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0000055
EPA Region 5 Records Ctr.
227917
OFFSITE GROUND WATERMONITORING PLAN
TIER 1BENNETT'S DUMP
BLOOMINGTON, INDIANA
Prepared For:
Westinghouse Electric CorporationEnvironmental Services Division
Waltz Mill SiteMadison, Pennsylvania
Prepared By:
Westinghouse Environmental ServicesPost Office Box 1308
Gary, North Carolina 27512
and
Blasland & Bouck Engineers, P.C.6723 Towpath Road
Syracuse, New York 13214
April 1989
Environmental Services MadlSDn
BP-WP-CD-89-033
• April 18, 1989
Mr. R. KarlUS EPARegion 5230 S. Dearborn Ave.Chicago, IL 60604
SUBJECT: Offsite Ground Water Monitoring Plan; Tier 1Winston-Thomas Facility, Bennett's Dump
Dear Mr. Karl:
The subject documents are enclosed for your review and approval. Thesedocuments fulfill the requirements set forth in Paragraph 74(b)(l) of theConsent Decree.
Unlike the previous submittal, the Consent Decree schedule necessitatesthat the Tier 1 Plans be submitted prior to the Onsite Plans for these twosites. While the Consent Decree allows an additional 60 days for OnsitePlan submittal, Westinghouse will endeavor to expedite delivery of theonsite plans to facilitate the review process.
Once the plans have been approved, Westinghouse will initiate discussionswith the offsite property owners to gain legal and physical access.
If you have any questions or comments regarding these documents, pleasecontact James Narkunas at 919-481-0397.
Sincerely,
Carl A. AndersonBloomington Project Manager
NJ/lel
ft division of Westinghouse Electric Corpoiation
OFFSITE GROUND WATERMONITORING PLAN
TIER 1BENNETT'S DUMP
BLOOMINGTON, INDIANA
Prepared For:
Westinghouse Electric CorporationEnvironmental Services Division
Waltz Mill SiteMadison, Pennsylvania
Prepared By:
Westinghouse Environmental ServicesPost Office Box 1308
Gary, North Carolina 27512
and
Blasland & Bouck Engineers, P.C.6723 Towpath Road
Syracuse, New York 13214
April 19S9
OFFSITE GROUND WATER MONITORING PLANTIER i
BENNETT'S DUMPBLOOMINGTON, INDIANA
Prepared for:
Westinghouse Electric CorporationEnvironmental Services Division
Waltz Mill SiteMadison, Pennsylvania
Prepared by:
Westinghouse Environmental ServicesP.O. Box 1308
Gary, North Carolina 27512
and
Blasland & Bouck Engineers, P.C.6723 Towpath Road
Syracuse, New York 13214
April 1989
PREFACE
This Offsite Ground Water Monitoring Plan for Bennett's Dump was prepared
at: the conclusion of the site's Supplemental Hydrogeologic Investigation. As
specified in Paragraph 74 (b)(l) of the Consent Decree, a plan describing the
proposed Tier 1 wells is to be submitted within 30 days of completing the
Supplemental Hydrogeologic Investigation. The Offsite Ground Water Monitoring
Plan is to be followed by the Onsite Ground Water Monitoring Plan that is due
90 days after completion of the Supplemental Hydrogeologic Investigation. Since
this sequence of plan submittal is contrary to earlier practice, this Offsite
%•/Ground Water Monitoring Plan is comprised of two volumes. The first volume is
the Data Evaluation. It provides the results of the Supplemental Hydrogeologic
Investigation and was prepared by Blasland & Bouck Engineers, P.C. of Syracuse,
Now York. The Data Evaluation includes the following information as proposed
Jin Task 3.2 of the Supplemental Hydrogeologic Investigation Plan for the Winston-
Thomas Facility and Bennett's Dump:
o A presentation of the work efforts performed during the SupplementalHydrogeologic Investigation.
% _, o Detailed logs of Phase 2 wells, borings, and corings.
o Geophysical logs.
o The results of permeability testing.
o Ground water analytical results.
o Ground water elevation contour maps.
o Geologic cross-sections.
Tine second volume is entitled Offsite Monitoring Well Network and was prepared
by Westinghouse Environmental Services of Gary, North Carolina. The Offsite
Monitoring Well Network includes a description of the wells in the offsite
monitoring well network, reasons for selecting the wells, and a map showing the
proposed well locations.
11
LEGEND
• GROUND-WATER MONITORING WELL
" S T R E A M GAUGE
(72341 ' ) GROUND-WATER ELEVATION 8/2?/67
726* ' GROUND-WATER CONTOUR LINE
o to1 no1
"
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_ •-."•
. _
!_ - t fmj ta BENNETT'* DUMP
GROUND-WATER CONTOUR MAPAUGUST 22, 1987
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s ' ^ , :.w ' '<;; ,;t^r: -•'-/,.
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0.5 ACRE FILL AREA
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LEGEND
A APPROXIMATE SEEP LOCATIONS
/\ CROSS SECTION LOCATION
Mw"'* GROUND-WA ER MONITORING WELL
GS- IM STREAM GAUGE
! LIMITS OF FILL AREA (APPROXIMATE)
BENNETT'S DUMP
SITE LOCATION MAP
1
Pi B - T n u l 0 . « 7 7.] 0.30 1.1Ii'i'bt
ND 0 .11
NO IE ND • NO DETECTIONNA - NOT APPLICABLE
iUtUND * 90UOL
BENNETT'S DUMP
PCB CONCENTRATIONSIN GROUND-WATER
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-740
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r - -720
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-710
-700
-690
680
• iu"iZONTAL SCALE
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BENNETT'S DUMP
GEOLOGIC CROSS SECTION A-A1
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750-
740-
730-
720-
710-
700-
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-750
-740
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-680
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SLASLAND » IOUCKENOINEERS, P.O.
BENNETT'S DUMP
GEOLOGIC CROSS SECTION B-B'
File No
Dole
[>*U fJO
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FIGURE 4C
UJUJ
zo
IUJ_lUJ
YELLOW/KED SILTYI—~-T_---^ CLAY
GRAY LIMESTONE(SALEM LIMESTONE)
710-
700-
690-
-700
-690
680 680
BENNETTS DUMP
GEOLOGIC CROSS SECTION C-C1
HORIZONTAL SCALE
0 60' 120'
BLASLAND fc BOUCKENGINEERS, P.O.
LEGEND
• GROUND-WATER MONITORING WE'LL
H S T R E A M GAUGE
(720 73') GROUND-WATER ELEVATION 9/7/86
72Q1 GROUND-WATER CONTOUR LINE
BENNETT'S DUMP
GROUND-WATER CONTOUR MAPSEPTEMBER 7, 1988
5E
VOLUME 2
OFFSITE MONITORING WELL NETWORKTIER 1
BENNETT'S DUMPBLOOMINGTON, INDIANA
Prepared for:
Westinghouse Electric CorporationEnvironmental Services Division
Waltz Mill SiteMadison, Pennsylvania
Prepared by:
Westinghouse Environmental ServicesP.O. Box 1308
Gary, North Carolina 27512
April 1989
TABLE OF CONTENTS
Section No.
1
1.11.21.31.4
2
3
4
5
5.15.25.3
6
7
8
Title
INTRODUCTION
BACKGROUNDCONSENT DECREE REQUIREMENTSMONITORING FREQUENCYDOCUMENT OVERVIEW
TIER 1 DESCRIPTION
HYDROGEOLOGIC FRAMEWORK
PRIVATE WELL USE
TIER 1 OFFSITE MONITORING WELLS
WELL LOCATIONSBASES FOR WELL SELECTIONSHYDROLOGIC ZONE OF INFLUENCE
WELL INSTALLATION
WELL ABANDONMENT
WELL REPLACEMENT
Page No.
1
1123
4
6
8
10
101012
13
14
15
REFERENCESFIGURESAPPENDIXPLATE (In Pocket)
SECTION 1
INTRODUCTION
1.1 BACKGROUND
This plan addresses the Tier 1 offsite ground water monitoring wells
selected for Bennett's Dump.
The objective of offsite ground water monitoring at Bennett's Dump is to
confirm the adequacy of the remediation and demonstrate the acceptability of
the final conditions such that active controls are no longer needed (Consent
Decree, Section XIII, Paragraph 69[c]).
Offsite ground water monitoring will be performed within a three-tiered
network of monitoring wells. The wells will be installed in an area between
Be'.nnett's Dump onsite boundary and an imaginary boundary circumscribed about
the facility at a distance of 5,000 feet from the onsite boundary. Tier 1 is
the area extending outward 1,000 feet beyond the onsite boundary; Tier 2
identifies the area located between 1,000 and 2,500 feet from the onsite
boundary; and Tier 3 includes the area located between 2,500 and 5,000 feet from
v.he onsite boundary (sse Plate 1) . Tier completion will occur successively,
beginning with Tier 1. All wells within a particular tier will be installed and
monitored before installation of the next tier of wells is initiated. Data
collected from the earlier tier(s) will be utilized in selecting well locations
for the subsequent tier.
1.2 CONSENT DECREE REQUIREMENTS
The bases for selecting the offsite monitoring well locations are specified
in Paragraph 74(b) of the Consent Decree (Section XIII). Specifically, "the
locations of all offsite wells shall be selected based on the preferential flow
of ground water from each site, the lithologies representative of the ground
water system at each site, results of the private well user survey, and
monitoring completed to date at each site". For interpretive purposes,
preferential ground water flow paths are those flow lines demonstrated by
currently available data, such as, ground water levels, potentiometric surface
maps, existing wells with a history of rapid hydraulic response, lineaments, and
tracer test results, as applicable. Monitoring completed to date includes water
Ipvel measurements and PCB analytical results from wells installed onsJte and
from private wells to the extent those data are available and relevant.
In addition to specifying the bases for well selection, the Consent Decree
also specifies the number of offsite wells required for specific sites in Table
2 of Exhibit 13. The areas represented by the three tiers are described in
Paragraph 74 of the Consent Decree.
1.3 MONITORING FREQUENCY
The monitoring frequency for the offsite wells is specified in Table 1 of
Exhibit 13. However, in addition to performing monitoring according to the
schedule included in the Consent Decree, Westinghouse has agreed to monitor the
offsite wells as follows. Upon installing a well tier, Westinghouse will sample
ground water from the offsite monitoring wells in that tier following the
procedures specified in Paragraphs 71(a) and (b) of the Consent Decree. After
a.ll tiers have been completed, Westinghouse will sample all offsite monitoring
wells once in conjunction with scheduled onsite well sampling.
1.4 DOCUMENT OVERVIEW
Volume 2 of the Tier 1 Offsite Ground Water Monitoring Plan is organized
into eight sections including this introduction which is Section 1. Section 2
provides a general description of the Tier 1 area around Bennett's Dump. An
interpretation of the hydrogeology based on the data evaluation provided in
Volume 1 of the plan is provided in Section 3. Section 4 presents a discussion
of private well use within 5,000 feet of the facility.
The wells selected for the Tier 1 offsite monitoring well network are
discussed in Section 5. In that section, the proposed locations of the wells
are described and data considered during the selection process are discussed.
The concept of the hydrologic zone of influence and its relation to the Tier 1
wells is also addressed. Section 6 provides an overview of the procedures for
installing the wells proposed for the Tier 1 monitoring well network. Section
7 specifies the procedures to be followed in abandoning the offsite wells.
Lastly, Section 8 discusses a well replacement protocol in the event a well is
damaged beyond repair or is otherwise rendered unusable for collection of a
representative sample.
SECTION 2
TIER 1 DESCRIPTION
Plate 1 illustrates the Bennett's Dump site and the tier areas which
encircle it. Excavation at the site will occur in three areas, the main fill
area, the 1/2-acre fill area, and the satellite fill area as illustrated in the
E'ata Evaluation (volume 1). The shaded portion on Plate 1 represents the area
enclosed by a line which circumscribes the three areas scheduled for remediation.
The tier area around Bennett's Dump is illustrated by the innermost dashed line
circumscribed about the three proposed remediation areas at a distance of 1000
feet.
The Tier 1 area encompasses approximately 160 acres and is elongated in a
north-south direction reflecting the shape of the boundary enclosing the three
individual areas at Bennett's Dump scheduled for remediation. The Tier 1 area
is approximately 3600 feet long from north to south and about 2800 feet wide from
east to west.
Topography within the Tier 1 area is characterized by the north-south
trending floodplain and valley side slopes of Stout Creek. Elevations of the
floodplain range from about 705 feet above mean sea level (msl) at the northern
boundary of the Tier 1 area to about 745 feet above msl at the southern limit.
The valley sides exhibit slopes ranging from 2 to 18 percent and rise up from
the floodplain toward the east and west attaining maximum elevations within the
Tier 1 area of about 810 feet above msl and 790 feet above msl, respectively.
The side slopes within the Tier 1 area represent the lower portions of two
moderately broad north-south trending ridges located adjacent to Stout Creek.
Relief within the Tier 1 area is approximately 105 feet.
Quarried areas are evident in the eastern and southern portions of the Tier
1 area. Abandoned open pits of various shapes and sizes are commonplace in these
areas with many of the deeper pits containing water. Waste rock and spoil
material from the former quarrying operations are also found in the quarried
areas.
The primary drainage feature in the Tier 1 area is Stout Creek which flows
from south to north past the western edge of Bennett's Dump. A number of
intermittent streams are tributary to Stout Creek along the segment which flows
through the Tier 1 area. Visual evidence of subsurface drainage in the Tier 1
area is minimal: two possible bedrock seeps were identified within the limits
of the main fill area during the Supplemental Hydrogeologic Investigation.
The Tier 1 area includes largely undeveloped land. Major cultural features
in the area include, in addition to the abandoned quarries, public and private
roadways and a small number of commercial buildings.
SECTION 3
HYDROGEOLOGIC FRAMEWORK
The characterization of the carbonate aquifer present at Bennett's Dump is
dependent upon the degree of karstification which has occurred. Carbonate
aquifers which have undergone the least amount of solutional modification are
termed diffuse flow systems (White, 1969). Solutional cavities are limited in
size and distribution, often being mainly solution-widened joints and bedding
planes. There is a high degree of interconnection between these small solution
cavities. Associated karst landforms are subdued. The water table is well
defined and discharge is through a large number of small springs and seeps.
Diffuse flow aquifers occur where solutional activities ate retarded by
lithologic factors such as shaley limestones or coarsely crystalline dolomites.
Conduit flow systems are those where a high degree of solutional
modification has localized ground water flows into well integrated series of
conduit networks. Discharge is dendritic and convergent to large springs. Flows
reach velocities of feet per second and are often turbulent. These are largely
gravity flows which are governed mainly by the hydrostatic head, the hydraulic
characteristics of the conduit, and the volume of recharge. Karst landforms are
well developed and human-accessible caves occur.
As illustrated in the Figure 1 adapted from Quinlan and Ewers (1985), the
two flow systems may be thought of as composing the end members of a flow
continuum. Intermediate members may be termed mixed-flow aquifers. Most
carbonate aquifers are characterized by both types of flow and it is the relative
predominance of one type over the other which classifies the aquifer.
In this context the aquifer at Bennett's Dump would be classified as a
mixed-flow system but would fall toward the diffuse end between the Chicago
dolomites and the Bluegrass aquifer. Karst landforms are subdued and few
sinkholes exist near the site. The water table is well defined and no springs
have been noted along Stout Creek as it flows through the site. Some shale beds
which might serve as lithologic impediments to solutional development were noted
in the geologic logs but the extent of these beds is not known. Reports of
previous quarrying activity indicate ground water seepage entering working pits
along joints and bedding planes; nevertheless, no large volumes of inflow were
reported which would have been indicative of conduits being intercepted.
However, upstream of the site along Stout Creek and its headwater tributaries,
numerous conduit springs have been noted, indicating an integrated system of
network drainage.
It is likely that water recharging at the site is entering a mainly diffuse
flow system and is discharging to Stout Creek as seepage via small, well
integrated, solutional-widened joints and bedding planes. It does not appear
likely that ground water is being conveyed any great distances by trunk conduits.
SECTION 4
PRIVATE WELL USE
In December 1985, the Indiana University School of Public and Environmental
Affairs (SPEA), under contract to Westinghouse, completed a well water user
survey (Jones et al., 1985). The purpose of the survey was to identify the
location of private wells in use for commercial or residential purposes within
5,000 feet of the boundaries of four sites, including Bennett's Dump.
During the survey, SPEA identified 764 properties within the area of
investigation associated with the Bennett's Dump. Following the survey, SPEA
reported that 76 w%lls we're. in MSB at these properties; however, Table 2 of
their report lists only 74 wells and may reflect the actual number. The survey
did not include the map location of these wells; consequently, Westinghouse
performed a "windshield" survey to locate the wells on USGS topographic maps.
These well locations are illustrated on Plate 1 and labeled numerically from 1
to 73. Three wells were located at number 60 and number 15 was not assigned to
a. well. None of the wells were located within the Tier 1 area.
Table 2 from the SPEA report has been reproduced and the numerical
identifiers added to the respective addresses. A copy of the revised table is
included in the appendix of this document.
In plotting the wells on topographic maps, Westinghouse has determined that
five wells, numbers 27, 29, 35, 72, and 73 are located beyond Tier 3. Therefore,
only 69 of the wells identified in Table 2 of the SPEA report are located within
5,000 feet of the facility boundary.
