AND FEASIBILITY STUDY TOWN AND CITY OF OLEAN, · PDF file · 2018-02-11AND FEASIBILITY STUDY TOWN AND CITY OF OLEAN, NEW YORK Volume II ... The procedure used for collecting samples

CLEAN WELL FIELD REMEDIAL INVESTIGATIONAND FEASIBILITY STUDY

TOWN AND CITY OF OLEAN, NEW YORK

Volume II - Appendices C, D, E, & F

Prepared for:New York StateDepartment of

Environmental Conservation50 Wolf Road, Albany, New York 12233

Henry G. Williams, CommissionerDivision of Solid and Hazardous WasteNorman H. Nosenchuck, P.E., Director

Submitted by:

ENGINEERING-SCIENCEin association withDAMES & MOORE

FEBRUARY 1985 300253

JCLEAN HELL FIELD REMEDIAL

INVESTIGATION/FEASIBILITY STUDYABBREVIATED TABLE OF CONTENTS

VOLUME 1 MAIN REPORT AND APPENDICES A AND B

Executive SummarySection 1.0 introductionSection 2.0 Remedial InvestigationSection 3.0 Feasibility StudySection 4.0 Recommended Remedial AlternativesReferencesAppendix A - Biographical Data on Project Team

PersonnelAppendix B - Glossary

VOLUME 2 APPENDICES C, D, E, AND F

Appendix CAppendix DAppendix EAppendix F

VOLUME 3 APPENDIX G

Field procedurespump Test DataGeotechnical -ResultsBoring, Geophysical Boring andMonitoring Well Logs

Appendix G - Laboratory Analytical Data

VOLUME 4 APPENDICES H, I, AND J

Appendix H - Computer ModellingAppendix I - Geophysical SurveyAppendix J - Infiltration and Inflow Study

300260851J93

APPENDIX C

FIELD PROCEDURES

3002G1

APPENDIX C

FIELD PROCEDURES

FIELD PROCEDURES FOR RESIDENTIAL WELL SAMPLING

Two rounds of residential well sampling were performed during the

periods April 2, 1984 - April 8, 1984 and November 12, 1984 - November

16, 1984, with assistance from the Cattaraugus County Department ofHealth. Sampling locations (homes and businesses) were chosen by theDepartment of Health.

A standardized methodology was employed to collect and analyze

water samples from several private wells. Residential well water sam-ples from the study area were collected for the following purposes:

o To examine the quality of the drinking water of the residencesin the study area.

o To provide information regarding the extent and severity ofgroundwater contamination.

o To evaluate contaminant migration patterns.

Water samples, collected during the first round, were analyzed for the

following parameters:

Trichloroethylene

1,1,1-TrichloroethaneTetrachloroethylene1,2-dichloroethyleneBis(2-ethylhexyl)phthalate

Chloroform

Carbon Tetrachloride

Methylene Chloride 3002G2C-1

851J93

Samples collected during the second were not analyzed for

bis(2-ethylhexyl)phthalate.Procedures

1. Sample bottles were provided by H2M Laboratories of Melville, N.Y.

2. The existing in-place pumps were used to pump water from theprivate wells. Prior to sampling private wells, one well volumewas evacuated by pumping the well (i.e., running the faucet) for

approximately 15 minutes.

3. Whenever an activated carbon filter or water softening unit waspresent, it was bypassed so that a raw water sample could be

obtained. In addition, filtered water samples were taken to checkthe effectiveness of the filter.

4. All samples were taken from a cold water tap. If an aerator was

present, it was temporarily removed in order to minimize the escapeof volatiles from the representative sample.

5. The cold water tap was turned on and allowed to run for the amountof time required for the in-place pump to engage. After the in-

place pump had engaged, the well was further pumped for the amount

of time specified by the well evacuation protocol on Table C.I.

6. A plastic beaker was placed under the faucet, and the water allowedto fill and overtop the rim of the beaker. Both pH and conductiv-

ity probes were placed in the beaker, and their respective levelsmonitored until equilibria in readings were achieved. Readings

were then recorded.

7. When simultaneous equilibria in pH and conductivity readings were

achieved, a water sample was taken and the dissolved oxygen was

measured by the Winkler method or by electronic probe.

