flr30!3'30 · connection points at a-spacings (i,e., distance between each electrode) of 0.5," 1,...

. TECHNICAL MEMORANDUMSUBTASK 8.2

REMEDIAL INVESTIGATION REPORTFIRST PIEDMONT ROCK QUARRY/

ROUTE 719 SITE

VOLUME IIAppendices

Prepared by:

Westinghouse Environmental and Geotechnical Services, Inc.P.O. Box 130S - - - - - - - - - - -

Gary, North Carolina 27512

February 1990

flR30!3'30

FPRQ Task 8.1 RI DRAFT - Appendix A Revision 0Westinghouse Project No. 4112̂ 88-9Q8A . 11 January 1990

APPENDIX A

METHODS OF INVESTIGATION

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FPRQ Task 8.1 RI DRAFT - Appendix A Revision 0Westinghouse Project No. 4112-88-908A rt-January 1990

APPENDIX A.I

SENSITIVE RECEPTOR SURVEY (SUBTASK 2.2)

The size of the human population is based on data from a variety of sources.

These sources include aerial photographs from the Virginia Department of

Transportation (VADOT) and Dewberry and Davis, Inc., a U.S. Geological Survey

(USGS) topographic map, county tax records, a site reconnaissance, and previous

site documents.

Information describing environmental—receptors was obtained from the

Virginia Department of Game and Inland Fisheries (VDGIF), and the Soil

Conservation Service (SCS) of Pittsylvania County.

C The wetlands delineation included topographic map and aerial photography

analysis and a field mapping program (Appendix A.6).

AR30I332.

FPRQ Task 8.1 RI DRAFT - Appendix A _ . . Revision 0Westinghouse Project No. 4112-88̂ SO,8A 11 January 19-90

APPENDIX A. 2

TOPOGRAPHIC, AERIAL, AND GEOLOGICAL SURVEYS (SUBTASK 4.1)

The objectives of this sub task are to provide aerial photography, and

topographic and geologic mapping of the probable study area, in the vicinity of

the FPRQ site. The deliverables will be used in subsequent remedial

investigation tasks,

A.2.1 . .,-TOPOGRAPHIC AND AERIAL SURVEYS

Westinghouse subcontractor Dewberry and Davis, Inc. of Danville, Virginia,

a Virginia certified surveying company, provided both aerial photography and

topographic mapping for-the FPRQ RI/FS. Due to scheduling difficulties, the

aerial photography of the site was not taken until May 2, 1988. The dense

vegetation present at that time limited the photographic resolution and

consequently, the topographic mapping of the site area. The area was reflown

in January 1989 and the topographic mapping was generated from this photography

(see Drawing 1).

Appendix A presents the aerial photograph of the site area provided by

Dewberry and Davis. This photograph was taken at an altitude of 3000 feet and

is at a scale of one-inch equals five hundred feet.

Additional aerial photographs were obtained from the Pittsylvania County

Soil Conservation Service, the Virginia Department of Transportation, and the

U.S. Department of Agriculture. .These photographs include:

fiR30l333

FPRQ Task 8.1 RI DRAFT - Appendix A Revision 0Westinghouse Project No. 4112-88-908A 11 January 1990

Soil Conservation Service

Date Flown

4-18-82

Date Flown

4-03-72

1-16-86

Date Flown

10-05-63

04-26-71

03-22-82

04-18-82

Approx. Scale

1"-1000 '

Virginia

Approx. Scale

1"-200'

1--200'

U.S.

Approx. Scale

1--1600 '

1--1600 '

1--47QO '

1"-2800'

Composition

Black and White

I.D. Number

51083-178

Department of Transportation:

Composition

Black and White

Black and White

Department of Agriculture:

Composition

Black and White

Black and White

Color Infra Red

Black and White

I.D. Number

3-071-428-84

3-071-794-27

I.D, Number

DGG 10DO-19a,20

DGG 3MM-195,196a

367806 577-71a,72

51143-178-250*, 251

a. Copies provided in Appendix B.

Copies of the U.S. Department of Agriculture aerial photographs noted above

are provided in Appendix B. Partial copies of the Virginia Department of

Transportation aerial photographs showing the site are also presented in

Appendix B. Complete copies of these photographs could not be reproduced here

because of their size; however, they may be obtained from the Virginia Department

of Transportation.

FPRQ Task 8.1 RI DRAFT - Appendix A Revision 0Westinghouse Project No. 4112-88-908A "11 January 1990

A. 2.2 - __ .GEOLOGY

This section presents the results of the preliminary geologic survey of

the site area. A geologic map of the site is not presented due to the incomplete

topographic coverage. Figure 2 presents a regional geologic map.

The geologic survey included a field reconnaissance, as well as aerial

photography and topographic map analysis. The field survey included describing,

measuring, and mapping geologic and hydrogeologic features exposed at the ground

surface. Recorded observations of the exposed geologic units included lithology,4

mineralogy, and weathering characteristics. Measurements o£ structure included

strike and dip, fracture frequency, and foliation in the bedrock.

The aerial photographs and topographic maps were evaluated for indications

of larger scale linear̂ features.

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FPRQ Task 8.1 RI DRAFT - Appendix A Revision 0Westinghouse Project No. 4112-88-908A 11. January 1990

APPENDIX A.3

SURFACE GEOPHYSICAL SURVEYS (SUBTASK 4.2)

To meet the objectives the following geophysical surveys were performed:

1. Magnetometer Survey2. Direct Resistivity Survey

The magnetometer survey was designed to characterize and identify, the

occurrence of significant metallic fill within the landfill area. The resistivity

survey was designed to determine the depth of fill, depth to the water table and

bedrock surface, and depth of fracturing within the bedrock.

The third geophysical survey, electromagnetics, specified in the RI/FS Work

Plan, was to be performed in this subtask. However, as the objective of the

electromagnetic survey is to determine fracture occurrence at the proposed

monitor well locations, Westinghouse recommended, and the U.S. EPA concurred (R,

Rzepski 1988, Personal Communication) that the electromagnetic survey be

performed during Subtask 4.8: Monitor Well Siting Analysis.

This section presents the specific methods employed during the magnetometer

and resistivity surveys,

A.3.1 MAGNETOMETER SURVEY

The magnetometer survey was conducted using an EG&G GeoMetrics Model 856

AX proton precession magnetometer equipped with a gradiometer. The instrument

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FPRQ Task 8.1 RI DRAFT - Appendix A Revision 0Westinghouse Project No. 4112-88-908A „ 11 January 1990

was configured with one sensor mounted at the top of -a ten £oot aluminum shaft

and the second mounted one meter below the upper sensor.

Proton magnetometer sensors are inherently calibrated, as their operation

is based on nuclear precession. The field calibration for the instrument

included checking the internal clock function and line number counter followed

by tuning the instrument to the proper background intensity of the area under

investigation. From maps supplied by the manufacturer, the background total

magnetic field for Southern Virginia was set at 53,000. gammas.

A. rectangular grid was established at the site with the zero base line

located along the eastern highwall and oriented N80°W (Drawing #1). The base

line was divided and staked oh 10 foot centers with A-0 being the southern most

point and X-0 being the northern most point. After establishing the baseline,

perpendicular lines were extended across the quarry. An additional line (AA)

was established for a short distance in accessible areas along the southern

quarry highwall. Reference stakes on fifty foot centers were established over

the grid.

Following the grid construction, magnetometer data were collected at 10

foot intervals along each line beginning with line A. Both the total field at

the upper sensor and total field at the lower sensor were measured and stored

in the memory of the magnetometer unit. The vertical gradient was calculated by

subtracting the lower total-field reading from the upper total field reading.

To check data reproducibility, the gradient at the first station in each

of the survey lines was remeasured immediately after all stations in that line

were recorded. .In addition, duplicate measurements were^made at the starting

7

AR301337


points for all lettered lines and along the 250-ft. interval for all lettered

lines.

A.3.2 RESISTIVITY SURVEY

Ten resistivity soundings were performed at the site. Instrumentation used

for the soundings were the Bison Instruments, Inc., Signal Enhancement Earth

Resistivity System Model 2390 consisting of a current transmitter and voltage

receiver, and the Bison Instruments Offset Sounding System, Model 2365, or "BOSS"

system. The BOSS is essentially a switching unit which incorporates a series

of electrodes laid out on a single cable with a central electrode and electrode

connection points at A-spacings (I,e., distance between each electrode) of 0.5,"

1, 2, 4, 8, 16, 32 and 64 meters. Once set up, five Wenner-type resistivity

soundings are made at each electrode spacing by switching the electrode array

configuration and spacing on the BOSS unit.'

The BOSS system provides a quick method of collecting resistivity sounding

data and exploits the redundancies and cross-checks inherent in a five electrode

array. The effect of these "Offset Wenner" electrode configurations is to

provide greater detail in the resistivity soundings and reduce the interpretation

problems resulting from near-surface lateral resistivity variations. The offset

Wenner resistivity method enables calculation of theoretical resistivity values

for non-existent electrode spacings of 1.5, 3, 6, 12, 24, and 48 meters in

addition to the actual field A-spacings.