Following completion of the survey, owners of 65 of the wells allowed SPEA
staff to sample and analyze water from the wells for PCBs. PCBs were not
8
detected in 58 of the samples (Hites et al., 1986). Water sampled from wells
12, 18, 19, 22, 45, 59, and 68 were reported to contain PCBs at concentrations
oE 0.003, 0.004, 0.005, 0.007, 0.002, 0.003, and 0.402 parts per billion (ppb),
respectively. The residence associated with well number 68 is served by
municipal water, not the well; therefore, Westinghouse requested the owner's
authorization to cap the well, but was denied permission. The reported
concentrations of the other six samples were very low relative to a detection
level of 0.1 ppb referenced in the Consent Decree and to a detection limit, in
the absence of interferences, of 0.065 ppb cited in EPA method SW 846-8080.
Duplicate samples were collected from all wells; however, only samples showing
PCB concentrations greater than 0.1 ppb had duplicates analyzed to confirm the
occurrence of PCBs.
SECTION 5
TIER 1 OFFSITE MONITORING WELLS
5.1 WELL LOCATIONS
The Consent Decree (Exhibit 13, Table) requires that a total of 15 wells
be installed throughout the Tier 1, 2, and 3 areas. However, the Consent Decree
does not specify how the number of wells is to be distributed among the three
tiers. Therefore, Westinghouse has elected to install six offsite wells in Tier
1. The proposed wells have been temporarily identified as BD-A through BD-F and
their locations are illustrated on Plate 1. Following installation, the wells
wJ.il be numbered sequentially based on their order of completion, continuing thfc
well numbering previously established at Bennett's Dump.
The proposed sites for wells BD-A through BD-C are located along the north
side of an east-west trending road that is located north of Bennett's Dump. The
proposed sites for wells BD-D and BD-E are located on the west side of a farm
road which crosses an open field west of Bennett's Dump. The proposed site for
well BD-F is located in the area currently occupied by a stone-cutting operation.
5.2 BASES FOR WELL SELECTIONS
As described in the Data Evaluation (Blasland and Bouck Engineers, 1989),
the direction of ground water flow within the bedrock is toward the west and
northwest. Therefore, offsite wells BD-A, BD-B, BD-D, BD-E, and BD-F, located
west and northwest of Bennett's Dump , will monitor ground water within the
bedrock that may be flowing beneath Stout Creek. Well BD-C is located in a more
northerly direction with respect to Bennett's Dump in order to monitor ground
water flowing within bedrock underlying the areas east of Stout Creek.
10
According to the Data Evaluation, the Salem Limestone comprises the bedrock
aquifer in the area of Bennett's Dump. Therefore, offsite wells BD-A through
ED-F will be installed as open-hole wells in the Salem Formation. The wells will
be terminated at elevations approximately equivalent to the total-depth
elevations of the wells currently onsite.
The results of ground water monitoring at Bennett's Dump indicate the
occurrence of PCBs in four of the seven wells drilled onsite during the
Supplemental Hydrogeologic Investigation. The Data Evaluation reports that PCBs
were detected in wells MW-3, MW-5, MW-6I, and MW-6D. All of the wells are
downgardient of Bennett's Dump as interpreted in the Data Evaluation.
Consequently, offsite welis BD-D through ED-F have been proposed in the apparent
downgradient direction of documented PCS occurrence.
The occurrence of PCBs was also reported in seven private wells as described
in the preceding section. All of the wells were within Tier 3 at least 2500
feet from Bennett's Dump. One well, number 22, was located north of the site;
another, number 12, was located southeast of the site; and, the remainder were
located southwest of the site. However, based on the wells' locations relative
to the direction of ground water flow at Bennett's Dump, the reported occurrence
of PCBs at these locations did not influence the selection of offsite wells.
Nevertheless, wells BD-E and BD-F, are located, coincidentally, between Bennett's
Dump and a relatively large distribution of private wells located on Vernal Pike
and Woodyard Road.
Six private wells, numbers 16 and 30 through 34, were located west and
7iorthwest of Bennett's Dump. Well 16 was located in Tier 2 and the remainder
were in Tier 3. Water from four of the wells, numbers 16, 30, 32, and 33 was
sampled and analyzed for PCBs. No PCBs were detected in any of the wells.
11
Nevertheless, the locations of these private wells influenced the selection of
the proposed sites for the Tier 1 monitoring wells, particularly wells BD-A
through BD-D.
5.3 HYDROLOGIC ZONES OF INFLUENCE
The Consent Decree requires that the hydrologic zone of influence (ZOI) of
each tier well be described. However, the Consent Decree does not define the
term. In common hydrologic terminology, the ZOI refers to the spatial lowering
of the water table or potentiometric surface around the pumping well. In this
context, the ZOI is a dynamic concept in that it represents an area which varies
with the duration of pumping and with changes in the pumping rate. Consequently,
the standard definition of the ZOI is not applicable to a monitoring well which
is pumped only prior to sample collection to remove "stagnant" water in the well.
For the purposes of this plan only, the ZOI of each tier well will be an
area of the following dimensions surrounding each tier well. The length of the
Z'.OI will extend upgradient from the Tier 1 well to the site boundary and
clowngradient to the Tier 1 boundary. The width of the ZOI will be defined as
t:he distance between the pair of ground water flow lines that pass through the
points midway between the Tier 1 well and the two adjoining Tier 1 wells (see
Figure 2). In those cases where only one well is adjoining, the width of the
ZOI will be established as twice the distance between the Tier 1 well and the
midpoint with the single adjoining well (see Figure 3).
12
SECTION 6
WELL INSTALLATION
All of the Tier 1 wells at the Bennett's Dump will initially be advanced
through the unconsolidated material to the top of the bedrock by hollow-stem
auger or roller bit. At each well site, a core of the bedrock will then be
collected using a core barrel. Subsequently, the corehole will be reamed to
approximately 5-1/2 inches. A four-inch ID steel casing will be seated into the
upper portion of the bedrock and grouted in place. After the grout cures, the
well will be deepened by continuous coring until the bottom of the well is of
an approximate elevation of 690 feet above msl which is comparable to the total
depth elevation of the wells installed onsite during the Supplemental
Hydrogeologic Investigation.
A field geologist will be present to observe the drilling, collect and
describe the samples, and log the test holes. In order to minimize any potential
for cross-contamination, the drilling equipment will be decontaminated by steam
cleaning between each well. Upon the completion of drilling, the well casing
will be fitted with a locking cover to preclude unauthorized access.
Following well completion, each well will be developed, if necessary, by
pumping to remove cuttings generated during drilling and to establish a good
hydraulic connection between the well and the bedrock. Water collected during
development will be analyzed for PCBs. Contaminated water will be transported
to a permitted, commercial disposal facility or treated to reduce PCB
concentrations to below 1.0 ppb prior to local disposal. Each well will also
be surveyed to document its location and the elevation of its measuring point.
13
SECTION 7
WELL ABANDONMENT
If five years after closure of Bennett's Dump, the Tier 1 well monitoring
demonstrates compliance with the conditions of Paragraph 80 of the Consent
Decree, the offsite well monitoring at these locations can be terminated. When
these conditions are met, Westinghouse will implement well abandonment according
to the following procedures.
Prior to abandonment, each well will be checked from land surface to the
entire depth of the well to insure freedom from obstructions that may interfere
with sealing operations. A hole will be dug around the casing and the casing
will be cut off below the ground surface. Subsequently, a neat cement grout
mixture consisting of not more than six gallons of water to one 94-pound bag of
Portland Cement or a sand cement grout mixture consisting of not more than two
parts sand to one part cement and not more than six gallons of water to one 94-
pound bag of Portland Cement will be introduced into the well casing by means
of a tremie pipe. The tremie pipe will extend to the bottom of the well and will
be raised as the well is filled. The grout will then be allowed to overflow the
casing and fill the manhole to the level of the ground surface. The grout will
be slightly mounded to drain off surface water.
Because of the fractured nature of the limestone in some areas, a neat or
sand cement grout mixture may not be sufficient nor economical to abandon an open
hole well. Therefore, a concrete grout may be utilized in highly fractured
areas. The concrete grout will consist of not more than two parts gravel to one
part cement and not more than six gallons of water to one 94-pound bag of cement.
The abandoned wells will be checked after the grout has cured and
additional grout will be added if significant settlement occurs.
14
SECTION 8
WELL REPLACEMENT
If during the monitoring period, any onsite monitoring well is damaged
beyond repair or cannot otherwise be used for its intended purpose, the well will
be replaced in its original location. If the well cannot be replaced in its
original location, Westinghouse will notify the parties of the Consent Decree
and mutually resolve a new location. The design and construction of the
replacement well will be as similar as possible to that of the original well.
15
REFERENCES
Blasland & Bouck Engineers, P.C., August 1986, Supplemental hydrogeologicinvestigation plan, Wins ton- Thomas facility & Bennett's dump, Syracuse, NewYork.
Masland & Bouck Engineers, P.C. , 1987, Phase I progress report Winston-Thomasfacility & Bennett's dump, Syracuse, New York.
Blasland & Bouck, Engineers, P.C. , 1989, Data evaluation, Bennett's dump,Syracuse, New York.
Hites, R.A. et al., 1986, Collection and analysis of drinking water well samplesfor PCB content: Indiana University School of Public and EnvironmentalAffairs, Bloomington, Indiana.
Jones, W.W. et al . , 1985, Well water user survey around four PCB-contaminatedsites: Indiana University School of Public and Environmental Affairs,Bloomington, Indiana.
Quinlan, J.F. and Ewers, R.O. , 1985, Ground water flow in limestone terranes:strategy rationale and procedure for reliable, efficient monitoring ofground water quality in karst areas: National Symposium and Exposition onAquifer Restoration and Ground Water Monitoring (5th, Columbus, Ohio, 1985),Proceedings, NWA, Worthington, Ohio, 197-234.
U.S. District Court for the Southern District of Indiana, 1985, Consent decree;United States vs. Westinghouse, civil action no IP83-9-C; city ofBloomington vs. Westinghouse, civil action no. IP-81-448-C.
White, W.B. , 1969, Conceptual models for carbonate aquifers: Groundwater, Vol.7, No. 3.
FIGURES
1 1
TYPE OF FLOW
DIFFUSE MIXED CONDUIT
tCHALK
(England)
t t tBLUEGRASS MAMMOTH(Kentucky) CAVE
(Kentucky)
CASTLEGUARD(CanadianRockies)CAMBRIAN-ORDOVICIAN
DOLOMITE(Chicago)
Isolated Conduits Braided Conduits Branching Conduit Isolatedand Fissures and Fissures Networks and Caves Conduits
(Small) (Small) (Large) (Large)
FROM'QUINLAN AND EWERS, 1985.
P R O J E C T
BENNETT'S DUMP/OFFSITEGROUND WATER MONITORING PLANBLOOMfNGTON, IN.
SME-5
W) WestinghouseS C A L E : N /AJOB NO. 4 1 I 2 - 8 8 - I 0 7 G
FIG NO: i
SITE
LEGEND
(7) TIER 1 WELL
• ADJACENT TIER 1 WELL
X MIDPOINT
-^ FLOWLINE
SHADED AREA REPRESENTS ZOI
TIER 1 BOUNDARY
P R O J E C T
FIGURE ILLUSTRATING ZOIAROUND TIER WELLCASE 1
SME-6
WestinghouseS C A L E . N/A
JOB NO! 4112-88-107G
FIG NO:
T
LEGEND
TIER 1 WELL
• ADJACENT TIER 1 WELL
X MIDPOINT
^ FLOWLINE
SHADED AREA REPRESENTS Z01dl=d2
TIER 1 BOUNDARY
P R O J E C T
FIGURE ILLUSTRATING ZOI-AROUND TIER WELLCASE 2
SME-5
WestinghouseS C A L E : N/A
JOB NO! 4H2-88-107G
FIG NO:
APPENDIX
TABLE 2. Bennett's Dump -- Wells in Use1
V, State Rd. 46
1 1618/Flowers Charles D/332-3898
W. 17th St
2 Kill/Conrad Urban
Arlington Rd.
3 1604/Oliver Dora/332-41984 2320/Ayers Scott/339-4525 (now s. .Horton)5 3029/Brummett Ji«/6 3101/Bruinmett Jin/7 3260/Goodman Bernard & Violet/332-82598 3730/Bock Harion & Hargaret/339-5476 •'9 3800/Abee Paul & Virginia/332-7578
Gourley Pike
10 1315/Mitchell Anna/336-8827
Hickory Lane
11 1325/DeWeese Dennis/(Lovell Bourke/818 School Ln)12 1330/Snith Jessie W/334-338713 1411/Rogers Clovis W/332-997314 1419/Baugh/332-8902
15 Number Unassigned
Hunter Lane
16 2501/Blake Lloyd/332-5495
Lane Drive
17 1018/Simmons Ray«ond/336-8371is 1608/Bunch Terry/19 1613/Griffith Michael/339-056520 1615/Prince Ancel W/332-496921 1618/Allgood Lee R/339-0214
Maple Grove Rd
22 3450/Gustin Wa/336-661623 C»555/Shiner Vernon J/332-103224 0655/Carr Lennie/(Kitty Burkhart/1205 Pickwick PI)25 3808/Cobine A/332-118326 3888/Zellers H/332-6661
TABLE 2 continued
Pioneer Lane
27 1850/Holmes Tony/(C. Wallace Holmes/103 S Johnson Ave)
Pro* Rd
28 3603/Herbin J/339-934429 3760/Trout Mrs Gail/336-7263
Siouta Creek Rd
30 3730/Johnson J/339-814631 3fl30/<James Krepps/3840 Stouts Creek Rd)32 3840/Krepps James/336-586833 4123/Creech Stephen W/334-329534 4131/Byrd Roger C/333-2457
Vernal Pike
35 1605/Hiller Albert L Jr/339-286036 2535/Sargent Dexter/332-735337 3401/Baldwin Larry E/332-383138 3415/Pierce Dennis/39 3506/Chadvick Ed W/332-439640 3602/Pennington James G/332-395941 3S33/S»ith Frank
Woodyard Rd
42 3100/Vaught Robert D/332-978343 3250/(Robert M Abram/4417 Tanglevood)44 3255/Walcott Shoff/332-890845 3260/Abram Robert W/332-997146 3401/May Lester L/339-624347 3500/Jonea Rufo/339-209648 3503/North Janes E/339-5228A9 3522/Deckard Randall/332-444750 3523/Baugh Wm R/332-863951 3534/SpinkB Estel/333-242052 3535/May Wm F/332-581453 :i600/Shipvash Verna/336-712554 3605/Smith Darvin/336-067755 3609/Brown Mary/332-3490 (confirmed by veil log, no response from ovner)56 3704/Taylor Steve
TABLE 2 continued
Woodyard Rd continued57 3720/Bowmer Waiter/332-527158 3721/Goad Debbie/333-607059 372'2/Barlett Paul R/336-011860 3740/Nickie Kile/4935 W Woodward/876-6416 (3 wells)61 3755/Langwald Ralf R/336-358962 3780/Sinmons Dan/339-8930/ (Velma Flake/same address)63 3800/Farmer Harry A/336-246364 3801/Boruff Perry L/339-564965 3812/LaFon Donald E/334-152566 3815/Floyd Clarence Jr/332-957367 3818/English Terry (now Tony & Luann Sowder)
68 4005/Gardner V J69 4110/Arthur Billy P70 4131/Lowery Curtis L/339-396871 4141/Goodman Jeane F/332-919272 4203/Hay Bev73 4360/Sturgeon Wm/339-9038 -
Absentee Owners
Sec 19, Blgtn Twp/Haselaann, Robt, 4273 N. Hartstrait Rd/876-2686Sec 31, Blgtn Twp/Williams Wayne W, 2759 Delap Rd/876-2680Sec 20, Blgtn Twp/Biship Michael D, 5960 W St Rd 46Sec 20, Blgtn Tvp/Kevitt-Burns Ruth, 2036 Mystics Bay, Indianapolis, IH 46240
* Owner' s name and address given in parentheses if property not owneroccupied.
/. ~7J? f ILASLAND li IOUCKJ?~) INOINJIRS, F.C.
SOIL DATA
PtItLUJQ
• o
. 5
•15
suTC
SA
MP
LES
SA
MP
LE
NO
—
1
2
3
4
RE
CO
VE
RY
(FT
)
1 , •'
1.9
.3'.
.2
UJ3_i5Z
r-5-
10
12
100
—
RFACE ELEVATIONP OF CAS NG ELEW
ROCK
oz
2.13ir
. ,_
1
i
XOau.
7.0
10. (
13. (
7?5.2
Oi-
—
0.0
3.0
27
DATA
%
RE
CO
VE
RY
92
103
99
T»,M 727.63
oOa;
.0
•
RA
TE I
MIN
/FT
)
'
tt
9*.
J5
DAT
U
1
3
(4
6
fi
7
7
i
it
SUBSURFACE LOG
SOIL/ROCK DESCRIPTION
SOIL /ROCK CLASSIFICATION
0-3 5' SILT, clayey, reddish gray (5/2) moist.
'35-4.25' SILTY CLAY and SAND Interssamed \reddiih yellow, (7/8) moist ind wet. Whit*clay s«am at 4.05'.4 25-6 0' SILT, clayey, dark gray (4/1) withblack mottles.
i 0-7.0' No recovery.
Soils Boring Terminated at 7.0'7.0-10.95' LIMESTONE. m«dium to light gtay.(7)l,lb
Fenestrata bryozoan and crinoid calcarenitasolution void at 10 95'.
(12)mb
10.95-14.53' LIMESTONE, bluaish grayV/Sty
medium crystalline, thin laminations, mudstained at 12 05'. styblitea at 12.25' and l/m12 85V Sty/m
(15)mbSty
1453-17.3 ' SHALE, dark gray dolomitic.
