Formation

Grey, siliceous, cherty, echinodermal, geode-bearing limestone and dolosiltite ranging from 17 to 28 feet (20 - 25 feet of uniform thickness) interbedded with fine-grained calcareous shales and oosiltites. The limestones are generally coarse bioclastic (crinoids brachiopods and bryozoans) calcarenites and calcirudites. Geodes are especially abundant in the dolosiltites. Chert is common to abundant. This unit grades upward or laterally into dolomites, siltstones, or shales with lenticular to irregular units of limestone in the dolosiltites. This unit can be distinguished from the Harrodsburg by a higher percentage of dolomitic and silty carbonates as well as abundant chert lenses and numerous geodes.

BORDEN CROUP

Edwardsville Formation

Medium to dark-gray, fine to medium-grained, massive-bedded calcareous siltstones, sandy shales, sandstones, and occasional fossiliferous silty limestor,-:- ranging from to to 200 feet in thickness. This unit may contain very small cross-beds and thin laminae. Clauconite may be present at the base and/or the top.

-12- b. Hydrogeology

Ground-water flow beneath the study area is probably northward,

discharging into Stout Creek north of the site. In addition, the

water-filled pits may cause mounding of the water table. Water table

elevations are expected to be near the base of the Salem Limestone or

approximately 670 feet and 710 feet above mean sea level (msl); however,

if the water levels in the quarries and Stout Creek are indicative of the

water table in the Salem Limestone, these elevations may be on the order

of 720 to 7UO feet above msl. The ground water of the lower

Harrodsburg Limestone is noted for relatively high total dissolved solids

(TDS) (10).

The Well User Survey conducted by Indiana University in 1985 (15)

delineated at least 75 well users within 5,000 feet of the site.

Homeowner well logs gathered in conjunction with the well user survey

were reviewed, but revealed little additional information of the geology

and hydrogeology of the site. Most wells are at the base of the Salem

Limestone and/or top of the Harrodsburg Limestone.

B,, Review of Previous Subsurface and Analytical Investigations

Both Westinghouse and the EPA have conducted prior studies at the BD

Site (3,4,11,12,13,14). A chronological summary of these work tasks and the conclusions of these efforts are provided in Table BD-2.

The boring work was completed to delineate the nature of the soil, to

assess the limits of the fill areas and to assess the nature of the waste

material.

-13- TABLE BD-2 SUMMARY OF PREVIOUS WORK TASKS BENNETT'S DUMP

Representation in Phase 1 Work Task Work Task Product Source Date Report Conclusions

1. Surface Soil a. PCS analyses EPA May 1983 Appendix D, PBCs in: Pond Waters Section 1 Pond water 7 ppb Creek and Pond Pond sediments Sediments 102 ppm Creek sediments 5 ppm Surface soil 263,000 to 380,000 ppm

2. 60 Borings a. Boring logs EPA June 1983 Appendix D, PCBs in soils in Grid Over b. Atterberg limits Section 2 ranoe from 0 to Site c. PCB analytical 52,3*32 ppm

3. Geophysical a. Magnetometer EPA/ July 1983 Appendix D, 60 tons of buried Surveys survey results Geosight Section 3 iron is present on the western b. Resistivity EPA/ July 1983 Appendix D, side of the results Geosight Section 3 main site. Proposed c. Electromagnetic EPA/ July 1983 Appendix D, Westinghouse induction Geosight Section 3 boring /cor ing results locations are beyond limits of buried metallic material

4. Air Photo a. Map of Dr.R.L. Powell February Appendix 0, Interpretation disturbed ground 1984 Section 4

5. 27 Borings a. Boring logs Blasland 6 Bouck May 1984 Appendix D, PCBs in select Throughout b. PCB analyses Engineers, P.C. Section 5 samples ranged the Site from 1 to 3 ppm, dry weight basis

6. Air Photo a. Text and Dr.Ta. Liang May 1981 Appendix E Interpretation photo overlays

7. Well User a. Well users Indiana November Referenced in At least 75 well Survey within 5,000 University 1985 Section IV, users are within feet of the document 5,000 feet of site available the site to the public

-m- The characteristics of the soils and unconsolidated units are discussed in

Section A3.

PCBs were detected in unconsolidated materials at the site confirming BD

is a contaminant source. Because PCBs were detected in the pond water,

pond sediments and Stout Creek sediments, it would appear that PCBs are migrating from the site; however, at this time we do not know if migration is occurring in the ground-water system.

The geophysical surveys were performed at the site primarily to delineate buried metallic material (13, 14). These surveys and the boring work have defined the site areas as depicted on Figure BD-1.

C. Aerial Photography and Topographic Map Study

Aerial photographs and topographic maps were reviewed by Westinghouse in 1984 and 1986 to determine the presence and locations of lineaments and karst features that may impact the distribution of PCBs in the subsurface environment. Dr. Ta Liang reviewed for Westinghouse aerial photographs from 1939, 1946, 1954, 1958, 1962, 1965, 1967, 1975 and 1980 (16,

Appendix E). A small sinkhole or seep in the western portion of the site was noted in aerial photographs, but was not consistently seen. No lineaments were detected in the BD study area. Further review of the same photographs by Blasland S Bouck personnel revealed a few features not delineated by

Liang and an overview of off-site and off-study area karst features around

the site (Appendix F). The karst and surface water features within the BD

study area are provided on Figure BD-5.

-15- BD-5

LEGEND

HORIZONTAL LIMITS OF SITE TO BE REMOVED

PHASE I SITE STUDY AREA

MONITORING WELL LOCATION AS PRO- POSED IN SUPPLEMENTAL HYOROGEO- LOGIC INVESTIGATION PLAN, MAY 1986

LOCATION OF QUARRY MAPPED DURING FIELD RECONNAISSANCE

,'-, INFERRED SINKHOLE BY AIR PHOTO ANALYSES

A SEEP (APPROXIMATE LOCATION)

BENNETT'S DUMP

KARST FEATURES

-16- Q Powell delineated types of disturbed ground including trash and \

non-trash fill areas, quarries, bulldozed areas, mechanically disturbed areas

present at the study area from a 1967 aerial photograph (17).

United States Geologic Survey (USCS) Topographic Maps from 1908 and

1980 were reviewed. Quarrying activity in the vicinity of the study area was

noted on the 1908 topographic maps. The 1980 USCS topographic map and a

1976 Abrams Aerial Survey Topographic Map were reviewed and no small scale

karst features were delineated at the study area.

«•*' D. Site Reconnaissance

Two site inspections were performed by Blasland & Bouck personnel in

February 1986 and August 1986 to identify physical features and access

limitations that may influence drilling locations, to confirm the location, if

possible, of the sink hole and surface water drainage features delineated from

the aerial photographs and to examine the exposed section of the quarry

adjacent to the site.

The northeast quarry was examined by Blasland & Bouck personnel in

August 1986 for any karst, solution or fracture features that might aid in the

determination of ground-water flow directions. Only one vertical fracture was

noted on the eastern wall that extended below the water surface in the

quarry. This fracture did not extend to the western wall. Several vertical

weathered joints were also observed on the eastern wall; however, they did

not appear to extend beneath the water level in quarry and did not appear to

extend to the western quarry wall.

-17- Cursory examinations of other quarry walls in the vicinity also did not \ reveal any fracture, bedding or karst features that might affect ground-water flow directions.

Two wet areas shown on Figure BD-5 were observed by Blasland &

Bouck personnel within the limits of the site in February 1986 (Appendix B,

Attachment C), however, both were dry when examined in August 1986. No springs or seeps were noted in an examination of the banks of Stout Creek adjacent and north of the site.

Coring/boring locations proposed by Westinghouse were verified or modified during the February site reconnaissance (Appendix B,

Attachment A).

-18- SECTION III - PHASE 2 WORK PROGRAM

A. Boring/Coring Installations

1. Selection of Locations

Four boring/coring locations have been selected by Westinghouse as

presented on Figure BD-6. These locations correspond to the four

monitoring well locations set forth in the BD Supplemental Hydrogeologic

Investigation Plan, August 1986. The locations were selected to provide

site-wide subsurface geologic information and to be located on the

periphery of the fill material.

A field reconnaissance has determined that only one location.

Location 3, may need to be moved 50 feet to 100 feet to the north

(Appendix B, Attachment C). This change is due to drilling rig access

limitations. The new location will also be on the periphery of the fill

area.

To avoid confusion in subsequent Phase 2 work efforts, the four

boring/coring locations have been renamed B1 through B4.

2. Proposed Depths

The bedrock corings will be drilled such that the upper 25 to 30

feet of the saturated bedrock is cored. We believe the bedrock that will

be encountered at this site is the lower Salem Limestone and the upper

Harrodsburg Limestone as shown on Figure BD-3. In the Supplemental

Hydrogeologic Investigation Plan, the proposed depth of the bedrock

corings was 80 feet to drill to the bottom of the Harrodsburg Limestone.

-19- BD-6

LEGEND

HORIZONTAL LIMITS OF SITE TO BE REMOVED

• PHASE I SITE STUDY AREA

• BORING/CORING LOCATION

A SEEP (APPROXIMATE LOCATION)

LOCATION OF QUARRY MAPPED DURING FIELD RECONNAISSANCE i'~, INFERRED SINKHOLE BY AIR PHOTO ANALYSES

BENNETT'S DUMP

SELECTED BORING/CORING LOCATIONS

&7TSSST -20- At this time, rather than select coring depths on the basis of

stratigraphic units, the depth of the corings will be selected on the

basis of the hydrostratigraphic units encountered to avoid

cross-contamination of a potential multi-aquifer system. Therefore, the

proposed depths of these corings may be 20 to 10 feet less than the

depths proposed in the Supplemental Hydrogeologic Investigation Plan.

Final monitoring well locations and depths will be chosen after the completion of the coring activity in Task 2.1.

Furthermore, Westinghouse proposes to monitor the ground-water

elevations during the coring to determine average vertical hydraulic gradients. This process should determine downward versus upward flow

potentials such that the monitoring well network can be designed in multi-level well nests, if applicable.

B. Subsequent Phase 2 Work Tasks

After all the coreholes are drilled at the site, at least three rounds

of water levels over a 30-day time period will be obtained to assess ground-water flow directions and gradients. This information coupled

with the hydrogeologic information obtained in Phase 1 and during the

boring/coring drilling operations will be utilized to locate the exact

placement of at least four monitoring wells as per Task 2.2 of the BD

Supplemental Hydrogeologic Investigation Plan, August 1986.

-21- SECTION IV - REFERENCES

1. Blasland & Bouck Engineers, P.C. for Westinghouse Electric Corporation, Waste Technology Services Division, Supplementary Hydrogeologic Investigation Plan, Winston Thomas Facility and Bennett's Dump, August 1986.

2. Soil Survey of Monroe County, Indiana; U.S. Department of Agriculture, 1981.

3. Blasland & Bouck Engineers, P.C., Bennett's Dump Subsurface Logs B-1 to B-26, May 1984.

4. Environmental Protection Agency. On Scene Coordinator's Report CERCLA Immediate Removal Project No. 68-95-0076, Bennett's Quarry, Bloomington, Indiana, Appendix S, June, 1983.

5. STS Consultants Ltd., Laboratory Testing with Regard to the Bennett's Quarry Project near Bloomington, Indiana, August 19, 1983.

6. Gates, G.R., Geologic Considerations in Urban Planning for Bloomington, Indiana, Indiana Department of Conservation, Geologic Survey; Report of Progress 25; 1962.

Nicoll, R.S., and C.B. Rexroad, Stratigraphy and Condodent Paleontology of the Sanders Group (Mississippian) in Indiana and Adjacent Kentucky, Indiana Department of Natural Resources Geological Survey Bulletin 51, 1975.

8. Shaver, R.H., et al.. Compendium of Rock Unit Stratigraphy in Indiana, Indiana Department of Natural Resources, Geological Survey, Bulletin 43, 1970.

9. Palmer, A.N., A Hydrologic Study of the Indiana Karst. Ph.D Thesis, Indiana University, Bloomington, Indiana, 1969.

10. Powell, R.L., Personal Communication to N.E. Gensky and J.L. Jenkins, February 1986.

11. Blasland & Bouck Engineers, P.C., Table 1, Bennett's Dump, Laboratory Analysis of Boring Samples, June 21, 1984.

12. Environmental Protection Agency, Table 1, Summary of Information on PCB Samples' Collection Conducted May 12, 1983, at Bennett's quarry near Bloomington, Indiana and Associated Analytical Reports.

13. Environmental Protection Agency. On Scene Coordinator's Report CERCLA Immediate Removal Project No. 68-95-0076, Bennett's Quarry, Bloomington, Indiana, Appendix W, 1983.

14. Geosight, A Geophysical Survey at Bennett's Quarry, July 24, 1983.

-22- 15. Jones, W.W. et al.. Water Well User Survey Around Four PCB Contaminated Sites. School of Public and Environmental Affairs, Indiana University, November 1985. 16. Liang, Ta, Bennett's Quarry, Indiana, Air Photo Interpretation, May 29, 1981. 17. Powell, R.L., Preliminary Map of Bennett's Quarry Site Showing Types of Disturbed Ground Interpreted From Aerial Photographs, February 20, 1984.

-23- APPENDICES

BLASLAND & BOUCK ENGINEERS, P.C.

•0 •o m z o o m 0) APPENDIX A

PREVIOUS WORK TASK DATA WINSTON THOMAS FACILITY Reference Data Provided

13. Ruhe, R.V.. D.W. Clark, and H.I. Epstein, Urban Hydrology In Kant Excerpt of data from "Urban Hydrology In Karst and Water Quality - Inorganic and Organic Systems. Indiana and Water Quality" University Hater Resource Research Center, Report of Investigation No. 9, March 1980.

20. Hemo fro* R. Peoples to L. McClure, Sludge In Winston Thous Lagoon, Hemo from R. Peoples July 27, 1982.

It. Letter fron C.W. Lee, Jr., to Environ, Geological Investigation and Letter from C.W. Lee to Environ Selection of HonHorlng Well Locations. Winston Thoaus Treatment Plant, December 30, 1982.

6. Fillpplnl, H.C.. and N.C. Krothe. The Impact of Urbanization on a Excerpt of data from "The Impact of Urbanization Flood-Plain Aquifer: Bloomington, Indiana. Purdue University on a Flood-Plan Aquifer" Water Resources Research Center and Indiana University Water Resources Research Center, March 1983.

21. Hemo front R.K. Goldman to W.V. Blasland, Winston ThoMS Lagoon Location map, analytical results of A - 0, tertiary Analyses, June 23, 1983. lagoon borings

22. Environ, Table _ , Winston Thomas Treatment Ptanf-Laboratory Analysis of Tertiary Lagoon Core Samples. No date.

2%. O'Brien i. Cere Engineers, Inc., Table 1, Winston ThOMs Treatment Location map, analytical results of A - N Plant. Laboratory Analysis of Trickling Filter Media. No date. trickling filter samples

23. Environ, Table _ , Winston Thomas Treatment Plant — Laboratory Analysis of Trickling Filter Media. No date.

3. Subsurface Logs, B1 - B16. and BB1 - BBS, Weatlnghouse Electric Location map, soils and analytical laboratory data Corporation, April and May 198"t. and boring logs B-l to B-10

25. Blasland 4 Bouck Engineers, P.C., Table _ , Winston Thomas Abandoned Lagoon Laboratory Analyses of Samples, Hay 16, 198%.

3. Subsurface Logs, Bl - B16, Westlnghouse Electric Location map, soils and analytical data and Corporation, April and May 198%. boring logs B-11 to B-16

26. O'Brien I Cere Engineers, laboratory Report, Hay 16, 198% and June 15, 198%.

Location map, boring logs report by Dr. S. Clemence 5. Clemence, S.P. Report on Stability Analysis of Winston Thomas about tertiary lagoon berm borings 68-1 to B8-8 Treatment Plant - Tertiary Lagoon Embankment, July 1%, 198%.

3. Subsurface Logs, BB1 - BBS, Westinghouse Electric Corporation, April and Hay 198%. 10 1967 air photo with notations by Dr. R.L. Powell 27. Powell, R.L. , Winston Thomas Treatment Plant. Enlargement of photo 67-18-378. October 2. URBAN HYDROLOGY IN KARST AND WATER QUALITY-INORGANIC AND ORGANIC SYSTEMS

R. V. Ruhe, D. W. Clark and M. L. Epstein Water Resources Research Center Indiana University, Bloomington

Completion Report

Title II Grant No. 14-34-0001-7256, Project C-7681 Office of Water Research and Technology U.S. Department of Interior

titled

'Determination of Organic Pollutants in Urban Hydrology"

The work upon which this publication is based was supported in part by funds provided by. the United States Department of the Interior, Office of Water Research and Technology, as authorized under the Water Resources Research Act of 1964, as amended. Contents of this publication do not necessarily reflect the views and policies of the Office of Water Research and Technology, U.S. Department of the Interior, nor does mention of trade names or commercial products constitute their recommendation for use by the U.S. Government. .>•' \ v--v-. ^

Fig 3 21

TABLE 5 . Distribution of Slopes in Watersheds

Watershed A(0-2%) C(6-12%) 0(12-18%) Average B(2-6%) Gradient

(%) (%) (%) U) (%)

Gage 1 19.6 30.9 29.9 18.7 6.9 2 35.0 50.6 11.7 2.8 3.9 3 23.7 42.0 30.8 3.6 5.2 4 11.1 25.2 47.5 16.1 7.8 5 8.7 29.5 43.7 18.1 7.9 6 16.0 33.2 48.2 2.6 6.2 7 (total) 15.1 31.1 49.4 4.4 6.5 7 (-6) 12.7 25.3 52.8 9.2 7.3 8 16.1 33.5 41.6 8.8 6.6 9 14.8 35.4 45.2 4.6 6.3 10 (total) 13.4 31.2 45.4 9.8 6.9 10 (-5,7,8,9) 13.2 26.5 47.1 13.2 7.4 110

They reported concentrations ranging from 20 to 50 ug/1 in the secondary settling tank effluent. PCBs were also de- tected downstream in Clear Creek (Fig. 3). The majority of the sewage that entered the plant was processed and dried as solid waste. This sludge was made available to the public as compost and was distribu- ted locally from the late 1950's until 1975.

Watershed Regimes

Analysis of the CC14 extracts of water samples shows that polychlorinated biphenyls (PCBs) are present at all of the 10 major gages (Table 21). Gas chromatography- mass spectrometry was used to confirm the presence of PCBs in the water samples, after tentative identification by GC. The GC-MS confirmed the presence of Aroclors 1016 and 1242 in seven combined water samples of May 12, 1978; six com- bined samples of May 23, 1978; and six combined water samples of June 12, 1978 from Gages 6, 10, and 7, respec- tively, for a total of 19 samples. As the data show, PCB concentrations at most sites are generally <1 ug/1. At site 6, however, PCB concentra- tions range from 1 to 20 ug/1. PCB concentration levels were between 2 and 70 ug/1 and at site 10 were from

1 to 16 ug/1- The relatively high PCB levels at Gage 7, which re- ceives waters discharged from the sanitary waste disposal facility indicates that the facility was an important Ill

TABLE 21. Distribution of PCBs in Watersheds

Number of Inclusive dates Concentration Gage Samples range (ppb)-

1 6 6/30/77 - 12/14/77 <1 - <2 2 3 10/25/77 - 5/23/78 <1 3 1 11/30/77 <1 4 6 6/25/77 - 11/30/77 <1 - 1.5 5 13 6/30/77 - 5/23/78 <1 - 10 6 18 3/4/77 - 7/9/78 <1 - 12 7 21 3/10/77 - 7/9/78 1-69 8 8 6/30/77 - 12/13/77 <1 - 3 9 9 6/8/77 - 7/9/78 <1 - 2 10 3/10/77 - 6/12/78 <1 - 16

PCB contributor. Consequently, sediment-water samples were collected from the secondary settling tank. The sedi- ments in these samples contained an average of 127 yg/g (w/w) of PCBs as Aroclor 1242, and the concentration of PCBs at the sediment-water interface was 235 yg/1. The secondary settling tank effluent to Clear Creek had a concentration of approximately 41 yg/1. Subsites were sampled periodically to determine the distribution of PCBs and other organic compounds in the Bloomington area waters (Table 22). Samples from State

Road 48 and the Curry Pike sites show that surface runoff from industries contained only slightly higher concentra- tions of PCBs than other industrial and urban areas 112

TABLE 22. Concentrations of PCBs at Local Sites in Bloomington

Site Nature Date Concentration

(ppb)

College Hall Shopping center 11/30/77 <2 3/13/78 Covenenter Residential street 11/30/77 12/13/77

Pand6JordananC Downtown 8/2/78 3

sampled. Even those sites farthest removed from the waste dis-

posal facility and the industrial sites had measurable concen-

trations (Table 22: College Mall, Covenenter South). Traces of PCBs were confirmed in the East Branch of Jackson Creek

(Gage 9) which drains these areas (Table 21).