300263

C-2851J93

TABLE C.1EVACUATION PROTOCOL FOR PRIVATE WELLS

(One Case Evacuation)

Location

CasingDiameter(in)

Evacuation Time, (min)

Deep WellJet Pump

Shallow WellJet Pump

1/3 hp 1/2 hp 1/3 hp 1/2 hp

Submersible___Pump

1/2 hp

Sereca, Butler &Andrews Streets

4

6

8

4.5

10.2

18

3.5

7.8

13.8

3.5

7.8

13.8

East State Street 4

6

8

1.4

3.2

5.6

1 .3

2.9

5.2

3.5

7.7

14

3.5

7.7

14

1 .3

2.9

5.2

851J93C-3

300264

1v 8. A water sampling apparatus was set up while the dissolved oxygen

_^~" test was being performed. Figure C.1 illustrates the device by5j| which water samples were collected.

1! 9. A stainless steel screw-in adaptor was placed on the tap nozzle if

«***

it was internally threaded. Disposable silicone hose was fitted to

j the adaptor and extended to the sample bottle. The other end of-j

the silicone hose was fitted over the small end of a one-hole"^ neoprene stopper. A teflon tube was pushed up through the stopper

~° hole, extending into the silicone hose. The other end of the-—.. teflon tube was pushed through another neoprene stopper that was__, fitted into the flask mouth and positioned at the bottom of the

flask.

A length of smaller diameter silicone tubing was attached to the

side hose connection spout on the flask. This was the tube used

for filling sample bottles.

The apparatus functioned as follows: the water was run (at a low

pressure) from the tap through the adaptor and tubing into thebottom of the flask. As the water level inside the flask rose,

sediments and particulate matter settled out of suspension onto the

flask bottom.

The side arm hose was clamped shut until water had filled the

entire flask volume and no air was present inside. At this point,the hose was undamped, and the water allowed to pass through. The

purpose of evacuating all of the air from the system was to mini-mize volatilization of chemicals during the sampling.

Similarly, a brass adaptor extension was employed for externally

threaded taps (i.e., outdoor and cellar faucets). The rest of thesampling system remained unchanged.

30026'C-4

851J93

Teflon Tubing

Flask

Sample Bottle

SAMPLING DEVICE FOR PRIVATE (RESIDENTIAL) WELLSNOT TO SCALE 300266

C-5FIGURE C.1

10. The procedure used for collecting samples in the 1-liter glass

3^~~ bottle was to place the open end of the silicone hose on the bottomof the sample bottle and to slowly remove the hose as the waterlevel inside the bottle rose. Each 1-liter glass bottle was filled

_j to the bottom of its neck and immediately capped. The sample

collecting procedure for the 40-ml vials was slightly different;"1

• because the 40-ml vials often contained preservatives and filled—J

considerably faster than the 1-liter glass bottles, the open end of' the silicone hose did not rest inside the vials during filling.

Instead, the procedure used for filling the 40-ml vials was to holdeach vial at approximately a 45° angle, and to allow the water to

-"• run slowly down the inside of the bottle in order to minimizeaeration of the water and consequent volatization of chemicals from

the representative sample. Each 40-ml vial was filled to the edgeof its rim to the point that a meniscus would form. When a menis-cus had formed, each bottle would be tightly capped, inverted, and

inspected for air bubbles. If air bubbles were found, the bottle

would be uncapped and water added by droplet until this condition

was alleviated.

11. In addition to sampling for H2M laboratory analyses, the Cattarau-

gus County Department of Health filled separate bottles (see TableC.1 for duplicate analyses at the NYS Department of Health labora-tory. These additional bottles were filled directly from the tap,

without the use of a sampling device, after the bottles for H2M

laboratory were filled.

12. Trip blanks consisting of distilled, deionized water were filled inorder to provide a check on laboratory integrity.

13. Each sample bottle was labeled in indelible ink with routine sample

identification information.

300267C-6

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14. Bottles were then re-wrapped in original packaging materials(plastic bubble wrap) and placed in shipping coolers. plasticzip-loc bags filled with ice were placed around the bottles for useas a .refrigerant and to provide cushioning protection during trans-portation.

15. Chain of custody documents packaged inside plastic zip-loc bagswere enclosed in each cooler before shipping.

16. All equipment was washed with hexane and methanol and given adistilled water rinse between samples.

DRILLING, WELL INSTALLATION, AND WELL DEVELOPMENT

DrillingAfter a review of CDM borehold data and electromagnetic conductiv-

ity and resistivity surveys done by Technos Inc. (Appendix I) a drilling

program was designed and implemented. Drilling was performed by Buffalo .Drilling Company, Inc., with a 1978 CME-55 drill rig mounted on a 1978Ford F600 series 4x4 truck equipped with a pump water tank and other

miscellaneous equipment. A 6 1/4" I.D. hoHow-stemmed continuous flight

auger was used for all borings except CW10B, CW9A, CW10A, CW13A, CW13B,

CW15A, CW17, CW17A, CW18A which were drilled with a 3 1/2" I.D. hollow-

stemmed continuous flight auger. All augers were steam-cleaned betweenborings to prevent cross-contamination during drilling. On occasion, a

rotary bit and clean water were used to penetrate dense till or largepieces of gravel.