Iraclurej.
- 8/26/B7
ROCK
FE
ATU
RE
S
sr
GE
OLO
GIC
CO
LUM
N
~ /
_ _
,'-
'1_.
1
1 .-
, 11 ._
|
1 ~l
'1
I""1
WE
LL
CO
LUM
N
»c
•a0
"•
*to
*•TBEaa
ID
oi•oUc•a0
PR
PR
LO
CL
rviprr Tm F Supplemental Hydrucipolnt,112.15
n.lFPT AHIMRFR
Ic. Lo*£M-Lg4tU
rATinM Bennett's Dump
aqciFiFn RY JLJ rnFr«Fn RY CSS
GAMMA RAY
ELE
VA
TIO
N (F
T)
727.6
725.
719.9
715.2
712 2
710.2
DATE
HANfiF I0 * TIMF CONSTANT I0sec
COUNTS/MINUTE
10 20 30 40 5O 60 70 BO 90
-
"""\
"~"" ^HO ^\
1
- )
7
.19/9/871 ^__— — -~^~~
\ -
1 ( \
\ ~ ^- <
1 1 1 1 | ' r'l 1 18/8/87
CALIPER
HOLE DIAUE IE»(INCHLSI
2 4 6
-
-
-
-
-
-
1
i 1 '
-
-
OATE_Jl/B/al
f -ERMEABlL ITY
O2
t-
H
O
01
1-
tnOZ
in
1-
0•
£u
o
K
o10
DArF H/6/87
BORING/CORING/WELL NO MW 3
NOlf S
June 23. 1987 - Soil lot B3 was dulled
rig. Soil »ampl*« war* taken Ihiuug'i
2.5' long split ipoon sampler driven bya 140 Ib hammei 30* until split spoon *felustil at 7 0'. The soils boring wasbackfil led (torn 7 0' lo ground su r face
July 25. 1987 - Bediock foi H-3 wtUcored using a Gardner Denver 15 W aitrig Bediock was cored with a 3* 'diameter, 3' long double bnnel coiei to •1 0' below ground sur face Ihe dullingtluid consisted of misted air
/ 7/8' tilcone air rotary bit lo seal a 6* ~diameter casing at 13 0' below giound •surface The casing was sealed using -a 5% benionite grout mtxtuie iteimedthrough the annulus The grout wf&allowed lo cuie for over 48 huurs
August 5. 1987 - Bedrock was cored •using a 3* diameter. 14' long, splil .battel corei f rom 13 0' to 41 0' belowground sur face
conducted
was conducted
October 1t. 1987 - Core hole was "reamed to 5 5/81 diameter
October 11. 1987 • Well was developedby flushing air and mist Into bore hold
November 8. 1987 - Caliper logging was 'conducted
/ ~}ff J U.ASLAND k tOUCK~j/ ~y ENGINEERS, P.C.
SOIL D A T A
u.
X
a
Q
20
25
30
.10SU
TC
SA
MP
LE
S
O2
a2
-
-
—
—
—
—
RE
CO
VE
RY
[FT
I
—
UJ
z
—
—
—
—
-—
—
—
-
RF1CE ELEVATION
P OF CASING EtEW
ROCK D A T A
,1
- -
^
--.
Oa.u.
—
E
—
27
—
Ot-
41
—
%
RE
CO
VE
RY
97
—
7?V2
TION 7?7 '«>
QO
—
—
—
95
nnT
i
5
7"
"i
7
rj
•,
b
7
b
-5—
a
TV
i ,•
i :
1 1
13
6
f,
s-
6
SUBSURFACE LOG
SOIL/ROCK DESCRIPTION
SOIL /ROCK CLASSIFICATION
1 7 3 - 4 1 0 ' LIMESTONE, medium <>'«/. micrllic.jtylolittc. grading to medium gity, lanesualo
slyloliles al 2065' . 215 ' . 22.76', 2!) 9'.30. 421 . 30 71. 323 ' , 3429 ' . 35. S'. 3 6 V .36 28'. 37 r. 37 631. wilh alte nutinglunesliale coqmn« layeis. Mlcilllc slnngeo ,,„ol 39 Q-. y
Sty
Sty
Sty
(13)mb
Sty
Sty
Sty
Sty
Sty
Sty
F a /26/67
RO
CK
F
EA
TU
RE
S
.-
GE
OL
OG
IC
CO
LU
MN
1
1
1
1r, 11
1
1
1
1
1 .
1
1
WE
LL
CO
LUM
N
OI
<D
Ou
caa.0
PFtUJECT T ITLE __S !'Pl!:"!e!ltlJM! r ^M«ul<.«|i^lnv,^u .nun
PROJFCT NttMBEH l!L. ._ _ .Bennett's Dump
LOCATION
CLASS!FIFO HY J1J r.HFCKFn RY
GAMMA HAY
EL
EV
AT
ION
(F
T)
705.:
7oo.;
690.2
685. i!
DATE
10
-
-
:
--"
3E J!?J< TIME CONSTANT J9 «E.
COUNTS/MINUTE
\
f'""
I
\ :
\
/
^) 1 1 1 1 1 1 i
t'Sb
CAMPER
1101 E IHAMC
(INdlESI
-
-
-
-
j (
-
DATE . l1/8./H/
I ' f K M E A B L I T Y
7
o
oz
DA! E
e»-
m0z
t-
i-
BORmG/CORlNG/WEL L NO Mz* ._?_.J.r 9 '
N O T T S
X "v ""7' •LASLANO A iOUCK
# ~~f ENGINEERS. P.C.
SOIL D A T A
£\~a.
Q
*0
,s
SL
Tr
SA
MP
LE
S
SA
MP
LE
N
O
—
—
—
—
—
—
—
——
—
—
RE
CO
VE
RY (
FT
)
—
—
32
—
—
—
—
—
—
—
—
—
RFAtlL E L t V A T I O N
P OF CAS NG El EVi
HOCK D A T A
2Da
--
—
—
-
—
iOor
—
—
—
—
—
—
—
—
—
—
O
—
—
—
—
—
—
—
—
%
RE
CO
VE
R'
—
—
—
/ )*1 1
TION 7"'69
ij
a.
—
—
—
—
—
—
—
—
—
—
—
—
—
D/VT
RA
TE
IMIN
/FT
)
- —
6
—
—
—
—
—
r
SUBSURFACE LOG
SOIL /ROCK DESCRIPTION
SOIL /ROCK CLASSIFICATION
17 3-41.0' LIMESTONE, medium guy. mlcntic.
Rock Coring Terminated at 41.0*.
r 8/26/t i /
RO
CK
FE
AT
UR
ES
GE
OL
OG
IC
CO
LU
MN
WE
LL
CO
LU
MN
PR
PR
LO
CL
O.JFrr F IT IF Supplement.,) llydro.jeolugic Inv.Mi. j
112. IS
CATION tiennc-Lfs Dump
AS<;iFiFn HY JLJ c.nrrkFn HY
GAMMA RAY
EL
EV
AT
ION
(F
T)
684.:
680.2
DATE
RANGE 10x TIME CONSTANT _lfl L,eC-
COUNTS/MINU1E
10 2O 30 4O SO KO to 9O 90
;-
-
-
-
-
-
-
-
1 1 1 1 1 1 1 1 18/8/87
CSb
C A L t l ' K R
HOLE PIAUF UK
(IN( III. SI
' '
-
-
-
-
-
1 1 'DATE. 1 l /B /«'
l 'Fl<ME ABILIT >
;•'
I JATf
2
tf/6/l
n
oz
ttf}Ult -
1__
BORlfJC./COHING/WfLl NO "lVV~3 (CON T )
N O T E S
z/^y_~W J iLASLAND* 10UCK
jff_ ~J INOINHM. P.O.
SOIL DATA
u.
it-a.
n
0
10
•15
SU
TC
aI<ti/i
O7
a
—
i
3
—
—
a:
o
UJa
—
1.5
.8
.7
—
HFACE ELEVA
P OF CASING E
2
—
—
10
—
7
"i
Too
—
—
—
ROCK DAIA
oz
z
--
—
]
_ _ .
—
-^—
i
—
2oaLL
-
—
—
7
—
10.0
12.0
0
1
0.0
—
—
--
6.0
a:
oUJo:
s?
—
-
—
67
I—'
100
a0a:
—
—
—
23
—
—
85
RATE
(M
IN /F
T:
—
—
i
—
i
_3_
J_
b
6
~
fi
7
n
SUBSURFACE LOG
SOIL/ROCK DESCRIPTION
SOIL /ROCK CLASSIFICATION
0-4 0' SILT, clayey, reddish gray (6/2), [rocsgray mottles, t race line sand seams, moist,grades to reddish yellow (7/8)
4 0-6 5' SILT, clayey, dark gray, with seam
mottles, damp, at 5.9' weathered rock.
6 5-71 No Recovery «7Soils Boring Terminated at 7.0'7 0 - 1 4 5 6 ' LIMESTONE, light brownish gray,medium to coarse grained tenestratebiyoioan and ctmoidal celcarenite, btownHF' m
mud-stained f rac ture at 13.2'.
HF/ n
1 4 5 6 - 1 6 9 LIMESTONE, medium light flrfly. Styrmcntic, with slylolllei It 14.8'. 14 7',HF/ m
HF/ m
RO
CK
F
EA
TU
RE
S
GE
OL
OG
IC
CO
LU
MN
~,
' .'
J -r—
I
I
I
I
I
I
|
I
|
|
WE
LL
CO
LU
MN
ctcM«JU
CO
V
E•tQ
"oI
0oc
aO
ION HO.O nAlF 8 / 2 6 / 8 7
, FVATl , ,N 7"-_80
PROJECT
PROJFCT
LOCATION
riTI F Supp)ein«nLal Hydroyi uloyic 1 n ves t
NiJMnr K 112.13Bennett 's Dump
i<|,it 01,
ci ASsiFiFn m JLJ niFr-KFn nr cst
GAMMA RAY
LL
Zo
LI_JUJ
732. S
730
725. i,
725
720
715
DA1E
HANGE
10
r
-
-
-
-
;-
- ,
-
-
i
|0 x riMF rnN^iANr lOse^
COUN f S / M I N U T E
10 BO 40 50 60 TO SO 90
\
\
\
1 1 1 1 1 I I I
8/10/H7
CAl . iPER
HOLE PlAME. T[K
(iNriltSI
1 4 6
'
(
-
\
1
| ,
uAie I I /B/ b/
PEKMEABIL IT l
-
E
o
ID
1
E
g
UJ
o
t-
o *o ',r
ro ',
ft
JA if LLLWii
MW-AnORING/CORING/WELL NO I*'" *t
N O T E S
June 23. 1987 - Soil lor B-4 was drilledusing a hollow stem auger tiuck mountrig. Soil samples were taken through
a 140 Ib hammer 30' until split spoon _refusal at 7 0'. The soils boring wasbackfilled f rom 7 0' to ground sur face
July 25. 1967 - Bedrock for B-4 wascored using 9 Gnrdnof Denver 15-W anng. Bedrock was cored with a 3' .diameter. 3* long douDle barrtt l coier to1 0* below ground su r face The dullinglluid consis ted ol misted air
7 7 j' tricone air rotary btt to seat a 6* •diameter casing at 12 0' below ground .
d 5% bentonite grout mixture tremied
allowed to cure for 24 hours
July 26. 1987 - Bedrock was cored ubinga 3* d iameter. 14' long, split ba r re lcorer f rom 12 0' to 40 0' oelow groundsur face
July 27. 1987 - Packer test ing w6* -conducted
August 10. 1987 • Gamma ray logging
October 11. 1987 • Core ho/a *db -reamed to 5 5/8' diameter
by Mushing air and rmsl into bore notetor one hour
November 8. 1987 • Caliper logging was .conducted
A_jfff>"'f 1LASLANO * iOUCKjf ~f ENGINEERS, P.O.
SOIL D4TA
X
aUJo
.'b
. ill
. 35
SL
TC
SA
MP
LE
S
SA
MP
LE
N
O
—
-
-
—
—
—
RE
CO
VE
RV [F
T)
N
VA
LU
E
—
—
—
—
E—
—
—
—
—
—
RFACE ELEVATION
P OF CASING E F V.
ROCK D A T A
I
—
-;—
—
-
_..
—
—730.
50Q
--
~
—
—
o
—
—
—
ML
%
RE
CO
VE
R*
—
101
—
—
Ooo:
—
—
—
—
^
—
—
—
—° DA
IT
—
—
--
—
—
3
(,
5
t,
5
5
_5_
fe
5
b
—i
SUBSURFACE LOG
SOIL/HOCK DESCRIPTION
SOIL /ROCK CLASSIFICATION
IB. 9 35 3' LIMESTONE, medium light gray,eneslrale bryu/roan calcaienile to calcuujite ty
Honey
Honey
(20)mb
Sty
Sty
Sty
St,
Sty
Sty
3 5 3 - 3 7 8 ' LIMESTONE, medium tiQnl giny. ivymedium crystal l ine, grading denser.
Sty37 8-40.0 ' LIMESTONE, light gray, coa rse
grained calcuionlte.
Coring Terminated al 40.0'. St»
RO
CK
F
EA
TU
RE
S
TOm
mm,Soffirx
VSSSSS
'•
3E
OL
OG
IC
CO
LU
MN
.1.
=^T
1
1
1
1
1
1
1
1
1
1
WE
LL
CO
LU
MN
"bT.
O
cVn.O
PROJE
PfiOJEC
LOCAT
CLASS
-r I|TLE ^uppjementa! llyjro.jeolo^ic In
112.15
nw Bennett's Pump
FIFII B* JU riiFr.KFn Hr
GAMMA HAV
EL
EV
AT
ION
(FT
)
710
705
700
695
690
3ATE
RANGE !P_Jt_ TIME CONS1AN 1 J9j??_ .
COIJN15/MINU1E
IO 70 JO 40 iO 6O ro 0O 90
:. \
-
-
\;
/'
)
;/
-\
i\
j:.-".M"'""\_ __
- css -• ' ~
CAI il'ER
HOLE IHAMf II X
(INI lltSI
-
DATE. I I/
-
aye
PI I.MEABILIII
.'
MAI f
^
E
o
CM
•
1
oz1If)
1
tii-
|
1
0;
f
i
, ' f /Qf
DORING/LUHING/WELL NO MW'4 (CONT.)
N O T E S
/ ~ffi J ILASLAND & IOUCKjp ~T ENOINIERS. P.C.
SOIL D A T A
u.
I
• 0
1U
SA
MP
LE
S z
0.I
—
—
—
—
E
—
—
—
RE
CO
VE
R*
ICT
I
—
—
D_l
Z
-
--
-
—
—
E
—
—
—
—
WICK DA1A
o
2
a
—
^
~
\
-
-j-
J_
ioa:
—
—
O
—
—
—
U
0
IT
—
—
—
—
—
-
aoir
—
—
—
—
—
—
——
—
1 —
—
—
a
-
—
—
—
—
-
—
SUBSURFACE LOG
SOIL/ROCK DESCRIPTION
SOU /HOCK CLASSIFICATION
0-1 4' Gravel . (FILL), tailtoao1 bed malenal,damp, hard
1 4 - 3 0 ' Si l t , black, some cindais, moist,moist. (FILL)
3 0-8.5, CLAY, silty, brown, wet
a 5-9 0' LIMES'TONE7. "Tigh! bTownish g iay"(5y i6 / l ) calcarenite, weathered, tolt9 0 - 1 7 0 ' LIMESTONE, medium gray (N5),
Iragments
1 7 . 0 - 1 6 0 ' LIMESTONE, medium dark gray(N4) . t race yellowish gray (5Y6/1) ,calcarenila harder.
ROCK
FEA
TURE
S
GE
OL
OG
IC
CO
LU
MN
-
"r1
^1
11
r
11
IwE
LL
CO
LU
MN
r
6'
Dia
me
ter
Ste
el
Ca
sin
g
|
Rn tv i . . i -- f | F V A T i O w ' l?7.7 DflTF 1 1 / 1 7 / H 7727.61 topi uf .veil cas ing elevat ion 727.30
TOP OF CASING F L F V a T O N
PROJEC1 TITLE Supplemental llyilruijeoli.iji. 1 meil i.i .l_ion
PRO.IFCI NMMHFR 112'1b
lOCATIOn liennetl'b Etunp
CLASSIFY D BY "J OIH-KFn BY tVl
GAMMA RAY
EL
EV
AT
ION
(F
T)
7 27 .7
722 .7
717.7
712 .7
RANGF _!P_* TIME CONSTAN1 . I0s?9
CCHINTS/MINUlt
m to so «o 30 eo ?o en 90
-
-
-
-
-
-
-
HA1F N/A ....
CAI. I I ' tL
IIOI t OIAMI ILH
(irjr It '.
-
D/UE II/A _
H HMEABILI 1 Y
L.' O
ro
o
|i/U F H/A
BORIIhVCORlUG/WEl \ tit) mW D
N O T E S
Octoboi M, 1987 boung was dulled to
15-W on lolary fig Soil fcamplet. wmw
Oclobei 14. 1987 • Bedrock was drilledto 8 JH' diameter and sampled at 1'intervals using a sieve 15' below yidUw
Octobtf i 14. 1987 - Casing 6' ID -diu e(vi was Kaaied at 15' withbeniomiu grout Kenned in placa Thw
October 15. 1987 - Bedrock was drilledto 5 b/a' diameter. 15' lo 451 below •giada and sampled at r intervals u*.inya sieve
October 15. 1987 • MW 5 was developed
lolnry nj lor one huui (nut recovering •ve ry quickly)
October 15, 1987 - Packer testing wasconducted Packet tabling was Iwnninated
hole
/./—y_~Tff t BLASIAND t IOUCK
^^ ~f fNGINHRS. P.C.