Other areas are not immune. Spanker's Branch heads on

the west side of Bloomington and drains both residential and

industrial sections. Jordan Creek drains the northeast side 115

TABLE 23. Storm-Runoff and PCBs Discharge

Time Gage Discharge PCBs (ppb) (cfs) Watewater Participates Total

21:50 6 6.1 1 1 . (May 12, 1978) 22 45 23 5 4 9 22:52 55 3 1 4 23:00 82 2 1 3 23:15 164 12 5 17 23:30 186 12 3 15 23:45 82 5 9 14

11:52 7 29 12 2 14 12:04 (June 12' 1978) 272 9 6 15 12:08 385 4 4 8 12:14 443 2 4 6 12:21 371 1 2 3 12:34 272 2 2 4 1:34 52 3 2 5

4:35 10 46 4 4 . (May 23, 1978) 4 59 113 9 9 5:06 216 5 5 5:17 414 7 4 11 5:40 338 16 16 6:13 242 1 5 6 6:43 181 1 1 2 7:25 122 1 1 2 9:35 113 11 11 11:05 310 6 6 o 00 0.4 0.6 0.8 Time- hours N) O

Fig 3 21

TABLE 5 . Distribution of Slopes in Watersheds

Average Watershed A(0-2%) B(2-6%) C(6-12%) 0(12-18%) Gradient

(%) (%) {%) m (%)

Gage 1 19.6 30.9 29.9 18.7 6.9 2 35.0 50.6 11.7 2.8 3.9 3 23.7 42.0 30.8 3.6 5.2 4 11.1 25.2 47.5 16.1 7.8 5 8.7 29.5 43.7 18.1 7.9 6 16.0 33.2 48.2 2.6 6.2 7 (total) 15.1 31.1 49.4 4.4 6.5 7 (-6) 12.7 25.3 52.8 9.2 7.3 8 16.1 33.5 41.6 8.8 6.6 9 14.8 35.4 45.2 4.6 6.3 10 (total) 13.4 31.2 45.4 9.8 6.9 10 (-5,7,8,9) 13.2 26.5 47.1 13.2 7.4 75

TABLE 13. Discharge (Q) and Water Quality—Inorganic Components I, Means and Standard Deviations for All (A) Samples, and Low (L), Moderate (M), and High (H) Flow Samples.

Gage Q-cfs Conductivity Turbidity Suspended Samples Range X O umohs/cm NTU Solids (mg/1)

1 A 13.5 ~ 16.8 16 253 ~ 76 42X± 40 96 ~ 77 L 0.8-1.3 1.0 0.3 6 309 80 19 15 67 51 H 3.1-45 24 16.7 10 213 50 57 43 139 100

2 A 8 151 28 55 31 74X 38

3 A 6 155 35 49 20 107 64

4 A 63 107 23 267 82 64 80 283 457 L 1.1-2.8 1.8 0.7 8 288 61 81 11 30 20 H 2.8-401 96 12.2 15 256 88 94 87 449 528

5 A 19 31 19 308 103 37X 43 128 237 L <0.4 <0.4 4 488 9 10 4 10 10 M 0.4-11 3.1 3.4 9 280 70 25 23 55 40 H 20-120 54 36 6 239 54 73 60 255 385

6 A 108 115 42 411* 228 94 87 206 377 L 2.4-6.1 3.9 1.5 9 680 236 9.4 12 16 21 M 13-65 38 26 12 373 183 45 24 80 71 H 75-400 186 106 21 310 139 158 82 506 507 it 7 A 168 184 42 398 157 121^ 151 392 591 L 8.6-28 15 7 .* 11 555 121 12 5.7 9.4 11 M 28-70 47 14 8 386 125 76 60 128 119 H 120-700 295 174 23 313 112 199 64 701 683 it 8 A 36 33 22 237 77 141* 208 72.8 1163 L 1-5 3.0 1.5 5 290 22 5.8 2.4 19 22 M 6-40 21 12 8 250 87 37 39 85 75 H 39-120 68 28 9 196 67 226 132 1598 1346 * 9 A 34 55 19 154X 52 133 192 642 1060 L 1-7.5 2.3 2.9 5 172 51 27 20 38 27 M 7.5-35 14 12 6 183 51 60 98 29 17 H 35-115 43 35 8 121 37 263 240 1774 1032

10 A 289 386 43 361 128 88 85 349 405 L 16-53 39 33 12 458 118 8.4 5.8 15 10 M 63-122 88 28 8 4J9 160 29 35 79 81 H 180-2000 488 439 23 295 82 152 68 650 376

(*) Exceeds 1 positive and (x) 1 negative standard deviation of th^ of the means. TABLE 14. Water QualIcy-Inorganic Component* II (cf. Table 13)

Q Cation* (ntn/1) inge Ca Mg K N« Fe Hn NH3

A 68 + 22 3.1% 0.8 2.3 + 0.5 4.9 + 1.5 0.49 + 0.51 0.08 + 0.10 + L 90 ~ 9.4 3.9 0.7 2.1 0.4 6.3 1.0 0.36 " 0.31 0.13 0.15 0.14 ~ 0.20 H 50 11 2.7 0.5 2.4 0.6 1.9 0.9 0.35 0.30 0.06 0.11 0.49 0.60

A 28 5.0 2.9* 1.1 2.7 0.5 5.0 1 .9 0.17* 0.31 0.04 0.06 0.19 0.40

A 37 16 2.9* 1.6 5.2 3.6 4.1 1.5 0.49 0.54 0.15 0.15 0.37 0.52

A 65 19 7.1 2.2 2.6 0.9 7.3 4.4 0.40 0.38 0.08 0.15 0.27 0.38 L 73 12 6.1 1.7 2.6 0.8 8.1 2.1 0.36 0.23 0.01 0.01 0.31 0.28 II 60 20 6.7 2.3 2.6 0.9 7.2 5.3 0.41 0.46 0.11 0.17 0.25 0.41 * A 63 16 9.1 2.9 2.4 0.6 13 6.7 0.33X 0.22 0.10 0.09 0.15 0.24 L 79 13 12.3 1.5 3.2 0.3 18 5.8 0.53 0.34 0.13 0.08 0.14 0.17 M 65 10 9.6 2.0 2.4 0.5 14 6.9 0.32 0.22 0.07 0.08 0.17 0.32 H 50 15 6.5 2,5 2.1 0.5 7.4 3.5 0.28 0.17 0.14 0.10 0.15 0.20

A 71 29 5.5 3.1 3.4 1.2 44* 49 0.54 0.50 0.16 0.20 i.28 1.9 L 106 22 8.8 1.9 4.2 0.8 87 90 0.39 0.24 0.17 0.27 1.77 2.9 M 74 22 5.8 2.4 3.3 1.1 47 23 0.71 0.71 0.14 0.14 1.90 2.5 II 55 20 3.6 2.1 3.0 1.2 32 20 0.47 0.35 0.18 0.21 0.77 0.9 . A . ft A 65 18 5.8 2.3 5.1 2.3 40 25 0.60 0.66 0.26 ^ 0.37 2.36 3.3 L 76 11 7.3 1.1 7.7 2.4 59 39 0.33 0.20 0.11 0.09 4.29 5.8 M 68 22 6.4 2.3 4.7 1.7 41 16 0.39 0.29 0.11 0.08 1.76 2.2 H 59 18 4.7 2.3 3.8 0.8 30 11 0.81 0.83 0.39 0.46 1.81 1.9 8 A 49 + 16 5.8 + 2.5 2.3 + 0.8 10 + 8.4 0.45 + 0.51 0.04* + 0.11 0.58 + 0.96 I. 58 2.6 7.6 2.3 1.9 0.4 12 2.7 0.15 0.16 0.0 1.60 2.20 M 55 22 6.5 3.1 1.9 0.3 12 11 0.29 1.5 0.02 0.05 0.25 0.27 11 39 8.3 4.3 1.2 2.8 1.1 8.2 8.3 0.70 0.66 0.09 0.15 0.59 0.96

9 A 34X 11 5.5 2.1 2.5 1.2 5.3 24 0.49 0.38 0.12 0.14 0.58 1.23 [. 42 4.7 6.8 1.3 1.8 0.4 6.7 0.7 0.25 0.15 0.02 0.05 2.04 2.60 M 39 11 6.9 1.7 2.2 1.0 5.5 1.1 0.50 0.25 0.11 0.14 0.09 0.11 M 24 11 3.6 1.1 3.2 1.5 4.2 3.3 0.64 0.51 0.16 0.13 0.39 0.58 * ft 10 A 67 14 6.5 2.0 5.0 2.4 31* 19 0.40 0.55 0.13 0.23 1.93 2.90 L 74 5.7 7.5 1.0 6.0 2.2 43 23 0.37 0.29 0.05 0.06 2.75 5.00 M 73 12 7.2 1.4 5.8 3.1 36 16 0.22 0.29 0.10 0.09 1.61 1.25 I! 60 15 5.6 2.1 4.2 1.4 23 12 0.50 0.69 0.19 0.30 1.73 1.90

(*) Exceeds 1 positive and (x) 1 negative standard deviation of the mean of the means. TABLE 15. Water Quality-Inorganic Component* III (cf, Tableu 13, 14)

~~ ~~ ~~ ' " " - - ' ; -t ^ Q Anlont (j Aikal Lnlty ige . iB/Al NO SO,1 P0 ~C1 1 aa Cat Kungc /L F "~ :o J 4 f (mg/i;) 3

1 A 4.1 + 2.3 19 + 3.7 0.13 + 0.08 13 t 9.2 0.06 + 0.05 142 + 53 L 4.4 2.9 20 2.1 0.08 ~ 0.10 14 9.7 0.07 0.06 109 10 II 3.8 2.0 17 4.4 0.20 0.10 12 9.0 0.06 0.06 100 18

2 A 1 .9 1 .7 ;"> 13 0.23 0.00 8.5> 7.1 0. 10 0.01 v/ 14

3 A 1.0 1.0 iff 0.8 0.54 0.41 12 1.8 0.09 0.02 65 27 A 4 A 3.1 2.3 22 6.2 0.15 0.09 16 13 0.12 0.02 155 40 L 4.8 3.7 24 4.5 0.06 0.05 18 6.3 0.12 0.02 180 30 II 2.7 1.4 22 7.0 0.17 0.08 15 15 0.11 0.02 141 39

y A 5 A 1.2* 0.94. 29 11 0.11 0.12 24 16 0.14 0.03 154 33 L 0.56 0.4 40 7.7 0.10 0.05 37 20 0.15 0.03 172 25 M 1.1 1.0 29 12 0.09 0.16 25 15 0.15 0.03 167 24 H 1.6 1.0 23 7.5 0.22 0.14 14 7.2 0.12 0.03 120 26 A A 6 A 2.7 2.1 52 38 0.31 0.20 81 82 0.48 0.35 126 44 L 2.7 2.5 104 34 0.20 0.14 158 143 0.84 0.22 150 42 M 3.8 2.2 48 15 0.27 0.18 75 41 0.40 0.24 136 48 II 2.1 1.6 32 25 0.38 0.21 53 29 0.27 0.29 109 36 A A * A A 7 A 4.2 4.2 43 18 2.07 2.32 67 42 0.57 0.42 132. 37 L 4.7 4.5 58 11 2.77 1.28 93 57 0.85 0.47 159 27 M 7.2 5.6 45 13 1.99 2.10 79 27 0.75 0.36 133 39 11 2.8 2.8 33 17 1.76 2.71 55 22 0.34 0.33 134 47 8 A 1.5 + 1.0 24 + 9.6 0.12 + 0.09 17 + 15 0.10 + 0.03 107 + 36 L 0.73 0.6 31 7.1 0.06 0.06 21 6 0.11 0.02 122 10 M 1.5 0.6 27 13 0.11 0.08 18 17 0.09 0.01 121 51 H 1.9 1.1 19 4.3 0.15 0.10 14 16 0.10 0.05 88 19

9 A 1.5 0.9 16* 6.8 0.21 0.18 11 6.7 0.14 0.24 82X 30 L 0.87 0.4 18 7.9 0.19 0.22 12 5.5 0.30 0.43 110 9.5 M 1.6 0.8 20 3.7 0.11 0.08 12 6.2 0.08 0.05 94 26 H 1.9 1.1 10 4.5 0.29 0.19 8.5 8.1 0.05 0.07 54 14

A a £ 10 A 4.4 4.5 41 15 1.54 1.40 49 32 A 136 29 L 7.9 6.7 52 9.7 2.64 1.61 60 31 0.80 0.31 147 20 M 2.8 3.0 46 12 1.79 1.42 52 29 0.66 0.42 148 28 H 2.9 1.8 34 15 0.89 0.80 37 15 0.46 0.35 123 25

(*) Exceeds 1 positive and (x) 1 negative standard deviation of the mean of the means.

vo Interdepartmental Memo s7f**\

TO, L. Stuart McClure MOM, Richard S. Peoples

oerT. Director - Utilities DEPT Dillman Road WWTF

SUBJ Sludge in Winston Thomas Lagoon DAJE July 27, 1982

On July 21, 1982 David Schalk and myself took samples on the Winston Thomas Lagoon by means of a row boat and a sediment/liquid depth sampler. Our route followed the numbered sample location points seen on the attached map. The technique used was as follows: 1. Make sure the boat had stopped completely. 2. The bottom of the sampler was pushed to the bottom of the lagoon. "' 3. Tne clear plastic sheath was placed over the rod and bottom and secured with a top plate. U. The sampler was brought aboard the boat and total liquid level and total sludge level was recorded. * /' 5. A sample of the sludge was drawn off at the stopcock_ into a numbered plastic bag. 6. All samples were returned-to the lab. A composite of all samples was prepared for a total solids test. 7. An aliquot of all samples was poured into aluminum foil for air drying. 8. A weighed amount of all samples was extracted in 100 mis of Hexane for GC-PCB analysis. The attached map is a sludge depth contour of the'lagoon prepared from sample results as well as visual observation. The map shows five (5) different sludge depth ranges, up to the 53"-56" range which shows that the sludge depth filled the entire water column in that area of the lagoon. This is futher evidenced by the fact that there are actually plants growing out of the sludge in this area. It appears that as the sewage flows into the lagoon it is agitated enough as not to settle out near in. Tne solids then tend to settle out quickly and then taper off to the farthest reaches of the lagoon. "* Conclusions: 1. The Black & Veatch report (PCB Abatement Plan) which stated approximately 2100 cubic yards of lagoon sediment is updated to 5,500 cubic yards. L. Stuart Sludge in Winston Thomas Lagoon Page TWo

2. All of the sediment in the lagoon will have to be treated as a hazardous waste, i.e. over 50 ppm PCB. 3- If we can drain the water off of the sediment in the lagoon we could possibly, with the introduction of strategically located underdrains, dewater the sludge on site. ". The sediment appears to be very well digested sludge with little or no objectionable odor.

RSP/nsl cc: Michael M. Phillips Talaksi Gala •^Scott E. Fore Joseph Karaganis RESULTS

SAMPLE TOTAL DEPTH SLUDGE ONLY PCB CONC. POINTS (LIQUID 4 SLUDGE) (DRY WEIGHT-fflg/kg)

#1 62.5" 10.5" 718 92 57 53 275 *3 59 36 119 #4 55 25 1754.4 #5 52 13 992.5 #6 55 22 526.7 #7 56 22 1992 #8 53 14 2395 #9 54 15 2018.1 #10 50 15 1136.6 #11 55 32 147.6 55.3 Avg. 23.4 Avg. 1097.7 Avg.

TOTAL SOLIDS COMPOSITE = 10.8%

DEPTH RANGE AVERAGE ACREAGE CU. YD PCB AVG. CONC.

9.13 17,184 1252 15 "-22" 18.5" 2.81 6,989 1259 22 "-36" 29" 1.92 7,485 673 36"-53" 44 .5" 2.53 14,059 275 53 "-56" 54.5 -79 5,788 No Samples 17.0 A 51,505 Wet

TOTAL SLUDGE (DRY) = 5562.CU.YD. § 10.8% SOLIDS .10

''/

.6

.3.---- .5

* ,7

T" •"

. LAGOON WT C SAMPLER December 30, 1982

ENVIRON 35 Cherry Brook Drive Princeton, fU 03540 Attn: Joseph H. Highland, Ph.D. Re: Geological Investigation and Selection of Monitoring Well Location - Winston Thomas Treatment Plant

Gentlemen: 0"Brien & Gere Engineers, Inc. has completed the above-referenced investi- gation and has prepared this information for your inspection and comment. The following letter report summarizes the findings of this investigation. INTRODUCTION The five proposed monitoring well locations at the Winston Thomas Treat- ment Plant Site were selected based on a geologic Investigation which included: 1. Air photo interpretation of stereoscopic sets from the years 1946, 1954, 1958, 1967, and 1980. 2. Fracture trace/11 neatl on analysis utilizing the above-referenced air photos and the Bloomington, Indiana, U.S.6.S 7-1/2 minute quadrangle map. 3. Collection of water well records. 4. Review of pertinent geological literature, in particular, Geologic Considerations in Urban Planning for Blooming ton. Indiana, by 6. R. Gates. Report Ho. 25, 1962. Indiana Geologi cal Survey. A brief sunnary of the data gathered and their interpretation is included 1n the following sections of this report. To assist your review of this document, the following attachments have been provided to you: ENVIRON Atta: JoMph Highland. Ph.D. Page 2 30. 1962

1. Figure 1. Site Plan - Including proposed monitoring well and residential well locations and fracture trace/1location plots. 2. Figure 2, Uthologlc C -ss-Section. 3. Table 1, Suaeary of Hell Log Data 4. Numbered series of residential wells shown on Figure 1 and referenced In Table 1. AIR PHOTO INTERPRETATION Stereoscopic pairs of air photos flown during the years of 1945, 1954, 1958, 1967, and 1960 were acquired fron the U.S. Department of Agriculture and exaarined for: !• Site topography 2. Sequence of construction during operational years of treatment plant. 3. Drainage patterns and soil tonal variations. 4. Sink holes. 5. Fracture trace/11neatIons. Stereoscopic Inspection of the various sets of air photos reveals a karst plain type geoeorphology consisting of gently rolling topography and *1xed underground and surface drainage with one principal north/ south drainage systea with tributary system entering from east/west trending valleys. Sink holes are not well defined 1n the laaedlate environs of the site; however, they are observed within a half wile of the site. The air photos reveal that during the life of the treatment plant, at least two or possibly three areas In the vicinity of the existing 17- acre± lagoon area where used at this lapoundaent that appear from the photos to have contained liquids. EMVIRUf. Attn: Joseph Highland, Ph.D. Fage 3 December 30, 1382

FRACTURE TRACE/LIHEATION ANALYSIS The 1946 and 1954 air photos were used principally for this analysis as vegetation and demographic Influence were minimal, which Is more favor- able for lineatlon analysis. Sink holes, depressions, and drainage systems were the primary Indicator features utilized to determine fracture traces or Uneatlons. These prominent patterns which form sast/west Uneatlons are plotted on Figure 1. The Clear Creek valley 1s also probably a major fracture trace or may be a part of a major regional '[location titat extends many miles. The bedrock of the area 1s reported by Gates tc be the Harrodsburg Limestone, which Is described as a white, wel1-cemented limestone approx- imately 80 feet in thickness. The Harrodsburg Limestone is not a principal karst-produdng formation, however, small sink holes are fairly common. The bedrock unit below the Harrodsburg Limestone and reported to be in existence in some of the well logs is the Bcrden Group Formations, which consist of silt stone and shale units. Ko sink holes or other undrair.ed impressions should be identified with these rock formations. WELL LOGS O'lirlen L Gere Engineers, Inc. requested from the Li vision of Uater Resources of the Indiana Department of Conservation all well records within a one half mile radius of the Winston Thomas Treatment Plant siU. Indiana State laws require water well contractors to file with this agency a well log on the completion of drilling. These records are useful when determining general static water level conditions, lithologlc units t/enetrated, and well yields. Table 1, included as an attachment for this report, summarizes the hydrogeological data interpreted frorc the residential well records that were sent to us by the Indiana Depart- ment of Conservation. PROPOSED MONITDRiaS WELL LOCATIONS On the basis of the above Information, six monitoring well locations, all installed to tne bottom of the limestone bedrock unit, f.ave baen selected and ara as shown on Figure i. Ai tJie existing large lagoon is considered to be the highest potential source for contribution of con- taminants into the subsurface, the proposed n»n1toring well locations are located around the lagoon. Lineations that exist in the vicinity of the lagoon are principal locations fo, ue monitoring wells. The remainder of the wells serve to provide a special distribution to evaluate tha direction of groundwater flow and to provide access points to collect samples for determination of groundwater quality. zxviacn Attn: Joseph Highland. Ph.D. Page 4 December 30. 1982

Me would propose to drill G-lnch dlaaeter open rock boreholes by con- ventional air rotary methods. The drilling operation and field collec- tion of hydrogeological data will be directed by a geologist fro» O'Crlen & Gere Engineers, Inc. Prior to cotnenceaent of drilling, an attenpt will be oade to Identify the existence of all Uneatlons In the field. Subject to property clearance and drilling rig limitations, the monitoring wells will be located on these Uneatlons. Respectfully submitted, O'dRIBI & GERE EH6IHEERS. 1.1C.