Ten resistivity soundings were made parallel to selected magnetometer survey

lines previously established in the quarry (Drawing #1) . One sounding line (#10)

was set up near the eastern edge of the quarry, and oriented in a north-south

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FPRQ Task 8.1 RI-DRAFT -: Appendix A Revision 0Westinghouse Project No. 4112-88-908A 11 January 1990

direction. Six soundings (#1, #2, #6, #7, #8, and #9) were placed and orientated

to adequately cover the landfill area. Three sounding (#3, #4, and #5) were

performed along the downgradient (western.) edge of the quarry (Drawing #1) .

The instruments were set up at a known position corresponding to a

magnetometer station. The cables were then extended parallel to the magnetometer

grid and staked with the electrodes to a maximum spacing of 32 or 64 meters

depending on available space.

At each sounding, the instruments were set-up in accordance with the

manufacturers directions. Set-up included checking the batteries, synchronizing

the transmitter and receiver, checking the transmitter output, and confirming

control settings.

Soundings were begun at an electrode spacing of 0..5 meter and the standard

Wenner electrode arrangement. After confirming signal reproducibility at that

setting, the electrode arrangements were switched to the following

configurations: ___i

Center MeasuredElectrodes: __ 1 2 3 _ 4 5 Resistance ,

1st measurement C P __. - P . .. C RA

2nd measurement C C — - - - -.- P P RJJ

3rd measurement C P - - - C P RC

4th measurement C . .. P ..... -P C _ ----- RD^

5th measurement --- C P P C R

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FPRQ Task 8.1 RI DRAFT - Appendix A Revision 0Westinghouse Project No. 4112-88-908A " 11 January 1990

where:C.— Current electrode,P — Potential electrode, andR - Resistance for specific electrode configurations:

A,B,C, D]_, and D2-

This procedure was followed for each electrode spacing at each sounding,

until no signal was receivable. The maximum electrode spacing obtained was 32

meters at sounding #1. Once the sounding data were collected, the electrodes were

pulled and the cables were reeled in for set-up at another position.

Quality checks of the sounding data were made continuously in the field.

Cable leakage, instrument malfunction, and high contact resistance at the

electrodes were easily identifiable by the observational error (EQ) calculation:

E0 - RA - ( RE + Rc ") x 100% ._... . ._...__

where; RA, Rg, and R^ are resistivity measurements from the electrode

configurations previously described. EQ values consistently outside the range

of + 5 percent indicate high contact resistance, instrument malfunction, and/or

current leakage from damaged cables. Also, the typical relationships of

RA>Rc»Rg and RQ + Rg — RA (within ± 5 percent), were continuously evaluated.

As discussed in Section 3.2.2, the quality of the data are good, although

considerable lateral and offset errors were encountered over the landfill due

to the highly variable electrical properties of the fill.

Apparent Wenner resistivity (Py) calculations were also made in the field

for the Wenner array using the RJJ measurements. These data were plotted on

log-log paper relative to the electrode spacing. These plots provided a means

10

ARSOI'SUO


of visually inspecting the quality of the Wenner resistivity data. The

calculation used to determine the apparent resistivity is:

Ptf - 27T X A X RpI ----- - - - - — - - - - - - - - ----- - - - - - . -

where; Py — the apparent Wenner Resistivity in ohm-meters,

A - electrode spacing in meters,

RD * (RD1 + RD2^ = t*ie resistivity measurement In millivoltsI for the Wenner electrode configuration,

and ;I — transmitted current in milliamperes.

At several soundings, resistivities for the short spacings (0.5m and 1m)

were off the instrument scale. Attempts were made to, lower the contact

resistance by driving the electrodes deeper and by pouring salt water into the

ground at the electrodeŝ These attempts were unsuccessful.

The BOSSIX modeling program by Interpex, Ltd. of Golden, Colorado was used

to generate earth resistivity models from the Offset-Wenner resistivity data

(Appendix H3) . BOSSIX provides for user interactive interpretation of a sounding

curve displaying observed data and allowing user input of depth and resistivity

of the earth model layers. . - ;

Forward and inverse model calculations are -initiated by the user for

generating a theoretical̂ sounding curve and' fine-tuning the match between the

theoretical and observed data. The forward calculation uses a Ghosh style

digital filtering technique to carry out the required Hankel transforms and is

capable of modeling resistivity contrasts of 1,000:1. Once a starting model is

defined by the user, the inverse solution can be initiated in the BOSSIX program.

11

AR3QI3U


The inverse solution utilizes an Inman-style ridge regression technique to

quickly adjust the model parameters for an optimal fit of the observed data in

a least squares sense (Interpex, 1988). Essentially, this means the computer

program mathematically smooths the data by filtering out data points that stray

too far from the overall trend and transforms the data from resistivity vs.

electrode spacing to apparent resistivity vs. depth. Then, the program

calculates depths and resistivities for a series of layers which produce a

sounding curve that best fits the observed data. Fixing of model parameters by

the user is possible so that known geological or geophysical information can be

used in the interpretation to obtain the best solution based on the known site

conditions.

\ The resistivity sounding data generally support the available data on the

physical setting of the landfill and adjacent undisturbed areas. The results

of the computer modeling are presented in Appendix H3 and are summarized on Table

1 1 . - . . . . . . . .

A.3.3 ELECTROMAGNETIC SURVEY

This section presents the methods used in performing the Electromagnetic

Survey which was conducted in conjunction with the monitoring well siting

analysis.

The EM survey was conducted using an ABEM Wadi Very Low Frequency (VLF)

Instrument. The Wadi consists o£ a hand-held keyboard connected to belt^mounted

measuring and antenna units allowing the instrument to be run by a single

operator.

AR30i3l>2


The Wadi operates by measuring the magnetic components of the

electromagnetic field generated by already-existing radio transmitters that use

the'VLF band (15-30 KHz). Electrically conductive structures, such as water.

filled fractures, in the subsurface locally affect the direction and strength

of the field generated by the transmitted radio signal. A weak secondary field

builds up around the geological structure which the Wadi measures and analyzes.

The Wadi is factory-calibrated and does not require calibration during use

in the field. The Wadi unit retains each measurement in its memory, and

constructs a profile of the readings for each survey line which is displayed on

the Wadi keyboard. This profile allows the field personnel to graphically

identify those areas along each survey line which display anomalous EM readings

which may indicate zones of .̂ncreased bedrock fracture, occurrence. By

identifying additional peaks in the profiles of adjacent survey lines it is

possible to trace the trend of the anomaly and measure its orientation. Also,

the Wadi unit contains an Interpret function which can be used to display the

unit's interpretation of the peaks on a given profile. Under ideal conditions,

the dip, dip direction and depth to the top of the anomalous structure causing

the profile peak may be estimated from the data.

The EM survey was conducted by first choosing the approximate areas of the

site where the proposed wells would be located. A total of seven areas were

chosen in accordance with the criteria discussed in Section 4.1. Four of these

areas are located west of the landfill between the north and west drainages and

east of Lawless Creek (well sites FPT005, FP̂ 006, FP-007, and FP-008) . Well site

FP-005 is located adjacent to existing piezometer P-5. The remaining three areas

13 :

flR3Q73i*3

FPRQ Task 8.1 RI DRAFT - Appendix A _ Revision 0Westinghouse Project No. 4112-88-908A 11 January 1990"

are located adjacent to existing piezometer P-l, the waste pile, and existing

piezometer P-3 (well sites FP-001, FP-002, and FP-003, respectively). Drawing

1 shows the locations of the existing piezometers, EM survey areas, and proposed

monitor well sites.

EM surveys were conducted at four of the seven proposed well areas including

FP-001, FP-006, FP-007, and FP-008 (the designation referring to the proposed

well nest to be installed in that area). Additional areas were survey in the

vicinity of FP-006 and FP-008 in order to provide sufficient coverage. The

areas around FP-003, FP-004, and FP-005 were not surveyed for reasons discussed

in Section 4.3.

In general, the EM surveys were conducted by establishing a baseline in the

areas of interest varying from 50 feet to 200 feet in length. EM measurements

were then collected along this line at 10-foot intervals. Additional lines were

surveyed at 10-foot spacings on either side of and parallel to the baseline until

the field personnel determined that sufficient data had been collected to

characterize the potential monitor well site. The location of apparent anomalies

were marked in the field with survey tape. To locate the survey lines at a later

time, the endpoints of each line in the grid or the four corners of the survey

grid were marked with stakes or survey tape.

14

/SR30I3H

FPRQ Task 8.1 RI DRAFT - Appendix A Revision 0Westinghouse- Project No, 4112-88-908A '. 11 January 1990

APPENDIX A.4

SOURCE AREA SAMPLING (SUBTASK 4.5)

To meet the objectives, eight environmental samples (five solid and three

aqueous) were collected from the following selected locations at the site:

o South Pond (aqueous)o North Pond (aqueous and solid)o Leachate (aqueous and solid)o Waste Pile (solid)o Grey Drum (solid) . : _. . .._. .... . . . _ . _ . _ . .o Black Drum (solid) ;

In addition, duplicate samples were collected at the, North. Pond (solid)

and Leachate (aqueous) to evaluate quality control. Trip, field, and rinsate

blanks were also collected. All samples were analyzed by Industrial and

Environmental Analysts (IEA) of Gary, North Carolina for Target Analyte List

(TAL) and Target Compound List (TCL) parameters in accordance with the most

recent U.S. EPA Contract Laboratory Program (CLP)-Statement of Work (SOW).