SOIL DATA
u.
rt-0.
o
•20
2b
50
35
40
SL
Tf
SA
MP
LE
S
SA
MP
LE
N
O
—
—
—
—
—
—
RE
CO
VE
RY [
FT
I
—
—
UJ3-J<
2
—
--
-
—
—
—
—
—
—
—
ROCK D A T A
oz
zDQ:
+
T\
T
±
—
1
\
—
V
>
~T~
\
--
sO
u.
—
—
—
—
—
—
O
—
—
—
—
—
—
—
—
%
RE
CO
VE
R!
—
—
Ootr
,,0
—
-
—
—
—
—
—
—
RA
TE
(W
IN /
FT
)
—
—
—
—
—
SUBSURFACE LOG
SOIL/HOCK DESCRIPTION
SOIL /ROCK CLASSIFICATION
18 0-19 O1 LIMESTONE, yellow gray (5Y8/1)calcaiemte
19 0-23.0' LIMESTONE, medium gray (N5)calcaiemte t race fossi l fragments. t racesty lo l i ts f ragments .
At 22 0' grades grayish black (N2)
23 0 - 2 5 0' L IMESTONE. light olive gray(5Y6 /1 ) l i t t le to t f ace fossihterous. t race
sty lohte f ragmentsAt 24 0' grades to olive gray (5Y4/1)
25.0-27 0' LIMESTONE, medium light gray(N6) calcaremte.
27 0-32.0' LIMESTONE, medium light graygrading to vuiy light gray ( N S N 7 ) ,lithographic. Ititle (oasit (ragmscUa
At 28 0' Styiolite fragments
32 0-35 0' LIMESTONE, medium gray (N5)
fragments.
abundant.
35.0-36 O1 LIMESTONE. light oltve gray
36 0-37 0' LIMESTONE, medium dark gray
37 0-38.0' LIMESTONE, light olive gray(5Y6/1) t race calcite Iragmentc and fossilf ragments .38 .0 -45 0' LIMESTONE, light gray (N6)mien tic. l itt le fossil f ragman ta ( bryozoans)
RO
CK
F
EA
TU
RE
S
GE
OL
OG
IC
CO
LU
MN
1
|
1
i
Ii
i
ii
i
i i
i^ j .. —
i
1
WE
LL
CO
LU
MN
oX
9OO
cVaO
RFAfF Fl FV/mnw '27 '7 nvF /17/B7
P OF CASINr, E L E V A T I O N '"•" T°P "' li«n C"ln9 Elevation 727.50
Pi
P(
LO
CL
niFPT I IT IF Supplemental Hydroyeolu^ic Inveil i ijot ",n
n.lFCT MUMRFR 112.15
CnrifM Bennett's Dump
ASSiFiFn By JLJ nirrkFt) fly css
GAMMA RAY
EL
EV
AT
ION
(FT
)
707.7
702. /
697. /
692.7
687. /
HANGE 'O" - TIME CONSTANT _ !P iec
COUNTS/MINUTE
10 ?u 10 40 30 co rn eo «o
-
"
-
1 1 1 . 1 1 1 1 L 1
DATE N/A
CAI If'ER
1101 [ IH.IMF IM<(INI i r t S I
2 ^ 6
-
-
-
-
, — 1 — 1,_ J —D A I E _ " / A _
PEttMEABILIT"!
o7
h-
i
ru0z
O
I-in
n
O3L
\f\
MMf N/A
wnRlfJG/CORlNG/WFl 1 NO MW'D \LUN 1 J
N O T E S
-
/ ^J/f™ f BLASLANDA BOUCK
# ~~J ENGINEERS. P.C.
SOIL D A T A
It-Q.LJO
:«
" SL
TC
5
O
-ia2
—
— -
E
—
—
—
—
RE
CO
VE
RY fF
T'
---
—
=
—
RFACE ELEVA
P Of CASING E
UJD
3
—
—
—
—
—
—
—
—
—
—
—
ROCK DAI A
a
\
- • -
-;-
--
- -
-I:
—
20QLLL
--
—
—
—
o
—
—
—
__
—
—
—
—
—
—
%
RE
CO
VE
RY
—
—
E
—
E
—
—
—
inn) 7i'r.O
.EWnON.y-" -
Q0a.
-9
—
___
—
—
—
—
—
—
DAI
RA
TE
[MIN
/F
T)
—
—
—
—
SUBSURFACE LOG
SOIL/ROCK DESCRIPTION
SOIL /ROCK CLASSIFICATION
38 0-45 0' LIMESTONE. light gray (N6)micntic lit 1 la tossil fragments (bryozoans).
At 43* some yellowish gray (SYS/1).
3onng Term mated at 45.0'.
f 11/17/87
Ul
|LL.
ooCL
GE
OL
OG
IC
CO
LU
MN
1 -
[,
I
I1
_ \ _
I1
UJ |
* 0
01oX
01O
CJ
c01Q.
O
PlUl.irCT NifMDtR 11^2.13
LnraTir*) llenm-tt's Dumu
CL ft^^lFlFn H¥ JLJ niFTKFn BY CSi
GAMMA HAV
EL
EV
AT
ION
(F
T)
CB2 . )
DATE
KANGE TIMF CONSIANI _.
COUN1S/MINIIIE
tO to 30 40 3O CO 10 00 90
-
-
-
J 1 1 1.1 _!.._! 1 1
N/A
CAI IPER
MOI e ni.iMf it i<[INtHI M
1 ^ 6
-
.._! 1
DATE _ " ' i
f ' E h M E A B I L I T Y
o
t-
O
Oz
O
O
Oz
o
to
"""• m —
BO«.N6A.«,HG/WE1L NO MW-5JCONT)
NOUS
r"/ 11ASLAND 4 BOUCK~y ENCINIERS, P.C.
'•OIL O A T A
LL
I
aUJo
0
10
- IS
suT(
i0
X<4
—
—
N/A
—
—
-
—
[REC
OVER
V in
—
__
N/A
—
—
—
E
=>
-
_
H/A
—
—
—
—
E
——
—
KFACE E L E V A T I O N
r OF CAS NO ELEV
ROCK UATA
o
—
—
—
—
"£
0
—
—
—
—
——
N/A
—
r—
—
—
—
0
—
—
—
—
1 ——
I /A
—
%
RE
CO
VE
R1
—
—
N/A
7 5 2 . 1 '
Tinu 731 -116
Q
Oor
.0
—
—
—
—
—
• I /A
—
OAT
5
•4a
^
--
-
—
H / A
—
—
—
SUBSURFACE LOG
SOIL/ROCK DESCRIPTION
SOIL /ROCK CLASSIFICATION
0 3 0 ' Gravbl. FILL, railroad bed materidl.moiil
3 0 - 7 0 ' CLAY , silly. 'blown, wet al < 0'
7 0 - 1 B O ' LIMESTONE/ light olivs gray tolight gray. with some dark yellowlithographic and fossil liagmenls.
F 10/21/87 ' I J 1 IB U'
"""*
RO
CK
F
EA
TU
RE
S
*-
GE
OL
OG
IC
CO
LU
MN
I
I
I
I
I
I
I
I
WE
LL
CO
LU
MN
'
«
=
1
\ \
'
PROJECT IITIF Suplilerin-iitdl Hydrcm-olu'jiCj! I;, vest . ! .J?t i\...
pnojrci NUMBER '.U-'5 - ..inrATlDN IkjnneU'b I'ump
n AsqiFirn BY CSb niFrkFn BY ' " ' •
GAMMA RAY
EL
EV
AT
ION
(F
T)
732 1
7 2 7 1
7 2 2 1
717 1
DATE
RANGE TIMF CONSTANT _
COUNTS/MINUTE
10 20 10 40 3(1 so ro ao 90
-
-
-
-
1 1 1 I 1 I I I IH ,.
CAI ii 'ER
1101 E L i iAUFTIK
(INI. M( SI
2 4 e
-
-
DATE N •
I 'EI 'UEABl l I T Y
o
i
i
i
>-
Wl
t-
< *Tl Ht+
n
0
LU1-
tiOHlNG/LONING/WEl '.. NO -™ " 9i
SHEET 1 OF 1
NOTf S
October 23, 1987Wall drilled t rom ground
surface to a dvpth of 18 leet using aGoidnui Denver tuf ro ta ry rig
PVC Well Conslruclion Details- 2' diameter. 01 slotted schedule 40 .
PVC screen, installed Irom 13 0 lo8 0' below grade2' diameter, schedule 40 PVC riserinstalled f rom 6.0' lo 0 04' belowgrade4 O sand pack Irom 18 0 to 6 3Bemomie pallets liom 63 lo 4 0'Benionne grout f r om 4 0' lo surlaceProtect ive &tee i casing do 1.2' tosurlace
December 9. 1987 - Well was devt 'lopedby surging and bailing until clear nlsilt
t tibliny was conducted
S~Mr—r ILASLAND » »OUCKJF ~J IMr-INHRS, F.C.
SOIL O A T A
Q.UJQ
0
1U
- 15
f"LTC
UJ
a
|
SA
MP
LE
N
O
—
/A
—
OE
CO
VE
HY (F
TI
—
J/A
z
-
—
II/A
—
~~
—
—
—
ROCK DATA
0z
-
-
—
—
-
1
'-
2
—
3
Ioitu.
—
—
—
—
~-
10.!
n.'
—
o
—
—
—
—
10.5
13.5
77.6
c/o
S
EC
OV
ER
Y
—
—
96
—
105
100
0
-
RA
TE
(W
IN
/FT
)
—
;:h'
—
—.?'.'-
1.—
—
e
6
it
3
4
T
-*-
3
SUBSURFACE LOG
SOIL/ROCK DESCRIPTION
SOIL/ROCK CLASSIFICATION
0-3 0' Gravel. (FILL), railroad bad matenal.moist, musty odor
3 0-7 . 01 CLAY, silly, blown.
At 4.0 ' wet
7 0 - 1 2 4 5 " LIMESTONE. light olive 9'a^)mb
5Y6M) lithogiaphic. small vi;gs at 8.6'.
V
COmb NC
BKZN
1245-13.5 ' LIMESTONE, light gray (N7).
I 161mb
1 3 5 - 2 1 0 ' LIMESTONE, light gray (N7) withsome dark yellow orange (10YR6/6) lossilIragments.
w/
v/c
RO
CK
F
EA
TU
RE
S
GE
OL
OG
IC
CO
LU
MN
\
i
I
— [-1-
— 1
1
1r1-
1~l
f1
1
1
1
T
iRFflCE ELEVATION 75-'-° _. .- HAIT " / ' 7 /S7 _
751.99 lop of dell Cjiin.i E levat ion 731.73P OF CASING ELEVATIUfJ
It OO
1
I
I
I
PHUJECT T ITLE S^UmenL.! Hy,ir0, jeiJ]ogic hw,
PROJECT NUMBER 112,15 _.NenneVt'i Dump
LOCATION
n ASSIFIFH HY J'J oiFrkR) RY
GAMMA RAY
u,
0
\
IU
/32.0
727.0
/22 .0
71;. o
RANGE IOX TIME COfjqiANF I0 lcc
IO 20
:
-
-
-
(
•: \-
nATF 11/8/87
COUN 1 S/MINU1 f.
3D 40 5O SO 7O BO 90
\
\
\
-
CSS
CAL I I 'ER
HOI f ni.'.METEH
IINCnl SI
/-
-
DAIE JO/ . '2/87
J 'ERMF AB LIT Y
0
UJi
g
UJt-
TO
0z
UJ
BOHING/COHING/WH 1 NO . _ _ - - - " . . _ -
N O T E S
October 15. 1967 - Soil for 8-6 wasdrilled using a Gardner Denvei 15-W rigtram giound surface to 7 Q1 belowground surlece. Soil watt templed u*lnga sieve at the annulus ol tha wail
October IS. 1987 - Bedrock for C-6 wascoied using a Gardner Denver 15-W rigT he bedrock was cored with a 3'diameter. 3' long, double ba r re t _oi*( •Kom 7 5' la 13.5' The dolling lluidconsisted ol misled air
October 15. 1987 - Core hole wasteamed to 7 7/6* diametei with a meant*dir r o t a r y Dit to seat a 6* diamuieri,eis-ng at 13 5' below giound sudact* •
uentonne grout mixtufe tremied througn
cure for over 48 hours
using a 3' diametei. 14' long split spoon .sampler liom 13 5 lo 4V
October 21 1987 • Packet testing wasconducted
O^lodei 22. 1967 - Core hole wasi earned to 5 5/8* diameter
by f lushing air and mist into [he bur* *note lot one nout
October 22. 19B7 Caliper logging wasconCucltd
Nuvember a. 1987 Gamma ray logging/.as conducted
^VC WELL CONSTRUCTION DtlAILSInsialled October 22. 1987Benlontta pellets installed lor Dacht iMIrom 41 0' to 36 0'4 Q gram size sand back! ill Irom -36 0' to 34 6'
- 2* diameter Ol slot schedule 40 10'long PVC screen f rom 34 6' to 24 6'below grade
Irom 24 6' to 27' below grade• 4 Q grain size sand pack installed .
trom 34 6' 10 21 2' below grade
below grade- Bei .onita irout installed Irom 19 2' to
sur face- Flush mount protective steel casing .
installed 1* above arade
•LASLAMD 1 1OUCKENGINEERS, P.C. SUBSURFACE LOG
PHOJECT TITLE_ Supplemental Hydruijeologlc Invest i^ j l
pnojcci iniMBEn_ "_U.5.__ .LOCATION Dennett'i Hump
CLASSIFIED BV_ CHECKED BY .5HEE! _i OF
SOIL/ROCK DESCRIPTION GAMMA RAY •EHMt ABIL ITY
SOIL/ROCK CLASSIFICATION
5 I3 5P o
^-J I-' DMl J? O
RANGE I0 " TIME CONSTANI . I0.SJC
COUNT S/MINU l£
?o 30 40 so co 70 ao toI I I I I
IOLE OIAMI TEF(INOU S)
13 5-21 0' LIMESTONE, light gray (N7) withsome dark yellow orange (10YR6/6) fossilIragments. caicarenila.
TT.
At 20' grades to t race lossililarous p I
At 21 0' slyloliie.21 0 - 2 4 Op LIMESTONE. light gray (N7). Stycoarser calcarenite. t race fossils, appearsporous
I
24 0-2B 0' grades less coarse calcaranitt.WJW
24 5 -24 65' with slight 'honeycomb*eaihenng | T
I
I rAt 27 6' sty lo l i te. St
28 0-31 6' LIMESTONE, medium gray (N5).fossilileious, cnnoidal
and fenest ra te bryozoan IragmenteAt 28 7-28 8' light olive gray zone lasscalcarani le
_i
II I
31 6 - 3 6 0 ' grading with more lenetlratebryozoan appeals more porous
T_zc
m/vf /c j h-'-
IC36 8-36 9 'SHALE, gray black (N2) calcareous. '. I I36 9-41.o 1 LIMESTONE. light olive gray I(5Y6/1). 1
E
11/17 /87Tup oi ht-ll Cdbiny E levd t ion : 7 3 1 . 7 3
December 9. 1987 Well was developedby surging and bailing until cleat ol!.lll.
December 9. 1987 - In-bilu permeabilityubtlng was conducted.
J |__J 1 i l L_l 1 LiSUITACE ELtVATION__?Ji
TOP OF CASING ELEVATION _
^
P J ILASLANO » IOUCK~J ENOINIIRS, P.C.
SOIL DATA
Pit
X
aUJ£>
45
LUs
SA
MP
LE
S
SA
MP
LE
N
O
—
RE
CO
VE
RY (F
T)
—
—
D
sz
—
—
—
R F A C E ELEVATION
P of CASING ELEVJ
ROCK
Oz
2Ua
—
—
—
732,
3Otru.
—
—
—
(1
O
D A T A
>ctw>o
(Z
S5
—
—
—
—
—
—
ooa
N?
RA
TE
(W
IN /F
T)
=
SUBSURFACE LOG
SOIL/ROCK DESCRIPTION
SOIL /ROCK CLASSIFICATION
3 6 9 - 4 1 0 ' LIMESTONE. Nghl oliv« gray(5Y6/1)
Conng Terminated at 41.0V
n/iri 11/17/87
Tinn| 731-99 lup of Hel l Casing Elevation 731.73
RO
CK
F
EA
TU
RE
S
GE
OL
OG
IC
CO
LU
MN
I
WE
LL
CO
LU
MN
Ks>1fcsl
PR
PR
LO
CL
n.lFTT TITI F <lll[>|>b!WIl''*1 Hyrirng^^lngir Invent
112.15n.iprr N"MRFP
.UdLi Lin
rAnnw Bennett's Dump
A^iFirn nv n i CHFTRFD HY r-f.
GAMMA RAY
EL
EV
AT
ION (
FT
)
691.0
6B7
DATE
Riwr.F 10x TIME CONSTANT 10 »>•••
C O U N T S / M I N U T E
n 20 10 40 SO CO TO SO 4O
-
-
-
-
-
-
-
-
-
1 .1.. .1 1 1 1 . 1 . _l_...l
CALII'ER
MOLE DIAMETER
(INCHES)
2 4 S
-
_
-
-
~
-
J__ J I
D A T E . J Q / 2 2 / 8 7
PERMEABILITY
OZ i
t-VIUJ(-
ozt-10LUH
DATF 10/21/87
BnB,Nr,/COH,Nc,x«F,,NoMW-6D(CONT.)