George '-'. Lee. Jr.. C.P.G.S. Managing Geologist GWL/kan Attachments cc: Uarren V. Clasland. Jr., P.E. - Senior Vice President Richard 0. Jones, P.E. - Managing Engineer Robert ^. Goldoan - Project Engineer TABLCj ) WINSTON Til'.MAS TREATMENT PLANT lirOROGEOLir.ICAL INVESTIGATION §UHRARY"OF WELOU)MV"

WELL fl WELL If2' WELL 13 WELL 14 Local ion TUH R1W TON R1W TON 11 1U TON R1W Section 16 Section 16 Section 21 Section 20

Well Log (Driller's 0-15 yellow, red 0-7.5 red clay 0-1 clay 0-5 soil Interpretation) clay 7.5-55 blue llme- 1-10 broken lime- 5-10 limestone l'j-80 It. grey lime- stone s tone 10-100 blue shale stone w/shalc 55-75 blue shale 10-160 limestone 00-10S grey shale 1013-121 grey limestone 121-170 shale llydrologic Informa- 10' 13' 10' - - _ tion - StatiO'ater (750) (710) Level (below ground (710) (660) level)(ground eleva- tion)

Production Rate . 2 gpm 4.5 gpin .3 gpm 1.5 gpm Well Information I/O' 75' 160' 100' Depth of Moll Length of Casing 22' 7.5' 18' 15' Use Home Home Home Home Uriller Rybak Snapp English Smi th

12/29/M? ^fOROGEOLOGICAL INVESTIGATION » RGURE I WINSTON THOMAS TREATMENT PLANT

PROPOSED MONTTORNG WEST EAST 83O- -830

78O- -780

73O- -73O HYDROGEOLOGCAL HARRODSBURO LIMESTONE INVESTIGATION 68O- _. -< -680 3 ^ 5 63O- -630 LITHOLOGIC BORDEN GROUP CROSS-SECTION 58O- -58O WINSTON THOMA! 53O- -530 u totyK TREATMENT •OUMUl

SCALE

VERT t •»

MOniz. 63

Bicarbonate v .- ?>» ••• lS« ,o. .<-» i?«

o •

m

CO

Mi

Figure 2L. 3icarbcnatc values plotted vith depth belcv Clear CreeK dxiricg the water year. 67

d 0) • " « u y j •»•»»• a H>••.--- v.'to.. """."-"••••••"." "ft.-"-.. •

a

o

3 C1

4J (.1 fl.S 1.0 1.5 1.9 2.S 3.0 J.S •O

» » r O

22 —

1.0 a z.s 3.0 j.s 3 DEPTH BSLOW STBZAM (ft) 66

00 ' *^ e *

i. 81 «•(;!:«<; •a 5.S rT

'T

Figure 23. C&lciua and aagnesiua values plotted thrtrugh the weter year on Clear Creek. 52

Jui IA is !o IN ID Ijan IF IM U IM |j

Figure 15. Average strean bed lysiaeter teaoerature and dissolved oxygen values for each sampling period plotted through the water year on Clear Creek. 53

0

T Cfl

o

- V o u IV 2 Xo • 0 O i 1 i 3 8(O -iI 0»•* i1

l.i i.« i.I ^ J 2.J 3. • J.S o *c. a S a c

x C

a a < ; 2 :

•s

DEPTH 3ELCW STSS«M (ft) 56

a 4)

at 5 o • • » • o a>

3 T3 o v

o »

C. 0) •o

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--o( o. ca

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M «

a, OT SS

0.0 o.s 1.0 1.5 I. a 2.5 3.0 3.5 00 DEPTH BELCW STREAM (ft) 57

8*-

b. t-t m *_ ca." 01

ui :S iC is.

Figure LS. Specific conductance ar.d pH values plotted through the wats year en Clear Creek. v-

CM 2O *

4> •4J

aJ u «

o » ~

en

' Jul IA Is lo IN ID Jan IF tM lA lM IJ 81

UTi.O.S FT LT3.I.4 FT LTZ.2.9 FT * » « LTl.J.i FT

Figure 19. Saturation index for calcite and carbon dioxide values plotted through the water year on Clear Creek. THE IMPACT OF URBANIZATION ON A FLOOD-PLAIH AQUIFER: B100MIHGTON, INDIANA

By.... Mark G. Filippini and Moel C. Kroche

Project A-062-IMD Completion Technical Report

Purdue University Water Resources Research Center T.\7est Lafayette, Indiana 47907 in cooperation with Indiana University lTacer Resources Research C-=r.te: Dloonington, Indiana 47405

March 1983 Figure 6. Map of the study area shoving the locations of gages, lysiaeters, and cores. 69

Si

o... CO ' a.

o

o a

JUI|A Is lo IN ID IM I A IM 1J

IPCENCI

LT4.8.S LT3.1.4 LTZ.i.S ri • « • UM.J.i

figure 26. Chloride and sulfate values plotted through the vate: year en Clear Creek. 68

t. c c

a 3.

c; u

o c

3. O •a

-3 O

o I—I (B a. > V S X 3 a

•3 U O

1.5 r S 1.5 3.1 3.5 3 DEPTH 3ILCW STHEAM (ft) CD 6'4

* »

V o -.-.-••° ..."•'•'•*' •§-o J o3 £•

Jui U Is lo IN |M IX IM |J 81

Lt«.0.6 FT LYJ.1.4 FT

• • » LT||3.2 FT

Figure 22. Bicarbonate values plotted through the water year on Clear Creek TABLE 6. Inorganic component8 of oil atream; honaath-atraam/ and flood-plain water aamplea taken ovuf tlic wuti-r year July 1980 to June 1981. In ppm unlaaa otherwlae atatad.

00 Cl II fllll*'* Id) |*ct (•I/O ••It I«M HH (HI J-l, It. tO lit O.I 10 no i.t • 1)0 tl 7t l t to I.t iIIi .1 . l. O.I -o.i* til i.t II too i.t - 101 - • 1 tt I.t IiIi i.tt III it II tlO t i I.t lit 1 . . i tl 6.1 iIt .1 0. . -0.5) t.it til il II IUO 1. 1 • Itl 0 106 .1 «t II iIt .1 0. • •0.11 *.»T On I |0. tO l»ll«l 0 1) tit t t . 1*5 u tl. I.t II . uII ,t 1. -O.t) lit 01 It.t ttl ii 10. 1 If 7 f tt I.I tl uII .t 1. , -0.61 .M III I.t It tlO 1.1 10. » iM ) L 76 I.t tt . iItI .1 1. , •0.50 Lib til I.I It ill 10 10. 1 Itl O.I 10 I.t tl . iIt . .1 0. . •o.t) 1.7J III I.I ll.i tto i.t 10.1 151 I.l 91 I.t M 10 .1 0. •0.51 tec 70. tO !»il«l* 0 tlO t.ii II. 1 16$ 11 It It II t nII 1. t.O -I.Sb tit O.I t 01 11.1 100 11 li O.I to , uII 0. II -1.65 ll.l III I.t too 1 It II. 1 If6 It It 0 t tt )t 0. 10 -I.Li 1.61 III I.I tlO 1 10 10. t 11.1 1) 4) o.t t} f nII ft. 10 • !.)0 '».) 111 J.I . »0 I.Ot 11.1 1)6 I.I It I.I tl . uII 0. I.t -i.U 17.1 rri ).) 1.0 too 1.0 II.) )LI j) It 0.) Mi If 1.1.0 0. o.t -I.Of It.) I rri 5.0 10 100 t it II.) ytA t) II O.I IH li I.1.I 0 O.I •l.ll ko.f il in I.t t.t too i.i • w» 1) I) 0.) if I II I.1.I • 0 I.i •o.tl o.t t) «|>Ml It, 6l ttiittt 0 1) 111 i. It 111 If il i.t II .1 It .1 1 0. h O.t .)L M.t ut O.I It 110 i. t.O III 1 ) tl I.I II ,t II .f . > I.I> O.I .11 l.tl ui I.t . uo t. . If 5 11 tt it .0 It .t 1 I.I) .LI D.I in II It tUO t 1.0 161 11 i) 1 1 HI .1 II .6 1 0. 1 O.I .16 IL..O in I.I It tlU i. • l)t 6 It 1. 1 «* .) II .5 .1 0. 1 O.t .71 10,6 rn ).) IJ.5 7)5 5 t 5.5 )07 70 15 I.L tu It 1.1.0 .L ,D 0. 1 O.I • .Ik )1.6 6 rn 5.0 U 6/5 6.0 1.5 )S) L6 1) M l« 10 64,1., .7 , 1 C II - .64 It.) I) n) L.5 i) •,10 t.O ).J 154 7 it I.t 1". .6 1 0 O.I -O.W. t) 1) '>.• J ju/.. ID, 61 0 t.l . m B ferfit* 11 ' 7U> 7.1 ibt U 60 77 t L )}! 1 .1 • •0.17 (II 0 6 u lio 1.0 1.0 Hi 17 51 . 77 1 L 11. .) . . • •O.)0 LI) 1 L it 701 7.0 ).5 11.6 It 50 . Vb t 5 17 1 .1 • • • -O.It 111 1 t 11 U'} t.t i.i 10 1.0 1.1 . hf> Id 1 )0 1 .1 . . . -O.jt i.tt Lit 1 1 ifi J'VI t.U >.i ll.l '' tt> • It • 1. )) 1..7 • • • -0.51 ).SI L.O _ . . m ) I IV /v> t.J II? US 'i\ • y/ 16 a.a.s <).9 ^ •O.K S.tt t »•) 5 0 ib X/O t.'> 1.0 1'Ji 110 Ik . 167 19 tt..i .0 • . . •O.>0 ».)» 57 ' rn I. $ i? nto 6.1. 1.0 I.VI D6 IS . 115 itA. i .5 • • . -O.lf 15.1 V! l/i 83

e=n 2-1 en

05. 2

18 ZQ 30 *0 :0 60 7 ao so ioo •DISTANCE FPCn STREAM (F7J

i SI z a 01

19 20 JO '0 SO 63 '0 90 90 lOQ DISTANCE FROM STPEAH (FT)

AM Figure 32. Sodium and potassium changes plotted with distance on the 81

I *

< I3k ,1

i« X •• H DISTANCE STPEAI

z

a jo «i » M '9 DISTANCE fsar

Figure 31. Sulfate and. chloride chances T3lot*»d vr*V •«.*«•»-*•- «-- •• 78

0. 0.

in ui u

10 ZO 30 «0 SO 60 70 ao 109 DISTANCE FROH STREAM (FT)

.0- •o _o

u u2 g~

10 ZO 30 «0 SO 60 70 eo go 100 DISTANCE FROM STREAM (FT)

LEGEND oeccnacn . JUC Figure 30. Calcium and magnesium changes plotted with distance on 77

± S o - hi WI

M K M M [33 DISTANCE FROn S75EV1

a. K^:—^"'

Ji «1 SO M '9 OIS"*»«C£ ^on

cecr-ar* •*•!«.

Figure 29. Specific conductance azd bic&rbcnate changes plotted vith distacce on the flood plain. 75

10 Z9 M O 5) 60 DISTANCE FRO«. STREAn (F'l

-J 0 x UJ a

a:

29 <0 « 60 '0 80 100 OISTANCE FRQn STREAM (FT)

JUC Figure 28. Saturation index for calcite and pE changes plotted wizii 73

u

u 5 a: oc Ul

n » «o M « ISO DISTANCE FPOn ;

01

x a a u 3 in "•-•- «

il 30 «0 « Sfl DISTANCE C90n

sea-set ««n. AM

Figure 27. Teaperature and dissolved cxyjen changes platted vith distance SECTION 5 Memorandum

TO: W. V. Blasland, Jr. Data: June 23, 1983

From: R. K. Go'cfean Rkr: JDRP C&D 13

Subject: Winston Thomas - Lagoon Analyses Copies: DGVan Arnam RKGoldman

The following information summarizes the lab analyses performed on samples of sludge and clay cores from the Winston Thomas Tertiary Lagoon. The attached Figure presents the lagoon sampling locations.

Length Length SI udge Sludge PCB Clay PCB Core of Sludge of Clay Core Section Concentration Concentration Location in Core Plug in Core Analyzed (PPM-Dry Wt.) (PPM-Dry Wt. )

B 22.4- 1- top 222 middle 1410 bottom 4440 B 27.5- 1.5- middle 850 (duplicate) D 26.5" o- enti re 766 E 24.5" 2- n 2020 15 £ 22.5- 1.5- entire 618 9 J" 18.0- o- enti re 1070 L 21.5- o- enti re 241 M 3.25" entire 2490 3 0 12.5" 3.5" entire 1390 >

AVERAGES 21.9" 1410 PPM 9.3 PPM

Cores from locations A, C, F, H, I, K, N, P have been retained (frozen) by the O'B&G lab.

Aan WINSTpfLTHOMAS .TREATMENT ..PLANT

TERTIARY LAGOON CORE SAMPLES

.Length of Length of ^ja -Length of Core Location Water Column Sludge Deposit Clay Plug

/O.b7 22 4" -"• B 36.4" __/*.*___ 1" B (duplicate) 36.5" 27.5" »«.o 1-1/2"

D 36.5" 26.5" ^V-3? ND

E 36.5" 24.5" H»ir 2"

G 35.75" 22.5" 57.0 1-1/2"

J 34." 18." 3S5-T ND

L 38.5" 21.5" ^ ND M

0 44." 12.5" 3-1/2"

ND - Not Distinguishable The following information Mas relayed verbally from E. C. Tlfft this date.

Total Volatile Total Suspended Volatile Suspended Solids (2) Solids (1) Solids (1) Sol ids'(!) Sanple 1 382 30.42 38.92 9.12 Saople 2 13.62 10.92 34.62 32.42 Saople 3 342 282 38.92 No Value Given

Aan O

LEGEND

• TRICKLING FILTER SAMPLING LOCATION (shallow) © TRICKLING FILTER SAMPLING LOCATION (shallow, mid-depth, and deep] o TERTIARY LAGOON SAMPLINb LOCATION

SLUDGE DRYING BEDS

\

PLANT LAYOUT AND SAMPLING LOCATIONS WINSTON THOMAS TREATMENT PLANT

SCALE 'IN FEET WINSTON THOMAS TREATMENT PLANT Laboratory analysis of tertiary lagoon core samples

ing PCB/kg, Sample Core O'Brien & Gere dry weight Location Section Designation No. (ppm by weight) 3 top S2S5 146. B middle S2S5 1030. B bottom S2S5 3116. B (dupl.) middle S2S5 1035. D entire S4S5 1448.

E entire S1S6 2377. G entire S3S6 1172. J entire S2S7 1226. L entire S4S7 526. M entire S1S8 3666. 0 entire S3S8 2607. TABLE 2 WINSTON THOMAS TREATMENTTLANT Laboratory analysis of tertiary lagoon core samples

mg PCB/kg, Sample Core dry weight Location Section (ppm by weight) B top 222. B middle 1410. 8 bottom 4440. B (duplicate) middle 850. D entire 766. £ entire 2020. G entire 618. J entire 1070. L entire 241. M entire 2490. 0 entire 1390. J ^-1 •C o •A •a ®D 'O •F SUUOGE •E STOf?AGE •G AREA UNG 0H icn •K 'I B •J ®L

SUUOGE DRYING BEOS

\ \ I 'I.' TAUL' WINSTON THOMAS TREATMENT PLANT CON Laboratory analysis of trickling filter media

Trickling Filter Rock Uashlnys Pulverized Rock, Rock 3 1 Samp)ing mg PCD/ kg / ig ing Pen/kg*'} * mg P( location (PIMII by weight)/ ' ' mg PCD, UII l y. y.H.liil'.k). A shallow 0.077 0.214 3.94 U shallow 0.074 0.222 4.00 2 . 1)0 C shallow 0.032 0.093 1.71 2.r D shallow 0.085 0.244 4.50 0.171 6 . > w D mid-depth 0.068 0.180 3.42 11.2* D deep 0.096 0.274 4.93 21.2* E shallow 0.221 0.615 11.3 1ft. 2 F shallow 0.209 0.591 10.7 n.no* G shallow 0.085 0.239 4.30 146.* II shallow 0.047 0.213 3.02 4.XO II mid-depth (diipl icate) 0.075 0.210 3.89 5, 30 mid-depth 0.079 0.218 4.00 0.150 6, 30 deep 0.056 0.155 2.81 5, 60 I shallow 0.009 0.240 4.42 2fi.O J shallow 0.069 0.190 3.47 5.00 K shallow 0.165 0.464 0.53 63.2 L shallow 0.040 0.107 1.95 15.IJ* L mid-depth 0.052 0.143 2.63 B.I L deep 0.160 0.457 8.40 0.1GO 11.2*-

based upon weight of 10 rock subsample based upon volume of 10 rock subsample based upon approximate surface area of 10 rock subsample values in dry weight Insufficient material for total solids determination; lowest percent total solids for all samples (50.02%) used for purposes of nig/kg dry weight calculation, shallow - approximately 4 inches below surface mid-depth - approximately 4 feet below surface deep - approximately 8 feet below surface WINSTON THOMAS TREATMENT PLANT Laboratory analysis of trickling filter media

Rocks Rocks mg PCB mg PCB mg PCB mg PCB Sample volume weight rocks kg rocks m3 rocks m2 rocks location cc kg A top 492 1.295 (est) .102 .078 207 1.4 '" B top 610 1.605 (est) .214 .133 350 2.4 C top 498 1.310 (est) .112 .085 224 1.5 D top D mid 670 1.744 .172 .099 257 1.4 D hot 450 1.243 .199 .160 442 2.9 f E top 640 1.710 .050 .029 78 0.5 F top 680 1.8213 .427 .234 628 4.2 G top 710 1.995 .122 .061 172 1.1 -H top 650 1.443 .132 .091 203 1.5 •^ mid 610 1.5631 .266 .170 436 3.0 H mid 620 1.709 dup H hot 540 1.327 .140 .078 . 258 1.8 ,1 top 650 1.718 J top 520 1.656 .106 .064 203 1.3 K top 720 1.934 .234 .121 325 2.2 L top 540 1.421 (est) .102 .072 188 1.3 L top 770 2.0327 .117 .058 152 1.0 dup L mid 730 1.921 (est) .127 .066 174 1.2 L hot 665 1.6273 .226 .138 339 2.4

mis rocks .38 ratio used weight rocks = for unweighed (est) samples SECTION 7 EXhiBIT JOB* 1-, 0.02.01

WINSTON THOMAS^ SUBSURFACE LOG B-1

DESCRIPTIONS I N 22!u - *~ ~ Brown clay with little silt, •\damp, mod, stiff. Gray sludge, soft, wet _ strong odor

21" Interlayered brown clay and ygray sludge, mod, stiff, moist /• Brown clay, with little silt, mod. stiff to stiff, moist 241

21" Light brown silt with some fine sand, some clav. stiff, moist (weathered rock) 8. Boring terminated at 8 feet

10 Drilling Method: 3 - 1/4" ID hollow stem augers. Pushed 3" Shelby (thin wall) tubes.

MOLE NO.. B-1 FIFV 99.8 mart-p 4/1/84 BY Winston Thomas <&FPT 1 OF 1 DAT£ FINISHED 2L±!™L-Mi$c. JOB* I',0.02.01 WINSTON THOMAS SUBSURFACE LOG B-2

DESCRIPTIONS

N CO L U M Brown clay with little silt da«o - soft Interlayered brown clay and gray silty sludge, wet, soft

4, Brown clay with little silt ,.24 --- . stiff to stiff, wet at 4.7' in _ at

77- •/- Light brown sand and silt with — (weathered rock) sow clay Tube at 7.8. : 8j Boring terminated at 7.7 feet. _ i

Drilling Method: 3 - 1/4" " ID hollow stan augers. Pushed 3" Shelby (thin wall) tubes.

ii

l r

HOLf MO 4/2/84 i/yVffK^ MinStOn ThOBdS StffT I Of. JOB* 110.02.01 I WINSTON THOMAS L/3ty SUBSURFACE LOG jLj B-3 fc DESCRIPTIONS £ • COLUM N SAMPLE S SAMPL E NO . 1 N RECOVER Y 1 1?" Brown clay with little silt, mod stiff, damp

2 '/ — 14" Interlayered brown clay and ~* ^^ gray silty sludge soft- r** ^-^_ mod. stiff, wet 4 X~»---^_ ^* ^^™^v^ •\ fi" ^-V^-'y^, Gray silty sludge soft Stong odor • wet Drillpr nntpH hnnlHpr A'^'-R *>i •^ ^

fi <^X~^-" 4 P« «- s— v_ 1 Brown clay with little silt, stiff, moist - wet 8 r_r^_r". b 10" _ _ — 10 • Boring terminated at 10 feet.

4 Drilling Method: 3-1/4" ID hollow stem augers. Pushed 3" Shelby (thin wall) tubes.

'

•

_,

1 HOLE NO. B-3 stj/tKacr FIFV _100.6 DATe c^^rf/ 4/1/84 BY LOCATION Winston Thomas

WINSTON THOMAS SUBSURFACE LOG B-4

DESCRIPTIONS I N 19' Brown clay with little silt nod. stiff, moist

20" grading soft, wet

Gray sludge, soft wet — strong odor Interlayered brown clay and gray silty sludge, soft, wet

Brown clay with little silt, stiff, aoist Light brown silt with some — (weathered rock) •i fine sand, soae clay, stiff, /— \iioist - wet / — Boring terminated at 8 feet — 10

_ Drilling Method: 3 - 1/4" _ ID hollow stem augers. _ Pushed 3" Shelby (thin wall) _ tubes.

B-4 9 6 note no.. ' 3/31/8 - Winston Th JOB* 110.02.01 WINSTON THOMAS SUBSURFACE LOG B-5

DESCRIPTIONS \ N 17! -_-_-Brown clay with little silt, medium stiff, moist Interlayered brown clay and gray sludge, soft, wet

24J Brown clay with little silt, little coarse sand, .stiff, moist Light brown silt with some fine (weathered rock) . IA: sand, some clay, stiff, moist Tube refusal at 7.7 feet Boring terminated at 7.7 feet. ~~

_ Drilling Method: 3 - 1/4" ID hollow stem augers. _ Pushed 3" Shelby (thin wall) _ _ tubes.

B-5 102 6 3 HOLE NO.. TT, SURFACE ELEV. - DATE STARTED /31/84BY LOCATION, Winston Thomasw«rr 1 Of 1 n*rf WISHED 21 JOB* 110.02.01 WINSTON THOMAS SUBSURFACE LOG B-6

DESCRIPTIONS- I N § Brown clay with little silt, »od. stiff, wet j ^j Interlayered brown clay _ strong odor and gray sludge, soft wet 17'

11"

go* _ water 6.4' in augers L^^I] Gray siltv sludge, soft, wet _/// Light brown silt with se (weathered rock) Tube refusal. y\//x fine sand. so»e clay» stiff, wet at 8.5 feet. Boring terminated at 8.5 feet — 10 J

i i

Drilling Method: 3 - 1/4" - 10 hollow stem augers. Pushed 3" Shelby (thin wall) — tubes.