This section presents a discussion of the methods employed during the source

area sampling. All procedures were in accordance with the project Sampling and

Analysis Plan. Audit reports (Westinghouse, 1988a, 1988b) on the source area

sampling field methods and laboratory procedures were previously submitted' to

the EPA. :

A total of eight environmental samples (three aqueous and five solid) were

collected on September 13 and 14, 1988. Sample locations are presented on Figure

2 and Drawing No. 1, The sample locations were mutually selected by on-site

representatives of Westinghouse, U.S. EPA Region III (EPA), and EPA's oversight

15.

1345

FPRQ Task 8.1 RI DRAFT - Appendix A ..._ _. Revision 0Westinghouse Project No. 4112-88-908A 11 .January 1990

contractor, CDH Federal Programs Corporation (CDM). Duplicate samples were

concurrently collected by CDM.

In addition to the eight environmental samples, two locations were sampled

in duplicate (i.e., north pond, FP-402 and FP-403 and leachate sediment, FP-407

and FP-408). One field blank and one equipment blank were also collected.

A.4.1 AQUEOUS SAMPLING PROCEDURES

This section presents the methods used during collection of the aqueous

samples at the south pond (FP-401) , north pond (FP-402 and FP-403) and leachate

seep (FP-404) (Figure 2). Sample bottles and equipment were assembled on

polyethelene sheeting at each sample location. The volatile organic samples were

C collected first by totally immersing each 40-milliliter (ml) vial sample bottle,

and securing the cap before withdrawing the vial from the water. The remaining

sample bottles were then filled. Water was collected for these samples using a

800 ml stainless steel beaker. The beaker was slowly lowered into the water to

a point approximately midway in the water column. An attempt was made not to

disturb the bottom sediments. Each beaker of water was split equally among the

sample bottles.

Field parameters obtained during the sampling included dissolved oxygen,

pH, temperature, and specific conductance. Field parameters were obtained after

collecting samples by placing instrument probes directly into the area sampled.

Matrix spike and matrix spike duplicate samples were also collected at FP-401.

16

FPRQ Task 8.1 RI DRAFT - Appendix A Revision 0Westinghouse Project No. 4112-88-908A - . " " 11 January 1990̂

A.4.2 SEDIMENT SAMPLING PROCEDURES :

This section presents the methods employed for collection of the north pond

sediment (FP-409) and leachate sediment (FP-407 and FP-408) samples. Sediment

samples were collected with a steel shovel which had been cleaned and

decontaminated prior to use. Material was placed in an aluminum foil lined pan.

Volatile samples were collected prior to mixing of the material. The remaining

sample bottles were then filled,. The shovel then was cleaned and decontaminated

prior to use at the next"sample location.

A.4.3 WASTE PILE SAMPLING __ _ _ J - - - - - . - .

The waste pile (FP-410) consists of shredded rubber, and nylon cord and

could not be directly sampled. Therefore, the soils immediately beneath the

waste pile were sampled. The waste pile soils were samplediwith a steel shovel,i

which had been cleaned and decontaminated prior to use. Material was collected

from three different locations underneath the waste pile, and one locationi

immediately downgradient of the waste pile. Sample material was placed in an

aluminum foil lined pan. Volatile samples were collected prior to mixing of the

sample material. Low concentration solid matrix spike and matrix spike duplicate

samples were also collected at FP-410. _ : "I

A. 4.4 DRUM SAMPLING PROCEDURES

Two drums (FP-411 and FP-412) were sampled. The drums sampled were selected

based on accessibility. The content of these drums are believed to be

representative of many drums at the site. Both drums were; open top and contained

17 . - - -- ,

•AR3til3i*7

FPRQ Task 8.1 RI DRAFT - Appendix A Revision 0Westinghouse Project No. 4112-88-908A 11 January 19-9-0

solid materials. FP-411 contained a black tar like substance whereas FP-412

contained grey ash material. Each drum sample was collected with a new, small,

steel shovel which had been cleaned and decontaminated prior to use. Sample

material was placed in an aluminum foil lined pan. Volatile samples were

collected first. The remaining sample bottles were then filled. Prior to

sampling, the drum contents and surrounding vicinity were checked with an organic

vapor analyzer (OVA) and an oxygen/explosimeter. These readings were entered in

the field log book. Medium concentration solid, matrix spike and matrix spike

duplicate analyses were performed on the FP-411 sample.

A.4.5 FIELD BLANK

A field blank was collected at the leachate source sampling location.

Volatile samples were first collected by pouring laboratory supplied volatile

free water from laboratory supplied volatile organic analysis (VOA) bottles, into

sample VOA bottles. Second, laboratory supplied organic free water was poured

into amber sample bottles for semi-volatile, pesticide, and PCB analysis. Last,

laboratory supplied inorganic free water was poured into one liter nalgene sample

bottles for inorganics and cyanide analysis.

A.4.6 EQUIPMENT BLANK

An equipment blank sample was collected in the decontamination area

immediately following sampling at the leachate seep. The sample was collected

by pouring laboratory supplied waters (listed in section 2.5) into the

decontaminated stainless steel beaker, utilized during leachate sampling, and

18


then into the sample containers. The order of sample collection was; 1)

volatiles, 2) organics, and 3) inorganics.

A.4.7 "SAMPLE HANDLING PROCEDURES

All sample bottles were labeled prior to sample collection with the

following information:

o site project numbero sample identification numbero date and time collectedo sample source ; . v - - . . . - . 'o preservatives used . -.. - - .-, -..-:-:-----: - r: ,o sample,locationo analysis requiredo collector's initials _

Samples were placed in iced coolers, and the coolers were sealed with

chain-of-custody sample seals. A separate cooler was used to,hold sample bottles

for each sample location. Samples were delivered the day after sampling was

completed (September 15, 1988) to the contract laboratory by Westinghouse

personnel under established chain-of-custody procedures. The chain-of-custody

form is presented in Appendix A.

A.4.8 EQUIPMENT DECONTAMINATIONi

All equipment that came into contact with sample material was decontaminated

according to the following procedure:

1, Wash with an liquanox solution2. Deionized water rinse.3. Isopropyl alcohol rinse.4. Deionized water rinse.

19

AR30f3l*9


5. Air dry.6. Wrap in aluminum foil (shiny side out).

Decontamination of equipment occurred in a designated decontamination area

which consisted of polyethelene sheeting laid out and constructed to collect

water in a sump at one end.

20

FPRQ Task 8.1 RI DRAFT - Appendix A . [ Revision 0Westinghouse Project No. 4112-88-908A . 11 January 1990 !

APPENDIX A.5 - ;

PRIVATE WELL SAMPLING

Sampling of private wells in the Beaver Park community was conducted on

November 30 and December 1, 1988. Sara Lantizer Stinger and Sharon E. Schaeffer

of CDM Federal Programs Corporation were on site to conduct the sampling. Ten

private wells were sampled. The locations of the wells are shown on Figure 4.i

The purging and sampling protocols, as well as the collection of the field

parameters, and preservation and storage of -the samples were consistentr

throughout the sampling of all the privatejwells._ ̂ All̂ of the residences sampled

had plumbing that was a combinatipn_of ABS, PVC, copper, bronze, and galvanized

steel. Because of the uniformity of sampling techniques and plumbing

configurations, only exceptions are noted below.

Prior to sample collection, the well was run for 15! minutes to purge the

well and pressure tank. On the average about 45 _ gallons of water were

discharged. :: : . ;

The samples were collected by first filling three-40 ml vials for volatile

analysis, then three one-half gallon amber glass bottles for semi-volatiles,

pesticides, and PCS analysis. Last, two one-quart plastic containers for

inorganic analysis were filled. After the samples for laboratory analysis werje

collected, a sample was collected for measurement of temperature, pH, and

conductivity,, The bottles were taken to the field vehicle where they were

properly preserved and stored in iced sample coolers. ;

21

flR30I35


Sampling began on November 30, 1988 with the collection of sample HW-2 from

the residence of Gladys Coleman. Sample HW-2 was collected from the kitchen

sink of the residence because the well is under the house and not accessible and

the residence has no outdoor taps. The sample tap was an aeration device

installed with a screen type filter which remained in place during sampling.

The plumbing in the house was a combination of ABS and PVC with galvanized and

copper fittings.

The next sample collected was HW-3 at the residence of Elisa Wimbush. Just

prior to collecting this sample, Ruth Rzepski and Leslie Brunker of the U.S.

EPA arrived on site to observe the sampling procedures. The sample was collected

from the kitchen sink tap following the protocols outlined above.