NOTES
-
\LEGEND
* (.HOUNH - WAT ER W . " v l 1 uT' l - j f^ W F L L
>i S T R E A M G4IIM'
17233'} ( . R O U N D - W A T E R E 1 T V 4 T I O N
•yg^'i CHOUNO-WATER CONTOUR LINE
HAIUNO t »OWC«
BENNETT'S DUMP
GROUND-WATER CONTOUR MAPDECEMBER 6, 1988
5F
1 i"; Cts\ ' "l? x
-A i.H''.''. . 7«H?;v,^. -*\/\. -V
0' H
LEGEND
» GROUND-WATER MONITORING WELI
" STREAM GAUGE
(72580') GROUND-WATER ELEVATION 3/9/68
725* GROUND-WATER CONTOUR LINE
BENNETT'S DUMP
GROUND-WATER CONTOUR MAPMARCH 9, 1968
5C
r
'Mr.
HAIUMO » MUCK1, ».C.
LEGEND
• GROUND-WATER MONITORINS WELL
H S T R E A M GAUGE
(722 98') GROUND-WATER ELEVATION 6/6/B8
722* GROUND-WATER CONTOUR LINE
BENNETT'S DUMP
GROUND-WATER CONTOUR MAPJUNE 6, 1988
5D
(72875')
^-——4-1 ~ ( \ (73059'' ^*^vr=rrr*732'. L \ -, -^b'
' '-; tgf--:-^ , '-•• ~ ' "•_• - %- -' // .-•-V —'- «*»•' ' /
, LEGEND
» r.ROUND- W A T E R MONITORING WELL
» ' JTREAM GAUGE
(722 to') f .ROUHO-WATER ELEVATION 11 /8 /87
-~~ GROUND-WATER CONTOUR LINE
BENNETT'S DUMP
GROUND-WATER CONTOUR MAPNOVEMBER 8, 1987
5B
liv/" • 4i-'(i" ^' Hi'-rSf-^^ifev^
A ffi^fi:'''''t*f>^ "' 'f\ WW.: A-.v -u'A
FIGURE I
LEGEND
SITE LOCATION
BENNETTS DUMP
REGIONAL SITE PLAN
' ILASLAND A iOUCKfNOINEERS. PC.
VOLUME 1
DATA EVALUATIONBENNETT'S DUMP
WESTINGHOUSE ENVIRONMENTAL SERVICESWALTZ MILL SITE, PENNSYLVANIA
MARCH 1989
BLASLAND & BOUCK ENGINEERS, P.C.6723 TOWPATH ROAD
SYRACUSE, NEW YORK 13214
TABLE OF CONTENTS
Page
SECTION I - INTRODUCTION 1
SECTION II - PHASE 2 SITE INVESTIGATIONS 4
A. Introduction 4B. Task 2.1 - Continuous Test Boring/Rock Coring 4C. Task 2.2 - Monitoring Well Installation/Rock 7D. Task 2.4 - Ground-Water Sampling 15
SECTION III - DATA EVALUATION 17
A. Topography and Geomorphology 17B. Unconsolidated Material 17C. Bedrock Geology 18D. Hydrogeology 20E. PCS Analytical Results 23
SECTION IV - SUMMARY 24
SECTION V - REFERENCES
TABLES
1 Monitoring Well Construction Details2 Hydraulic Conductivity Values, Packer Testing and Slug Testing3 Water Elevations4 Ground-Water Analytical Results
FIGURES
1 Regional Site Plan2 Site Location Map3 PCB Concentrations in Ground Water4A Geologic Cross-Section A-A'4B Geologic Cross-Section B-B'4C Geologic Cross-Sect ion C-C'5A Ground-Water Contour Map for August 22, 19875B Ground-Water Contour Map for November 8, 19875C Ground-Water Contour Map for March 9, 19885D Ground-Water Contour Map for June 6, 19885E Ground-Water Contour Map for September 7, 19885F Ground-Water Contour Map for December 6, 1988
APPENDICES
12
Phase 2 Site Investigation SummarySubsurface Logs
SECTION I - INTRODUCTION
The Bennett's Dump Site is located in Monroe County, Indiana,
approximately 2.5 miles northwest of the City of Bloomington in all four
quarters of the northeast quarter of Sect ion 30, Township 9 North, Range 1
West (Figure 1). The site consists of three fill areas (Figure 2). The main
fill area is 3.5 acres in size and is located adjacent to Stout Creek. The
two other fi l l areas are a 0.5-acre area adjacent to the main fill area and
a very small satellite area (approximately 30 feet by 60 feet) 750 feet north
of the main fi l l area.
The site is located within an area known as Bennett's Quarry, an active
quarry operation. The quarry was privately owned and operated by Mr.
Edward Bennett until it was sold to the Star Stone Company in 1987. In the
1960s, a portion of the Bennett land was used as a landfill for industrial
wastes. These wastes included electrical capacitors, some of which contained
Inerteen, a dielectric fluid which is primarily composed of polychlorinated
biphenyls (PCBs).
In August 1985, Westinghouse entered into a Consent Decree with the
United States (represented by the Environmental Protection Agency [EPA]), the
State of Indiana, the City of Bloomington and the County of Monroe. As
required by this Consent Decree (Paragraph 74 [b]), Westinghouse performed
a Supplemental Hydrogeologic Investigation at the Bennett's Dump Site. Prior
to initiating the investigation, Westinghouse submitted a Supplemental
Hydrogeologic Investigation Plan (Supplemental Plan) for approval by the
parties of the Consent Decree. The f i rs t Supplemental Plan was submitted
in October 1985. In December 1985, Westinghouse met with the parties of
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the Consent Decree to review this submittal. A formal response to the
submittal was then received f rom the EPA (letter to Mr. Carl Anderson from
M.V. Pearce, December 3, 1985). Westinghouse agreed to resubmit the Plan
and incorporate changes that would address the issues raised by the EPA
and other parties of the Consent Decree. A rev ised Supplemental Plan for
the Bennett 's Dump Site was submitted in February 1986. The revised Plan
was reviewed and formal comments were submitted to West inghouse by the
EPA (letter to Mr. Carl Anderson f rom M.V. Pearce, April 14, 1986) and by
the City of Bloomington ( le t ter to C.A. Anderson f rom J.V. Karaganis, Esq.,
May 13, 1986). A meeting was held on May 20, 1986 to fur ther discuss the
February 1986 Supplemental Plan. In August 1986, the final Supplemental
Hydrogeologic Investigation Plan (1) was submitted to the parties of the
Consent Decree; all parties approved the Plan in March 1987.
The work e f fo r ts of the Supplemental Investigation are separated into
three phases: Phase 1 - Data Collection and Review; Phase 2 - Site
Investigations; and Phase 3 - Evaluation of Data and Submission of the On-
Site Monitoring Well Plan. The work e f fo r t s for Phase 1 began in the fall
of 1986 and were completed by January 1987. The Phase 1 work e f fo r ts
were evaluated and compiled into a Phase 1 Progress Report (2) for the
Bennett's Dump Site. This report was completed in January 1987; it was
transmitted to the parties of the Consent Decree in March 1987 af ter Plan
approval was received f rom all part ies.
The Phase 2 Site Investigation e f fo r t s , excluding the ground-water
sampling, Task 2.4, were performed f rom July 1987 to December 1987. As
specified in the Supplemental Plan, Task 2.3, Westinghouse submitted a Data
Transmittal (3) document in May 1988 that included data obtained f rom the
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bor ing/cor ing and monitoring well instal lat ions, Tasks 2.1 and 2.2. The
quarterly ground-water sampling, Task 2.4, began in March 1988 and was
completed in December 1988. Quarter ly sampling reports were submitted to
the parties of the Consent Decree by Westinghouse in August 1988, October
1988 and January 1989 (4, 5, 6).
The Phase 3 work e f fo r ts included an evaluation of the Phase 1 and 2
data to establ ish the hydrogeologic condit ions at the si te. This evaluat ion
entitled the Data Evaluation is Volume I. The Phase 1 data and preliminary
evaluations were included in the Phase 1 Progress Report (2) and are
addressed in Volume I, as applicable. An evaluat ion of the Phase 2 work
e f fo r t s are presented herein. The Phase 2 data are presented in the Data
Transmittal (3) document. The reader is directed throughout this volume to
the appropriate references for data and results.
The Data Evaluation is organized into four sections. Section I,
Introduction, includes introductory remarks regarding the site history and site
background information and a description of the contents of this report .
Section II, Phase 2 Site Investigations, is a detailed review of the
investigative work completed by Westinghouse in accordance with Task 2.1
through Task 2.4 of the Supplemental Plan (1). Section III, Data Evaluation,
sets for th an interpretat ion of the geology, hydrogeology and PCB analytical
results at the Bennett's Dump Site. Section IV, Summary, provides a synopsis
of the geology, hydrogeology and PCB distribution in the ground water at the
Bennett 's Dump Site.
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SECTION II - PHASE 2 SITE INVESTIGATIONS
A. Introduction
As descr ibed in Tasks 2.1, 2.2 and 2.4 of the Supplemental Plan (1),
Westinghouse has performed four soil borings, four rock cor ings, four
monitoring well instal lat ions and four rounds of ground-water sampling.
Fur thermore, West inghouse advanced an additional bor ing/cor ing and installed
three additional monitoring wells as described in the Data Transmit ta l (3)
submi t ted in May 1988. These work e f f o r t s were completed f rom July 1987
through December 1988.
Each Phase 2 task set fo r th in the Supplemental Plan (1) is described
in this section. A summary of all investigative work tasks, in chronological
order, is provided in Appendix 1. A reference list of all studies, reports
and other reference sources applicable to this site is presented in Section V.
B. Task 2.1 - Continuous Test Boring/Rock Coring
The locations of the f ive borings/corings were selected to provide
compositional data on the unconsolidated material (soil and fill) and lithologic
and structural information on the bedrock at the site. Continuous sampling
of the unconsolidated material and the bedrock was per formed f rom the
ground sur face to an average depth of 42 fee t at f ive locat ions, which are
now designated as Wells MW-1, MW-2, MW-3, MW-4 and MW-6D (Figure 2).
The subsurface logs for the borings/corings are provided in Appendix 2.
The test borings and rock corings were performed during the months of June,
July, August and October of 1987. The exact dates of test boring and rock
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coring are provided in Appendix 1.
Samples of the unconsolidated material were collected with a split-spoon
sampler according to ASTM Standards and Procedures as described in
Appendix A, Drilling/Sampling Protocol for Soil Borings, of the Supplemental
Plan (1). All test borings were dri l led with a hol low-stem auger rig except
at the location of Well MW-6D, where the boring was drilled with a Gardener
Denver 15W air rotary drill rig. Continuous rock coring was conducted
following ASTM Standards and Procedures outlined in Appendix B,
Drill ing/Sampling Protocol for Rock Coring, of the Supplemental Plan (1).
Rock cores were obtained using a 15- foo t long, 3-inch I.D. split barrel core
barrel and a 3-foot long, 3-inch I.D. double tube core barrel. The coreholes
were drilled with a Gardener Denver 15W air rotary drill rig. Permanent steel
casing was grouted a minimum of 5 feet into the bedrock to seal the
unconsolidated material from the lower bedrock during the coring. A
geologist was on-site to ensure that the drilling protocols were followed and
to describe the unconsolidated material and rock units encountered as
outlined in the Supplemental Plan (1).
The boring/coring at the location of Well MW-1 was completed on July
28, 1987, to a total depth of 44 feet. This boring/coring is located near the
southern end of the main f i l l area. At this location, 8.9 feet of clay and
silt were encountered above 35 feet of fossil i ferous limestone (biocalcarenite).
In the core obtained from this installation, three vertical f ractures were noted
from approximately 30 to 38 feet. Honeycombed weathering was noted at
depths of 26.5 feet and 28.4 to 29.6 feet. Solution features with brown mud
were encountered at a depth of 30.8 fee t . A broken rock zone was noted
at a depth of approximately 31 feet . Some sty lo l i tes were noted throughout
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the core.
The boring/coring at the location of Well MW-2 was completed on August
4, 1987, to a depth of 42 feet . This boring/coring is located near the
eastern edge of the main fill area and is west of the 0.5 acre fill area. At
this location, 4.75 feet of s i l ty clay was encountered above 37.25 feet of
limestone and micritic limestone (calcarenite and calci lutite). A healed vertical
f rac tu re was encountered f rom approximately 40 to 42 fee t . A void was
noted f rom 6.5 to 6.7 feet . Only a few sty lo l i tes were noted in the core.
The boring/coring at the location of Well MW-3 was completed on August
5, 1987, to a total depth of 41 feet . This boring/coring is located north of
the main fill area. At this location, 7 feet of clayey silt and silty clay and
sand were encountered above 34 feet of fossi l i ferous limestone
(biocalcarenite), shale and micritic fossiliferous limestone (biocalcilutite). Many
stylolites were noted throughout the core.
The boring/coring at the location of Well MW-4 was completed on July
2(3, 1987, to a depth of 40 feet. This boring/coring is located adjacent to
the satellite fill area in the northern section of the site. At this location,
6.5 feet of clayey silt was encountered above 33.5 feet of fossi l i ferous
limestone (biocalcarenite) and micrit ic limestone (calci lutite) that became
coarser in grain size (calcarenite) with depth. Four horizontal f rac tures with
mud fi l l ing were encountered f rom approximately 8 to 16 feet . Honeycomb
weather ing was noted at depths of approximately 21 to 22 feet and 24.7 to
25.0 feet . Many sty lo l i tes were noted throughout the core.
The boring/coring at the location of Well MW-6D was completed on
October 21, 1987, to a total depth of 41 feet. This boring/coring is located
near the southwest section of the main f i l l area between the site and Stout
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Creek. At this location, 3 feet of gravel fil l fol lowed by 4 feet of silty clay
.~". . . - • • ' was encountered above 34 feet of l imestone (calcarenite) with a trace amount
of fossils. Vugs were encountered at depths of 8.6 and 17 feet. A broken
rock zone at a depth of 11 feet , and a calci te fi l led ver t ica l f rac ture zone
from 34.5 to 36.5 feet were also noted in the cores. Honeycomb weathering
was noted at a depth of 24.5 to 24.65 feet. Only a few stylol i tes were
observed throughout the core.
As stated in the Supplemental Plan (1), packer test ing and gamma-ray
logging were conducted at each coreho le . Because these work e f f o r t s were
also conducted at the monitoring wells, they will be discussed jo int ly in the
following sect ion.
C. Task 2.2 - Monitoring Well Installation/Rock
~~~s
/ 1. Monitoring Well Installation
Seven monitoring wells were installed in October 1987 around
the perimeter of the fil l areas of the Bennett's Dump Site. The
monitoring wells were designated as MW-1, MW-2, MW-3, MW-4, MW-5,
MW-6I and MW-6D. All of the monitoring wells were installed with the
Gardener Denver 15W air rotary drill rig using a tr icone roller bit.
Monitoring well specif ications are provided in Appendix 2 and Table 1.
Monitoring Wells MW-1, MW-2, MW-3 and MW-4 were constructed
as open-hole wells as descr ibed in Appendix E, Drill ing Protocol for
Open-Hole Monitor ing Well Completion, of the Supplemental Plan (1).
These wells were completed by reaming the 3-inch diameter coreholes
previously completed at these locations to a 5-5/8 inch diameter. Steel
casing (6-inch inner diameter) was previously set during the coring
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operat ions to seal the bedrock f rom the unconsol idated material .
Monitoring Well MW-1 was completed on October 10, 1987, to a
total depth of 44 feet. The casing in this well extends to 17.5 feet ;
the re fo re , the open port ion of the well is f rom 17.5 to 44 feet (719 to
692.5 feet above mean sea level [amsl]) .
Monitoring Well MW-2 was completed on October 11, 1987, to a
total depth of 42 fee t . The casing in this well extends to 11.0 f ee t ;
therefore, the open portion of the well is f rom 11 to 42 feet (731.2 to
700.2 feet amsl).
Monitoring Well MW-3 was installed on October 11, 1987, to a
total depth of 41 fee t . The casing in this well extends to 13 feet ;
therefore, the open portion of the well is f rom 13 to 41 feet (712.2 to
684.2 feet amsl).
On October 11, 1987, Monitoring Well MW-4 was installed to a
total depth of 40 feet. The casing in this well extends to 12 feet ;
therefore, the open portion of the well is f rom 12 to 40 feet (718 to
690 feet amsl).
Monitoring Well MW-5 was constructed as an open-hole well on
October 15, 1987. The procedures used for this installation are
described in Appendix E, Drilling Protocol for Open-Hole Monitoring Well
Completion, of the Supplemental Plan (1). This well was completed to
a total depth of 45 feet near the western edge of the main fi l l area.
The casing in this well extends to a depth of 15 fee t ; there fo re , the
open portion of the well is f rom 15 to 45 feet (712.7 to 682.7 feet
amsl). During the installation of this well, no split-spoon or core
samples were obtained; however, drill cuttings were sampled at one-foot
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intervals. At this location, 3.0 feet of gravel f i l l and silt f i l l fo l lowed
^ by 5.5 feet of silty clay were encountered above 36.5 feet of
fossi l i ferous limestone (biocalcarenite).