MOCf MO.. _ 3-6 4/1/84 tocATiext Winston of DATC JOB* 110.02.01 WINSTON THOMAS SUBSURFACE LOG B-7

DESCRIPTIONS ! N 24' Brown clay with little silt, stiff, moist

24'

Grading very stiff, moist wet

Boring terminated at 8 feet

10

_ Drilling Method: 3 - 1/4" ID hollow stem augers. _ Pushed 3" Shelby (thin wall) — tubes.

B-7 104 4 4/2/84 HOLE NO.. _ SURFACE ELEV. ' DATE STARTED. sr Winston-Thomas SHFFT 1 OF 1 QATE MISC.. JOB* 110.02.01 WINSTON THOMAS SUBSURFACE LOG B-8

DESCRIPTIONS 1 N

Brown clay with little silt, nod. stiff, moist 24! aradina Met Brown clay with trace _ odor gray sludge, soft, wet

•_-!.-Brown clay with little silt, ,--~— stiff, wet Boring terminated at 6 feet. —

8

— Drilling Method: 3 - 1/4" — 10 hollow stem augers. — Pushed 3- Shelby (thin wall) — tubes.

STAKTED 4/2/84 ar JOB* 110.02.01 WINSTON THOMAS SUBSURFACE LOG B-9 DESCRIPTIONS^ \ N § Brown clay with Tittle silt, mod. stiff, moist

Interlayered brown clay and gray sludge, soft, wet

8 <=trnng nrinr Brown clay with little silt, _ stiff, wet _ Grading to brown silt with some _ sand, some clay, very stiff, wet,-—- Boring terminated at 9.9 feet _

- Drilling Method: 3 - 1/4" - — ID hollow stem augers. - Pushed 3" Shelby (thin wall)- — tubes.

HOLE NO. B-9_ _ SURFACE riPV _ 106._._ 0DA TE cr^/7rf/i 4/2/84 BY Winston Thoma«ic//ffr_Lof 1 DATE JOE* 110.02.01 WINSTON THOMAS SUBSURFACE LOG B-10

DESCRIPTIONS I N 221 Brown clay with little silt, nod. stiff, moist

21 Brown clay with little silt, with trace sludge, mod. stiff •oist - wet 18" Brown clay with little silt, stiff aoist - wet

Light brown silt with some (weathered rock) ,sand, soae clay, very stiff, aoist - wet Boring terminated at 8 feet. ~~

__ Drilling Method: 3 - 1/4" — ID hollow stem augers. — Pushed 3" Shelby (thin wall) — tubes.

I I

HOLC MO. 3-10 SURFACE ELCV. 106.8 STARTED 4/2/84 Br_ Winston-Thonas s>*rr I OF_ .DATE FINISHED ±12J£±-HISC^ WINSTON THOMAS - ABANDONED LAGDurt LABORATORY ANALYSIS OF SAMPLES

BORING SAMPLE DEPTH SAMPLE MOISTURE PCB CONCENTRATION NUMBER BELOW GRADE ELEVATION(I) . CONTENT(t) iPPM Dry Weight)

1 4"-5" 99.3--99.41 21 .35 150 1 2'4"-2'6" 97.2'-97.4' 24.92 120 1 2'11"-3'0" 96.7'-96.8' 20.3% <1 2 6"-8" 98.0'-98.2' 16.62 <1 2 2'11"-3'0" 95.7'-95.8' 23.72 -=1 2 3'3--3'4" 95.4'-95.5' 16.62 <1 3 0H-€" lOO.O'-lOO.S1 21.52 82 3 9"-10" 99.7'-99.8' 22.72 190 3 6'6"-6'7" 93.9'-94.0' 19.32 -=1 f 3 fT-vs1"1 93.8'-93.9 19.92 <1 3 e'e'-e'g 93.7'-93.8' 19.92 <1 4 HM'7" 98.4 '-99. 11 20.92 700 4 4'-4'l" 95.9'-96.0' 26.42 270 4 4I11"-5I0" 95.0'-95.1' 19.5°, 3 5 4"-5" 102.7'-102.8' 18.72 36 5 2'9"-2'10" 100.3'-100.4' 21.72 150 5 4'3"-4'4" 98.8'-98.9' 19. U <1 6 7"-8" 102.7'-102.8' 23.82 160 6 5'8"-5'9" 97.4'-97.7' 32.02 290 6 8'l"-8'2" 95.2'-95.3' 19.02 <=1 6 8'2"-8'3" 95.1'-95.2' 21.72 5 6 8'3"-9'4? 95.0'-95.1' 21.12 3 7 1 '0"-1 '6" 103.0--103.51 19.92 19 7- 4I6"-5'0" 99.5'-100.0' 21.52 <1 8 2'11"-3'0" 102.5--102.6' 22.02 120 I 8 5 9"-5'10" 99.7'-qQ.R' 21.22 -=1 9 ir-1'2" 104.9'-105.2' 19.02 6 9 4'4M-4I5" 101.7'-101.8' 22.62 <1 9 7'3M-7'4" 98.8'-98.9' 19.72 -=1 9 7l4"-7'5" 98.7'-98.8' 19.02 <1 9 7'5"-7l6" 98.6'-98.7' 19.22 <1 10 I'-l'l" 105.8'-105.9' 17.02 20 10 2 '6 "-3 '2" 103.7--104.4' 21.02 140 10 4'7"-4l8" 102.2'-102.3' 21.22 3

NOTE: 1. The elevations noted are relative to datum located at the Southwestern corner of the trickling filter (100.00).

2. Sample collection dates: 3/31/34 - 4/2/84

3. PCB analysis per EPA SW-846

4. PCBs were identified as Aroclor 1242 and 1248

5/16/84 IT JOB* 110.02.01 WINSTON THOMAS SUBSURFACE LOG B-11 DESCRIPTIONS

N 1 Water surface elevation = 104.4^^

1.21-

Sludge 2.

3

Gray-brown silty clay with Core trinned to five three- trace gravel, moist, stiff. inch long sanoles. Grading brown. 6- Grading gray.

7.11 Boring terminated at 7.1 feet.

Drilling Method: Pontoon boat with tripod and cathead, 6" steel casing, 4" inner casing. Standard split spoon. llO-

*•» 3-11 BY. SS/SJR Winston-Thomas OF r>*TF 5/a/B4 MtSC Tertiary Lagoon JOB* 110.02.01 WINSTON THOMAS SUBSURFACE LOG /^7 B-12 ff=£L DESCRIPTIONS

\ * ^

COLUM N Water surface elevation = 104. 4. ^"\ *\~7 DEPT H -FT . SAMPLE S SAMPL E NO . N RECOVER Y

I.

2.

? 3 4'

"~^"^^' Sludge

5" .5 22 21' Gray silty clay with trace Core trimmed to five three- gravel, moist, stiff. inch long samples. 6 , • 1 Grading brown. — — » 7 1 1/ .0C ' _— — 8

Dril 1 ing Method: . 9- Pontoon boat with tripod anH rflthpaH fi" ^tppl r^^inn 4" inn*»r rasino Standard split spoon — 10

•

HOLE NO. B-12 ™v,,r^l04.4 n,rjr ™rff, 5/10/8V SS/SJR LOCATION. Winston-Thomas _?>/«-r i OJr i nATF FIN^HFD 5/10/84i//.*/- Tertiary Lagoon JOB* 110.02.01 WINSTON THOMAS

» SUBSURFACE LOG I7 _ B-13 •MM§••>MI 4W § DESCRIPTIONS Sj I I £ vi g Water surface elevation = 104.4.—i r~7 OlPTH- f S4H?if S 5 N 1 1 1 1J

4

2J j 1 4 J i 1 j 1 3j "1 i 3 .5C • - ^-^V Sludge _ x->^-^>- 4 l^-v^^— ^^ 'P"^ - _ S~^-^*— 3.£ 9- '"I 211l5"P Rriy silty rlay with tr»rp Core trined to five three- _ _J_ gravel, moist, stiff. inch long sanples. 6 J J i- / ii : _ / « — — / ~-~_ 7.2' f— — j Boring terminated at 7.2 feet. — —

J

•11 ._ •_ rw-i 1 1 -inn l^it'hnH - — J 1 __ inrf i-at-haaH fi" rfffl rflllnfl.^ OJ J

-i /i —i 10 *

1 f ,1

j

13 HOLE HO B- o-««-r.« 104.4r .rr jrfffrnr 5/9/84 ffw SS/SJR uocjntOH vinston-Thoms O^T 1 A*- 1 ^,4^rw ,wrr5/9/B4 ^^ Tertiary Lagoon JOE* 110.02.01 WINSTON THOMAS SUBSURFACE LOG B-14 DESCRIPTIONS

N Water surface elevation = 104.4. V

1.

2

3.31' Sludge

4.8' Gray silty clay with trace— Core trimmed to eight three- gravel, wet. — inch long samples. Grad.ing moist, stiff. — Grading brown.

5.81- Boring terminated at 5.8 feet. —

9- Drilling Method: Pontoon boat with tripod and cathead, 6" steel casing, 10- 4" inner casing. "_ Standard spJit spoon.

HOLE NO. B-14 Winston-Thone .DATE 5/10/8^«g Tertiary Lagoon JOB* 110.02.01 WINSTON THOMAS SUBSURFACE LOG B-15 ftC. fc DESCRIPTIONS £ 1 3 N v» Water surface elevation = 104.4.-^ V i:

2.

3.8' Sludge

4.9' _ Gray-brown silty clay with trace Core trinmed to six three- gravel, noist, medium stiff. inch long samples. Grading brown.

6.91 _ Boring terminated at 6.9 feet.

Drilling Method: Pontoon boat with tripod and cathead, 5" steel casing, 4" inner casing. 9- Standard split spoor.

10-

MOLf *O 6-1E 5/9/84 SS/SJR Minston-Thoaas

•^^^•^^^ ^m^^^r £S£*~c*m~~-.^ B"16 DESCRIPTIONS

COLUM N Water surface elevation = 104.4. — \ \ / DEPT H -FT , SAMPLE S RECOVER Y SAMPL E NO . N

I

2

3 3 4'

4; *-*^—*~ s-*~s~*~ ^-^"^ 5- r~- ^— 5.3' N x 38 17' •^rown silty clay with trace ^Core trimmed to one two- gravel, moist, stiff - hard. inch and five three-inch 6" ^_n_r samples. ~" — — 6.8'

7 Boring terminated at 6.8 feet. Spoon refusal.

8 Drilling Method: — Pontoon boat with tripod and cathead, 6" steel _ casing, 4" inner casing. _ Standard split spoon. 9;

10-

B-16 HOLE NO. ««,«~ r,™ 104.4 _ ,„„„ 5/10/84 „ SS/SJR LOCATION Winston-Thomas c«*vrr 1 OF 1 mrr r,N,<;nrn 5/10/8Vc/- Tertiary Lagoon Laboratory QBRIEMGGERE Report

BLASLAND & 30UCK ENGINEERS, P.C. JOB NO. 2887.009.502

DESCRIPTION W-T

DATE COLLECTED. _DATE REfTD 6-15-84 -DATE ANALYZED

TOTAL ORGANIC CARBON mg/k v/et weight

Methodology: Federal Flegister — 40 CFR. Part 136. December 3. 1979 Units: mg/f (ppm) unless otherwise noted

Commend:

Authorized:. / . •. ,-• ^ • I \ O'Brien & Gere Engineers. Inc. 6-27-84 Box 4873 / 1304 Buctley Rd. / Syracuse, NY / 13221 / (315) 451-4700 D«te:_ Laboratory OBRIENGGERE Report

BLASLAND & BOUCK ENGINEERS, P.C. JOB NO. 2887.009.502

DESCRIPTION . Winston Thomas

DATE COLLECTED Jl£/5llO/84__DATE Hgr.n 5-16-84 .DATE ANALYZED 5-18-84

Sample # TOTAL AROCLOR PCB (mg/kg dry weight)

»^>K«vi^i«5S^i«*^3^>^r^k£«v:. ••.•!»*« £y. 36259; 1248 36260 2^36261 B14, " 36262 660. 1242 |gj36263' <1. B16, 0-2" 36264 2. 1248

QUALITY CONTROL SUMMARY 5 = 92% Pjecovery Spiked Sample (ppm) 20/25 = 80% Recovery l eV(ppm Blank -

Methodology: Federal Register — 40 CFR. Pan 136. December 3. 1979 Units: mq/l (ppm) unless otherwise noted

Comments:

Authorized:. O'Brien & Gere Engineers, Inc. 6-5-84 Box 4873 / 1304 Buckley Rd. / Syracuse. NY / 13221 / (315) 451-4700 TABLE 2

WINSTON THOMAS TERTIARY LAGOON BORINGS LABORATORY ANALYSIS

BORING DEPTH FROK SAMPLE PCB CONTENT NUNBCR CLAY SURFACE aE VAT I ON PPK, DRY WEIGHT BASIS

14 3" - 6" 99.2 - 99.4 80

14 6" - 9" 98.9 - 99.2 t,

14 9" - 12" 98.7 - 98.9 <1

Notes:

1. PCBs were identified as Aroclor 1242

2. PCB analysis per EPA SV-846

3. Lagoon water elevation at 104.4 at time of sampling

4. Saaple collection dates 5/9/84 - 5/10/84

6/21/84 parratt m UJOlffinc HSHCR RO.EAST SYRACUSE. N.Y.130S7 TELEPHOMC AREA CODE 313/437-1429

July 10, 1984

Bias land and Bouck Engineers, P.C. 5793 Widewaters Parkway P.O. Box 66 Syracuse, New York 13214 Attention: Mr. Thomas W. Heenan Project Engineer

Re:: L-84057 Winston - Thomas File #110.01

Gentlemen:

Following and enclosed are the results of laboratory tests performed at your re- quest on soil samples (jar) delivered to our office for the above project.

Tests i ncluded are: (1) Bulk Density (Dry) (2) Porosity (3) Grain size Analys is (Hydrometer only) (4) Natural Moisture Content (5) Specific Gravity - Boring Depth Of Bulk Density Natural Speci f Ic Poros ity No. Samp]e In (Dry) Moisture Gravi ty * of Total •:'~Feet Ibs./cu.ft. Content Of Soil Sampl e 2-5 % Of Dry Solids Vol ume Weight 13 3 - fa 115.8 19.7 2.67 30.5 14 18 - 21 119.8 20.8 2.61 26.4 15 3 - 6 - 26.3 - - 15 12 - 15 126.3 25.7 2.58 21.5 16 5 - 8 - 21.7 - - 16 11 - 14 122.9 26.3 2.64 25- 5 Additional reports will be forwarded to you as they are completed.

Thank you for this opportunity to work with you.

Very truly yours,

PARRATT - WOLFF, INC.

Donald P. Blasland, CET Laboratory Manager DPB/saf encs: GRAIN SIZE ANALYSIS

IIEVCS »4> 1 i 4 I 16 SO 60 100 100 MYDNOMCTC* A A A A A A A A A A A A

f ' / i£ s*°o C t >s * "^ . rC 90 L t 40 -- i ^ C *^j 530 • r r&:: > IH , ! • M IAS ? STMCW K t IMS * ••• ^ UJOITTin c ncpoir r M O / ••• • ^ " i"i5T ~ * ° ^'^ h rtUPMM * MK A OOO t 1I»/«1 F l«2

300 60 20 620 6 0.2 0.06 002 0.006 O.OOt OMAIN SIZE IN MILLIMETCHS i i 1 1 SOULOCW SAND SILT-CLAY SOIL 1 COMLCS C | M | F C M | F aEl 76.2 25. 4 9.92 2*.0 0.9t 0.20 0.074 MM. OF

"Sbr/^fi /5" x /^e^7^if "2) /^ 3'-^ szz. 1 ^/

© A^fJi •& /i>e/e,~ -),i6/v±t\ / f

••

( ( GRAIN SIZE ANALYSIS

S.ryrs . 4 ._ ,1 , | \ | 4 • 16 BO 30 100EO Oi HYDROMETER 00 -t. \ — »u \ \ 80 ( \ •

^s , \

90 " L^ 40 ^ s— 30

20 us . C D m .tAs r SYMCU U N T IMS ' ••••• • UUUI I UP C RCPON T NO . 2 TELEPHON E MK A coo e Jis/4i ? i«z « •I IU •

200 6*0 20 6 2 0.6 0.2 0.06 0 02 O.Ott O.OOC GRAIN SIZE IN MILLIMETERS \ ' ' BOULDER! SAND SILT- CLAY SOIL COBBLES C 1 M F C M 1 F \ aU 76.2 25.4 9.52 2.0 0.59 0.25 0.074 MM. OPENING jfl t In. 3 In. in. V8 in. No*. 10 30 60 ZOO SIEVE

/•fr^CZ? 7&Mtf /(£> X fa;,* <>/o»- TTlow s \Deptt! 5'-X' f,/t> //C.C/

O /6drG"ie/e.' .J/MbS'S / ' \

i

.- ^ '

^ GRAIN SIZE ANALYSIS

IIEVCS » 4* \ \ | 4 S II so so 100 1100 MVOftOMCTIN ' I ( \ •o \ ? \ • > V \ 30 \ 40 V • 30 k R '20 C -G 10

200 10 2 0 ii 2 0 6 0.2 0.06 0 02 0.006 O.OOC GRAIN SIZE IN MILLIMETERS I • \ i •lOULDCMsl 0 RAVEL SAND SILT-CLAY SOIL COBBLES | c 1 M F C M | F 8El 76.2 \!3.4 3ii 2 .0 0.8* 0.26 0.074 MM. OPENIN6 t In. 3 In. In VI in. Net .10 10 60 2OO SIEVE III

l*~ "^ -^ / '4 >iAS l^.jfir 3'-(c ' 6C'//?.\ / &/e //c, o /

/ ;/i G> / t /

•• c GRAIN SIZE ANALYSIS

SIEVES 1 4s si s | i | 4 • 16 90 60 100 200 HYDROMETER IttftftlAft* • • • • 1 « 1

igU *U° lu \ & ^ - N sV k. 3O \ M kj ...

M v ii m parra u

2OO 60 20 62 0.6 0.2 0.06 O.O2 0.006 0.00* GRAIN SIZE IN MILLIMETERS BOULDERS 6RA/EL SANO SILT- CLAY SOIL COBBLES C | M | F C M | F 228 76.2 25.4 9.52 2.0 0.5» 0.25 0.074 MM. OFENIN6 • In. 3 In. in. 3/8 in. Not. 10 3O 60 ZOO SIEVE 2 5 O i

/ C-4//~ ^""7 "^^ /& /,. "fO 7(*sJ s •£)OfJrlG /f X &J,rt

O M/c£&,M

< X Report on Stability Analysis of Winston Thomas Treatment Plant - Tertiary Lagoon Embankment

By Dr. Samuel P. Clemence, P.E. July 21, 1984

Introduction

A series of exploratory borings were taken on the Winston Thomas Treatment Plant Tertiary Lagoon embankment on May 16 and 17, 1981 y for purposes of evaluating the stability of the embankment. See

Attachment A for the boring logs. The borings indicated that the

lagoon material is predominantly a red to brown clay which is underlain

by rock fragments and weathered rock grading to competent rock. The

,tf ., maximum depth to the rock surface was approximately seventeen feet. Examination of the boring logs and samples indicates that the embankment material is cohesive in nature and is underlain by a

generally level rock surface.

Slope Analysis

Cross sections of the embankment were plotted at each boring

location with soil descriptions and standard penetration test blow counts. Examination of all the profiles indicated that a cross section

consisting of a combination of the steepest slope, highest embankment,

greatest depth to firm stratum and weakest soil conditions, taken from various cross sections, could be used to determine a conservative fac.tor

of safety. Since the embankment soil is cohesive, a ^ = 0 analysis

•—" using the stability charts developed by Duncan and Buchignani (1975) was employed. The following "worst-case" parameters were used for the downstream slope analysis. Attachment B is a typical slope section defining the various parameters.

Slope of Embankment O) P = 24°

Embankment Height (H) H = 14.5 ft

(above bottom of lagoon)

Depth to Firm Stratum (D) D = 9 ft

Standard Penetration Blow Count c = 750 psf (N=6) results in Cohesion (c) (From Teng. 1962)

Unit Weight of Soil (f) tf= 120 pcf

Using these parameters for the analysis, the factor of safety for the downstream slope is approximately 2.6.

A similar analysis was made for the upstream slope under conditions of both normal water level and rapid drawdown. The following parameters were assumed:

Slope of Embankment (B) B = 24°

Height of Embankment (H) H = 10 ft (above bottom of lagoon)

Depth to Firm Stratum (D) D = 9 ft

Normal Water Depth (H ) H = 5 f t IT* Wr Standard Penetration Blow Count c = 750 psf (N=6) Results in Cohesion (c) (From Teng. 1962)

Unit Weight of Soil ft) o4 = 120 pcf Using the above parameters for the analysis, the upstream factors of safety for normal water level and rapid drawdown are approximately

5.1 and 3.8, respectively.

Discussion

Initial examination of the cross sections and borings indicated that the majority of the embankment would have quite high factors of safety.