Sample HW-5 was collected at the residence of Sarah Wimbush. This sample

was collected at the kitchen sink tap also. Matrix spike and duplicate samples,

designated HW-11, were collected at this location.

Sample HW-6, from" the residence of Debbie Lewis, was collected from a tap

in the well house which is located in the side yard of the house. The sample

tap was located between the pump and the pressure tank. The plumbing materials

consisted of ABS and galvanized steel with a bronze tap. One notable feature

at this well site was an ash dump located six feet up-slope from the well house.

The ash pile was a mound approximately six feet in diameter and 1.5 feet deep

which contained ashes, cinders and partially burned wood. During the purging

of this well, David 0. Johnson of CDM arrived on site to conduct a performance

audit of the sampling effort. He was present and observed the collection of the

remaining samples.

22 - ... „ .:_flR301352

FPBQ Task 8.1 RI DRAFT - Appendix A Revision 0Westinghouse Project No. 4112-88-908A _ ; 11 January 1990;

Sample HW-7 was collected from the well serving the residences of Richard

Stone and Michael Anderson. The sample was collected from a tap located under

the Stone residence in the crawl space at the rear of the house.

Sample HW-4, at the residence of John A. Motley, was collected from thei

kitchen sink tap following the standard protocol.... Following the collection of

sample HW-4, a field blank sample was prepared.- -This .field blank sample was

collected-using High Pressure Liquid Chromatography grade water, which was poured

into the sample containers following the same protocols used for collecting the

samples from the wells.

The final sample of the day, HW-10, was collected at the residence of Obey

Davis.-. .-This sample was collected from a tap located :between the pump and

pressure tank in the basement of the residence. The plumbing is a combination

of ABS, copper, and galvanized pipe.

The remaining samples were obtained on December 1, 1988. Personnel on site

included Ruth Rzepski and Leslie Brunker of the U.S. EPA, Sara Stinger, Sharon

Schaef f er.. and David Johnson of CDM, and Doug Fraser and Bill Robertson of

Westinghouse. :

The first site investigated was the spring house behind the Carter

residence. The sampling team determined 'that the spring was not flowing.

Therefore, this site was not sampled and an additional private well was

substituted. ..... ... .. ...... ...._ .......

Sample HW-1 was c6llected from the residence of David Gunn. The sample

was collected from an outside tap located at the right rear of the house. The

sample was collected and handled following the standard protocol.

23 , . , :: ;

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FPRQ Task 8,1 RI DRAFT - Appendix A Revision 0Westinghouse Project No. 4112-88-908A 11 January 1990

Sample HW-8 was the second sample collected on December 1. This sample

was collected from an outside tap located on the north-side of the residence of

Roy Williams.

Sample HW-9 was the final sample collected during this event. This sample

was collected from a tap located at the well house in the side yard of Juanita

Wadell's residence.

24

FPRQ Task 8.1 RI DRAFT - "Appendix A Revision 0Westinghouse Project No. 4112-88-908A _ 11 January 1990;

APPENDIX A. 6

ECOLOGICAL INVESTIGATIONS (SUBTASK 2 ,,2)

A preliminary wetland delineation was performed at the FPRQ site to

determine if there are any areas in the vicinity of the site which would be

classified as wetlands. The purpose of the preliminary delineation was not to

define the exact wet land-up land boundaries, but to determine the location and

type of wetlands, if any.̂ in the vicinity of the site which may be influenced

by actions occurring at the quarry. The scope of work is based on the May 18,

1988 meeting between the U.S. EPA, the Participants and Westinghouse, and

subsequent correspondence with the U.S. EPA.

The basic guidance document utilized in determining wetland areas was the

Wetland Identification and Delineation Manual. by William S. Sipple, Office of

Wetlands Protection, Office of Water, U.S. EPA, April 1986, Interim Final. To

determine the indicator status of plant species, the National List of Plant

Species that occur in Wetlands, Region I -" Northeast; found in the Corps of

Engineers Wetlands Delineation Manual, Appendix C, Technical Report Y-87-1,

January 1987, was used. Terminology to describe the wetland areas was taken from

Classification of Wetlands and Deepwater Habitats of the United States, by L.M.

Cowardin, et al. (1979).

A. 6.1. PRELIMINARY DATA GATHERING • - - - - =

Preliminary data were collected to help determine where the wetlands areas

would be likely to occur. The U.S.G.S. Blairs, VA quadrangle topographic map,

25- .,- , ".. : , .

fiR3QI355

FPRQ Task 8,1 RI DRAFT - Appendix A Revision 0Westinghouse Project No. 4112-88-908A 11 January 199-0

a preliminary soils map from the Soil Conservation Services (SCS) (1988), and

black and white and infra-red aerial photographs were examined to determine

potential wetland areas.

A.6.2 WETLAND DETERMINATION TECHNIQUES

Three criteria were considered in determining if an area was to be

classified as a wetland. These criteria were hydrophytic vegetation, hydric

soils, and wetland hydrology. The simple jurisdictional approach as outlined

in the EPA (1988) wetland manual was used in performing the wetland delineation.

In summary, all thre_e of these criteria need to be met for classification as

wetland.

A.6.2.1 Vegetational Analysis _

The site and nearby downgradient areas were inspected and classified into

different broad vegetational units. The dominant plant species in each

vegetations! unit was determined by the following steps:

1. Visual estimates of percent areal cover of individual herbaceous plantspecies were recorded. Cover was defined as the vertical projectionof plant crowns onto the ground.

2. Each herbaceous species was given a cover class and a correspondingmidpoint of the cover class. The cover classes (and midpoints) were:Trace

FPRQ Task 8.1 RI DRAFT - Appendix A Revision 0Westinghouse Project No. 4112-88-908A _ -_ - - H January 1990

6. A cumulative total of the ranked species was performed until 50% ofthe sum of the midpoints for all species was reached. All speciescontributing cover to the cumulative 50% threshold were considereddominants. _....-_-. . — ._._. :

7. These steps were repeated for shrub species and samplings. For treespecies, relative basal area was used instead of percent aerial coverto calculate cover classes.

Once dominant plant species within a vegetational unit were identified,

their indicator status was determined using the Region 1 - Northeast wetland

plant list (Corps of Engineers, 1987). "

A.6.2.2 ExajrLinaj:ijDn̂ of̂ Soils ''"'

Pittsylvania County SCS soil maps (1988) were examined to determine the

soil series for the vegetational units. A list of hydric soils was consulted

to determine if the soil series for the vegetational units were classified as

hydric. -••— "- = "" "~- --:- -'----' .... ..'̂ r":......-._ -.- .; .; -- - . ;

Soils cores were obtained from each vegetative unit and examined for

indications of .hydric soil conditions. Hydric soil indicators include:

1. Organic.-soils (Histosols) or mineral soils with a histic epipedon.

2. Gleying or mottling of mineral soils.

3. Sulfidic materials.

A soil was considered to be a hydric soil if any of the above conditions

were encountered. ,

27

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FPRQ Task 8.1 RI DRAFT - Appendix A Revision 0( Westinghouse Project No. 4112-88-908A 11 January 1990

A.6.2.3 Hydrologic Observations

Evidence of surface inundation, such as sediment deposits, standing water,

surface scouring, drainage channels, and seeps were recorded. Plant

morphological adaptations, such as adventitious roots and buttressed tree bases,

were also used as indicators of saturated soil conditions.

A.6.3 AERIAL PHOTOGRAPHS

A series of aerial photograph was also examined to determine the historical

presence of wetland areas. Black and white aerial photographs from 1963, 1971,

1972, 1982, 1986, and 1988 and an infrared 1982 photograph were examined.

A. 6.4 WILDLIFE PRESENT IN WETLANDS

During the wetland determination, any animal species observed in the wetland

areas were recorded.