Soil samples were taken by an open-drive split-spoon sampler.

Borings were sampled continuously at 2-foot intervals until the thick

sequence of sand and gravel was penetrated. Thereafter, the samplingmethod was standard sampling at 5-foot intervals. Glass sample jarswere provided by the drilling subcontractor.Well installation

Well installation took place immediately after drilling. For CW13B

a 2" I.D. Schedule-40 PVC pipe with a 2-foot section slotted at the

bottom was used. For all CW and SW wells, except for CW13B, a 10-foot

long 2" Johnson stainless steel wire-wound continuous slot (.020")

c-7 3002G8851J93

screen and 2" I.D. stainless steel riser pipe was used. The pipesections were 10 feet long and flush-jointed; all joints were

additionally secured with teflon tape. All screens and pipe sectionswere cleaned by steaming or washing with hexane, methanol, and distilledwater prior to installation.

Upon completing the screen and riser pipe emplacement, a No. 3

Q-rok sand filter was placed into the annulus to a height of two to fourfeet above the tip of the screened interval. An approximately 2-feet

thick primary bentonite seal was set on top of the sand pack. When

installing the shallow wells, a concrete backfill was poured on top of

the bentonite seal to the ground surface and a 6" O.D. steel protective

casing with a locking cap was installed. After placing the primarybentonite seal in the deep wells, the auger was gradually withdrawn andmiscellaneous backfill material was placed in the hole. Supplementarybentonite seals were emplaced within the column of backfill when it wasnecessary to hydraulically separate geologic units or when the column of

backfill exceeded 40 feet. At the 4-foot depth, concrete was placed on

top of the miscellaneous backfill; or in some cases, a final bentonite

seal; and a 6" O.D. steel protective casing with a locking cap was

installed.

For the bundle piezometers (BP-1 and BP-2), 1/4" I.D. PVC tubes

were placed at approximately 10-foot intervals throughout the entire

soil column under study. Sections of PVC 10-feet long were flush-jointed and the joints were additionally sealed with teflon tape. The

bottom 1-foot of each piezometer was slotted Bentonite seals were placedabove each piezometer tip and sand was backfilled into the borehole

between each bentonite seal. At the 1-foot depth concrete was poured on

top of the sand and a 6" O.D. steel protective casing with a locking cap

was installed.

Relative ground elevation of all wells was surveyed by Manley C.Ackerman Co. These elevations can be found in Table C.2. Table C.3

presents a summary of the drilling and well installation for each

boring. The well schematic for each well can be found in Appendix F.

c-8 300263851J93

TABLE C.2ELEVATION OF WELLS (ft)

(Top of Stainless Steel Riser Pipe)

Well Elevation Well Elevation

CW-1CW-1ACW-1B

1448.301448.461448.99

CW-1 3CW-13ACW-13B

1419.051419.01+1419.22-

(Cap could notbe removed)

CW-3CW-3ACW-3B

CW-4CW-4A

CW-5CW-5A

CW-7CW-7A

CW-9CW-9A

CW-10CW-10ACW-1 OB

CW-1 2CW-1 2 ACW-12B

1418.291418.571418.23

1417.981417.72

1423.311423.58

1431.171430.51

1427.581428.51

1436.301436.391435.58

1434.451434.061435.17

CW-1 5CW-1 5A

CW-1 7CW-17ACW-17B

CW-1 8CW-18A

CW-1 9CW-19A

SW-8SW-11SW-14

BP-1BP-2

1416.511417.72

1439.101439.251437.05

1435.981436.48

1455.841455.99

1424.881431.241422.63

1425.571423.35

851J93C-9

300273

TABLE C.3WELL INSTALLATIONS

3~iJ

.Jn_«•. —

_

"-

WellNumber

CW-1CW-1ACW-1B

CW-3CW-3ACW-3B

CW-4CW-4A

CW-5CW-5A

CW-7CW-7A

SW-8

CW-9CW-9A

CW-10CW-10ACW-1 OB

SW-11

CW-1 2CW-12ACW-12B

CW-1 3CW-13ACW-13B

SW-14

CW-1 5CW-15A

CW-1 7CW-17ACW-17B

FTGDrilled

and Sampled

106

102

106

102

86

21

92

100

102

92

97

20

97

102

WellDepth

(-sump)

783825

8970.523

6028

9429

4519

19.3

8046

943615

98

854811 .5

901834

17

7638

945635.8

R Pipe(f t . )

(-stkkup)

682815

7960.513

5018

8419

359

9.3

7036

842613

88

7538

1.5

808

32

7

6628

844625.8

LengthScreen

( f t )

101010

101010

1010

1010

1010

10

1010

1010

2

10

101010

1010

2

10

1010

101010

C-10851J93

30031 J.

TABLE C.3 (Continued)WELL INSTALLATIONS

WellNumber

CW-18CW-18A

CW-19CW-19A

BP-1BP-2

PTGDrilled

and Sampled

101

104

109110

WellDepth(-sump)

7826

8248

109109

R Pipe(ft.)