Monitoring Wells MW-6D and MW-61 form a well nest near the
southwestern portion of the main fill area. Both wells were completed
as screened and cased wells. On October 22, 1987, Well MW-6D was
completed by reaming the corehole at this location, adding bentonite
pellets for backf i l l f rom 36 to 41 fee t and install ing two-inch diameter
PVC screen and casing. The screened interval at Well MW-6D extends
from 24.6 to 34.6 feet (707.4 to 697.4 feet amsl). Well MW-6I was""•»•
installed adjacent to Well MW-6D. During the installation of this well,
no split-spoon or core samples were obtained; however, drill cutt ings
were sampled at one-foot intervals. At this location, 7.0 feet of gravel
j fill and silty clay were encountered above 11.0 feet of olive-grey<-..>'
limestone. Monitoring Well MW-6I was completed as a two-inch diameter
PVC screened and cased well on October 23, 1987. The screened
interval at this well extends f rom 8 to 18 feet (724.1 to 714.1 feet
amsl).
Af ter each open-hole well was completed (Wells MW-1, MW-2,
MW-3, MW-4 and MW-5), it was developed for approximately one hour
by flushing air and water into the well until the water appeared free of
fine sediments as speci f ied in Appendix E, Drilling Protocol for Open-
Hole Monitoring Well Complet ion, of the Supplemental Plan (1). In
addition, Wells MW-6I and MW-6D were developed by surging and bailing
for one hour until the water appeared f ree of fine sediments.
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Upon completion of the coring and monitoring well installation in
August and November 1987, the well locations, the elevations ol the
ground surface adjacent to the well and the elevations of the top of the
inner (if applicable) and outer well casings were surveyed by standard
surveying methods. All elevations are based on the National Geodetic
Ver t ica l Datum of 1929 and repor ted as fee t above mean sea level
(amsl).
2. Packer Test ing
Westinghouse performed packer tests at the locat ions of Wells
MW-1, MW-2, MW-3, MW-4, MW-5 and MW-6D (Table 2), as described
in Appendix D, Packer Testing Protocol , of the Supplemental Plan (1).
Packer testing was conducted at the coreholes which were subsequently
completed as Wells MW-1, MW-2, MW-3, MW-4 and MW-6D. At Well
MW-5, packer testing was terminated when an oil film was noted on the
test apparatus. The packer test data are provided in the Data
Transmittal (3). Packer testing was performed after the development of
each corehole or well to provide an estimate of the hydraulic
conductivity (K) of the tested section of the well. Double or single
packer tests were performed depending on the zone tested within the
corehole or well. The packers were set at zones within the corehole
or well that were believed to be the most permeable due to solut ion
fea tu res , f rac tu res or other secondary porosi ty fea tu res . At least two
intervals were packer tested in each well.
The K values ranged f rom 9.1 x 10~6 cent imeters per second
(cm/sec) to 2.5 x 10~3 cm/sec. Most K valuer, were approximately 10~4
10 3/22/89289275G
to 10~5 cm/sec, and the average K value calculated was 2.7 x 10"4
~Ncm/sec. For certain tests, the K values could not be calculated because
either there was no flow into the formation or the test was determined
to be invalid due to leakage above the packers.
3. Slug Test ing
Slug tests were performed at Wells MW-6I and MW-6D to estimate
a K value for the fo rmat ion adjacent to the screened sect ion in each
well in December 1987. The tes ts were pe r fo rmed by causing an
instantaneous change in the ground-water level in each well through the
introduction of a solid cylinder ("slug") of a known volume beneath the
static water level in the well. The change in water level during recovery
to the original water level was measured and timed. Water levels were
, measured as quickly as possible for the first 5 minutes of the test and
at longer intervals as the test progressed. The test was terminated
when the water level in the well reached the static level or when the
test had been conducted for about 30 minutes. The f ield data are
provided in the Data Transmittal (3).«r
The K values were calculated using the Hvorslev Method (7). The
K values calculated are 1.3 x 10'4 for Well MW-6I and 1.5 x 10'4
cm/sec for Well MW-6D (Table 2). This range of values is consistent
with K values obtained during the packer test ing.
4. Down-Hole Geophysical Logging
At the completion of the bor ing/cor ing and well installation
activit ies at the locations of Wells MW-1, MW-2, MW-3 and MW-4, the
11 3/22/89289275G
coreholes/wells were caliper logged and gamma-ray logged according to
procedures described in Appendix C, Gamma-Ray Logging Protocol, and
Appendix F, Caliper Logging Protocol , of the Supplemental Plan (1).
Well MW-6D was caliper and gamma-ray logged prior to the installation
of the casing and screen. No geophysical logging was conducted at
Wells MW-6I and MW-5.
Caliper logging was performed with a Keck HC-84 caliper logging
system. The caliper probe was cal ibrated before insert ing it into the
well. The probe was lowered to the bot tom of the well and slowly
raised in 1-foot increments. As the caliper probe was raised, the depth
of the probe was recorded in feet , and the diameter of the well was
recorded in inches. If a change in the well diameter was detected, the
diameter of the well was then measured at 0.25-foot intervals. The
caliper logs are plotted on the subsurface logs provided in Appendix 2.
The caliper log field data are included in the Data Transmittal (3).
No large voids were measured at the wells caliper logged. In
general, only small changes (+_ 0.5 inches) in the well diameter were
measured in each of the wells logged. A 0.9-inch increase in the well
diameter was measured at a depth of 13.3 fee t at Well MW-2. This
increase could not be correlated to f ractures or other features observed
in the cores. A one-inch increase in the well diameter was measured
at a depth of 15.3 fee t at Well MW-3 in a shale layer. A 1.1-inch
increase in the well diameter at a depth of 14.4 fee t and a 0.7-inch
increase at a depth of 12 feet were measured at Well MW-4. These
increases were at t r ibuted to f rac tu re zones at these depths.
12 3/22/89289275G
Gamma-ray logging was performed with a Keck GR-81 natural
gamma-ray logger at the locat ions of Wells MW-1. MW-2, MW-3, MW-4
and MW-6D. In general, clay, silt and shale emit larger concentrat ions
of natural gamma-ray radiation than limestone. A background natural
gamma-ray count was obtained; the probe was then lowered into the
well and slowly raised in 1- foot intervals. As the probe was raised, the
depth of the probe was recorded in fee t and the gamma-ray counts of
the format ion were recorded. The gamma-ray logs are plotted on the
subsur face logs provided in Appendix 2. The f ie ld data f rom the
gamma-ray logging are included in the Data Transmi t ta l (3).
At Well MW-1, small gamma-ray peaks were recorded at a depth
of 30.5 feet in an area of mud-fi l led solution features and at a depth
of 38.5 feet in the limestone bedrock in an area of mud-filled fractures.
At Well MW-2, small gamma-ray peaks were measured in the limestone
bedrock at depths of 13.5 feet, 16.5 feet and 33.5 feet. These peaks
were attr ibuted to micritic l imestone streaks noted in the core samples.
At Well MW-3, a large gamma-ray peak was recorded in a fractured
dolomitic shale f rom 14.6 to 18.6 feet. In addition, at this well, two
small gamma-ray peaks were recorded at depths of 20.5 feet and 40
feet in a micritic limestone. A small gamma-ray peak was measured at
a depth of 16 feet in the limestone bedrock at Well MW-4. This peak
was attributed to mud fil led f ractures at depths of 15 and 16 feet. At
Well MW-6D, a large gamma-ray peak was measured from 21 to 22 feet
in the limestone bedrock. This peak was attributed to the bentonite
pellet seal installed above the sand pack around the well screen.
13 3/22/89289275G
The bottom of the unconsolidated material was also confirmed via
the gamma-ray logging conducted at Wells MW-1, MW-2. MW-3, MW-4
and MW-6 by noting the change f rom higher gamma-ray counts in the
clay soil to the lower gamma-ray counts associated with the limestone
bedrock.
5. Ground-Water Elevat ion Measurement
Three rounds of ground-water elevations were obtained on August
9, August 22 and September 9, 1987, f rom the coreholes that became
Wells MW-1, MW-2, MW-3 and MW-4 (Table 3). In addition, the ground-
water elevations were measured during the coring; however, because
water was added into the corehole, the data obtained could not be
evaluated. On November 8, 1987, ground-water elevations were obtained
from Wells MW-1, MW-2, MW-3, MW-4, MW-5, MW-6I and MW-6D. Stream
elevations were also obtained from Gauge Stations GS-1, GS-2, GS-3 and
GS-4 on this date. In addition, ground-water elevations were obtained
at all monitoring wells during the quarterly ground-water sampling events
in March, June, September and December 1988. During two of the four
events, water elevations were also measured at the gauge stations.
Water elevation measurements were measured to the nearest 0.01 foot
with an Acta t Olympic Well Probe and an engineer 's ruler.
Ground-water f low direct ions and gradients are discussed in
Sect ion III D, Hydrogeology.
14 3/22/89289275G
D. Task 2.4 - Ground-Water Sampling
^ Af te r installation, each monitoring well was sampled lour times on a
quarterly basis. The monitoring schedule was set for th in the Data
Transmit ta l (3). Ground water was sampled according to the Ground-Watej^
Sampling Protocol provided in Appendix H of the Supplemental Plan (1). All
ground water was analyzed for PCBs in accordance with the requirements of
the EPA document, "Test Methods for Evaluat ing Solid Waste:
Physical/Chemical Methods" (8).
For each of the four rounds of g round-wa te r sampl ing, West inghouse
submitted to the part ies of the Consent Decree the fol lowing data for each
well sampled:
a. Ground-water elevation measurements
b. Temperature measurements
,i c. pH measurements
d. Specific conductance measurements
e. PCB analytical results (to a detect ion level of 0.01 ppb)
f. Ground-water elevation contour map
•wThese data were compiled into three reports previously sent to the
p;arties of the Consent Decree in August and September 1987 and January
1989 (4, 5, 6). The details regarding each ground-water sampling event,
including quality assurance results, are provided in these reports. Herein, the
temperature, pH and speci f ic conductance f ield measurements and the PCB
analytical results are presented on Table 4. The ground-water elevations are
included on Table 3. The ground-water elevation contour maps are presented
in Section III D, Hydrogeology.
15 3/22/89289275G
In the four sampling events, PCBs were not detected in all four events
in the ground-water samples obtained f rom Wells MW-1, MW-2 and MW-4;
PCBs were detected once in the ground-water samples obtained from Well
MW-3; and PCBs were detected in all four events in the ground-water
samples obtained f rom Wells MW-6I and MW-6D. Because an oil was
encountered in Well MW-5 during the f i rs t sampling event, and the PCB
analytical resul ts f rom this well (1,100,000 to 430,000 ppb) indicated the
presence of PCB oil, this well was not sampled in the last three quarter ly
sampling events. It is a standard pract ice not to sample the ground water
f iom a well with a non-aqueous phase product present, but to record the
presence of the product through a visual inspection. In two of the three last
quarterly events, an oily sheen was present on top of the water column at
Well MW-5. A summary of the PCB concentrations in ground water is
depicted on Figure 3.
16 3/22/89289275G
SECTION III - DATA EVALUATION
A. Topography and Geomorpholoqy
The Bennett's Dump Site lies at elevations ranging from 710 feet to
750 feet amsl. The topography near the site is character ized by numerous
rectangular wa te r - f i l l ed pits due to quarrying the building stone unit of the
Salem Limestone. The main f i l l area is on a gently westward sloping hillside
east of Stout Creek. To the south of the si te, two st reams join forming
Stout Creek, which f lows north from the site area. The site is located along
the eastern margin of the Mitchell Plain physiographic region, a low plateau
developed on limestones of the Mississippian Blue River and Sanders Groups
(9).
B. Unconsolidated Material
The unconsolidated material at the Bennett 's Dump Site consists of soil
and fill. The predominant soil is a yellow/red/brown, s t i f f silty clay that
ranges in thickness from 2.65 to 5.5 feet. This soil was encountered during
the installations of Wells MW-1, MW-2, MW-5 and MW-6D (Figures 4A. 4B and
4C), in the 60 shallow test borings throughout the main fill area, and in the
15 shallow test borings on the per imeter of the main fill area in April 1983
and May 1984, respectively (2). A red/grey, st i f f clayey silt was encountered
during the installation of Wells MW-1, MW-3 and MW-4 (Figures 4A and 4B)
and in f ive shallow borings on the perimeter of the main fil l area obtained
in May 1984 (2). This soil is gradational with the clayey silt and ranges in
thickness f rom 1.6 feet to 4.0 feet .
17 3/22/89289275G
Fill consisting of a very compact gravel (railroad bed material) was
encountered in the upper three feet of unconsolidated material in the western
portion of the site along the old railroad bed. This gravel f i l l , ranging in
thickness f rom 1.4 feet to 3.0 feet, was encountered during the instal lat ion
of Wells MW-5, MW-6I and MW-6D (Figures 4A and 4C), and in nine shallow
test borings obtained by the EPA between the main fill area and Stout Creek
in June 1983 (2). Other f i l l mater ia l consist ing of a mix of c lay, l imestone
and coal was encountered during the instal lat ion of Well MW-1 (Figures 4A
and 4B). Information on the fi l l associated with the dump areas is provided
in the Phase I Progress Report (2).
C. Bedrock Geology
1. Stratigraphy
The bedrock unit encountered at the site is the Salem Limestone
of the Sanders Group. This unit is of Mississippian Age. In the core
obtained, the Salem Limestone is primarily a light brownish/grey/olive
limestone (calcarenite and calcilutite) (Figures 4A through 4C). The
average th ickness of the rock cored was approximately 35 feet.
Lithologic character ist ics, fossi l density, and structural and solution
features vary in the cores examined from the site; however, no significant
strat igraphic changes could be corre lated and no useful marker beds
were identi f ied. A 0.25 to 1.6-foot thick, white, weathered and
fragmented l imestone (Figures 4A, 4B and 4C) was encountered during
the installation of Wells MW-1 and MW-2. A grey/black shale ranging
in thickness from 0.1 to 2.77 feet was encountered during the installation
of Wells MW-3 and MW-6D (Figure 4A); however, this unit was only
18 3/22/89289275G
encountered at these two locations and could not be correlated
throughout the site. This shale may represent the Somerset Shale
member that separates the Salem Limestone f rom the underlying
Harrodsburg Limestone. Fossil f ragments consist ing of fenest ra te
bryozoans and crinoids were noted in all cores. Honeycomb weathering
was noted in the cores obtained at the locations of Wells MW-1, MW-4
and MW-6D (Figures 4A and 4B). This weathering feature was correlated
between Wells MW-1 and MW-6D. At three of the six well locations, the
deeper bedrock is composed of f iner-gra in ca lc i te part ic les as noted by
the "grades micr i t ic" notat ion in the c ross-sec t ions (Figures 4A, 4B and
4C). The micritic limestone was tentatively correlated between some well
locations.
2. Structure
Bedrock in southern Indiana generally dips west to southwest at
approximately 30 feet per mile. In the Salem Limestone, at the
Bennett's Dump Site, no useful marker beds were encountered that could
be used to prepare bedrock structure maps.
Fractures were noted in the rock cores obtained at the locations
of Wells MW-1, MW-2, MW-4 and MW-6D. The f rac tu res noted at the
locations of Wells MW-1, MW-2 and MW-6D were ver t ica l and those at
the location of Well MW-4 were horizontal. The horizontal f ractures were
noted in the upper portion of the cores while the vert ical f ractures were
noted in the lower portion of the cores. Most of the f rac tu res were
fil led with either calcite or mud. Based on the K values determined
from the packer tests conducted in these f . a c t u r e zones and the zones
19 3/22/89289275G
with few f rac tures , the presence of f rac tures does not appear to be
directly correlated to the magnitude of the K value. A vertical f racture
was also noted on the eastern wall of the quarry opposite Gauge Station
GS-1 (2). In addition, several vert ical weathered jo :nts were observed
in this quarry.
3. Subsur face Solution Features
Few subsurface solution features were noted in the cores obtained
at the Bennett 's Dump Site. Small solution voids (0.2 inches and less)
were noted in the cores obtained at the locations of Wells MW-1, MW-2
and MW-3. The solution voids in the cores from Wells MW-2 and MW-3
were shallow, 6.5 and 10.95 feet , respectively, while the solution voids
in the core from Well MW-1 were lower, 30.8 feet in depth. A few
small vugs, some calcite filled, were noted in the upper 10 feet of core
obtained at the location of Well MW-6D. As discussed previously,
honeycomb weathered zones were noted in the cores obtained at the
locations of Wells MW-1, MW-4 and MW-6D.
D. HvdrogeoloQV
The ground-water flow system at the Bennett 's Dump Site consists of
three components: recharge areas, f low areas and discharge areas. Based
on the topography near the s i te , recharge to the f low system occurs in the
topographical ly higher areas east of the site and closer to the site through
the open water - f i l led quarries and old quarries which have been backfi l led
with quarry rubble. During quarrying, ground-water seepage was noted in the
bot tom two f l oo rs . Each f loor is approximately 10 feet and three to four
20 3/22/89289275G
f loors were quarried depending on the location. From this information, the
predominant origin of the water in the quarr ies is ground water. However,
the elevations of the water sur face measured in the quarry east of the site
at Gauge Station GS-1, are higher than would be expected for the ground-
water table at this area; therefore surface water runoff is likely an additional
source of water in this quarry.
The ground-water f low system exists in the Salem Limestone and in the
unconsolidated material that is hydraulically connected to the bedrock beneath
the si te. During the Phase 2 drilling, sa tura ted condi t ions were not noted
in the unconsolidated material; however, during previous subsurface
investigations, saturated soil and fill material were noted throughout the area
of the main site, especially in the central and southwestern portions of this
area. In the bedrock, ground-water flow occurs in fractures, joints and
solution-enlarged features, and to a lesser degree in bedding planes.