28

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FPRQ Task 8,1 RI DRAFT - Appendix A Revision 0Westinghouse Project No. 4112-88-908A __ ; _11 January 1990;

APPENDIX A.7

BOREHOLE DRILLING, SAMPLING AND GEOPHYSICS (SUBTASKS VlO AND 4.11)

The following four~ tasks were, implemented to meet the objectives of the

subtasks. " . - . . " " . " , :

1. Installation and development of 10 monitor wells at strategiclocations, with these wells completed at various depths.

2. Collection of rock cores from two boreholes drilled on the landfillperimeter. " ~; - ;

3. Performance of a suite of borehole geophysical logs includingtemperature, caliper, and conductivity in six deep wells and oiieshallow well on the perimeter of the landfill.. :

4. Excavation of two test pits in the surficial deposits within thelandfill area. .."." . . . " " ' '

This section presents a discussion of the procedures and protocols employed

during the borehole drilling, sampling, and geophysics; the Phase II well

installation; and the test pit investigation. All procedures employed were in

accordance with the project operation plans. Based on the Phase I results,

several modifications to the project operation plans were agreed to by the EPA,

the PRP's, and Westinghouse. The modifications were as follows:

1. Sampling and analysis of the diabase dike _were not required.

2. Sampling and analysis of the near-surface materials encountered whiledrilling the boreholes were not required, --.--.•

3. Four of the five Phase I piezometers" were used as Phase II monitorwells. ' "" ~ ..-——.-- -.— — - ...

4. Specific locations and completion intervals for the Phase II monitorwells were adjusted. . " . ! . . . .

29

flR301359


5. Rock cores from two locations were collected.

6. Dedicated Waterra pumps were used for well development, purging, andsampling.

7. Acoustical well logs were not required.

These modifications are described in the following references;

o Technical .Memorandum, Subtask 4.8: Monitor Well Siting Analysis(Westinghouse, February, 1989)

o April 24, 1989 Westinghouse letter to Lesley Brunker (Westinghouse,April 24, 1989)

o May 9, 1989 Personal Communication between Westinghouse and LesleyBrunker (Brunker, May 9, 1989)

A.7.1 BOREHOLE DRILLING

Ten boreholes, FP-001B, FP-003B, FP-004, FP-005B, FP-006A, FP-006B, FP-

007A, FP-007B, FP-008A, and FP-008B (Drawing 1, Figure 2), were drilled during

the period May 11, 1989 to June 1, 1989 as part of the Phase II monitor well

installation process. The "FP-OO" designation refers to the well installed in

the borehole although, for identification, it is also used to identify the

boreholes described in this section. The ten boreholes were drilled as three

nested pairs terminated at shallow and deep intervals, three deep boreholes

drilled adjacent to existing shallow wells, and one individual shallow borehole

drilled at the perimeter of the landfill. The locations of these boreholes, and

the subsequent wells installed in them, are shown on Drawing 1 and Figure 2.

The boreholes were drilled using a truck-mounted Schramm TH-64 air-rotary

drilling rig. The shallow boreholes were advanced to a depth of 5 to 10 feet

30

FPRQ Task 8.1 RI DRAFT - Appendix A : Revision 0Westinghouse Project No. 4112-88-968A " - - -Q January 1990

below the water table to ensure a sufficient column of water in the completedi

monitor well. The FP-004 borehole was drilled to. approximately 25 feet below

the water table to allow the screen interval of well FP-004 to extend across

the full thickness of-the nearby landfill material.

The deep boreholes were completed by first drilling a 10.0 inch O.D.

borehole to the completion depth, or greater, of the adjacent shallow well. A

6.25 inch O.D. galvanized steel surface casing was then installed and grouted

into the borehole in order to case-off the water table zone monitored by the

shallow wells. The surface casing was grouted using a Portland cement and

tremmie pipe. The FP-005B borehole required the installation of a 12.0 inch O.D.

surface casing from ground surface to 4.5 feet-to prevent excessive caving during

the drilling process. The surface casing was installed using a poured Portland

cement grout. After the grout for the surface casing had set-up, the borehole

was advanced further using a 6.0 inch O.D. bit. The borings were advanced a

minimum of 20 feet past the completion depth of the adjacent shallow well to

allow a minimum 10 feet- separation between the screen intervals of the shallow

and deep wells. Several deep boreholes, however, had to be drilled further than

20 feet in order to intercept substantial water-bearing fractures. Ground water

occurred at depths ranging from 7 to 18 feet.

A minimal amount of .potable water obtained from City of Danville fire

hydrants was utilized during drilling to aid in removing cuttings from the

borehole, to lubricate the drill bit, and to suppress dust. The water and

cuttings ejected from the boreholes during drilling were collected on plastic

sheeting placed on the ground around the borehole. The sheeting was sloped to

31

• A R30136I

FPRQ Task 8.1 RI DRAFT - Appendix A Revision 0Westinghouse Project No. 4112-88-908A . . .11 January 1990

a plastic-lined collection sump which collected water blown from the borehole.

The water and cuttings were transferred to 55-gallon drums, sealed, then stored

in two fenced-in enclosures located at the site. Each drum was labeled for

content identification.

Prior to drilling or redrilling each borehole, all. drilling equipment was

decontaminated by steam cleaning. The decontamination area was lined with

plastic sheeting which sloped to a liquids collection sump. When necessary, the

sump was pumped into labeled 55-gallon drums which were stored in the fenced-

in enclosures at the site.

A.7.2 BOREHOLE SAMPLING

A.7.2.1 Overburden Soil Sampling'

The collection of overburden soil samples was attempted during the drilling

of the shallow boreholes. The frequency of sample collection was determined by

soil characteristics, but was generally every 5 feet or less. The samples were

collected by pushing a decontaminated 1.375 inch I.D. split-barrel sampler into

the unconsolidated sediments. Due to the thin to non-existent overburden at the

drilling locations and to stiff soil characteristics at some sites, few split-

barrel samples were collected. The samples were classified in the field by the

site geologist. The soil lithologies of the deep wells were considered to be

identical to those of the adjacent shallow wells. Bedrock lithology was

determined from rock cores and, drill cuttings produced during the borehole

drilling procedure. Borehole logs for all shallow and deep wells at the site

are presented in Appendix A.

32 :

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FPRQ Task 8.1 RI DRAFT - Appendix A Revision 0Westinghouse Project No. 4112-88-908A 11 January 1990 :

A.7.2.2 Bedrock Coring ... .-,

Bedrock cores were collected from two boreholes, FP-003B and FP-004, to

provide undisturbed samples of the bedrock material. The core samples provide

information on bedrock mineralogy and petrology, and fracture occurrence and

orientation. .. _ :

Bedrock was cored using an ATV-mounted CME-75 auger rig. The cores were

cut using a 10-foot Longyear wirellne core barrel and diamond bit. FP-003B was

cored from 18.0 to 37.8 feet. This interval extended from the bottom of the

outer casing to the expected final borehole termination depth; however, the

borehole had to be drilled deeper to intercept a suitable fracture zone. FP-

004 was cored from 15.5 to 27.2 feet. This interval includes the middle 11.7

feet of the final screened interval of well FP-004.

The cores" were~~classified and logged by the site geologist. The rock core

logs are presented in Appendix B.

A.7.3 """'BOREHOLE GEOPHYSICS

To help characterize subsurface conditions and aid in the placement of well

screens, a suite of borehole geophysical logs was run in all deep boreholes as

well as in FP-004 located adjacent to the landfill. The logs included

temperature, caliper, and borehole induction (conductivity) and were used mainly

to aid in the detection of fractures zones in the bedrock. The logs were run

in two phases, except for FP-004, due to drilling constraints of the deep

boreholes.- - - — — - - •• :

33

AR30I363


The logging system was comprised of a Mount Sopris Model 25.00 Logger, a

Mount Sopris Model DLP-2481 temperature probe, a Microtec Model 1104 3-arm

caliper tool, and Geonics EM-39 borehole conductivity unit. The EM-39 unit

utilized a programmable Polycorder digital logger to record and store

conductivity data for later retrieval using a personal computer. The temperature

and caliper logs were run using the Mount Sopris Model 2500 logger as the control

unit which stored data on graph paper within the logger.

The caliper tool was calibrated several times during the logging process

using pieces of pipe of known inner diameter. This allowed a later

quantification of the actual diameter of the borehole. The temperature probe

was not calibrated since the temperature of any borehole fluids would later be

\ determined during well development. Also the actual borehole fluid temperature

was not as important as its amount of change during the logging run. Any changes

in borehole fluid temperature, indicating possible fractures contributing cooler

or warmer water, were evident on the graph produced during the logging run so

temperature probe calibration was not necessary. The EM-39 unit was calibrated

according to the Geonics Operating Manual prior to its use in each borehole.

Since the deep boreholes utilized a surface casing., it was necessary to

perform the logging operation in two phases. The first phase of logging was

completed prior to the installation of the surface casing and involved logging

the upper portion of the borehole. Good geophysical data could not be obtained

for the upper portion of the hole once the surface casing was installed,

The second phase of logging was completed after the borehole had been

advanced to its completion depth. The portion of the borehole between the bottom

' 34 -.

fiR30136U

FPRQ Task 8.1 RI DRAFT - Appendix A Revision 0Westinghouse Project No. 4112-88-908A _ " """."'. '. ' ' 11 January 1990

of the surface casing and the bottom of the borehole was then logged. The two

logs were later combined to form a complete logging record for the entire depth

of the borehole. FP-004 required only one logging run as it did not require the

use of a surface casingT

The order of logging was first, temperature; second, caliper; and third

conductivity. This logging order was utilized to maximize efficiency of the

logging operation and to minimize any effects of an individual logging run on

the borehole fluid which could affect a subsequent" logging run. After each

logging run the tools and tool cables were decontaminated by wiping with a sponge

soaked in a water/alconox solution and then rinsed with distilled water and

allowed to dry. ' "~ ~ . ~ ... :

Operation of the three logging tools was in accordance with the

manufacturer's instructions. Measurements of temperature and conductivity were

collected both on the up and down log runs. Caliper measurements were collected

only on the up log run. The temperature, and caliper logging runs produced a hard

copy of the results in the form of a graph which was available for study

immediately after these two logging runs had been completed. The EM-39 unit

utilized a Polycorder digital data recorder to store the data points for lateri

retrieval using a personal computer. The unit also had an analog dial which

displayed real-time readings of conductivity as the logging run progressed. The

unit did not, however, utilize a data recording device which could produce a hard

copy of the data at the time of the logging. The analog dial was observed during

logging in order to determine.....whether any soil or bedrock zones exhibited

increased conductivity, thereby indicating the possible presence of water-

35 "v .::... " ; :

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FPRQ Task 8.1 HI DRAFT - Appendix A Revision 0Westinghouse Project No. 4112-88-908A 11 January 1990

bearing fractures. After the well installation process was completed the

polycorder was sent to Geonics to retrieve the EM- 39 data and print it out.