In order to develop a conservative analysis the worst combination of factors - steepest slope, weakest soil profile, highest embankment and greatest depth to a firm stratum was selected for analysis. Therefore, the particular slope section analyzed is fictitious in nature and represents conditions more severe than any apparently existing at the site. Since the embankment material is cohesive in nature a ^ = 0 or undrained analysis could be applied to the slope. This case has been solved in the literature and is widely used in practical application (see

Duncan and Buchignani (1975)). The factor of safety for the downstream slope of 2.6 is quite high indicating a safe slope.

The same procedure was applied to the upstream slope assuming conditions of both normal water level and rapid drawdown. The respective approximate factors of safety are 5.1 and 3.8.

These factors of safety are well above the minimum value required for embankments (generally 1.2 to 1.3).

Conclusions

The slope stability analyses for the Winston Thomas Treatment

Plant Tertiary lagoon Embankment indicate that the upstream and downstream slopes are in stable condition with factors of safety well over the minimum required values. The embankment slopes should, however, continue to be well maintained and monitored. A regular program of inspection should be instituted to observe the condition of the upstream and downstream slopes. In addition, close control over the water levels in the lagoon should be maintained to ensure that the water level is kept well below the crest level of the embankment.

Samuel P. Clemence

NYPE 55324 References:

Duncan, J.M. and Buchignani, A.L.. "An Engineering Manual for Slope

Stability Studies". University of California. Berkeley, March 1975.

Teng, W.C., Foundation Design. Prentice-Hall, Inc., 1962. -6

•— —— CLl»«> cm.**.

----

••M• •»**«tiJ f iC

-•"•^3fl • • . • A.I teenier;

WINSTON THG...AS SUBSURFACE LOG BB-7 DESCRIPTIONS t ^H • Q^ I N 1 g 1113 17" "*»>^Dark brown Topsoil ^ / — — Brown silty Clay, damp, stiff — 1.5' - 2120 135 / tn irukHi um ora VP! Hamn UPTV ^ — AL 8 iy" —_ —. . 5 / stiff. -

20. Boring terminated at 16.0 feet.

« Drilling Method: 3 1/4" "~ l.D. hollow stem auger. Standard NX split spoon.

—

HOLS HO. BB-7 morArr n fit n*rr marm 5/1 7/84 mr RSS WinStOn Thomas «u<-rr 1 ne 1 n*rr f,ti,furn 5/17/84«»,e/- WWSTON THO,. .S SUBSURFACE LOG BB-8 rx. DESCRIPTIONS I N g 18 Jtark Bro«n Toosoil

17 Red Clay. da^>. Kdium stiff 7- grading brown, Boist. 17 Trace gravel feathered Rock, _ 6.5' - 6.7'

Boring teruinated at 6.7 feet. _

_ Drilling Method: 3 1/4" _ I.D. hollow stem auger. _ Standard NX split spoon.

note to. _ fLftf. Winston Thonas M'Vi I J-./I-M '-

HUT

•/ —

V, I ' — X I / V i «,Vs

Ul

T ?t K: . lll'.U. .IV Attach"1": *_. WINSTON THcl .S SUBSURFACE LOG BB-1 I N Dark brown Topsoil Brown to dark brown Clay with very little gravel, Ib damp, very stiff. /

10. Grading red to grav Clay, trace fine gravel, danp grading noist to wet.

M./I

2oJ Boring terminated at 17.0 feet._^

~ Drilling Hethod: 3 I/A" I.D. hollow stem auger. Standard NX split spoon.

BB-1 S/17/84*r RSS Thnwic *. JCT r«; . j iv. .u. .

WINSTON THCL .>S SUBSURFACE LOG BB-2 hhMU*»lk»OIMB l.fcC s K DESCRIPTIONS ^lu ^U • |I COLUM *

OePTN- t 5 N 1C « 1U n _ — _ / % 26 16' Brown silty Clay grading / _ - red/brown/I ight brown clay, 1 mf ~" 5, / J u ^j trace fine gravel, damp, very / . stiff. — 4 ID b1 '" ' / 8.0' ' b b iy. S>"_ — Red to brown/gray mottled m / _ clay, damp, stiff. / 6 VI 21' — — — / - - 12.5' Rock fragments and weathered — - / t rock, moist to wet. — - 1? Boring terminated at 14.5 feet. _

2O Drilling Method: 3 1/4" I.D. hollow stem auger. _ Standard NX split spoon. _

•

I

BB-2 5/17/84 _,. RSS HOLf " , ... rirv STAKTlg Winston inomas M 1 ~f WINSTON THO....AS SUBSURFACE LOG BB-3 DESCRIPTIONS

N 20 19' . Dark brown Topsoil TT Brown to red silty Clay with trace fine gravel, damp, very rr stiff to hard. 5'

9.0' 10 Rock tragments ana , wet grading dry.

Boring terminated at 10.5 feet.

Drilling Method: 3 1/4' I.D. hollow ster auger. Standard NX split spoon.

MOLf *0. Winsto.n Tnonas 1 „.. K .U. .I1, Attachment I WINSTON THG...AS X/^Z-r SUBSURFACE LOG

/g"»^ r , ^TI BB-4

IN! DESCRIPTIONS

1 £ I |! |g 1 N l 15 16" . . _ flark hrnwn Top^nil U.4' ' / — — Brown silty clay with trace ~~ 2.0' ~ ~* 2 19 12" - — — ^^ gravel, damp, very stiff. X/"1 — TT1 ' / - — — >^ Brown clay, very plastic, / J JA 1J ^4' — _ — \jnoist, very stiff. _j _, 5. Red to brown clay with Ir'ace / JB 4 JU Ib" - - fine gravel, damp, stiff, to very stiff. Seams light brown | / / b Ib

20- Hrillinn Method- 1 1/4" -^ I D hnl low <;tPrr, fluapr — - Ctandfl frf NY cnl i t ^nnnn ^

_

—

— —

^

C/IC/QX pec *m/r •*> BB-4 SUKFACt ELM DATE STARTED*1 1°'°* *rJ2* cr K IK'.C'. .1

WINSTON THO...AS SUBSURFACE LOG

•^•V fiMM•»•>••MKIMM^V.VUB. ^%a*~ ^/*~^^ f £F ft^^MJ t" & . ^^E. ^9 v ^* • *^ * f%rfm ^ ^V «w I i| N |g 1 14 1R' - Dart brown Topsoil ^ i*-5 _ _ * Brown silty Clay/Clay, noist. / } 20 18y very stiff. / . _ _ 4.0' e. J 25 24' _ Red/brown nettled Clay with _ _ a' — — tract fine gravel, damp. 1 4 31 It ^_ __ very stiff. _ _ — - \> lb l^U" . ^^f • ' b J4 14' - / _ / M IS" - — 12.8* t — 7B ~"~^'~ Brown Clay and gravel or Rock 14.0'

1C \^f ragnents , wet. /

Boring terninated at 14.0 feet. _

2CL Drilling Method: 3 1/4' I.D. hollow stem auger. _ • Standard NX split spoon. _

^^_

—

B8-5 note **r*er ^t£ftrHv tttrr WINSTON THL...AS SUBSURFACE LOG

fi ri l *"-~— —" ** *"" w

f^ i " DESCRIPTIONS

^U fc I \ | i N g 1 14 19' -^^Dark Brown Topsoil ^ ^iAl ^ / — — - Red/Brown Mottled Clay. damp. 2.0' 2 20 16' l_ _ _ \stiff. ^ / — _ _ Brown clay, moist, very stiff. _J 3 24 7 5.0' 5 / h*v-.v: Rock fragments, wet 6.0'

Boring terminated at 6.0 feet. 10- — 1 Drillino Method- 3 1/4" I n hnl 1 ow <» t-prr- suopr ^ 15. •^ Standard NX split spoon —

20.

^ m

—

— —

^

•— — ^^

MOLC HO BB-6

-^. '•!•»- **>•' ' ~ r* 4*» /'^fcAffr^^'^-.')] 4 r vML I. -.:^?-ir ^-.j-r Bloomingmn. Indiana ""- " f '• . J.:!??2_» of o>t ot phoio >*LM§PJl" 3«o*ci«nc«« fi«»«ircri A ULM|»!«_L» APPENDIX B

SITE RECONNAISSANCE DISCUSSIONS WITH DR. POWELL MEMO

WINSTON THOMAS FACILITY BENNETT'S DUMP (NOTE: This document is an excerp of a memo from Nancy Censky to George W. Lee. Jr.. of _ Blasland & Bouck Engineers. P.C.) MEMORANDUM

George W. Lee. Jr. March 5, 1986

Nancy E. Gensky FN0 NO.J 112.21 13 Reid Work cc: M.F. Weider, Westinghouse Bloomington Sites J.L. Jenkins

1. Winston Thomas Facility (Gate Key Master 0464) A~ISite Access Eight boring /coring locations have been selected by Westinghouse as seen on Figure WT-1, in the Supplemental Hydrogeologic Investigation Plan. Each location was field located to verify if access by drilling equipment was feasible. Please refer to the attached photocopy (Attachment A) of a section of Figure WT-1 for the following review.

1. Locations 1 and 3: No access limitations. 2. Locations 5 and 8: No access limitations if placed off the roadway below the tertiary lagoon berm. 3. Location 7: Access is limited. Boring/coring location 7 is on top of the tertiary lagoon. Without build-up of the berm in the area marked, the drill rig will not be able to access this location. In addition, there would be no working room for the drilling activity at this spot. I suggest moving the location 150 to 200 feet east of the proposed location (see Attachment A). This new location is in a brushy, rubbly field that can be accessed from Route 37. We will have to confirm property ownership and access permission, if necessary. 4. Location 6: Boring/coring location 6 will be accessible (although it may be moved directly north up to 50 feet) via a road from Route 37. We will have to confirm property ownership and access permission. 5. Location 4: Boring/coring Location 4 may be accessible from the southern berm top roadway. I would like to confirm this with the driller. This location affords more working room on the berm top. The fence is already opened to allow for a pumping system. If we cannot access this site via the berm roadway, we may be able to access the site from Route 37 on the side of the lot marked PA if a guide wire from the power lines is temporarily moved. 6. Location 2: Location 2 is not accessible. As located now, this location is between two above-ground concrete pipes and directly over a concrete underground drainage pipe. I suggest this location be moved approximately 100 feet west, northwest or southwest and be accessed from the tank digester area. ,-~v To: George W. Lee, Jr. •) March 5, 1986 Page 2

B. Geologic Features No karst features; springs, swallow holes and sinkholes were found within the Phase 1 site investigation limits (Figure WT-1). The banks of Clear Creek were closely inspected. The bank closest to the Facility is manmade with two drainage ways that appear to be at an elevation under the tertiary lagoon. The opposite bank looks like a natural bank built up from stream (unconsolidated) deposits. Bedrock is exposed in some portions of the Creek and reveals a well developed joint pattern of approximately N75_E-N80_E. No springs were noted on either bank of Clear Creek in this area. (Observation based on no decreases/increases in water flow and vegetation differences indicating different water temperatures). Two geodes were found in stream by NEC. There is a geode-bearing unit in the lower Harrodsburg Limestone or Ramp Creek Formation.

C. Other Observations it Five "wells" in what appears to be unconsolidated deposits were discovered south of the WT Facility near the USCS water stage recorders for Clear Creek. These "wells" are four-inch PVC with screw-on caps. Some appear to have either a sampling system within the PVC casing or smaller PVC tubing which extends into the Creek. The approximate area of the "wells" is located on Attachment A.

2. Bennett's Dump (BsB does not have a gate key to the outer fence on the access road or for the dump fence.)

A. Access Problems Four boring /cor ing locations have been selected by Westinghouse, as seen on Figure BD-1 in the Supplemental Hydrogeologic Investigation. Each location was field located to determine if the drilling equipment could access the area. For this section, refer to Attachment C, a portion of Figure BD-1.

1. Locations 1, 2 and 4: No access problems.

2. Location 3: This location may have an access problem. If we access the area from within the fence we will be driving over the clay cap (thus disturbing it) as well as having to clear away trees that exist on the northern portion of the site. We may access from the north (north to south) if we temporarily break into the fence and move the location 50 to 100 feet due north.

B. Karst and Quarry Features No springs, swallowholes and/or sinkholes were located within the Phase 1 site inspection boundaries. Two seepage areas, see Attachment C, a portion of the Bennett's Dump Site Plan, were noted within the site boundary. One seepage area appears to be stagnant. The other seepage area appears to be flowing. To: George W. Lee. Jr. March 5. 1986 Page 3

The quarry marked on the attached site plan photocopy appears to be a good candidate for mapping the highwalls. The other quarried areas within the Phase 1 site inspection boundaries are in active work zones of quarrying or filling and may or may not be accessible for future inspection. The other quarry areas (outside Phase 1 site inspection limits) were not visited at this tine.

I would like to inspect the site again to:

1. inspect the banks of Stout Creek more thoroughly, and 2. map the quarry highwalls.

These tasks were not completed because of ongoing activity around the site.

C. Other Observations Stout Creek's water was very milky green in color probably due to upstream quarrying operation.

3. Meetings with R.L. Powell On Thursday. February 27. 1986, NEC and JLJ met with Dr. R. L. Powell of Ceoscience, Inc. an EPA Consultant on the Westinghouse sites. We discussed the local geology of Winston Thomas, Bennett's Dump, Lemon Lane and briefly Meal's Landfill. The following is a synopsis of our discussion for each site.

A. Winston Thomas The marker beds to took for in the Harrodsburg Limestone would be fossil zones and chert zones. We may encounter a fossiliferous/siliceous calcarenite chert zone (blue-white fossil hash ranging to browns to reds) up to several feet in thickness. If this zone is encountered, we should know by the drilling, i.e. it will be very hard. Powell stressed the importance of delineating between shales and mud-filled crevices by looking for fast drops of the drill bit. Powell referred to Curtis Ault and Don Carr of the Indiana Geological Survey to obtain the detailed core logs of cores drilled on the Indiana University Campus as well as Quarry wall section mapping. These logs could serve as a guide of what to possibly expect lithologically during the coring operation. Additionally, unpublished geologic maps of both the Bloomington and Clear Creek quadrangles (by Ned Smith) can be overviewed at the Indiana Geologic Survey. A good roadcut, exposing the Salem and Harrodsburg limestone, can be found north of the Holiday Inn along Walnut Ave.

Powell does not know anything about the PVC "wells" south of the WT site. Henry Gray of the Indiana Geological Survey may have more information on Clear Creek.

Powell has not located springs within the area around the Winston Thomas site. He suggests three possible spring areas, see Attachment E, a portion of the USGS topographic map near the site. Also, valley fill/limestone bedrock top contacts and different formational contacts may be potential spring areas. Powell believes 1-2 springs existed in the tertiary lagoon area. Powell has updated his location of caves in Indiana. There are no additional caves around WT that are related to the site (they are not in the Harrodsburg Limestone). To: George W. Lee, Jr. } March 5, 1986 Page 4

Powell is more concerned at this site over the contaminant potential of the unconsolidated deposits, i.e. buried stream channel(s). He has seen these types of bedrock stream channels quite deep in Indiana, up to 10-20 feet of stream gravel and sand deposits. B. Bennett's Dump The same Indiana Geological Survey sources are applicable to Bennett's Dump. The Salem, the building stone zones, should grade into the Harrodsburg and be recognized by thinner bedding, more clay and shale partings, little cavernous zones which may be inches to several feet in diameter. The lower Harrodsburg Limestone near the top of the Borden Formation is noted for mineralized water, which should show up on a specific conductance meter. Powell knows of no springs in the areas north of Bennett's Dump. (South of BD would be springs located for LL). He suggests reviewing areas of m/ geologic contact, gains and loss areas in Stout Creek. No new caves have been located around- the BD site by Powell. Powell suggests putting a staff gage in the quarry directly adjacent to the site to measure water level fluctuations and to assess if surface water affects this particular quarry section. We may put up similar measuring devices or I suggest having an elevational datum point at this quarry and additional quarrys (if inactive) and we can electrical tape down to the water level.

:dp Attachments ATTACHMENT A

s r BENNETT'S DUMP ATTACHUPiir e WINSTON THOMAS FACILITY CLEAR CREEK QUADRANO I ANA AIIACIfMCHT E INDIAN A-MONROE CO. ••. KE9UUKUCa j X *»ssib\* S^«*«i 7.5 MINUTE SERIES (TOPOGRAP JO4A m APPENDIX C

AERIAL PHOTOGRAPH ANALYSES WINSTON THOMAS FACILITY 1946 October 27 Photo AIP-1D-146

AIP-1D-174

The site consisted of the two south tanks, the trickling filter, four sludge drying beds, and the two south digester tanks. There is a small, east-west

trending ditch north of the drying beds. It drains to the west (toward Clear

Creek). North of this are two mowed fields separated by a hedgerow. A

pipe leading to the sewage treatment facility is visible in the eastern portion of both fields; the pipe trends north-south in the northern field, and

northeast-southeast in the southern field.

The northern field is the location of the present-day tertiary lagoon. There

appears to be a spring in the central portion of the field with a channel

flowing southwest to Clear Creek. Clear Creek flows east of its present-day

location. It flows in a wooded area and meanders through the western

quarter of the location of the present-day tertiary lagoon. Another channel

is visible at the northeast corner of the field. It appears to start west of

State Route 37. becomes larger as it enters this field, but terminates

approximately half-way across it (from east to west).

There is a large sinkhole visible between the southern tanks and Cordon

Road, another on the west side of Clear Creek and west of the southern

tanks, and a cluster of sinkholes west of State Route 37 and north of Cordon

Road (southeast of the Site). This cluster consists of three shallow sinkholes

aligned east-west, and another compound sink forming a large depression with

three separate inner depressions, one of which may contain water. 1954 October 21 Photo AIP-4N-111

AIP-4N-112

The facility as it existed in 1946 is intact with the addition of four lagoons(?) added north of the sludge drying beds, the two digesters and the east-west

trending ditch. Three are side by side (east-west); the forth is triangular

shaped and north of the western two. They occupy most of the western half of the first field north of the drying beds. The field north of this (the location of the present-day tertiary lagoon) appears similar to the 1946

photos, although the features are not as prominent. There are some northeast-southwest trending swails leading into the field. North of this is another field; a pond is noted in it that was not present in the 1946 photo.

Whether it is man-made or a newly-formed sinkhole pond cannot be determined.

The sinkhole south of the southern tanks appears water-filled. The three shallow east-west aligned sinkholes north of Gordon Road have been obscured by housing construction. The compound sinkhole is present, but appears to have been altered by construction.

1958 July 26 Photo AIP-1V-121

AIP-1V-122

A new rectangular structure has been constructed west of the two southern

tanks and two new digesters have been constructed north of the original two.

The four lagoons observed in the 1954 photos have been removed. Two new

- 2 - sludge drying beds have been built where the western two were located.

Immediately east of these is a northeast-southwest trending drainage ditch, and east of the ditch is a small lagoon. The triangular lagoon (in the 1954 photo) has been filled. There are two freshly graded areas northeast of the site; one is north of the new small lagoon and the other is between the pipeline and State Route 37.

The spring in the field north of the facility is more prominent, as is the channel in the northeast corner. The compound sinkhole southeast of the site is visible; the sinkhole south of the southern tanks and the sinkhole west of

Clear Creek are not as distinct as in previous photos.

1962 March 27 Photo GS-VALE-1-66

GS-VALE-1-67

The facility remains as it appeared in 1958, with the exception of the two graded areas northeast of the site. The one north of the small lagoon in the

1958 photos is a new lagoon. The one east of the pipeline and west of State

Route 37 is the site of the Indiana National Guard Armory. The northeast-southwest trending drainage ditch between the drying beds and the lagoon has been replaced by what appears to be a small sludge bed.

A small, north-south elongate pond may be located in the field north of the site, immediately west of the pipeline and south of the channel in the northeast corner of the field. There were eight buildings located east of this spot up until this photo. They are now removed. Whether or not the pond is a result of any demolition activities cannot be determined.

- 3 - 1965 April 13 Photo GS-VBFR-1-7

Stereo photos were not available. Single photo shows expansion of the

Armory and a new building constructed north of the Armory (northeast of the

site).

1967 October 12 Photo AIP-2HH-258

AIP-2HH-259

The lagoons appear to be dry. Construction has begun in the field north of

the site (location of present-day lagoon). A gravel road has been constructed from State Route 37 leading west-northwest into the center of the

site (just east of the spring) with a large graded area north of the gravel

road. The channel and small elongate pond are still present. Pinewood Drive and Clear Creek Drive have been constructed farther to the north. The

portion of Clear Creek adjacent to Clear Creek Drive has been partially

relocated to the west.

The small sinkhole south of the southern tanks is not visible. The compound

sinkhole southwest of the site is water filled. A pipeline has been

constructed running east-west on the south side of the Armory and turning

southwest into the facility.

1980 October 21 Photo USDA-40-18105-178-118

Stereo photos were not available. Construction of the tertiary lagoon is

completed, as is the rerouting of Clear Creek. The lagoon is situated so that it covers the original Clear Creek channel and two old lagoons: the triangular lagoon observed in the 1954 photo and the northeastern lagoon observed in the 1962. 1965 and 1967 photos. An access road has been built adjacent to the west side of the lagoon. The compound sinkhole southeast of the site is water filled.

General

Several sinkholes and sinkhole ponds have been observed on all air photos in the vicinity of the Winston Thomas Facility Site, but outside of the Phase I

Site Inspection Limits. One such area is on a hill east of Walnut Street and west of the Jackson Creek Valley. These sinkholes are 40 - 60 feet higher in elevation than the site. Water entering these sinkholes may serve as recharge to the ground-water system beneath the site or may serve as recharge to a ground-water system in the adjacent Jackson Creek Valley to the east. Some of these features are mapped on the 1956 and 1966 USCS

Bloomington 7-1/2 minute topographic quadrangles and also on the 1976

Abram's Aerial Photo Survey Corporation topographic map.