(-stkkup)

6816

7238

—

—

LengthScreen(ft)

1010

1010

—

—

35 Wells

300272C-11

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Well Development

The steps followed for well development were as follows:

1. The open end piece of PVC (1") was set to the silt in the well.

Care was taken not to jam it into silt so that it did not become

plugged at the end.

2. The pipe and fitting that goes over well casing was tied down.

3. Compressor hooked up.

4. The well was blown out at 20 minute intervals with a 15 minute rest

in between intervals.

a. This was repeated five times or until discharge was free of

silt (discharge can be cloudy but not dirty as in beginning of

operation).

b. This was repeated at least three times.

5. The open ended blower section was removed and replaced with a 10'section with holes bored throughout. This was used to blow out

into the filter sand (Q rock) through the screen.

a. This was repeated at 10 minute intervals with 10 minute rests

in between.

b. This was repeated at least four times.

6. The open end piece was re-set for 20 minutes at the end.

These procedures depended on the amount of silt in the discharge, the

amount of sand in the discharge, and the amount of water in the well

(quantity of discharge).

300273C-12

851J93

* Mote: Some wells that had little water could have water siphoned or

T pumped into them and then blown out.

_ MONITORING WELL SAMPLING

,J The first round of groundwater sampling was done over a period of 8days (8/21/84; 9/11/84-9/14/84; 9/19/84-9/21/84), and the second round

j of sampling was done in 5 days (11/12/84-11/16/84). The sampling of•••*

monitoring wells consists of three parts: well evacuation, well sam-; pling, and analytical field tests. Each of these procedures is

-J described below.

" Well Evacuation•"" Prior to sampling a monitoring well, the static water level was

recorded and at least two well volumes of water were removed to assure

.„ that the water in the well was truly representative of the groundwater.For shallow wells, or deep wells with a relatively low static water

level, evacuation was accomplished by using a 1075 cc capacity teflon

bailer with a ball check valve at its lower end. An airlift system,

similar in principal to a positive displacement pump, was used to eva-cuate the deeper wells at a rate of approximately 1 gpm. Tables C.4 and

C.5 indicate the methods of evacuation for the individual wells duringboth rounds of sampling.

Sampling Procedure

Following recovery from final evacuation, groundwater samples werecollected according to the procedure summarized on Table C.6. For deep

wells and wells suspected of high contamination, the samples were col-lected using a positive displacement device with a check valve at its

lower end. The advantage of a positive displacement pump is that it

limits degassing and volatilization of contamination when a sample is

removed from a deep well. For shallow wells and wells suspected of the

least contamination, samples were collected using either a stainlesssteel or a teflon bailer with a bail check valve at its lower end.Incorporation of a check valve onto the bailers assures that a sample is

representative of the depth to which the bailer is lowered. Tables C.4

and C.5 list the method of sampling for the individual wells during both

-—- sampling rounds, as well as the tested chemical parameters. All sampleswere removed from a depth just above the well screen to further assure a

300274C-13

851J93

CW-10

CW-10A

TABLE C.4METHODS OF EVACUATION AND SAMPLING

(First Round of Sampling)

Well Depth ofNo. Sample (ft)

CW-1

CW-1A

CW-1B

CW-3

CW-3 A

CW-3B

CW-4

CW-4A

CW-5

CW-5A

CW-7

CW-7A

SW-8

CW-9

CW-9A

80.0

40.0

27.0

91 .0

72.5

25.0

60.0

30.0

96.0

31 .0

47.0

21 .0

21 .3

82.0

14.9

Methodof WellEvacuation

Air lift

Bailer

Bailer

Air lift

Air lift

Bailer

Bailer

' Bailer

Air lift

Bailer

Bailer

Bailer

Bailer

Bai ler

Air lift

Method ofGround Water Sampling

Stainless Bailer

Teflon Bailer

Teflon Bailer

Positive Displacement(Type A)