Geonics personnel informed us that the Polycorder unit was faulty and, though

it gave no indication of malfunction during use, did not store the conductivity

data measured when logging the wells. Geophysical logs for the temperature and

caliper runs are presented in Appendix C.

( 36flR301366

FPRQ Task 8.1 RI_DRAFT - Appendix A Revision 0Westinghouse Project _Np,_ .4.1J.2-88-908A .____ ;/.__ "" : .... 11 January 1990 -

APPENDIX A.8

MONITOR WELL AND PIEZOMETER INSTALLATION AND DEVELOPMENT :

A monitor well was installed in each borehole at the completion of

drilling/logging. The monitor wells consisted of_steam-cleaned two-inch I.D.

schedule 40 PVC with flush-threaded joints. For most wells, ten feet of No. 10^

mill slot screen was installed at the end of the casing string. However, well

FP-004 had a thirty-foot screened interval in order to monitor the entire

thickness of the nearby landfill deposits. Well FP-OOEA had a fifteen-foot

screen interval in order to screen across a major fracture zone while still

placing the top of the screen above the water table.

A filter pack consisting of torpedo silica sand was placed around the screen

interval by pouring to a level 0.6 to 3.5. feet above the top of the screen. An

annular seal consisting of 1.0 to 5.0 feet of: 1/4 to 1/2-ihch bentonite pellets

was placed above the filter pack. If the annular seal was above the water table

it was wetted with several gallons of potable water. The remainder of the

annulus was filled to the land surface with a Type 1 Portland cement grout mixed

with approximately 5 percent (by weight) bentonite powder. The grout was

emplaced by pouring it into the borehole. After emplacement of the grout for

the shallow Wells, a 4-inch I.D. protective steel casing was placed over the well

head into the grout and cemented in place. For the deep wells the surface casing

was cut off above the ground surface to act as the protective casing. A Portland

cement grout/torpedo sand mix was mounded around the protective casings to

provide support and aid in diverting surface run-off from the wells. A lockable

37

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FPRQ Task 8.1 RI DRAFT - Appendix A Revision 0Westinghouse Project No. 4112-88-908A "" 11 January 1990

lid was affixed to each protective casing and secured with a keyed padlock.

Construction logs for all wells and piezometers at the site are contained in

Appendix D, A summary of completion details for all wells and piezometers at

the site is presented on Table 1.

The newly installed wells and the four piezometers being redesignated as

monitor wells (P-l, P-2, P-3, P-5) were developed to remove the residual effects

of drilling. The development procedure consisted of using a dedicated Waterra

inertial pump (delrin foot valve and polyethylene tubing) to purge water from

the wells until the water cleared and/or indicator parameters of temperature,

pH, and conductivity stabilized. The water in most wells cleared fairly well.

Although wells FP-007A and FP-008A did not clear up after extensive pumping,

their indicator parameters did stabilize. The initial pH values for FP-001B were

anomalously high, so a decontaminated stainless steel air-lift pump was used to

pump a large amount of water from the well to attempt to lower the pH. After

pumping a total of 195 gallons from the well, the pH was lowered from 9.59 to

6.40, Field meters were calibrated at the beginning of the day in accordance

with manufacturer's instructions. The field values for each well are presented

in Appendix E, along with other well development data. The development water

was contained in labeled 55-gallon drums and stored in the fenced-in enclosures

at the site.

38

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FPRQ Task 8.1 RI DRAFT - Appendix A Revision 0Westinghouse Project No. 4112-8.8-908A . 11 January 1990

APPENDIX A.9

HYDRAULIC TESTING . : .


in the Preliminary Hydrologic Study. For this study the following work tasks

were performed: T . . . . . . . . ' . ....,_,. '.I

1. installation and development of five piezometers,

2. establishment of eight surface water stations,

3. periodic water level measurements, and

4. bail/recovery hydraulic tests at each piezometer..

All procedures employed were in accordance with the project operation plans.

The only modification to the project operation plans is that the piezometers were

installed per the monitor well installation specifications in order to utilize

some of the piezometers as monitor wells during Phase II of the RI. This

modification and the use of schedule 40 PVC was approved by the U.S. EPA project

manager. ...'.. .._.. .... . ....... ; .... ._!_ -.-."„:.- ..__-._"'-••" . - - _ . . - :: :-

A.9.1 PIEZOMETER INSTALLATION AND DEVELOPMENT

Five piezometers, P-l, -2, -3, -4, and -5 (Figure 2) were installed during

the period October 27, 1988 to November 1, 1988 in order to determine ground

water conditions and overburden and bedrock lithologies. The locations of the

piezometers were mutually selected by Westinghouse, CDM, and EPA project

personnel. .. ,___._._._!.__... \ ...... " ."""-, . ' . . - . . , .

3 9 . . . • . . = . ' :

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FPRQ Task 8.1 RI DRAFT - Appendix A Revision 0Westinghouse Project No. 4112-88-908A _. ... 11 January 1990

The boreholes for the piezometers were drilled using a truck-mounted Chicago

Pneumatic air-rotary drilling rig. The 6.25 in. diameter boreholes were advanced

to the water table. The boreholes were then drilled five -to ten feet deeper to

ensure a sufficient column of water in the completed piezometer. The collection

of soil samples was attempted at the surface and at approximate five-foot:

intervals while drilling in the overburden. These samples were collected by

pushing a decontaminated 2.5 inch ID split barrel sampler approximately two feet

into the unconsolidated sediments. Due to the thin overburden in most areas of

the site, very few split barrel samples were collected. The samples were

classified in the field by the onsite geologist. Borehole logs are presented

in Appendix A.

i The piezometers installed in each borehole consisted of two-inch ID schedule

40 PVC threaded-flush joint casing. Ten feet of No.10 mill slot screen was

installed at the end of the casing string. A filter pack consisting of torpedo

silica sand was placed around the screen interval by pouring to a level 1.0 to

2.5 feet above the top of the screen. An annular seal consisting of 1.5._to 5.0

feet of 1/4-inch bentonite pellets was placed above the filter pack and then

wetted with water bailed from the piezometer. The remainder of the annulus was

filled to the land surface with a Type I Portland cement grout mixed with 5

percent (by weight) bentonite powder. For piezometer P-3, Sakrete was

substituted for the Portland cement due to the very short interval which needed

to be grouted. Since the interval to be grouted ranged from only 2.5 to 15,9

feet, the grout was emplaced by pouring it into the borehole. -After emplacement

of the grout, a 4.5-inch OD protective steel casing with a lockable lid was

40

AR30I370

FPRQ Task 8.1 RI DRAFT ^ Appendix A Revision 0Westinghouse Project No. 4112-88-908A .—... ...._ '.. 11 January 1990

placed over the well head into the grout and cemented in place. The lid was then

secured with a keyed padlock. Well construction logs are contained in Appendix

B. A summary of piezometer completion details is presented on Table 1.

Prior to drilling each borehole, the drilling rig, associated tools, and

the piezometer casing were decontaminated by steam cleaning using a steam jenny.

Decontamination water was obtained from the Goodyear Tire: and Rubber plant in

Danville, Virginia. All drill bits, drill rods, drilling tools, split barrel

samplers, PVC casing, screen, and the rig itself were also cleaned in this manner

to prevent any cross-contamination among the piezometers. The decontamination

area was located east of the quarry and consisted of an area of smooth ground

covered with several overlapping sheets of heavy plastic. The area was

surrounded by a low berm and sloped to a plastic-lined sump which collected the

water produced by the decontamination procedure. The water was subsequently

pumped into labeled 5 5-*-gal Ion drums for storage onsite in the fenced-in storage

area. At the completion of the piezometer installation, the sump pits were

backfilled to land surface and all the plastic- sheeting used as liner material

was collected and stored in 55-gallon open-top drums in the, storage area. In

addition, the well cuttings from the downgradient piezometers, P-3 and P-5, were

collected and placed in labeled SS^gallon open-top drums in the storage area.

On November 2, 1988 the piezometers were developed to remove the residual

effects of drilling. The development procedure consisted of using the same

teflon bailer used to wet the bentonite seal to surge and evacuate the piezometer

until the bailed water was fairly clear. Since all but one,of the piezometers

were screened completely in the bedrock, relatively clear water was obtained

41 ...'.