Sinkholes were also observed approximately one mile south of the site (east of the terminus of That Road). Several other sinkholes which intermittently contained water were observed approximately 1500 feet southwest of the site

(southwest of the intersection of Cordon Road and Rogers Street). These sinkholes range from uo - 70 feet above the elevation of the site. They are plotted on the 1980 USCS Clear Creek 7-1/2 minute topographic map.

- 5 - A few small, shallow surface depressions were observed in the field immediately south of Cordon Road at the location of the present mobile home park. These features were destroyed when the park was constructed. These depressions, along with the sinkhole south of the southern tanks and the one west of Clear Creek, are too small to be plotted at the scale of the USGS topographic maps. The compound sinkhole southeast of the site is plotted on the USGS map.

Tertiary lagoon construction drawings completed December 23, 1966, reveal the presence of the suspected spring beneath the central portion of the lagoon and the channel in the northeast corner. The features and the previous Clear Creek channel were covered. The plans do not indicate any special considerations given to these features. The original location of Clear Creek indicated in the plans conforms to the location observed in the air photos.

The location of the storm drain pipe beneath the lagoon was delineated. It generally follows an east-west trending lineament through the lagoon as observed on air photos.

Test borings performed prior to lagoon construction indicate soil thickness ranging from 10 feet in the east to 2 feet where Clear Creek was subsequently routed.

The former Clear Creek channel south of the lagoon is approximately five feet below present grade. The location of this channel is approximately 100 feet northwest of proposed Well 3.

- 6 - 'liimj^^

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/ APPENDIX D

PREVIOUS WORK TASK DATA BENNETT'S DUMP tactlun Reterence 0*t« Provided

I II. (nvlronoental Protection Agency, Table 1, luaaury *f Information on location sap, analytical retultt of turface to)It PCi leaflet' Collection Conduct^ Hey II, IN). *l Bennett'* •end Deter and tedlawntt and creek tedleentt ejuarry near Bloealngton, Indiana and Attoclated Analytical Reportt.

».. InvlrunMnl*) Prulocllon Ayoncy. On IC*M Coordln«t«r't ••port Location Mp, contoured PCB analytical retultt. UICU laMdUU RMKI*<| ffuj.ot Ho. M-M-007t. •wMWtt'* At tar berg Malta Oucrry, •tooalngton, India.K, Apecndln 1, June, IM).

I. ITS Contullanii lid., \tturtlatj letting »Hh Rogtrd to the bnnctt'i Quarry Projoct n*«r •looalngton, Indiana, Aufutt It, IM).

I*. Gcoilgftt, A Ccovhyilcal lurvay .1 B*nn«tt'» Quarry. July 1*. IM). Report Irom Ceutlght

17. PoMll. H.L., PrallHlnary Nap of Bannctt't Quarry Sit* Shoalnf Typoi Nap froe> Powell or Dltturbod Ground Intarpralod Froo Atrlal Photofjrcfdt, f«kru«ry 10, !»•».

). Blatland i Bouck tnglnxrt, P.C. , Bonnalt'i Duap Subturfaco Logi B-l Location aap, boring logt, PCB analytical retultt to B-Io, Nay IM*.

II. Blatland 4 Bouck Cnglniart, P.C., table I, Binnett't Ouap, Laboratory Analytlt of Boring Saaplet, Juno }1, IM*.

I*. Hang, la. Bannatt't Quarry, Indiana, Air Photo Interpretation, Nay 19, In Appendix E

'.V* SECTION 1 Table 1. SUMMARY OP INFORMATION ON KB 8AMPUI OOLLBCTION8 CONDUCTED ON 12 MM 1983 AT BENNETT'S QUARRY, NEAR BLDOHINOTQN, INDIANA

Sample Tim of Type EPA Chain-Of- Location Collection Sample TAG f Custody Sheet • Location Description (Refer to Pigurt I) S-01 1230 Surface soil 5-4451 5-1715 Wtst side of south fill next to exposed capacitors) 50 m B of Stout Creek. S-02 1235 Surface aoil 5-4452 5-1715 East aid* of aouth fill, met to exposed capacitori 5 m from pond. S-03 1240 Surface soil 5-4453 5-1715 Soil frcm stream bank* Stout Creek, NW of aouth fill next to exposed capacitors. S-04 1305 Water 5-4454 5-1715 Mater from pond between fill and Monon RR tracks i next to S-03.

S-05 1310 Pond 5-4456 5-1715 Sediments from pond between fill and Monon RR Sediments tracks at 8-03 and 8-04.

S-06 1325 Creek 5-4455 5-1715 Sediments from Stout Creek where S-03, 04 and Sediments 05 pond enters creek. S-07 1335 Creek 5-4457 5-1715 Stream sediments at access road upstream Sediments (south) of fill. S-08 1350 Surface soil 5-4458 5-1715 Soil fron small fill near quarry access road gate. S-09 1400 Creek 5-4459 5-1715 Stream sediments of Stout Creek, 50 m. upstream Sediments (south) of road. Table 2. ANALYTICAL RESULTS FROM BENNETTS QUARRY PCB SAMPLES

Sanple location PCB Concentrations S-01 263,000 ppm Aroclor 1248 S-02 380,000 ppm Aroclor 1248 S-03 353,000 ppm Aroclor 1248 S-04 7 ppb Aroclor 1242 S-05 102 ppm Aroclor 1242 S-06 < 5 ppm Aroclor 1242 S-07 < 5 ppn Aroclor 1242 S-08 31 ppn Aroclor 1242 i S-09 < 5 ppn Aroclor 1242 B2?CM£TTJS CUAPRY

Vr • A. .-w L SECTION 2 BORING RECORDS

15 JUNE 1983

Locations Time Visual Characteristics V A0 0735 Light Brown/Medium Organics, Dry.

A0 1.51 0741 Light Brown to Brown Medium to fine silt some organic.

A0 2.51 0745 Dark Brown to red clay some/sand/si 11

A0 3.51 0748 Dry Red Brown clay/si 1ty

A0 4.51 0751 Brown-Grey clay some sand/pebbles

A0 5.51 0756 Grey clay/pebbles Bedrock at 6.5'

B0 0.5' 0823 Medium Coarse sand, wood chips, grey to black or games 36 1.5' 0830 Black to Grey Medium to fine sand

30 2.51 0833 Red/brown clay (dry) ^ some sand

30 3.5' 0835 Grey Brown moist clay 80 4.51 0837 Grey clay, some gravel silt ana sand.

30 0842 Grey clay some sand .

Bedrock at 6.5'

C0 0.5 0917 Grey to black soi1 organic medium to fine sand

1.5' 0925 Red grey clay, some sand BORING RECORDS

15 JUNE 1983

Locations Depth Time Visual Characteristic^ C0 2.51 0927 Grey to Brown clay;v some sand and gravel. C0 3.5' 0930 Grey clay; little gravel very moist C0 4.5' 0932 Grey clay; some gravel and sand C0 5.5' 0935 Grey clay some sand and gravel (approx. 6.5' to bedrock) 00 0.5' 1045 Light grey clay; black sandy soil; some organic. 00 1.5' 1050 Red/Brown clay some gravel 00 2.5' 1052 Red/Brown clay some gravel 00 3.5' 1055 Red/Brown clay some sand 00 4.5 1101 Red/brown c1 ay some sand 00 5.5' 1106 Brown clay mixed with coarse sand and gravel. (Bedrock at 6.0 feet)

E0 0.5' 1301 Bl ack soi1, med i urn sand wi th some fi ne fill, materials and organics. E0 1.5 1304 Pebbles and fill materi al, some soi1s BORING RECORDS

IS JUNE 1983 Locations Depth Time Visual Characteristic^ V E0 2.5' 1306 Red/Brown clay; some gravel E0 3.5' 1309 Brown clay, some black fill or stain E0 4.51 1312 Red/Brown clay mixed with black fill or stain E0 5.5' 1315 Brown clay, moist, some, sand and gravel Bedrock at approx. 6' ff 0.51 1350 Dark soi1, some fill, fine sand F0 1.51 1353 Clay, sand and gravel (fill naterial) F0 2.5' 1358 Grey clay, medium sand, soi i F0 3.51 1401 Red/Brown clay, some sand F0 4.51 1403 Red/Brown clay, some * sand F0 S.51 1408 Red/Brown clay, some sand Bedrock at 6-81 16 JUNE 1983 G0 0.5' 0555 Red/Brown clay, black fill and gravel G0 1.51 0557 Red/Brown clay some gravel, little sand sa 2.51 0559 Grey clay, some gravel BORING RECORDS

16 JUNE 1983 Locations Depth Time Visual Characteristics G0 3.5' 0603 Grey clay/some gravel G0 4.5' 0605 Grey clay/some gravel, moi st Berock at 6' H0 0.5' 0630 Cinders, gravel, sand, brown and black H0 1.5' 0633 Red-Brown clay H0 2.5' 0635 Red-Brown clay (minor sand ) H0 3.5' 0638 Brown clay H0 4.5' 0640 Small sample, brown clay and h^O H0. 5.5' 0645 Limestone

H0 6.5' 0650 H20 only Water at 5' Bedrock at 6.5' 10 0.5' 0710 Cinders 10 1.5' 0716 Red/Brown clay 10 2.5' 0721 Red/Brown only 10 3.5' 0725 Red/Brown only 10 4.5' 0728 Red/Brown clay 10 5.5' 0731 Red/Brown clay, wet 10 6.5' 0733 Cl ay/Limestone Water at 5' Bedrock at 6' BORING RECORDS

16 JUNE 1983 Locations Depth Time Visual Characteristics J0 0.51 0805 Cinders 00 1.51 0810 Tan clay J0 2.5' 0815 Red/brown clay J0 3.51 0820 Red/brown clay 00 4.5' 0825 Red/brown clay 00 5.5' 0830 Red/brown clay 00 if.?' 0835 Liaejtone Water at surface K0 0.51 0858 Cinders KB 1.5' 0900 Red/brown clay K0 2.5' 0903 Red/brown clay K0 3.51 0905 Red/brown clay K0 4.5' 0908 Red/brown clay/gravel KB 5.51 0913 Red/brown clay/gravel K0 6.51 0916 Limestone Bedrock at 7' water at 3.51 10 0.5' 1022 Sand/cinders/red brown clay L0 1.51 1024 Red/brown clay L0 2.5' 1025 Red/brown clay L0 3.51 1029 Red/brown clay 10 4.5' 1033 Red/brown clay BORING RECORDS

16 JUNE 1983 Locations Depth Time Visual Characteristics 1.0 5.51 1036 Red/brown clay and sand/gravel 1.0 6.6' 1040 Limestone/clay Water at 4' M0 0.5' 1105 Sand, ci nder s , red/brown clay M0 1.5' 1108 Red/brown clay M0 2.5' 1111 Red/brown clay M0 3.5' 1114 Red/brown clay with sandy gravel M0 4.5' 1117 Red/brown clay M0 5.5' 1120 Red/brown clay/coarse sand/gravel M0 . 6.5' 1123 Limestone and clay N0 0.5' 1215 Cinders/gravel/trace sand N0 1.5' 1218 Cinder/red brown clay

N0 2.5' 1221 Red/brown clay N0 3.5' 1224 Red/brown clay N0 4.5' 1227 Red/brown clay, sandy N0 5.5' 1230 Red/brown clay, gravel N0 6.5' 1253 Red/brown clay, 1imestone BORING RECORDS

17 JUNE 1983 Locations Depth Time Visual Characteristics A2 0.5' 0640 Sandy clay Al 0.51 0710 Topsoil with gravel Al 1.51 0715 Sandy clay topsoil with gravel Bl 0.5' 0735 Topsoil yellow clay Bl 1.51 0740 Solid Rock, no sample Bl 2.5--3.01 0745 No sample Bl 3.5f 0750 Grey clay ^ 81 4.51 0753 Grey and red clay 81 5.51 0758 Grey and red clay 82 0.51 0805 Grey sandy clay fill \ with junk 82 1.51 0808 Wet sanay clay with 1 imestone 32 2.51 0811 Grey/reo clay witn sand ^ B2 3.5' 0814 Srey/red clay 82 4.51 0817 Grey clay 32 5.51 0824 Grey clay 82 6.51 0830 Greyish sandy clay 33 0.5 0910 Red clay and topsoi 1 83 1.5' 0913 Red clay 33 2.5' 0916 Reddish/grey clay 33 3.5' 0919 Reddish clay BORING RECORDS

17 JUNE 1983 Locations Depth Time Visual Characteristics 83 4.5' 0923 Reddish clay 83 5.5' 0925 Water at 6' C2 0.5' 1028 Topsoi 1 C2 1.5' 1031 Wet red/grey clay C2 2.5' 1037 Wet red/grey clay C2 3.5' 1043 Wet red clay 2 capacitors on surface C2 4.5' 1047 Wet red clay C2 5.5' 1057 Wet red clay Stopped drill ing at 1120 20 JUNE 1983 C3 0.5' 0720 Topsoil/Limestone C3 1.5' 0725 Topsoi 1 /Limestone C3 2.5' 0728 Topsoil/Red clay/sand C3 3.5' 0730 Red clay/sand C3 4.5' 0733 Red/grey clay and organics C3 5.5 0736 Red/grey clay and roots C3 6.5' 0739 Grey clay Water at 3.5' E2 0.5' 0800 Grey/clay/topsoi1 BORING RECORDS

20 JUNE 1983 Locations Depth Time Visual Characteristic^ E2 1.5' 0805 Grey sandy clay E2 2.51 0808 Grey sandy clay E2 3.51 0811 Red clay E2 4.51 0814 Waterey clay E2 5.5' 0817 Red/grey clay E2 6.51 0820 Sandy, red/grey clay \ El Taken at Basel i ne El 0.5' 0905 Dark topsoil/ El 1.51 0908 Wet dark topsoil with fill El 2.5' 0911 Wet yellow clay El 3.5' 0915 Wet yellow clay El •4.51 0918 Rock/Insulator El 5.51 0921 Grey clay

C 1 & C. • 0924 Grey/brown clay * Water at 1.0 feet 03 0.51 1015 Red/brown clay and fill 03 1.5' 1018 Grev clay/tODSoil and fifl 03 2.5' 1021 Wet sandy fin material 03 3.5 1024 Soil and gravel BORING RECORDS

20 JUNE 1983 Locations Depth Time Visual Characteristics Hit rock at 4 feet £3 0.5' 1040 SoiI/metal/roots Hit rock in 4 places in 5' radius Gl 0.5' 1130 Red clay Gil 1.5' 1133 Red clay with organics Gl 2.5' 1136 Red clay Gl 3.5' 1139 Red clay Gl 4.5' 1142 Wet red clay Gl 5.5' 1145 Grey/red clay Gl 6.4' 1148 Grey/red clay Water at 3.5 feet G2 0.5' 1228 Limestone topsoil Hit rock at 1' - tried for additional holes and hit bedrock at 1 foot in each 21 JUNE 1983 H3 0.5 0520 Red clay Hit water at 1 foot H3 1.5 0523 Red clay H3 2.5 0526 Red clay H3 3.5 0529 Brownish Clay H3 4.5 0532 Brown i sh c1 ay H3 5.5 0535 Brown/grey clay H3 6.5 0538 Brown/grey clay BORING RECORDS

21 JUNE 1983 Locations Depth Time Visual Characteristics H4 0.51 0545 Red clay/topsoil H4 1.5' 0548 Red clay Hit limestone at 2' HI 0.51 0555 Topsoil/organic HI 1.51 0558 Topsoil/red clay HI 2.51 0601 Brown/red clay HI 3.51 0604 Brown/red clay HI 4.51 0607 Brown/red clay HI 5.51 0610 Red/grey clay HI 6.51 0613 Red clay Hit water at 6.5' H2 0.51 0625 Topsoil red clay H2 1.51 0628 Red clay H2 2.51 0631 Brown/red clay H2 3.51 0634 Brown/red clay H2 4.51 0637 Brown/red clay H2 5.51 0643 Brown/red clay H2 6.5' 0643 Brown grey clay Hit water at 6.5' II 0.5' 0650 Red clay organic II 1.51 0653 Brown clay/organic II 2.5' C656 No sample recovery due to rock II 3.51 0659 Grey clay/limestone 0702 Red clay-pieces of Insulator BORING RECORDS

21 JUNE 1983 Locations Depth Time Visual Characteristics 11 5.5' 0705 Red/grey clay 11 6.5' 0708 Grey clay Hit water at 2.5' 12 0.5' 0720 Red clay/limestone 12 1.5' 0723 Red clay/limestone 12 2.5' 0725 Red/brown clay 12 3.5' 0728 Red clay 12 4.5' 0731 Red clay 12 5.5' 0734 Red/brown clay 12 6.5' 0737 Grey clay 13 0.5' 0820 Red clay/organi cs 13 ' 1.51 0823 Red clay 13 2.5' 0826 Red clay/wood 13 3.5' 0829 Limestone 13 4.5' 0832 Limestone 13 5.5' 0835 Brown clay/crushed rock 13 6.5' 0836 Grey clay Water at 2' 14 0.5' 0855 Red cl ay/organ i cs 1 imestone .

14 1.5' 0858 Red clay/limestone 14 2.51 0901 Red clay

14 3.5' 0904 Red clay BORING RECORDS

21 JUNE 1983 Locations Depth Time Visual Characteristics 14 4.5' 0907 Red clay/limestone 14 5.5' 0910 Red clay/limestone Hit water at 5' Nit bedrock at 5.5' Jl 0.5' 0915 TopSOi1/organics Jl 1.5' 0918 Brown clay/organics Jl 2.5' 0921 Brown grey mud Jl 3.51 0924 Grey clay/limestone Jl 4.5' 0927 Grey clay/limestone Jl 5.5' 0930 Grey clay/limestone Jl 6.5' 0933 Mud/grey clay J2 0.5' 1045 Topsoi1/green clay J2 1.5' 1048 Red clay/limestone J2 2.5' 1051 Red clay/limestone J2 3.5' 1054 Red clay/limestone, organic J2 4.5' 1057 Grey clay/limestone J2 5.5' 1100 Brown clay J2 6.5' 1103 Red/brown clay, '. imestone Hit water at 2'

J3 0.51 1110 Red clay J3 1.5' 1113 Red clay J3 3.51 1119 Brown clay/organics SORING RECORDS

Time Characterise 1122 1125 1128

0515 Red clay/Hmest one

U . 3 0530 Red clay/limestone 1(3 n «• 0.5 0600 Is *4 Red clay " 1.5' 0603 Red clay " 2.5' 0606 Red clay/grey clay " 3.5' 0609 Red clay " 4.5' 0612 Red clay " 5.5' 0615 Wet grey clay " 6.5' 0618 Wet grey clay Water at 5'

>2 0.5' 0640 Red clay, topsoil, organic 2 1.5' 0643 Topsoil/red clay/dark black soil. 2 2.5' 0646 Red clay with green streaks 2 3.5' 0649 Grey clay with 1imestone BORING RECORDS

23 JUNE 1983 Locations Depth Time Visual Characteristics K2 4.5' 0652 Wet limestone (crushed) K2 5.5' 0653 Wet limestone (crushed), clay K2 6.51 0656 Wet 1imestone (crushed), clay Kl 0.5' 0710 Organic clay and topsoi1 Kl 1.5' 0713 Linestone and red clay

Kl 2.51 0716 Red clay and organic; Kl 3.5' 0719 Uet greyish clay Kl 4.5' 0722 Wet yellow clay Kl 5.51 0725 Brown/yellow clay Kl 6.5' 0728 Uet sandy limestone L3 0.51 1710 Topsoi 1 ,orgam"cs L3 1.5' 1713 Topsoi 1 , 1 imestone L3 2.51 1716 Topsoil limestone Bedrock at 2.51 . L4 0.51 1725 Topsoi 1 /organics L4 1.5' 1728 Brown clay L4 2.5' 1731 Red clay L4 3.5' 1734 Red clay BORING RECORDS

23 JUNE 1983 Loc at ions Depth Time Visual Characteristics L4 4.51 1737 Red clay L4 5.5' 1740 Red clay, limestone Bedrock at 6' M4 0.5' 1750 Topsoi1/organics orange spot M4 1.5' 1753 Topsoi1, brown c1 ay M4 2.5' 1756 Brown clay, limestone Bedrock at 2.5' LI 0.5' 1550 Red clay/organic LI 1.5' 1553 Red/brown clay LI 2.51 1556 Brown clay; limestone LI 3.5' 1559 Red clay/1imestone LI 4.5' 1602 Brown clay LI 5.5' 1605 Brown c1 ay LI 6.5' 1608 No recovery/2nd sample brown clay/mud Water at 5' L2 0.5' 1620 Red cl ay/organics L2 1.5' 1623 Insulation paper, dark oi ly substance, organics L2 2.5' 1626 Dark oily soil, Insulation paper. L2 3.5' 1629 Dark oily soil, wood pieces . BORING RECORDS

23 JUNE 1983 Locations Depth Tine Visual Character is toes L2 4.51 1635 Red/brown wet clay -oil stained L2 5.5' 1637 Red/brown wet clay - oil stained L2 6.51 1639 Red/brown wet clay - oil stained. No water/ no bedrock w Nl 0.5' 1230 Topsoil, organics Nl 1.51 1233 Topsoil , organics.liaestone Hit Bedrock at 2' 01 0.5' 1240 Topsoil, detritis, weathered limestone 01 1.5' 1242 Topsoil, sandy silt, clay loam? 01 2.5' 1245 Topsoil, detritis, oily dark 01 3.5' 1247 No sample recovery 01 4.5' 1249 Brown clay, detritis 1250- noticed that rig tower is against electrical wires. Drilling rig is moved. Ml 0.51 0530 Topsoi 1 /organics Ml 1.5' 0533 Topsoil/organics/limestone Ml 2.51 0536 Yel low cl ay