Ground-water flow may also occur in the primary pore space of the
calcarenite (estimated to be approximately 5 percent [11]), although f low in
solution enlarged features is likely predominant (11).
Based on the ground-water elevation data col lected f rom the monitoring
wells in August and November 1987, and March, June, September and
December 1988, ground-water flow is to the west-northwest towards Stout
Creek for all measurement periods (Figures 5A through 5F). In the southern
portion of the site, the ground-water f low direction trends more direct ly west
toward Stout Creek while in the centra l and nor thern areas of the site, the
ground-water f low direction trends west -nor thwest toward Stout Creek.
Horizontal ground-water gradients varied f rom approximately 0.05 feet / foot to
0.03 feet / foot in the southern port ion of the site and f rom approximately
21 3/22/89289275G
0.03 feet/foot to 0.02 feet/foot in the central and northern portions of the
7
•-'----" site.
Precipitation data was collected and compared to the ground-water
elevations measured during the sampling events. A total of 1.4 inches of
precipitation was measured prior to the March 1988 sampling event, and a
trace amount of precipitation was recorded during the March 1988 event (10).
The highest ground-water elevations were measured in March 1988. Beginning
in early to mid-April through May 1988, very little precipitation was measured
in the Bloomington area (10). During the June 1988 sampling event, a t race
amount of precipitat ion was recorded (10). A few signi f icant precipitat ion
events (greater than 1.0 inches) occurred in July, August and early September
1988. However, the amount of precipitation was less than normal; the
Bloomington area was considered to be in drought conditions. Thus, an
vy^ overall decrease in ground-water elevations was observed from the March
1988 sampling event to the September 1988 sampling event. The lowest
ground-water elevations were measured in September 1988. Throughout the
fall of 1988, the amount of precipitation increased; an increase was observed
in the ground-water elevations measured during the December 1988 sampling
event.
The ground-water discharge area of the flow system is Stout Creek. The
water levels measured at Wells MW-6I and MW-6D, as well as at Well MW-
5 and Gauge Station GS-2, indicate that the hydraulic potential in the lower
bedrock is higher than the hydraulic potential in upper bedrock at the
bedrock/unconsolidated material in ter face and Stout Creek, respectively.
Therefore, vertical ground-water flow is upward in this area, indicating ground-
water discharge into the c reek .
22 3/22/89289275G
The two seeps delineated in Phase 1 (2), within the limit of the main
fill area, also may be ground-water discharge points (Figure 2). Ground
water seeping from the bedrock in this area then f lows toward Stout Creek.
Stout Creek f lows north f rom the Bennett 's Dump Site. A tr ibutary
stream enters the creek to the west near the northwestern portion of the site.
Water f rom the quarry operat ions is also added to the creek discharge near
the southwest end of the main f i l l area.
E. PCB Analy t ica l Resu l ts
The ground water at the Bennett's Dump Site was sampled from six wells
four times in 1988 (Table 4, Figure 3). PCBs were detected in the ground
water sampled from the wells that are hydraulically downgradient of the main
fill area, Wells MW-3, MW-6I and MW-6D. In addition, a PCB oil was
observed at Well MW-5 which is also hydraulically downgradient of the main
fill area. No PCBs were detected in the ground water sampled from Well
MW-2 which is hydraulically upgradient of the main f i l l area and hydraulically
downgradient of the 0.5 acre fill area. Well MW-4 monitors the ground water
near the sate l l i te f i l l area, and no PCBs were detected at this well. Well
MW-1 is hydraulically upgradient of the main fill area, and no PCBs were
detected at this well. At the Bennett 's Dump Site, the areas where PCBs
were detected and the hydraulically downgradient areas are coincident,
indicating PCB migration in the ground-water f low system.
23 3/22/89289275G
SECTION IV - SUMMARY
The following discussion summarizes the principal site conditions relative
to the geology, hydrogeology, and distribution of PCBs in ground water at the
Bennett 's Dump Site.
Subsurface conditions beneath Bennett 's Dump are character ized by a
relatively thin layer of unconsol idated material overlying bedrock. The
unconsolidated material consists primarily of silty clay that grades to clayey
silt at some locat ions. Along the wes te rn port ion of the s i te, approximately
1.5 to 3 feet of gravel f i l l , former ly a railroad bed, overl ies the silty clay.
The uppermost bedrock unit underlying the site is primarily light
biownish/grey/olive limestone of the Salem Limestone. Bedrock in southern
Indiana dips to the west and southwest at approximately 30 feet per mile.
However, no useful marker beds were encountered in bedrock underlying the
site. The Salem Limestone exhibits both horizontal and vertical fractures filled
with calcite or mud. Solution features in the form of small voids, vugs and
honeycombed weathered zones were also evident in the bedrock.
Ground water at the site is present within the bedrock and, at some
locations, within the overlying unconsolidated material. Ground water in the
bedrock is transmitted primarily through fractures, joints, solution features and,
to a lesser degree, through bedding planes. Ground-water f lows from the
Bennett 's Dump Site to the west -nor thwest toward Stout Creek under a
hydraulic gradient of between 0.02 and 0.05 fee t / foo t . A comparison of the
hydraulic head measurements at the stream and within the bedrock indicates
that Stout Creek is the discharge area for the f low system underlying
Bennett 's Dump. Seasonal ground water f luctuat ions in the bedrock were
24 3/22/89289275G
typical; maximum water levels were experienced in the spring and minimum
levels in the fa l l . Nevertheless, no s ign i f i cant changes in the direction of
ground-water f low were noted for data obtained through the period of the
investigation.
No PCBs were detected in ground-water samples col lected at Wells
MW-1. MW-2 and MW-4 in four sampling events. However, PCBs were
detected in the ground-water samples obtained f rom four wells downgradient
of the site, Wells MW-3, MW-5, MW-6I and MW-6D.
25 3/22/89289275G
SECTION V - REFERENCES
1. Blasland & Bouck Engineers, P.C. (or Westinghouse Electric Corporation.Supplemental Hvdrogeologic Investigation Plan. Winston Thomas Facil i tyand Bennett 's Dump. August 1986.
2. Blasland & Bouck Engineers, P.C. for Westinghouse Electr ic Corporation.Phase I Progress Report Winston Thomas Faci l i ty and Bennett 's Dump.January 1987.
3. Blasland & Bouck Engineers, P.C. for Westinghouse Electric Corporation.Data Transmi t ta l Winston Thomas Faci l i ty and Bennett 's Dump. May1988.
4. Blasland & Bouck Engineers, P.C. for West inghouse EnvironmentalServices. Quarter ly Ground-Water Sampling Resu l ts , Quarter ly SamplingEvents 1 and 2 of 4, March 8-10 and June 6-9. 1988. Bennett's Dumpand Winston Thomas Facil i ty. Supplemental Hvdrogeologic Investigation.Bloomington. Indiana. August 1988.
5. Blasland & Bouck Engineers, P.C. for West inghouse EnvironmentalServices. Quarterly Ground-Water Sampling Results. Quarter ly SamplingEvent 3 of 4. September 5-8. 1988. Bennett's Dump and WinstonThomas Facility. Supplemental Hvdrogeologic Investigation. Bloomington.Indiana. October 1988.
6. Blasland & Bouck Engineers, P.C. for Westinghouse EnvironmentalServices. Quarterly Ground-Water Sampling Results, Quarterly SamplingEvent 4 of 4. December 5-7. 1988, Bennett's Dump and Winston ThomasFacility, Supplemental Hvdrogeologic Investigation, Bloomington. Indiana.January 1989.
7. Hvorslev, J.M., Time Lag and Soil Permeability in Ground WaterObservations. Bulletin 36 of U.S. Corps of Engineers Waterways Exp.Station, V icksburg, 1951.
8. U.S. Environmental Protection Agency. Test Methods for Evaluating SolidWaste: Physical/Chemical Methods. EPA SW-846. 2d ed. July, 1982.
9. Gates, G.R. Geologic Considerations in Urban Planning for Bloomington,Indiana. Indiana Department of Conservation, Geological Survey, Reportof Progress 25, 1962.
10. Blasland & Bouck Engineers, P.C. for Westinghouse EnvironmentalServices Phase 1 Report , Supplemental Hvdrogeologic Investigat ion,Lemon Lane Landfi l l . Draft , November 1988.
11. Palmer, A.N. A Hvdrologic Study of Indiana Karst. Ph.D. Thesis, IndianaUniversity 1969.
3/23/890688317P
00
m
TABLES
TABLE 1
MONITORING WELL CONSTRUCTION DETAILSBENNETTS DUMP
BLOOMINQTON, INDIANA
WeiNo,
MW-1
MW-2
MW-3
MW4
MW-5
MW6I
MW-60
Top ol Depth ctProtective Protective Protective Screen Gravel GroutCasing Ground Casing In Coring Well Wet! Casing Interval Pack Interval
Elevation1 Elevation1 Subsurface Depth Depth Diameter Diameter Type of Elevation1 Elevation1 Elevation1
(H)_ (K.I _ (It ) _ (HI flU (inches) (Inches) Construction (IU (HI (til
73869 7365 17.5 44.0 44.0 5-5/B 6 ID Open N/A N/A 7365-719
74467 7422 11.0 420 42.0 5-5/B 6 ID Open N/A N/A 7422-7312
72769 7252 130 41.0 41.0 5-5/8 6 ID Open N/A N/A 7252-712.2
732 80 730.0 120 400 40.0 5-5/8 610 Open N/A N/A 730-718
72761 727.7 150 N/A 45.0 5-5/8 6 ID Open N/A N/A 727.7-712.7
73206 732.1 1.2 N/A 18.0 2.0 6 ID Screened 724.1-714.1 725.8-714.1 732.1-728.1
73199 7320 135 41.0 34.6 20 610 Screened 707.4-«97.4 71086960 7327128
BentoniteSeal Elevation1 General
(HI Geologic Log
N/A 0-5454-8989-10.5105-1111-44
N/A 0-484.842
N/A 0-353.5-4.34 3 66^77-14514.5-17.317.3-41
N/A 0-44 6 565-77-40
N/A 0-141.4-303.0-858 5 9 09.0-450
7281-7258 0-3030-707.0-18
7128-7108 0-3030-7.070-36836836936941.0
Red-Brown ClayGrey Cloyey S*WliitP Iwrtr'ipNo RproveryBrownish-Grey Limeslone
Yelowish-Red Sdty ClayGiey Umeslone
Red-Grey Clayey Sr»Red-Yellow Clay & SandDark Grey Clayey SiftNo RecoveryGrey 1 'nwsfoneDark Grey ShaleGrey Limestone
Red Grey Clayey SitGrey Clayey SitNo RecoveryGrey Brown Limeslone
Gravel FitBlack S*Blown ClayWeathered LimestoneGrey Bcown Limestone
Gravel FrlBrown Silly ClayOlrve Grey Limeslone
Gravel FinBlown Si«y ClayOlrve Giey LimestoneBlack ShaleOlive Grey Limestone
Note: 1 Elevations are based on National Geodetic Vertical Datum at 1929 and expressed as (eet above mean eea level.
0688317C
TABLE 2
HYDRAULIC CONDUCTIVITY VALUESPACKER TESTING AND SLUG TESTING
BENNETT'S DUMPBLOOMINGTON, INDIANA
Pressure Test IntervalWell # (psi) (ft. from ground level)
MW-1 10 24.5-3120 24.5-3130 24.5-3110 20-4420 20-4430 20-44
HydraulicConductivity(cm/sec)
8.0 x 10'5
1.5x 10'4
1.7x 10'4
3.1 x 10'4
2.6 x 10'4
2.5 x 10'4
TestDate
7/29/87N •
H H
W U
H H
• H
Notes
Test from 25-44 notvalid.
MW-2 112030102030
25.5-3225.5-3225.5-3214-4214-4214-42
4.9 x 10'5
1.3x ID'4
1.8 x 10'4
3.2 x 10'5
1.4 x 10'5
8.2 x 10'5
8/4/87• I
M •
8/5/87
MW-3 102030102030
13-14.413-14.413-14.422.5-2922.5-2922.5-29
6.0 x 10'4
1.0 x 1Q-3
2.5 x 1Q-3
No Flow9.1 x 10"6
2.1 x 10'5
8/6/87
MW-4 102030102030102030
12-15.512-15.512-15.519-25.519-25.519-25.512-4012-4012-40
6.4 x 10'5
6.7 X 10'4
6.5 X 10'4
2.4 x 10'4
4.1 x 10'4
4.3 x 10'4
9.3 x 10'5
9.6 x 10'5
1.8x 1Q-4
7/26/87
2189199C2/24/89
TABLE 3
WATER ELEVATIONSBENNETTS DUMP
BLOOMINGTON, INDIANA
Well No
MW 1
MW-2
MW3
MW-4
MW5
MW6O
MW6I
GS-1
GS 2
GS 3
GS-44
GroundElevalion
7365
7422
7252
7300
7277
7320
732.1
74609
N/A
N/A
75592
Steel Casing(Outer)Elevation1
73869
74467
72769
73280
727.61
731.99
73206
N/A
N/A
N/A
N/A
PVC Casing(Inner)
Elevation1
N/A2
N/A
N/A
N/A
N/A
73173
731.46
N/A
N/A
N/A
N/A
Stream GaugeStationElevation1
N/A
N/A
N/A
N/A
N/A
N/A
N/A
74609
724.18
73087
755.92
B/9/B7
734.59
731.10
72034
725.10
Nl3
Nl
Nl
Nl
Nl
Nl
Nl
B/22/87
73422
73099
720.13
723.41
Nl
Nl
Nl
Nl
Nl
Nl
Nl
9/9/B7
73348
73084
71997
72248
Nl
Nl
Nl
Nl
Nl
Nl
Nl
Water Elevations1
11/B/87
73358
73059
71996
72335
72260
72753
72703
73826
72206
72875
746«4
3/9/BB
73R21
73361
72144
72580
72451
73021
72730
_ 5
-
—
6/6/B8
73430
73083
72004
72386
72298
72830
72743
73865
721 88
72904
74650
9/7/88
732.50
7?910
71953
72073
72238
72723
72670
—
_
—
_
73554
73057
72057
71940
72330
73030
72781
73845
722 Of)6
73052
Notes: 1 All elevations in leet above mean sea level and based on National Geodetic Vertical Datum of 1929.
2 N/A - Not applicable.
3 Nl - Well or gauge station not installed at this time.
4 GS-4 is located east ol GS-1 but is not shown on Figure BD-2. The exact location of GS-4 was not surveyed.
5 -- - Not measured.
6 Elevation represents a ponded water elevation rather than a true stream elevation.
3/21/B90188317P
TABLE 2 (Cont'd.)
Well #
MW-5
Pressure(psi)
102030102030
Test Interval(ft. from ground levul)
40-4540-4540-4535-4535-4535-45
HydraulicConductivity(cm/sec)
No FlowNo FlowNo FlowNo FlowNo FlowNo Flow
TestDale
10/15/87U b
M H
10/15/87H h
U N
MW-6D
MW-6I
MW-6D
102030102030102030
N/A
N/A
13.5-2113.5-2113.5-2121-35.721-35.721-35.736-41.536-41.536-41 .5
1.2x 10'5
3.4 x 10'5
4.3 x 10'5
1.3 x 10'4
1.3 x 10'4
1.0x 10'4
No Flow5.5 x 10'5
5.8 x 10'5
8-18
24.6-34.6
1.3x 10'4
1.5 x 10'4
10/22/67
• H
II •
10/21/87• ft
10/22/8710/21/87
12/9/87
12/9/87
Notes
Packer Testterminated when oilwas detected inWell MW-5.
Packer Testperformed priorto well materialinstallation.
Slug Test
Slug Test
2189199C2/24/89
GROUND-WATEFTATOLYriCAL RESULTSBENNETTS DUMP
BLOOMINGTON, INDIANA
Well No/Sample
MW 1MW 2MW3MW4MW 5MW 5 DuplicateMW 61MW 61 DuplicateMW6D
Temperalure
Match1988
165150138130135135110N/A119
fdegfe
June1988
15014014.1
n°N/AJ
N/A150N/A150
es C)
September1988
145160150130N/AN/A150N/A130
December1988
13.9
130120130N/AN/A13.0
N/A120
March1988
7.8108838.110410.4
78N/ABO
June1988
7.27.35
827.6N/AN/A8.5N/A85
pH(PH unlit)
September1988
707.07.47.2N/AN/A7.0N/A7.1
December1988
697.17.07.0N/AN/A7.0N/A68
SpecificConductance
March1988
400359352510248248360N/A418
fumhos)
June Sept ember Decem1988 1988 1988
429420370560N/AN/A430N/A430
390 400420 390380 330520 550N/A N/AN/A N/A450 450N/A N/A425 420
PCB Concentration[ppb]1
March1988
ND2
NONDND
1,100.000430,000
30N/A042
June1988
NDNDNDNDN/AN/A1931597.3
Sep|embet
1988
NDND
014ND
N/AN/A1 71.10.3
1988
NDNDNDND
N/AN/A
21027322
Notes
1 ppb - Parts per billion2 ND - Not detected to a Detection Level ol 0.1 ppb3 N/A - Not applicable
02B8317P1/30/89
•noc3Dm
FIGURES
APPENDICES
•oTJmzoomCO
/7&ry *•>»"»«> « »ooctt— "2r ~~j INOINUM, ».c.
SOIL DATA
t-b.UJ
f.