AR30137I


after bailing only 1.5 to 4.5 gallons of water from the piezometers. Following

development, a water sample was collected and measured twice for field values

of pH, specific conductance, and temperature. Field meters were calibrated prior

to use at each piezometer in accordance with the SAP. The field values are

presented in Appendix C, along with other piezometer development data. The

development water from the piezometers was collected and stored in a labeled

55-gallon open-top drum in the on-site storage area. Piezometers to be used in

the Phase II ground water sampling will be developed further at that time.

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FPRQ Task 8.1 RI DRAFT - Appendix A Revision 0Westinghouse Project No. 4112-88-908A . " _ 11 January 1990

APPENDIX A. 10

WATER LEVEL MONITORING

Static water levels in the five piezometers were measured on four occasions,

November 2, November 7, December 1, and December 15, 1988. Depth to the static

water level was measured to the nearest hundredth of a foot using an electric

well probe referenced to the top of the PVC casing. The probe was rinsed with

distilled water between measurements. The elevation of the top of the well

casing (referenced to mean sea level) was determined to the nearest hundredth

of a foot by a survey completed on November 7, 1988 by personnel of Dewberry arid

Davis, Virginia registered surveyors from Danville,- Virg5.nia. The water level

data for the five piezometers are presented in Appendix I).

Water level recorders were "ins tailed on P-l, P-2, and P-3 in early December.

Data from the recorders installed on the three piezometers will be submitted in

the near future as an addendum "to this report. . :

43

AR301373


APPENDIX A. 11

GROUND-WATER SAMPLING AND ANALYSIS (SUBTASK 4.13)

To meet the objective of this subtask, ground-water samples were collected

from 14 ground-water monitor wells (Drawing 1) . Installation of these wells is

described in Technical Memorandum 4.10 (Westinghouse, 1989) previously submitted

to the U.S. EPA.

The scope of work related to ground-water monitoring (Subtask 4.13) was

specified in a letter to Lesley Brunker of U.S. EPA dated May 9, 1989

(Westinghouse, May 9, 1989). Specific ground-water monitoring information can

be found in Table 3-1 of that communication (Appendix A).

The ground water monitoring program included the sampling of fourteen wells.

\ All wells were analyzed for Target Compound List (TCL) and Target Analyte List

(TAL) constituents. Additionally, total .dissolved solids (TDS), chloride,

sulfate, and bicarbonate were analyzed. One trip, one duplicate, one field, and

one equipment blank were obtained at well FP-002A for quality assurance and

quality control (QA/QC) purposes. All analyses and methods used by the contract

laboratory were to be performed according to the methods and protocols in the

most recent Contract Laboratory Program (CLP) Statement of Work (SOW).


during the ground-water sampling and analysis. All procedures employed were in

accordance with the Sampling and Analysis Plan (SAP) and the Quality Assurance

Project Plan (QAPjP).

A total of 14 monitor wells were sampled from June 13 to 16, 1989. Well

locations are shown on Drawing 1 and Figures 2 and 3. For quality control

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checks, one duplicate sample, matrix spike, matrix spike duplicate, equipment

blank, and field blank were also collected. Ground-water samples were also split

with U.S.EPA"s oversight contractor, CDM Federal Programs Corporation from wellsi

FP-001A, FP-003A, FP-003B, FP-004, and FP-007A.

Table 1 .presents" sampling results. Appendix B presents the laboratory

data. Field sampling and analysis summary forms are presented as Appendix C.

i

A.11.1 SAMPLING METHODS . . '

This section describes the methods used in collecting the ground-water

samples. All monitor wells were developed one to two 'weeks prior to sampling.

Well development is described in the technical memorandum for Subtask 4.10/4.11

(Westinghouse, 1989). The date of well development, date and time of purging

and sampling, and order of sampling are shown in Table 2,. '.

Ground-water samples were collected using the following procedures:,i

o The protective cap was unlocked and removed. The well cap was removedand the headspace was monitored with an HNu system portablephotoanalyzer. The water level was measured and recorded.

o The monitor wells were evacuated, using'dedicated Waterra pumps, toremove stagnant—water prior to sampling. Temperature, pH, specificconductance, oxidation-reduction potential, and the volume of waterremoved were recorded in the field log book. When the indicatorparameters had stabilized and a minimum of three well volumes had beenremoved, the wells were considered ready to sample. All wells exceptFP-001A were sampled within 24 hours of the time that well evacuationhad occurred.

o Some of the wells were sampled immediately after evacuation. However,most wells required a -recovery period prior to sampling in order toobtain sufficient water.. In these cases, the well caps were replacedand the protective caps were locked until time for sampling.

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o Immediately prior to sampling, a new length of Norton food-grade Tygontubing was attached to the Wattera pump. Approximately one gallon ofvater was pumped and wasted into the water collection drum.

o The sample bottles for volatile organic analysis were filled first,by pumping water directly from the well through the Tygon tubing.

o The remaining bottles for organic analysis were filled by pumpingwater directly from the well through the Tygon tubing.

o Bottles for inorganic analysis were filled last. Sample bottles fortotal metals contained preservative, previously placed in the bottlesat the laboratory. Additional water samples for dissolved metals werecollected in laboratory-supplied Nalgene bottles without -preservativesfor subsequent filtration in the site 'trailer.

o Field parameters were measured on water pumped into a stainless steelbeaker. Parameters recorded were temperature, pH, specificconductance, oxidation-reduction potential, dissolved oxygen, andalkalinity.

f ' o The well cap was replaced and the protective cap locked.

Information concerning the development, evacuation, and sampling of the wells

can be found in Table 2. Field sampling forms are presented in Appendix C.

A duplicate water sample was collected at well FP-003A and submitted as

FP-009A. Matrix spike and matrix spike duplicate samples were collected at well

FP-005B.

A.11.1.1 Filtering Inorganic Samples

Samples for both total inorganic compounds and dissolved inorganic compounds

were collected. Sample water for dissolved inorganics was filtered prior to

placement in the sample bottle. The filtering apparatus consisted of a stainless

steel backflush filter holder (Geotech Environmental Equipment, Inc.) containing

a glass fiber prefilter (Geotech Geofilter No. 24) and a 0.45-micron cellulose

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acetate filter. Sample water was collected in a Nalgene bottle and then pumped

from the sample collection bottle through the filter system into the sample

bottle containing nitric acid preservative,-- The pump system consisted of a

Masterflex Quickload peristaltic pump head connected to a Masterflex pump drive

with Norton Food-grade Tygon tubing.

The filter system was decontaminated between samples by the following

procedure. Used filters were rempved and discarded. The filter holder was

cleaned by rinsing with deionized water. The filter holder was reassembled

without filters and approximately 200 ml of deionized water was pumped thorough

the filter and tubing system. An effort was made to remove as much deionized

water from the tubing system as possible.

To filter a sample the following procedure was used. A new filter and

prefilter were installed on the 'filter holder and the holder was assembled. The

pump system was turned on and the intake tube inserted into the Nalgene bottle

of sample water collected from the well. The initial 10- to 20 ml of water to

discharge from the tubing was wasted to a collection container. The remaining

sample was pumped into a laboratory-supplied bottle containing preservative.

A.11.1.2 Field Blanks

A field blank (FP-010) was produced at the location of well FP-008.

Volatile samples were first collected by pouring laboratory-supplied volatile-

free water into 40 ml VOA sample .bottles. Second, laboratory-supplied organic-

free water was poured into amber sample bottles for semi-volatiles, pesticides,

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and PCS analysis. Last, laboratory-supplied, inorganic-free water was poured

into nalgene sample bottles for inorganic and cyanide analysis.

A.11.1.3 Equipment Blank

An equipment blank (FP-011) was produced at the site trailer. Because new

sections of Tygon tubing were used for each sample, the sample for organic

analysis was collected by pouring laboratory-supplied waters through a length

,of new Tygon tubing and into the bottles. To produce the sample for inorganic

analysis, laboratory-supplied water was pumped through the filtration system,

with filters installed and collected in a sample bottle. The technique used was

the same used in processing ground-water samples previously described in

\ Section A.11.1.1.

A.11.1.4 Sample Handling Procedures

Samples were handled in accordance with Section 3.13 of the SAP. Sample

bottles were labeled, prior to sample collection, with the following information:

o site project numbero sample identification numbero date and time sample was collectedo sample sourceo preservatives usedo analysis required, ando collector's initials

Samples were placed in iced coolers with additional ice added as needed.

All coolers were stored in the site trailer prior to delivery to the laboratory.

A separate cooler was used to hold sample bottles for each sample location.

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Samples were delivered to the contract laboratory by Westinghouse personnel on

June 16, 1989. All samples were handled under established chain-of-custody

procedures. Chain-of-custody forms are presented in Appendix B.

A. 11.2 - -—-LABORATORY METHODS

Industrial & Environmental Analysts, Inc. (TEA) was the contract laboratory

used for Phase II sample analysis. Ms. Patty L. Ragsdale was the Qualityi

Assurance Director at IEA during Phase II activities.

The samples from this Subtask were placed by IEA in two cases (637-8 and

637-9). Case 637-8 includes TCL and total metals analysis and Case 637-9

includes dissolved metals analysis only. This method of dividing the samples

into cases was done by IEA in accordance with the Contract. Laboratory Program -

Statement of Work (CLS-SOW) procedures and requirements.