Ml 3.5' 0539 Yel low clay Ml 4.51 0542 Yel low clay BORING RECORDS

23 JUNE 1983 Locations Depth Time Visual Character f s.t.fcs Ml 5.5' 0545 Yellow clay/red brick Ml 6.5' 0548 Yellow clay/red brick Truck ignition f ai led . M2 0.5' 1030 Dark topsoi1 , oily, charcoal M2 1.5' 1033 Dark topsoi1, oily, charcoa1 M2 2.5' 1036 Red clay, oily, spotted wood chips H2 3.5' 1039 Brown Clay M2 4.5' 1041 Brown Clay M2 5.5' 1043 Brown Clay M2 6.5' 1045 Brown clay/mud Water at 5' «3 0.5' 1050 Dark o? ?y soil, topsoi1 M3 1.5' 1052 Topsoil, charcoal M3 2.5' 1053 Brown clay Hit capacitors at 3' - offset 3 feet to the east M3 3.5' 1105 Topsoil M3 4.5' 1107 Brown clay M3 5.5' 1109 Brown, oily clay M3 6.5' 1111 Brown, oily clay BORING RECORDS

24 JUNE 1983 Locations Depth Time Visual Characteristics 01 5.51 0515 Red/brown clay,oil 01 6.51 0518 Brown moist clay PI 0.51 0535 Topsoil, red/brown clay, sand PI 1.51 0538 Brown clay, sand. PI 2.51 0540 Brown clay PI 4.51 0542 Brown oily clay PI 5.51 0545 Brown clay PI 6.51 0548 Brown clay/moist 1imestone No saaple at 3.5' Mo water in bedrock in "0 or P" N2 0.5' 0610 Topsoi1/sano, clay N2 1.5' 0613 Brown clay *2 2.5' 0616 Red/brown clay N2 3.5' 0618 Brown/grey clay BORING RECORDS

24 JUNE 1983 Locations Depth Time Vi sua 1 Characteristics 01 5.5' 0515 Red/brown clay, oil 01 6.5' 0518 Brown mo i st cl ay PI 0.5' 0535 Topso il, red /brown clay, sand PI 1.5' 0538 Brown cl ay, sand, PI 2.51 0540 Brown cl ay PI 4.5' 0542 Brown oi ly cl ay PI 5.5' 0545 Brown cl ay PI 6.5' 0548 Brown cl ay/moi st 1imestone No sample at 3.5' No water in bedrock in "0 or P" N2 . 0.51 0610 Topsoi1/sand, c1 ay N2 1.5' 0613 Brown clay N2 2.5' 0616 Red/brown clay N2 - 3.5' 0618 Brown/grey clay BORING RECORDS

24 JUNE 1983 Locations Depth Time Visual Character!stjcs N2 4.5' 0621 Brown/grey clay N2 5.5' 0623 Brown/grey clay N2 6.5' 0626 Yellow/brown clay F3 0.5' 0705 Wet topsoll and yellow/brown clay F3 1.5' 0707 Red/brown clay F3 2.5' 0708 Red/brown grey clay F3 3.5' 0711 Brown/grey clay Water at 4' F3 4.5' 0713 Grey clay F3 5.51 0716 Grey clay F3 6.51 0717 Very wet grey clay El 0.51 0740 Dark topsoi1/organics El 1.51 0742 Dark soil, metal chips El 2.51 0744 Brown clay, muddy El 3.5' 0746 Brown/grey clay, muddy El 4.5' 0748 Brown/grey clay, muddy El 5.5' 0750 Brown/grey clay, muddy El 6.5' 0752 Brown granular, sandy soi 1 water at 3'

Fl 0.51 0800 Brown granular soil, orange, green, black and white spots Fl 1.51 0802 No sample recovery BORING RECORDS

24 JUNE 1983 Locations Depth Time Visual Characteristi cs Fl 2.5' 0804 Brown orange clay Fl 3.5' 0806 Brown clay Fl 4.5' 0808 Brown clay Fl 5.5' 0810 Brown clay Fl 6.5' 0812 Brown gr anul ar soil, 1 imestone Water 1.5' - location offset 12' east of Fl stake F2 0.5' 0905 Topsoi 1 , detr it i s , limestone F2 1.5' 0907 Granular soil, crushed limestone F2 2.5' 0909 Granular soil, crushed rock/organ ics F2 . 3.5' 0911 Brown granular soil, 1 imestone/ or ganics F2, 4.5' 0913 Brown/orange clay F2 5.5' 0915 Brown clay F2 6.5' 0917 Brown, orange, granu lar soi 1 Water at 2' - Boring offset a t 6' due south of F2 grid stake 02 0.5' 0932 Topsoi 1 , 1 imestone 02 1.5' 0932 Dark soil, oily D2 2.5' 0934 Brown/grey clay spots/orange 02 3.5' 0936 Brown/red cl ay D2 4.5' 0938 Brown clay rock fragment s BORIN6 RECORDS

24 JUNE 1983 Locations Depth Time Visual Characteristics ^— *^™^^B» 02 5.51 0940 Brown clay 02 6.51 0942 Brown clay Boring offset 5' due south of grid stake CL 0.51 1030 Topsoi 1 , detr i tus CL 1.5' 1032 Brown clay, some organics CL 2.51 1034 Red clay CL 3.51 1036 Brown/grey clay, some red c 1 ay CL 4.51 1038 Brown, red clay CL 5.51 1040 Brown red clay CL 6.5' 1042 Brown clay Water at 2' Boring at 7' east of CL S-li

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Test Result*> Set 2ZT - , 700n 3

STS Consultants I td. . . - , „_ _ 3306N GreenR.verRoad AugUSC 19' 1983 Evansville. Indiana 4 7715 (812)476-3007

Mr. Jack Bogner Petrochem Services Indiana, Inc. P.O. Box 642 Jeffersonville, IN 47130

RE: Laboratory Testing with Regard to the Bennetts Quarry Project near Bloomington, Indiana

Dear Mr. Bogner: we are pleased to submit the results of the laboratory testing performed on soil materials utilized for the cover of the project site at Bennetts Quarry near Bloomington, Indiana. Three (3) copies of this letter and the attached data have been forwarded to the above address.

As part of the laboratory testing program we completed the following on two (2) samples (designated STS-1 and STS-2).

a. Atterberg Limits b. Maximum laboratory density based upon the Standard Proctor, ASTM D-69B, Method A c. Recompacted laboratory permeability (constant head)

The laboratory permeability samples were compacted to approximately 95% of the maximum laboratory density as determined by Standard Proctor Method, ASTM Specification D-698, Method A. Based upon the constant head permeability test, STS-1 which is the brown clayey silt with trace to little sand, gave a permeability of 3 x 10~° cm./sec. at 95% of maximum laboratory density. STS-2, which was the reddish brown silty clay with trace of fine sand, resulted in a laboratory permeability of 5 x 10~8 cm./sec. at 95" of the maximum laboratory density. It should be noted that laboratory permeability tests are completed in a different environment than which is found in the field. Tests are performed on samples approximately 5 centimeters in diameter and 11 centimeters in length and the density was controlled very closely. In-situ, a secondary permeability can develop in material such as this as a result of cracking, gravel, boulders or roots from vegetation growing on the surface. Based upon this the laboratory permeability tests should be used as a guide to the possibile permeability of the material in the field. Field permeability testing should be performed to give a better idea of the in-place permeabil- ity. If you have any questions with regard to this data or need further assistance on this project or another project, please do not hesitate to contact us. ivcly ,

STS CONSULTANT. LTD.

Unrk A. Tr.-ivcrs, C.P.C- Artu

STS Project No. J3108

MAT/knn

Enclosures Lta. 23108 Consulting Engineers

LABORATORY COMPACTION REPORT

Job Namt ind Uxaoon Bennetts Quarry. Bloomlneton. Indiana ArdutKi or Cnfintcr Roy F. Western - Technical Assistance Team Petrochem Services Contractor __^____ Of Sflifc Brown Clayey Silt with Trace to Little Sand Unrtltd „ „ USHO STS-1 .Classification ML~CL .Classification 1 rf Material Borrow Area "2

Natural Witv Ccntiflt. % Natural Dry Dmity *r Sptcific Gramty, 38 Uquttliait. limit 29 .% Ptoticity lndei__J . L TotProodun lh«d: Standard Proctor. ASTM D~698 (Method A\ t Tot ftautts MxumuRi Dry Otmity 108.0 _PC? Optimum Water Contiirt. 16.3 »

1JU i 1 i 1 i i i t t i i i i i i i i

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1>BOR>TOBY COMPACTION REPORT ^^•^•^•^^••'^•^••^^•'^•^^^^^^••^•^^••^•^•^••^^•^•^^•^^•••^l^iM «

Jot faM and loaooa Bennetts Quarry. Blooalngton, Indiana

*c*tKt or Rov F. Ueston - Technical Assistance Team Pecrochen Services

A. Omtdoi of Sri Reddish Brown Silty Clay with Trace of Fine Sand

STS-2 Uarfed CH-CL AASHO

f of Utah* Borrov Area "2 ^=Z X Natural Off Denstr HI Kf Setcfic Snwtf.

36 v 31,^.H.. ^n 31 I Tot fnaAn lhad Standard Proctor, ASTM D-698 (Method A) 98.3 19.2 „ C Tert laatts UXUIUB Dry Sanity. OptBDUfl WjtH CdItMt_

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A Geophysical Survey at Bennett's Quarry

The magnetic survey mapped isolated masses of buried iron at this site. Some of this iron is surely the cases of power capacitors which are sought; some of this iron is also surely innocent iron trash. Six principal areas of concentrations of iron have been found. Half of these have surface traces such as broken ceramic insulators which suggest accumulations of capacitors. The other three areas have no indication at all at the surface that there is any buried iron below. The geophysical interpretation suggests that there could be roughly 6l tons cf iron in the survey area; however, this estimate could be in error by a factor of four. The Site Bennett's Quarry is located on the northwest side of Bloomington, Indiana, just west of highway 37 bypass and south of highway **6. This quarry has been a source of limestone blocks for building construction. High power electrical capacitors, each weighing possibly 30-60 Ib, have been discarded in one part of the quarry which is not now in operation. These capacitors contain PCB-contaminated oil and the goal of this survey has been that of locating any possible buried capacitors as an aid TO the planning of the environmental safety cf the si~e. The area of survey was about 250 ft by 800 ft in size. It is shown in Figures 1 and 2. The coordinate system is referenced to a railroad track on the west side of the site. Stakes, marked with squares in the two figures, were placed at about 50 ft intervals prior to this survey, primarily to define locations for soil samples; these stakes are labelled with a letter-number pair. The geophysical survey was keyed to these stakes but used a different coordinate nomenclature referenced to a grid north and east direction. The survey area is moderately flat. La:-ge piles of stone blocks and oounds of stone and earth are found on some edges of the survey area. The area is primarily low weeds and bare soil although trees are on the periphery. A crop of corn had begun to sproutruin the field on the northeast corner of the site. The soil coring tests at the site suggest that the soil thickness is only about 2-3 ft before rock is encountered. The survey was done over the span June 20-2^, 1983. The weather was clear although there had been some rain on June 18 or 19. The temperature was warm to hot. Impermeable outer-suits were worn with rubber boots and gloves. Simple face masks were used rather than cartridge respirators: this simplified the magnetic survey since most respirators contain some iron which can influence the measurements. Other site studies concurrent with this one were the soil sampling with a drilling truck and remedial action on the capacitors which had been found on the surface. Many of these capacitors had been found in the area of stakes Cl, C2, Dl, and D2. The Surveys Several geophysical instruments were tested on the site. Two resistivity soundings were made to determine the electrical stratification of the soil; the results are shown in Figure 3. The measurement around point 15 suggests three layers: a. moderate resistivity topsoil about 1 ft thick, a low resistivity subsoil, and then bedrock at a depth of 2-3 ft having a very high resistivity. The moderately low electrical resistivity of the soil caused the ground-penetrating radar to have only a shallow profiling depth. A SIR System-7 radar generated the example profile of Figure U. it snows a reverberation pattern from E80 to E100 which is typically caused by a cluster of metal objects at a shallow depth; the magnetic survey indicated iron in this area also. Since the radar was not suited for this site, only four profiles were made, with a total length of 690 ft. An electromagnetic induction meter, Geonics EM31. was also tested here. Four conductivity profiles from it are illustrated in Figure 5. Because the instrument's readings become nonlinear near very conductive objects, the proximity to metal can be indicated by either high or very low readings. This instrument shows also that there are quantities of metal in the areas indicated by the magnetic survey as having buried iron. The magnetic survey was the most extensive and successful. A Scintrex MP-2 proton magnetometer provided 1008 measurements of the earth's magnetic field. Buried iron, being a good "conductor" of oagnetism, warps this field and is readily revealed. Figures 6 and 7 show that areas of anomalous magnetic field are found in only part of the survey area. Magnetic Analysis A buried magnetic object can cause a distinctive magnetic pattern called a bipolar anomaly. An example is shown in Figure 8. An iron object in the middle of this figure causes high magnetic field readings around it; however the readings are abnormally low on the north side. Figures 6 and 7 have many examples of sagnetic highs with lows on their north sides. The large area stagr.etic low around N700 E150 results from the mass of iron to the south. Figures 1 and 2 show two areas in which iron is possibly detected outside the survey area because of a magnetic low which was found; there could be iron near N85 E^O and N750 £20. Since the soil appears to be quite a thin layer at this site, the iron must also be at a shallow depth. The magnetic maps give no evidence of deeply-buried iron. Assuming that the iron is at a shallow depth, a simple analysis can suggest the distribution of Juried iron. The procedure is outlined in Figure 9. This analysis can also approximate the weight of buried iron to be found in each 10 ft square cell. This aspect of the analysis is very crude, for it is based on an imperfect xodel and parameters. However, in this situation it is probably adequate. The results are plotted in Figures 1 and 2. The several islands of iron are delineated with lines; broken lines are estimates outside the survey area. The weights in tons beside each of the clusters is an indicator of the estimated relative amount of iron in the clusters. Iron objects on the surface cause some magnetic anomalies; the locations of these are given in the figures. Some other minor iron masses were also detected by the magnetic survey, in addition to the major masses shown in Figures Land 2. Conclusion Distinct areas were found to contain large quantities of buried iron. While the magnetic survey cannot distinguish normal iron trash from capacitor cases, it can clearly indicate concentrations of iron. The magnetic survey overestimates the extent of buried capacitors? this is probably better than underestimating it. The iron is primarily on the western side of the survey area; there were no large iron masses detected in the cultivated field. r.4M r» ts a. (HOB* T . i-0»*• -

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\J;p-7o- Geophysical surveys were conducted •long the sue grid established for soil borings. At the end of each day's survey. Or. Bevan briefed EPA and TAT on geophysical findings. Results of each day were then used to establish specific locations on the site where exploratory test trenches were dug tilth a backhoe to de- teraine the nature of any buried iron. Proton Magnetometer measure- ments proved most useful In locating buried Materials. The results of the survey Identified several areas with Massive quantities of subsur- face Iron. Largest quantities of Iron were identified 1n the southern portion of the south fill area, near grid points C2. 01 and 02. and In the northern portion of the south fill area, particularly a transect' J. K, L. N. and • (Figure 2). In addition, a large quantity of burle Iron was indicated at the extreme north end of the south fill, between grid points 01 and PI. Test trenches dug with a backhoe verified the presence of buried capacitors at each of the locations Identified by the geophysical survey, except between grid points 01 and PI where steel building Materials and bricks were retrieved.

capacitors extended to a depth of approximately 3 feet In most

locations, except near transect K where a test trench determined capa- citor occurrence to a depth of S feet. This test trench was dug pro- gressing west to east from approxlMately grid point Kl to K baseline, a distance of approxiMately 35 feet. The western portion of the trench extended to 5 feet prior to reaching natural grade and approximately 11 capacitors were returned 1n a horizontal distance of 15 feet. Soil grossly oil stained throughout this test trench and concentrations capacitors and assorted electrical parts were greater In this area than at any other location In the site. A grid pattern with a 50 foot 1n- •—. terval was surveyed by TAT and each point was marked with a discrete _ alpha-numeric Identifier (Figure 2). Soil samples were collected com- mencing In midweek, using a drill rig with a 4* auger to bore holes and a split spoon to retrieve soil samples. Samples were collected at 1 foot Intervals, commencing at the surface (0.0-0.5 foot depth) and ex- tending to a depth 7 feet or Impenetrable bedrock.

SECTION Active Quarry Striped area Waste stoic {g-out) Grout Pile water rasn Filled area Bulldoze:: area Soil cover Soil stockpile S Fill *rea Fill. 1972 photos Test Pit. - - Water, - . o

-•i-

-I 110.02.05

BENNETT'S DUMP \ SUBSURFACE LOG

KSCRlPTtONS e i B-l N 79 12* sgravel Paveaent y \Bed Clay, aoist. hard. Gray Silt and gravel with little^ lav. aoist, hard. 2& Clav Lense \rown Clay, with trace graveT3V ? v»et. stiff. /- Black Clay, with little - sc Sflravel. wet, medium stiff. "^_ Spoon refusal **- 10- Boring trevinated at 8.6'.

_ Drill ing aechod: 3-1" 10 hollow steam auger. __Standard NX split spoon.

- PREUMINARY;

MOif HO B-l 735. 'OATC 5/1/84 Br tacMTiOM Bennett's Ouap sum 1 of 11C.W.03

BENNETT'S DUMP SUBSURFACE LOG

DESCRIPTIONS

I B-2 N sa. sGravel Pavement Red Clay, stiff, damp Lfi. 24" Brown Silt, trace very fine sand,— trace fine gravel. _ _ driving on cobble.

0" driving on cohblp. w IQf sand and silt _ (weathered rock) Boring terminated at 8.5 feet. — Auger refusal.

~ Drilling Method: 3 - 1/4" ID ~~ hollow stem auger. Standard — NX split spoon.

PREUMINARY

M7.. B~ 2 SURFACE FiFV 735.5 5/1/84 5rCSS/SJR Rpnnptt'c Hi imp SMFFT 1 OF 1 FINISHED5/1/84 J0SC.. \10.02.03

BENNETT'S DUMP ( SUBSURFACE LOG

k: INSCRIPTIONS 1 B-3 s 1 \.

1 N tccovtt r \ i i TJ fi" Gray coarse-fine Gravel, dry / compact, angular. p grading wet. / ?f 3 it fi" 5 / Gray Clay, wet, medium stiff. 4 j 10" / Gray Gravel, Sand, Silt very (weathered rock) S j 1ft 1 9" compact. ^ 40- Boring terminated at 10 feet. Auger refusal.

• Drilling Method: 3 - 1/4" ID hollow stem auger. Standard NX split spoon.

.

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•

note B" L^r SJR. Bennett's Dump 0^. 110.0^.03

BENNETT'S DUMP ( SUBSURFACE LOG

DESCRIPTIONS

UV H B-4 N 32 Gray coarse-fine angular Gravel _ compact - dry __ grading very compact, wet _ 1 foot boulder at 3 feet 73 .grading with some silt^x— A Red clay, stiff, wet-moist Gray fine Gravel and coarse band, 15 [21 compact, moist. Gray Sand with some angular _ (weathered rock) 3,0' 70 5" gravel, very compact, moist Boring terminated at 12 feet.~ Auger rerusai.

15

— Drilling Method: — 3 - 1/4" ID hollow stem auger.. — Standard M split spoon.

-I PRELIMINARY

HOLE **> R-d SURFACE FLFV 735.6 DAT£ m*Trp 4/28/84 sr SJR incATirw Bennett'*; Dump SHEET LOf 1 ui.v 110.02.03

BENNETT'S DUMP r SUBSURFACE LOG | DESCRIPTIONS I B-5 1 Ji COLUHt H j Gray coarse- fine angular — _ Gravel, compact, wet / 2 3d v / 1 3 Ml?" 5 / — . - / 4. 02 2" 5 IP ?" ^^~ / Gray Sand nith littV fine gravel -— (weathp1^"1 mr*) _ , Boring terainated at 10 feet. Auger refusal -

« Drilling Method: ~ 3 - 1/4" ID hollow stem auger. " Standard NX split spoon.

4 _ ^. ^^

•PRELIMINAR • »^taHwlllilA\fYi I

.

m 1 note mo. B-5 U*F*Ct Ftrtr 735.5 4/28/84 ^y SJR Bennett's 1 ,yr 1 110.02.03

BENNETT'S DUMP ( SUBSURFACE LOG

DESCRIPTIONS I B-6 N 51 Brown Clay, trace gravel, moist _ 17 stiff. _ grading medium stiff __ _Driving on chert cobble. 22. Gray Clay, wet, medium stiff _ 21 Light brown silt, sand and clay (weathered rock) Boring terminated at 11.5 feet. —Auger refusal.

IS' -Drilling Method: — 3 - 1/4" ID hollow stem auger. — Standard NX split spoon.