SA
MP
LE
S
1
SA
MP
LE
N
O
RE
CO
VE
R* (f
T)
- S| lit 5
:ffl• -• Air ro
— -
UJ
5Z
ROCK DATA
o
a
Io0:i*.
g%
R
EC
OV
ER
Y
Q0cc
o5
RA
TE
W
IN /
FT
)" ! R
n-j1 1— IB nilies of sp itspoun pcnetr
I
N, A
1
-1t a ryed dt
dr lilt
1
A\ ~
—
—
1c
Not
d sariiurla
,„„
dpph
nples
r Ihj
able
SUBSURFACE LOG KEY
SOIL/ROCK DESCRIPTION
SOIL /ROCK CLASSIFICATION
QO Ruck Quality Degree - thesum of the lengths of pieceslour inches long or greaterdivided by the length ofthe core.
tion .
Soil/Rock Classif ications
(SYR 3 / 2 ) Color of soils using Munsell ColorChart(5CY 6/1) Color of rock using Geological
RO
CK
F
EA
TU
RE
S
H
t\
mn
Ce
1GE
OLO
GIC
CO
LUM
N
Rock
MB-n{7MBf -
- Irf -
Hf -— If -
- vr -- haf
BR2
o -
1 - 1s -P -
gmgl -c -
- — he -
Hit> st -
Sty
olugic CoIW
EL
LC
OLU
MN
Feature
ractureIrregulilow anthoiizonnc linedvert icalhigh a
M - brokvuggy
wedlhertjxidued
amlneasolutionsolutionmud in
greenglaucon
calcitehoneyccnot rechi/died
stringer- sty lo 1
lumn Sy
' //
~_~
•V" • "t,
; -;v o
T^—T—
Clay
Si l t
Sand
PROJECT TITLF
PHOJFCT MilURFR
LOCATION
Cl ASSiFlFn RY rut
ELE
VA
TIO
N (F
T)
CKFD BY
GAMMA RAY
RAN
;;Symbol*. I
ber of MB
r fracturele fractureal fracturefracturefracture
igle fractu
d
ned
enlargeenlargepenlng
nud intic
nib weoveredfract i rse
nbols
menmen
ope
iihe
e
E
IGF TIUF CHM^TANT
COUNTS/MINUTE
\ DASHEO LINE INUICATtS A SCALE) CHANCE FROM O - IOO c/m TO IOO I
Abbreviations
n a runCondition <jf Fr.,
1 - in
3 - r , ,L
e
t wt lh Mdlma
Ting
-
JocA
-
k
.jli
-
-
-
-
-
-
-
Gravel
Fill
Do lomite
Limestone
Shale
Si 1 tstone
IF OF CAS NG E L E V A T I O N
1 1 U_J 1 1 '
-
-
CALIPER
IOLE luAMETth
(INCHt'S)
-
-
-
-
UATF
PERMEABILITY
o2
UJ
0Z
H
UJ
X
K)
Oz
<nu
4
i
)ATE
NOTES
at 10 pai .
/ ~J# J UASLAND* iOUCK
~/f ~J INGINKRS, PC.
rD(L D A T A
i
aUJn
in
St.
rc
•q
O
•I
-
-
^
—
fl
—
--
U.
ct
oo
- L
;.u
i .1.
1 .S
U. 2
—
_ -
—
\
--
1
—
~
—
~
._
—
ROCK D A T A
o
z
--
—
•
,'
-i
6Q.
-
-
—
1 1
Tt
-
17
0
—
I
—
I
-
—
—
!0~
%
RE
CO
VE
RY
• •
—
_..
—
::115
170
~ta
n
--
I
13
92
5
•Jcr
;-
f—
—4
5
3
it
SUBSURFACE LOG
SOIL/ROCK DESCRIPTION
SOIL/ROCK CLASSIFICATION
0-2 75' CLAY, limestone, coal, wet at 2.7',
(F ILL)
2 75' -5. 4' CLAY, ailty. reddish-brown (4/4).moist
5 4' 8 9' SILT, clayey, dark gray (4/1).earniy. wet at 8.9'.
8 9 - 1 0 . 5 ' LIMESTONE. while (8/1).
fragmented, weathered
Soils Boring Terminated at 10.51 0 5 - 1 1 0 ' No Recovery
1 1 0 - 1 3 6 " LIMESTONE, light brownish 9'«y. (B, [|lb
1 3 6 - 2 3 6 ' Credea to light gray LIMESTONE
RO
CK
F
EA
TU
RE
S
I G
EO
LO
GIC
1 C
OL
UM
N
-.
"-
^=f1
1
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NUMBER ' ' 2 . 1 5•--- .... .. 1
LOCATinN Bennett's Dump
CIA^IFIFDHY JLJ r i l^^nRV ( SS/SI 'S
GAMMA RAY
EL
EV
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(F
T.)
E738.ffl_
736.5
733.116
731.5
726.5
721.5
RANGE
'O
-
-
_J9*_ TIME CONSTANI _[°_Sf r
COUNTS/MINUTE
20 10 40 50 60 TO BO au
\ -
(979/87) ^x
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CAI 'PER
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(IH1 ' IKS)
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BOR1NG/CORING/WEL 1 NO
SHFFT 1 OF.
NOTES
June 22. 1987 • Soil boring B 1 wa^drilled using a hollow stem auger. IIUCK
through hollow stem augers using a 2 t
a 140 Ib hammer until spoon re fusa l at10 5'
July 24. 1987 - Bedrock at B 1 wascored using a Gardner Denver 15-W ait
d iameter . 3' long, double barre l core i *The drilling tluid consisted at misiud anThe boring was reamed with a 7 7/b'tncone air rotary bit to seal a 6'diameter casing at 17 5 below grade
bentoriut) grout mixture iramied (hrougnthe annulus The grout was allowed tucure lor over 48 hours
July 28. 1987 - Beo/och was cored usinga 3' diameter. 14' long, split barrui
surface
July 29. 19B7 - Packer tes t ing wa*
August 22. 1987 - Gamma ray lugging
October 10. 1987 - Core holu waareamed trom 3* diameter to 5 5/bdiameter
October 10. 1987 • Well was devbiopeaby flushing air and mist mio bora holt*
November 8. 1987 - C flipper logging we*conducted
/_"J/r~~~7 BIASIAND 1 BOUCKjp ~f ENCINttBS. P.C.
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SUBSURFACE LOG
SOIL/ROCK DESCRIPTION
SOU /HOCK ClASSIF ICATION
Sty
23 6 -24 81 Giddes to light brownish grayL IMESTONE
24 8-26 1' Grades to light gray LIMESTONE
26 1 30 81 LIMESTONE, light brownish gray, Honeypredominantly crinoid f ragments ,•honeycombed weathering' at 26.5' and 28 4-29 6'. solution fea tures with brown mud at30 a1
Money
»fHf/mA
JO 831 7' Grades to lignt gray LIMESTONE. WZ(15) Mb
31 7 - 3 4 5' Grades to light brownish gray BRZNLIMESTONE.
Vh
35 5 -37 0' Grades to light gray LIMESTONE. VF
37 0 -44 .0 ' LIMESTONE, light gray, micntlcver t i ca l F r a c t u r e 35 .8-381 ' .
Sty
ROCK
FEA
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PROJECT NUMBER "L'.M
LOCATION Bennett's Dump
CLASSIFIED nv JLJ rnri-KEo py Cb ./bl^b
GAMMA RAY
ELE
VA
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N (F
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'16.5
711.5
706.5
701.5
—
B36.5
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COUNTS/MINUTF
10 20 30 40 Sp 60 TO BO 1*0
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SUBSURFACE LOG
PROJECT T I T L E Supplemental Hvdrun.'L-lu.ji L I n v i - s t i ;rti . ,.n
PROJFC 1 NUMB^ R _ _M? • 1^_ .
L O C A T I O N nennelt'i Hump
ci A<;<-,iriFn BY JLJ r,,t rkEt> BY ' ^''jl '
SOU /ROCK DESCRIPTION
Still /ROCK CLASSIFICATION
Sty
Co'ing Tdf mindlod at 44 0*.
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(F
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COUN 1 S /MINUTE
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i
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(IN: MIS)
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SUBSURFACE LOG
SOIL /HOCK DESCNIPTION
SOU /ROCK Cl ASSIFICATION
0-4 .75 ' CLAY, si l ty. yellowish ted (5/6) withroo t l e t s , slid, moist.
5 0-5 55' LIMESTONE, medium light gray^™^tenestrate bryozoan and cnnoidal calcarenite. w^weathered Vuid5 5 5 - 1 6 9 ' LIMESTONE. medium light i,Drowmsh gray, micnlic streaK at 17 5'6 5-6 7' Bit Dfop - void
(4 )mb
('i )mb
( 'J)mb
ROCK
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LOCATION.
CLASSfflED
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GAMMA RAY
ELEV
ATIO
N (F
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7l|it.6
IJ 7 4 2 . 2
1
/ 3 7 . 2
752.2
730.8
728.2
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RANGE
-
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COUN 1 S/MINII 1 f
50 4O 3O to /o 80 9.
i 1 ~\ 1 1 1 1
110 120 130
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' ,MF£1 .] Oi L.
N f d E S
June 23. 1987 - Soil lor B 2 wa» drilludusing e hollow »lem auget t ruck mountrlrj Soil tarn pie* were taken throughhollow stem augers using a 2* diameter.2 5' long tpllt tpoon sampler driven bya 140 Ib hammer 30' until split spoon -refusal at 5 0'. The soils boring wnbbackfi l led f rom 5 0' lo ground iuilece
July 24. 19B7 - Bedrock (or B 2 wascored using a Gar drier Denver 15 W UK
diameter. 3' long double bar re l corer lo11 0' below ground burface Ihe drillingfluid consisted of misted air
July 24. 1987 • B 2 was laanied with a7 7/B* trlcone all ro tary bit lo teat a 61 •d iameter cas ing at 1 1 0 ' below ground
a 5% benlonite gruut m ix tu re t re inmdihtough the onnulus 1 he ytoul v-osallowed lo cuie for over 48 hours
August 4. 19EJ7 - Bedrock was coimlusing a 3' diameter. 14' long. & | l > lba r re l co te r f rom 13 b' to 42 0
August 5. 1987 - Packet t es t i ng wabconduclbU
September 27. 19U7 - Gamma ruylogging was conducted
October 1 1, 1987 - Core hole waslearned lo 5 b/9' diametbi
O c t o b e r 11. 1987 • Well was developedby (lushing en and mist into bore hulafor one hour
November 8. 1987 - Callper logging wab -conducted
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SUBSURFACE LOG
SOIL /HOCK DESCRIPTION
SOU /ROCK U ASSIFICAT ION
1 8 9 4 2 0 ' LIMESTONE, lighl gray
2 5 . 1 - 2 5 9 5 ' Mlcnlic streaks
28 02-2B 9' Micillic.23mb
30 4' More rudaceous.
33 78-35 6' Slylulile
34 Ob' Sly lohtes St.y
Sty
35 75-36 75' Mlcnlic.
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702.2
RANGE _.. ... TIMF COWMAN 1
CHUN 1 *-, /MIND 1 [
-
L 1 1 1 1 1 1 L ,DATE 'V27/67
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SUBSURFACE LOG
SOIL /ROCK DESCRIPTION
SOIL/HOCK CLASSIFICATION
4 0 0 - 4 2 0 ' Healed ver t ica l liaclure v f
41 6-42 0' Micilllc
Coring Teimlnaled at 420 ' .
IROC
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P OF CASING Fl FVATlON 7 ' t4.£7 l
PNO.IFrT TIT 1 F Suiiplemer
PROJECT NUMBER '12.15
IOCATION lte
CLASSIFIED BY
-"' "il"-'.' "' ' -!!'. ^ti.
met t ' b Dump
JLJCHECKED BY . C
GAMMA HAY
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RANGE TIME CON'.IANT..
COUNT S /MINN I E
IO ZO SO 4O 50 60 7O flO 90
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BORING/CORING/WELL NO """ ^ \COM1.)
NUIES
APPENDIX 1
PHASE 2 SITE INVESTIGATION SUMMARYBENNETTS DUMP
BLOOMINGTON. INDIANA
Task
o Soil Borings
o Steel CasingInstallationfor Coreholes(lower bedrock)
o Rock Coring(lower bedrock)
o Packer Tests
o Steel CasingInstallationfor Air RotaryHoles
o Air Rotary Wells
Task Description
Continuous split-spoon sampling from ground surfaceto top of bedrock.
Air rotary drill 7-7/8' diameter hole from ground surfaceto top of bedrock. Core 3' diameter/ock sample from topof bedrock to 6' or to the bottom of weathered bedrock.Ream out the 3* diameter rock corehote to 7-7/8' diameterrock corehole to 7-7/8" diameter and set 6" diameter steelcasing with bentonite grout.
Continuous rock coring from top of bedrock toapproximately 30' below top of water table.
Measure permeability of bedrock and detect fractures.
No. ofTasksCompleted
5 soil borings
5 holeswithcasing
5 coreholes
6 holespacker tested
Air rotary drill 8-3/4' diameter hole from ground surface 1 hole withto bottom of weathered bedrock. Install 6* diameter steel casingcasing and seal from ground surface to bottom of weatheredbedrock with cement grout tremied in place.
Air rotary 5-5/8 diameter bedrock from bottom of weathered 1 open holebedrock to 30' below water table. Obtain drill cutting wellsamples at one-foot intervals.
CompletedWellI.D.
MW-1MW-2MW-3MW-4
MW-1MW-2MW-3MW-4MW-6D
StartDate
6/22/876/23/876/23/876/23/87
7/24/877/24/877/25/877/25/8710/15/87
CompletionDate
6/22/876/23/876/23/876/23/87
7/25/877/25/877/26/877/26/8710/16/87
MW-1MW-2MW-3MW-4MW-60
MW-1MW-2MW-3MW-4MW-5MW-6D
7/28/878/3/878/5/877/26/8710/20/87
7/29/878/4/878/6/877/26/8710/15/8710/21/87
7/28/878/4/878/5/877/26/8710/21/87
7/29/878/5/878/6/877/27/8710/15/8710/21/87
MW-5
MW-5
10/14/87
10/15/87
10/14/87
10/15/87
3/21/890188317S
APPENDIX 1 (Cont'd.)
Task Task Description
o Corehole Ream corehole diameter from 3.41 to 5-5/8' with air rotaryReaming drill bit.
o Open Hole Well Flush air and water into borehole after reaming.Development
o Caliper Logging Measure open air rotary well diameters for fracture andcavity detection.
o PVC WellInstallation(lower bedrock)
o PVC WellInstallation(upper bedrock)
o PVC Cased WellDevelopment
o Gamma RayLogging
o In-SituPermeabilityTests
Install 2" diameter, .01' slot, 10' PVC screen in existingopen hole at a zone of ground-water flow.
Air rotary 5-5/8* diameter hole from ground surface to 10'below top of bedrock and install 2" diameter 10' of .01slot PVC screen.
Surge and bail wells until clear of silt.
Measure natural gamma radiation for stratigraphiccorrelation.
Measure hydraulic conductivity of bedrock.
No. ofTasksCompleted
5 open holewells
Swellsdeveloped
5 wells caliperlogged
1 PVC well
1 PVC well
2 PVC wellsdevelopment
5 wells gamma raylogged
2 wellstested
CompietedWellI.D.
MW-1MW-2MW-3MW-4MW-6D
MW-1MW-2MW-3MW-4MW-6D
MW-1MW-2MW-3MW-4MW-6D
MW-6D
MW-6I
MW-6IMW-6D
MW-1MW-2MW-3MW-4MW-6D
MW-6DMW-6I
StartDate
10/10/8710/11/8710/11/8710/11/8710/22/87
10/10/8710/11/8710/11/8710/11/8710/22/87
11/8/8711/8/B711/8/B711/8/8710/22/87
10/22/87
10/23/87
12/9/8712/9/87
8/22/879/27/878/8/878/10/8711/8/B7
12/9/8712/9/87
CompletionDate
10/10/8710/11/8710/11/8710/11/8710/22/87
10/10/8710/11/8710/11/8710/11/8710/22/87
11/8/8711/8/8711/8/6711/8/8710/22/87
10/22/87
10/23/87
12/9/8712/9/87
8/22/879/27/878/8/878/10/8711/B/87
12/9/8712/9/87
3/22/890188317S
APPENDIX 1 (Cont'd.)
Task
Water LevelMonitoring
Task Description
Measure depths to water in wells, quarries and streamgauging stations.
Rain GaugeInstallation &Monitoring
Install manual rain gauge.
No. ofTasksCompleted
3 rounds ofwater levels
1 round ofwater levels
1 rain gaugeinstallation
CompletedWellI.D.
MW-1throughMW-4
GS-1 throughGS-4MW-1 throughMW-5, MW-6I,MW-6D
RG-1BD
StartDate
8/9/87,8/22/S7&9/9/87
11/8/87
12/9/87
CompletionDate
8/9/87,8/22/8749/9/87
11/8/87
12/9/87
o Survey Elevations and locations measured.
QuarterlyGround-WaterSampling
Sample ground water and analyze for PCBs using Method8080 of EPA SW-846.
5 pointssurveyed
6 pointssurveyed
4 sampling rounds
MW-1 through 8/5/87 8/26/87MW-4GS-1
GS-2 through 11/18/87 11/20/87GS-4MW-5,MW-6D.MW-6I
MW-1 through 3/8/88 12/6/88MW-6D
3/21/890188317S
APPENDIX 2SUBSURFACE LOGS
1 V^/I
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