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APPENDIX A.12

SURFACE-WATER AND SEDIMENT SAMPLING AND ANALYSIS (SUBTASK 4.14)

A.12.1 ROUND ONE

The principle objectives of this subtask were to sample and analyze surface

water and sediments upgradient and downgradient of the FPRQ site to determine

the nature and possible pathways of contamination, if any, resulting from prior

landfill operations at the site. The results of this effort will be utilized

to evaluate potential risks to human health and the environment and to evaluate

appropriate remedial actions for the site. ._

( A.12,1.1 Scope of Work

To meet the objectives of this subtask, surface-water and sediment samples

were collected from eight locations. Flow or discharge rates of Lawless Creek,

the northern and southern drainage, and several, nearby springs were also

measured.

The scope of work related to surface-water and sediment sampling (Subtask

4.14) was specified in a letter to Lesley Brunker of U.S. EPA dated May 9, 1989

(Westinghouse, May 9, 1989). Specific surface-water and sediment sampling

information can be found in Table 3-1 of that communication (Appendix A).

All samples were analyzed for Target Compound List (TCL) and Target Analyte

List (TAL) constituents. Additionally, surface-water samples were analyzed for

total dissolved solids (TDS) , chloride, sulfate, hardness, bicarbonate, and total

suspended solids. Sediment samples were analyzed for total organic carbon (TOC),

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cation exchange capacity (CEC), grain size (GSA), percent moisture, and percent

solid. One duplicate sample per matrix, as well as one trip, one equipment, and

one field blank were obtained for quality assurance and quality control (QA/QC)

purposes. All analyses and methods used by'the contract laboratory were to be

performed according to the methods and protocols in the most recent Contract

Laboratory Program (CLP) Statement of Work (SOW).

A.12.1.2 Methods : ... .. . : _ : . .


during the surface-.w_a.ter_sampling, sediment sampling, and stream flow measuring

activities. Except as noted, all procedures employed were in accordance with^ ̂^̂ ^̂ B̂

\̂|̂ the Sampling and Analysis Plan (SAP), and the Quality Assurance Project Plan

Surface water and sediments were sampled at a total of eight locations

from May 30 through June~2, 1989. Weekly surface-water floŵ measurements were

taken from May 24 through June 22 at 15 locations. Sample locations are shown

on Drawing 1 and Figure 2. --:--...:. -:-,—: - -- - - -—... . '. •

In addition to the samples obtained from the eight locations, one duplicate.

sample per matrix—was collected. One field blank, one trip blank, and one-

equipment blank were also collected. Surface-water and sediment samples were

also split with U.S.EPA's oversight contractor, CDM Federal Programs at locationsiFP-306, FP-309, FP-311, and FP-312. - - ----- .'- .

Sampling activities.were in accordance, .with the requirements specified in

Table 3-1 of the May 9, 198.9- letter to EPA (Appendix A) . Appendix B presents

laboratory analysis data ̂ Appendix C presents Field Sampling and Analysis forms.

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A.12.1.2.1 Surface-Water Sampling Procedures

This section presents the methods used during the collection of the surface-

water samples. All procedures were in accordance with the SAP (Section 3.11.3)

and U.S.EPA approved methods (U.S.EPA, 1987). Except as noted later, all samples

were collected using the following procedures:

o Sample bottles and equipment were protected from potentialcontamination by placement on polyethylene sheeting at each samplelocation.

o Field parameter measurements were taken directly from the stream andentered immediately in the field log book. Parameters measured weretemperature, pH, conductivity, oxidation-reduction potential,dissolved oxygen, and alkalinity.

o Volatile organic samples were collected first by totally immersingeach 40-milliliter (ml) vial sample bottle, and securing the cap before

\ withdrawing the vial from the water.

o The remaining sample bottles were then filled by immersing the bottlein the surface water. Care was taken not to disturb the bottomsediments.

o The bottle caps were secured and sample bottles were placed in coolersand iced.

o The field log book was completed for the sample site. This includeda description of the sample location, personnel involved, weatherconditions, and any unusual occurrences or discoveries.

o Photographs were then taken of the sampling site.

At sample location FP-306, the flow fate was low and the substrate was

rock. To collect water, a flume was constructed of aluminum foil, and water was

collected in a stainless steel bowl. The 40 ml vials for volatile organics were

filled directly from the discharge from the flume. All other bottles were filled

by dipping water from the bowl with a stainless steel beaker and pouring the

^ water into the bottle. The water was split sequentially and equally among the

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sample bottles. A duplicate water sample was also collected at this same

location.

Matrix spike and matrix spike duplicate samples were collected at location

FP-308 (See Drawing 1 and Figure 2).

A.12.1.2.2 Sediment Sampling Procedures ; ,

This section presents the methods used during the collection of the sedimenti

samples. The procedures used were also in accordance with the SAP (Section

3.11.4) and U.S.EPA approved methods (U.S.EPA, 1987). Sediment samples were

collected following collection of the surface-water samples. Samples were

collected using the following procedure:

o Sample bottles and equipment were protected from potentialcontamination by placement on polyethylene sheeting at each samplelocation.

o Sediments from the stream bed were collected with a clean stainlesssteel beaker. An attempt was made to collect the,finer silt or claysediments and to avoid areas with coarse .gravel. Sediments werecollected within five feet of the surface-water sampling locationexcept for FP-206, which was collected approximately ten feetupgradient of the.point of sampling for the surface water. :

o Material was placed in an aluminum foil-lined pan. Holes had beenpunched in the pan to permit water drainage.

o Volatile samples were collected first, prior to mixing the material.Latex gloves were worn while sampling. New gloves were used at eachsampling location.

o After collection of volatile samples, the material was mixed with adecontaminated, stainless steel spoon and the remaining bottles werefilled. ' ----- - ;

o Sample bottles were tightly capped, placed in coolers, and iced.Information concerning the sampling activities was recorded in thelog book, and the sites were photographed.

53 ------ ----- - :

flR30!383


A duplicate sample was collected at location FP-206, and matrix spike and matrix

spike duplicate samples were collected at FP-208 (See Drawing 1 and Figure 2).

A.12.1.2.3 Field Blanks

A field blank (FP-320) was produced at the northern drainage location (FP-

309). Volatile samples were first collected by pouring laboratory-supplied

volatile-free water into 40 ml volatile sample bottles. Second, laboratory-

supplied organic-free water was poured into amber sample bottles for semi-

volatiles, pesticides, and PCS analysis. Last, laboratory-supplied inorganic-

free water was poured into nalgene sample bottles for inorganic and cyanide

analysis. — - -

A.12.1.2.4 Equipment Blank __

An equipment blank was produced at the site trailer following sampling at

location FP-309 (where sediment sample FP-209 was also collected). The sample

was collected by pouring laboratory-supplied waters (listed in Section 2,3) into

the decontaminated stainless-steel beaker used at FP-209, and then into the

sample containers. Volatile samples were collected first, followed by other

organics, and then inorganics last.

A.12.1.2.5 Sample Handling Procedures

Sample handling procedures were in accordance with the SAP (Section 3.13).

All sample bottles were labeled prior to sample collection with the following

information:

o site project number

54


o sample identification numbero date and time sample was collectedo sample sourceo preservatives usedo analysis required _ ' ; :o collector's initials

Samples were placed in iced coolers with additional ice added as needed.

A separate cooler was used to hold sample bottles for each sample location and

each matrix (sediment or water). Copiers were stored in the .site trailer prior

to transport to the laboratory. The coolers were sealed prior to transport with

chain-of-custody sample seals. Samples collected on May 30 and 31, 1989, were

transported to the contract laboratory by laboratory personnel on June 1, 1989.

Samples collected "on 'June "1 'and 2, 1989, were delivered to the contract

laboratory by Westinghouse personnel_pn June 2, 1989. All samples were handled

under established chain-of-custody procedures. Chain-of-custody forms are

presented in Appendix B.

A . 12.1.-2.6 Equipment Decontamination . . .

Equipment decontamination procedures were in accordance with the SAP

(Section 6). The stainless steel beaker and bowl were decontaminated prior to

sampling and between sampling locations according to the following procedure:

1, Wash with a liquanox solution2, Tap water rinse (Tap water was obtained at the Danville Goodyear Plant)3. Deionized water rinse4. Isopropyl alcohol rinse5. Deionized water rinse6, Air dry7. Wrap in aluminum foil (shiny side out)

Stainless steel spoons were'used only once at each sample site. Aluminum foil

and'aluminum foil pans were used only once and then discarded.

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Decontamination of equipment occurred in a designated decontamination area

which consisted of polyethylene sheeting laid out and constructed to collect

water in a sump at one end. Collected fluids were periodically pumped into

drums and stored in the onsite enclosure.

A. 12.1.2.7 Surf ace-Water Flow Measurements

This section presents the methods used to measure the surface-water fl

flr30!3'30 · connection points at a-spacings (i,e., distance between each electrode) of 0.5," 1,...

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