PRELIMINARY

B-6 735.8 SJR HOLE MO 1 Bennett s Dump OF * n*TF HISC 110.02.03

BENNETT'S DUMP ( SUBSURFACE LOG fc s i DCSCKlPTtOHS IS B-7 N 1 COIUH H 1 12 9" Red Clay, noist, •eaiun snVf . — /

^•^M ^^^m 15" / Fill - black clay and rubble. 3 1 "Brown CTay, fill mist, Bedium 5' / 23' 4 4 2*' Fill - black, sandy tp*ture with — Wet at 6'. /, \4- red clav laver at bl teet. / 5 2 24 ^ Brown Clay Fill, noist. soft. ^ / S'th layers brown rubble fill. $ 8 ack Fill, rubble, brick, gias%^ sBrown Clay, wet, soft. / ~~ /^ Cray -pathprpd linestone. i 1 Boring terninated at 12.9 feet. •

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•PRELIMINAR •»&••• lwIIP|/\fiY f

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B-7 MOLf HO 736.6 turf S/l/84 ^CS/SJR IOCATX* Bennettrs BENNETT'S DUMP V SUBSURFACE LOG

•tuc. i DESCRIPTIONS { B-8 COLUM N 1 SAMPLE S | N i 1 9 oot Tapani 1 / ted Clay, moist, medium p ?? ?K' stiff. / trading stiff. 3 4 1 iradina soft. wet. 5' Ifi / Jrown Clay with trace gravel, 4 15 ?" \jet, soft. / / 5ray Gravpl, HPt, ^inn Vfifh b^ck _ \ / -5. Ltain. / V ted Clay, wet, soft. ^'X'— = 10- Jray weathered limestone. / 5oring terminated at 9.5 feet.

Drniing method: 3-i ID hollow steam auger. Standard NX split spoon.

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PRELIMINARV%^%^*l •• ••& • A B^LJYV m -

HOLC MO. B-8 ctterAs-r f-iri/736.3 nfre moren 5/2/84 ar CS/SJR LOCATION. Bennett's Dump «,«rr 1 OF 1 ntrr WMFD *I7I*A *,sc 110.02.03

r BENNETT'S DUKP \ SUBSURFACE LOG

. i DESCRIPTIONS

• 5 * j 1 N B-9 • 1 4174' Topsoil / in Red Clay. daap. nediua stiff. _ 7 / Black Fill - Clay and rubble. i trace porcelain, with thin layers^ 5 / of red clay. / 4 p 10" 1 / c c TO Brown Clay, wet-noist, nediun ^^ stiff. — fj 13 fl" / Grading wet. / 7 26 15' Gray weathered lines tone. Boring terminated at 13.8 feet. Spoon refusal.

4 Drilling method: _ 3-i ID hollow steam auger. Standard NX split spoon.

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HRtUMINARDDCI ••••A • m r^AYe -

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MOLt HO. B-9 **** flflf 733.4 „.„ ^m~ 5/2/84 ^ CS/SJR UXJOTOH. Bennett's Du«> o^rr 1 ar 1 r-rf ^,^^^5/2/84 ^e- 110.02.03

' BENNETT'S DUMP SUBSURFACE LOG

»jc. DESCRIPTIONS Mf t

1 N B-10 24 Topsoil Red Clay, damp, stiff 18 10' sBrown Clay, wet, soft. Gray S1lt. wet. softT" 15 Red Clay with trace sand, trace gravel, wet, soft. 3" 10.' 15 grading stiff. Black silty organic clay, wet, soft. s 8ed_Clayimojst,_pstiffi _ _ s^ray weathered iTmestoneT Boring terminated at 14 feet. __

Drilling method: 3 - i" ID hollow steam auger. Standard NX split spoon.

PRELIMINARY :

unif MfJ B-10 SUftFACF FLFV 783.3 f/tyf cr^^rfp^/5/84 CS/SJR inrATirw Bennett's Dump SHFFT \ OF 1 f>*rr FIHISMFO 5/5/84 110.02.03

r BENNETT'S OUKP V SUBSURFACE LOG

DESCRIPTIONS I I* N § B-ll Clayay,, aoist, gediua stiff .^s^~ 5fl Brown Clay with little black Sfill. •oist. iiedium stiff. / \6ray liaestone. T- Boring terminated at 2.5 feet. ~

10 "" Drilling Kthod: 3 - i" ~~ hollow steaa auger. Standard" ~ HX split spoon.

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PREUMINARY I

HOif B-ll Bennett's Dutno no.o2.oj BENNETT'S DUMP SUBSURFACE LOG I DESCRIPTIONS N B-12 Topsoil Red Clay, moist, medium stirt with trace gravel.

60. Gray weathered limestone. Boring terminated at 6 feet. Auger reiusea.

Drilling method: 3 - i" ID hollow steam auger. Standard NX split spoon.

PRELIMINARY

5/1/84 CS/SJR ,HOtF MO. B-12 734.2 aayy Bennett's Dump 1— Of 1 DATE 11G.O:.03

BENNETT'S DUMP SUBSURFACE LOG

OCSCRIPTWHS

I B-13 \ N Brown Fill - Clay, rubble, gravel, aolst. loose. lied Clay wist, nediun stiff.

16 18 tray liaestone. Boring temlnated at 6 feet.

"~ Orllling rethod: 3 - i" 10 hollow steam euger. ~~ Standard NX split spoon.

- PRELIMINARY-

5/4/84 CS/SJR MOCf HO B-13 Bennett's Dump **rrr 1 or 110.02.03

BENNETT'S DUMP •v^ SUBSURFACE LOG

^j V DESCRIPTIONS f• tu | 1 B-14 1 N 1 n 4" Brown Clay Fill, brick, rubble. _ / — •- ^— .-. _ ^— —11 • ^^— _ -M_ _- V _ _ .«_ .^H. ^^_ 2 5 6" Red-brown Clay, moist, soft. -7 ^Trace leaves, wood, grass. x- 3 3 5" Brown Clay Fill, rubbTe, pTaslic 5 / foam, moist soft. "" ^=£ 4 - n" Gray weathered limestone. . - . .

Boring terminated at 8 feet. Auger refusal. 10'

Drilling method: 3 - i" ID hollow steam auger. ~ Standard NX split spoon.

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PRELIMINARnm^l •••ILIAV^AY*

B-14 5/5/84 „ CS/SJR HOLE MO. SURFACE ELEV DATE R0nnott'

BENNETT'S DUMP r SUBSURFACE LOG

INSCRIPTIONS

I B- 25 N Brow Clay, noist, soft grading to red. Grading stiff. Grading hard. Gray weathered linestone. Boring terminated at 6.5 feet. _ 10-

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PREUMINARY

ffOCf HO. fLCV. S/6/84 ^ CS/SJR Ronnott '< Hi i />/• BENNETT'S DUMP (^ SUBSURFACE LOG

c DESCRIPTIONS | i fc1 B-26 1 N i COLUM N ] 14 13" Brown Clay, moist, medium stiff. / Light brown - white silt and 2 9 9" fine sand grading to inter - / layered white and gray clay» 3 3 6" moist, soft with lenses gray 5 / . siltv sand. ^Gray weathered limestone. ^^- = Boring terminated at 6.5 feet. 10- r

Drilling method: 3 - J" ID hollow steam auger. Standard NX split spoon.

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rncLIMINARDDCI IIUUKJADAYS

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HOLE M7 JL=_2§_ SURFACE ELEV. .DATE 5/5/84 „ CS/SJR Bennett's Dump fuFfT 1 of 1 .DATE TABLE 1

BENNETT S DUMP LABORATORY ANALYSIS OF BORING SAMPLES

BORING DEPTH SAMPLE PCB CONTENT MMER BELOW GRADE aEVATION PPK. DRY WEIGHT BASIS

10 0- - 6" 737.8' - 738.3'

15 0" - 6- 743.2' - 743.8' 3 15 2'0" - 2'6' 741.2' - 741.8'

22 0- - 12' 747.2' - 74B.2'

23 0- - 12- 742.8' - 743.8' <1

Notes: 1. PCBs were identified as Aroclor 1248 2. Sample collection dates 5/5/84 and 5/16/84 3. PCB analysis per EPA SW-846

6/21/84 SECTION 6 APPENDIX E

AERIAL PHOTOGRAPH ANALYSIS DR. TA LIANG BENNETT'S DUMP TL:AV:5/18/84

Rev 5/29/84

Bennett's Quarry, Indiana

Airphoto Interpretation

1939 July 12 Overlay I

I Old quarries are Indicated along the southeast border(l). The southeast

the rest of the area Is tree covered (4), Including most of the old quarry.

Overall, the area was Inactive.

1946 October 27 Overlay II

The old quarries are more clearly evident than In the 1939 photos (1,

overlay I) and contain several areas of standing water (5). A road partly

following an old trail was built along the east border (6) and joins the

(unused?) railroad bed (2, overlay I). A circular feature (sinkhole?).

(7), Is visible near the west border. This was not seen in the 1939

photos, probably because of the leafed trees. Overall the area was inactive.

1954 October 21 Overlay III (Library photos)

Filling has occurred at the old quarries (8), in places piled higher that

the surrounding terrain. Some water is standing in an unfilled portion of

the quarry (9). The road was rerouted slightly to the west and leads to a

clearing at the south ,end of the area (10). Another road leads southeast from Che clearing (11). The metal building has appeared (12). partly on a filled area, and a road has been built, westerly from the eaat border, which leads to a cleared area (13). The cleared area contains two small features (vehicles?) (14). The culvert under the railroad on the west border is visible for the first time (IS). South of the culvert an area of trees uas cleared (16). Some erosion appears in the cleared area (17).

1958 July 26 Overlay IV The only recent activity was a road built across the railroad at the southwest corner (18) and some fill along the southeast road (19). Vegetation has covered the filled quarries (8, overlay III) and the eroded area (17, overlay III). The unfilled portion of the quarry is dry (9, overlay III).

1962 April 10 Overlay V

A'small fill is evident along the road and railroad In the southwest corner

(20) and along the southeast road (21). The field at the north end has crops (22). The sinkhole (?) Is again visible and is water-filled (7, overlay II) as is the unfilled portion of the quarry (9, overlay III).

1965 April 13. 29 Overlay VI

The field at the north end again has crops (22, overlay V) and the slnkhole(?) (7, overlay II) and old quarry (9, overlay II) are water-filled. Two features (structures?, vehicles?) appear In both dates at the south end (23). On the 29th there have appeared nearby some smaller features that may be blocks of limestone (24). There Is an area of fill south of the road near the railroad (25). X- 1967 Spring? (Not stereo) and October 12 Overlay VII

Three roads enter the area, one at the southeast (26), one by the metal

building (27), and one is a continuation of the road built in 1954 (28).

Host of the area has been cleared except for a few scattered trees and the

area of the old filled quarries (8, overlay III). The sinkhole(?) is not

visible, apparently filled (7, overlay II). Filling has occurred over a

vide area along the western edge and behind the metal building (29), and at

the south end (30). The north end beyond the fill area is no longer farmed

(31). The October 12 photos have one truck and one unidentified feature at

the north end of the fill area (32). This date also has light features

that may be test pits in the field to the northeast (33).

1975 April 6 Overlay VIII

An area of bare soil at the south end (34) has two features, one may be a

vehicle (35), and the other a rock pile (36). More quarry rock Is on the

south side of the road (37). Some filling may be occurring in this area along the railroad. The roost recent fill has occurred along the west edge

(38).

1980 October 21 Overlay IX

A road has been built behind the metal building (39). Rockpiles on both

sides of the road (40) and a crane (41) appear at the south end. The

quarry rock indicated on the topo sheet at fill site 38 on overlay VIII is

visible (42). No recent filling appears. Two areas of old fill appear to

have little or no vegetation (43). Overlay I Extent of fill 1965-1980 The areas outlined Include all area* clearly seen as fill In the 1967 spring and fall photos and the 1975 photos, and some less clearly defined areas from the 1980 photos. The 1965 and 1980 photos were compared to arrive at an estimate of the depth of fill. D - deep, S - shallow.

Attachments: 1. list of air photo s examined. 2. Overlays I through X. LIST OF AIRPHOTOS EXAMINED - BENNETT'S QUARRY SITE 5-16-84, REV. 5-29-84

1980 10/21 USDA 40 18105 178-116/117 1 in, 2900 ft. 1975 4/6 . S38-18105 273-87/88 1 in, 2650 it, 1967 Spring? No number 10/12 AIP-2HH-284/285 1 in. 1300 ft - 1965 4/13 GS-VBFR 1-42/43 1 in. 2000 ft 4/29 GS VBFR 1-99/101 1 in. - 2000 ft 1962 4/10 GS-Vale 2-31/32 1 in. 2150 ft - 1958 7/26 AIP-1V-176/177 1 in. 1000 ft - 1954 10/21 AIP-4N-78/79 1 in. 1700 ft - 1946 10/27 AIP-1D-118/119 1 in. - 1450 ft

1939 7/12 AIP-3-50/51 1 in. - 1650 ft •'' •>''*• ••''-. 44. '"•* -i' *' • V^r1''*^ ••'.•••'.*•"'•''•''•'•»...-.. '"': •••• ^i • •"•• - v .••••«'••:;:. ..w.,/••'''{.•:.. . . "" '"• ':•>• . •-. • " ^::'*^~"''"'Wr.^pf:*»i*« . .•"**> , * .••• • ".•--:;;:^-:,,;'• . - ,- to^. ._ ^< ,,r'' ,M.. . pi ,-\ --^.;.:*-^<-^-i2.r:V;-5i-.-iff - ••.-.;•'*",• •_*-.««^^»-*v.r.*. »" •-::-•,:•.'...' „ , P. ,..,. ,:.- ' • - ~\",«/=r-/ i ," * --,,-'"i'i .."•:;v,.r' -' ' 7« / ,',',.''•-:::- X.^^*^%-----ev^*^S\r-\ • ..-- ..-"T.** .-••. .g&f^^ ..- .....:.;r. - ..-e*- vro"-^1'' : : ^^l^^"^^'"".-,:j - -'" """""'-"- : .^>- .-.^r=^^"-:.j«i"-:» --4 n1 f1 r^;\^ ^\ - ' _'^-[ r^.,- --T- -- /*>----^---,^-' :x - v (0* 6 *B *ss / j Jul 12. (' '\ o

/x

/J Overlay I «l«j /»ta 1154 October II 27, o

.

Jttlvlfe -it-

I*

I/ ( \ o

* If

CA I*R)DTDS:

a- 20

21 / // // Overlay 6

•?

/, c C ) o

Overlay 2E (o* stale, IU7 OcWr 12. (Chafes 5mce Apr.'l 2% UlSpHivS: Alp-^HH^SV^SS <^*1 ftfit^ "^" ""^ '» '^;£*^ ^•'e

3>0 •r Overlay BE (On 6i6 nap 3/2<>/f*V rvL**4 +* I"*If) ty H, W mSApriU (Oi.^siWeO^ter.l.HW) f^ — - -fc"« tMtt~£ >*~~

i/ o

Overlay JX (on B*B «*>? 3/*>/tw r*~*-k ^* I ' * \ October i| (Char>3« since. Afr,| <» 1975) 'J ^ *" ';-4

10. Overlay I ort APPENDIX F

AERIAL PHOTOGRAPH ANALYSIS BLASLAND & BOUCK ENGINEERS, P.C. BENNETT'S DUMP 1939 July 12 Photes AIP-3-50

AIP-3-50

Site is tree covered, with old quarries on east side. Bottoms of quarries are

filled with standing water. Field to north of the site is open, with small

trees.

19*6 October 27 Photos AIP-1D-118

AIP-1D-119

No leaf cover makes quarries visible on south and east sides. They are partially water filled. On the west side of the site, and east of the railroad tracks, is a small circular feature. It looks as if it is a sinkhole and may be

partially water filled. Leaf cover obscured this feature from view in the 1939 • photos. The site and vicinity in general remain unchanged from the 1939

photos.

1954 October 21 Photos AIP-4N-78

AIP-4N-79

The main road leading into the site is relocated a few feet to the west. A

water filled quarry on the eastern side of the site remains unchanged, but a

smaller quarry pit at the southeast margin of the site has been partially filled

in. The unfilled portion contains standing water. The fill is piled higher

than the surrounding area, and higher than the road. Quarrying has begun southeast of the site. The new quarry pit has three tiers to its floor. The sinkhole spotted on the western site boundary is not

visible now due to tree cover. The field to the north of the site and the

rest of the immediate vicinity remain unchanged.

1958 July 26 Photos AIP-1V-176

AIP-1V-177

The road leading around the south side of the site has been extended to the

west side of the railroad, with a new building at its terminus. The quarries

on the southeast perimeter of the site have been completely filled and

vegetation has covered them. The new quarry southeast of the site in the 1954 photos has been expanded to the west slightly, with older portions

partially filled.

There also appears to be a small building on the side of the road on the east -- rr.argin of the site. It may have been there in previous photos, but hard to distinguish.

The field north of the site remains unchanged except for a feature in the

south central portion. It looks like a block of limestone. A small depression

is noticed in the east-central portion. It was seen in previous photos, but

did not stand out as well.

- 2 - 1962 April 10 Photos GS-VALE-2-31

CS-VALE-2-32

The quarries southeast of the site are now abandoned and partially water filled. There appears to be a trail entering the site from the south and terminating. There is some sort of activity around this trail. Whether it is fill is not known. The site itself is inactive. The sinkhole near the western margin is visible and is water filled. The field to the north of the site has been cleared of small trees and now contains crops. The two features

(limestone blocks [?]) are still there. The small depression in the east-central portion of the field is also evident. It is not deep enough to disrupt plowing and its depth is probably exaggerated in the photos.

1965 April 13 Photos CS-VBFR-1-42

GS-VBFR-1-43

GS-VBFR-1-99

GS-VBFR-1-100

GS-VBFR-1-101

The quarries at the eastern side of the site are now dry (one has very little water in its center). The sinkhole along the western margin is visible and appears dry. In the southwest corner of the site, there is some activity

(first visible in 1962), but is still not clear what is occurring.

The field north of the site still has crops. The blocks of limestone (?) are still there. The surface depression in the east-central portion of the site is not as evident.

- 3 - An area west of the site, on the west side of the creek and parallel to the. tributary creek, has been planted with crops. There may be a pond at its eastern tip (west of the building at the mill).

1967 October 12 Photos AIP-2HH-284

AIP-2HH-285

Most of the trees on the site have been cleared, and the site excavated. A new road leads onto the site from the eastern side. The area of filled quarries at the southeast corner of the site have not been cleared. A new quarry has opened near the northeast corner of the site and across the road.

The sinkhole near the western margin of the site is not visible, but one may be visible north of the site, west of the field, and adjacent to the railroad. The field is not presently farmed and has many scars in it which may be quarry test pits.

The pond at the eastern tip of the planted field (west of the creek) is visible. Whether it is a sinkhole pond cannot be distinguished.

1975 April 6 Photos S-38-18105-273-87

S-38-18105-273-88

The photo is from a very high altitude and details are not as clear as previous photos. Any activity on the site is not evident except perhaps the southern end, where it appears bare. The field north of the site is revegetated, but does not appear to be farmed .\

The small sinkhole near the railroad (seen in 1967) is not as evident. The sinkhole on the western margin of the site is also not evident.

Construction of Route 37 (4-lane) has filled several old quarries east of the site, but has not affected anything immediately adjacent to the site.

1980 October 21 Photo USDA-40-18105-178-116

USDA-40-18105-178-117

The newest quarry northeast of the site has been expanded to the west and the road has been re-routed to the west around it. The quarry is abandoned and has standing water in it. The field north of the site has returned to crops.

The site itself does not appear to be receiving fill, although there are several bare areas within the site.

General

Karst features outside of the Bennett's Dump Site Inspection Limits but within the immediate vicinity of the site are difficult to distinguish due to the extensive quarrying activity in the vicinity of the site. Karst features, including sinkholes and sinkhole ponds, have been observed in all photos approximately one mile west of the site. Many of these features are mapped on the Bloomington 7-1/2 minute USCS topographic map. They are at

- 5 - sly 850 feet or more above sea level (a.s.l.), which place them et higher in elevation than the site. These features are mapped in v« jenevieve Limestone (Bennett's Dump, Reference 9). They may •charges for the ground-water system that discharges at Robertson stmer Spring, or the springs located approximately one mile south

\ ures have also been observed approximately one mile east and of ^^ site, in the vicinity of Arlington Heights. Many of these \ ave been obscured by housing construction and expansion of the 3. These features are located between 700 and 775 feet a.s.l., are n the Salem and Harrodsburg Limestones (Bennett's Dump, 9). —These features may serve as recharge to the ground-water the Griffy Creek Valley to the east.

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Westinghouse Power Systems Environmental Technology Division Electric Corporation ftPR 07 Box 286 Madison Pennsylvania 15663-0286

March 31, 1987 .BP-WP-CD-87-20 Director, Waste Management Division n? 1987 United States Environmental Protection Agency Region V U.S. tfti, 230 South Dearborn St. *W WHOM mm Chicago, IL 60604 Re: Phase 1 Progress Report/Phase 2 Work Activities Bennett's Dump and Winston Thomas Facility

Dear Sir or Madam: Enclosed please find for your review the Phase 1 Progress Reports for Bennett's Dump and the Winston Thomas Facility. Each Report presents the results of: the data review regarding geol ogy/hydrogeol ogy and previous subsurface, analytical and/or geophysical investigations; the aerial photography inspections; the topographic map inspections and the site reconnaissance conducted at each site. The Reports also outline the reasoning for making modifications to the coring/monitoring well locations and work activities involved in completing the Phase 2 work. We expect to begin boring/coring operations at Bennett's Dump as soon as practicable. Following four weeks of projected work there, boring/coring will then commence at the Winston Thomas Facility. We will contact you the week of April 20, 1987 for your comments regarding the Phase 1 Progress Reports. We look forward to your timely response.

Mr. Carl Anderson, Manager Bloomington Projects /wr Enclosures cc: Mr. George W. Lee, Jr., C.P.G.S., Blasland & Bouck Engineers, P.C.

DSKII:CD8720