Teflon Bailer

Teflon Bailer

Teflon Bailer


Teflon Bailer

Teflon Bailer

Teflon Bailer

Stainless Bailer

Teflon Bailer

Positive Displacement

ChemicalParametersSampled For

Indicator

Indicator

Indicator

indicator

Indicator, priority

Indicator

Indicator, cis

indicator, cis

Indicator, cis

Indicator

Indicator, listpriority

Indicator, list,cis

Indicator, cis

Indicator, list

Indicator, list,

96.0

38.0

(Type B)

Air lift Positive Displacement(Type A)

Bailer Teflon Bailer

CIS

Indicator, list

Indicator, list,cis

SW-11 100.0 Air lift Positive Displacement(Type A**)

indicator

851J93C-14

300275

TABLE C.4 (Continued)METHODS OF EVACUATION AND SAMPLING

(First Round of Sampling)

Well Depth ofNo. Sample (ft)

CW-12

CW-12A

CW-1 2B

CW-13

CW-13A

SW-14

CW-1 5

CW-15A

CW-1 7

CW-1 7A

CW-17B

CW-1 8

CW-18A

CW-1 9

CW-1 9 A

87.0

50.0

13.5

92.0

20.0

19.0

78.0

40.0

96.0

58.0

37.8

80.0

26.0

42.9

38.0

Methodof WellEvacuation

Air lift

Bailer

Bailer

Bailer

Bailer

Bailer

Air lift

Air lift

Air lift

Air lift

Bailer

Air lift

Air lift

Air lift

Bailer

Method ofGround Water Sampling

Teflon Bailer

Teflon Bailer

Teflon Bailer

Teflon Bailer

Teflon Bailer

Stainless Bailer


Stainless Bailer


Teflon Bailer

Teflon Bailer

Positive Displacement(Type B)

Positive Displacement(Type B*)

Teflon Bailer

Teflon Bailer

ChemicalParametersSampled For

Indicator

Indicator

Indicator

Indicator ,

Indicator ,

indicator ,

Indicator

Indicator ,

Indicator

Indicator ,

Indicator

Indicator

Indicator

Indicator

Indicator,

priority

priority

cis

priority

priority

priority.

Notes: * Type B positive displacement device houses a teflon bladder.** Type A positive displacement device houses a free-floating teflon

piston.Indicator = indicator parameters: Trichloroethylene (TCE), 1,1,1-

Trichloroethane, Tetrachloroethylene, Trans-1,2-dichloroethylene,Bis(2-ethylhexyl)phthalate, chloroform, carbon tetrachloride,methylene chloride.

cis = cis- and trans-1,2-dichloroethylene.list = ammonia, sulfate, lead phenol (total) calcium, total dissolved

solids, hardness (as CaCO,), chloride, TOC, Mn, and Fe (total),priority = EPA organic and inorganic priority pollutants.

C-15 300276851J93

TABLE C.5METHODS OF EVACUATION AND SAMPLING

(Second Round of Sampling)

Depth ofWell Sample Method of Method of Chemical ParametersNo. (ft) Well Evacuation Ground Water Sampling Sampled For

CW-1 80.0 Bailer

CW-1A 40.0 Bailer

CW-1B 27.0 Bailer

CW-3 91.0 Centrifugal Pump

CW-3A 72.5 Centrifugal Pump

CW-3B 25.0 Centrifugal Pump




CW-5A 31 .0 Centrifugal Pump



SW-8 21.3 Bailer





SW-11 100.0 Centrifugal Pump

Teflon Bailer

Teflon Bailer

Teflon Bailer



Teflon Bailer

Teflon Bailer

Teflon Bailer


Teflon Bailer

Teflon Bailer

Teflon Bailer

Teflon Bailer

Teflon Bailer

Teflon Bailer


Teflon Bailer

Indicator

Indicator

Indicator

Indicator

Indicator

indicator

Indicator

Indicator, metals,cyanide, phenol

Indicator

Indicator

indicator







Positive Displacement Indicator

851J93C-16 300377

TABLE C.5 (Continued)METHODS OF EVACUATION AND SAMPLING

(Second Round of Sampling)

Depth ofWell SampleNo. (ft)

Method of.Well Evacuation

Method of Chemical parametersGround Water Sampling Sampled For

CW-12

CW-12A

CW-12B

CW-13

CW-13A

SW-14

CW-15

CW-15A

CW-17

CW-17A

CW-17B

CW-1 8

CW-18A

CW-1 9

CW-19A

87.0

50.0

13.5

92.0

20.0

19.0

78.0

40.0

96.0

58.0

37.8

80.0

28.0

84.0

50.0

Centrifugal Pump Teflon Bailer






Centrifugal Pump positive Displacement

Centrifugal pump Teflon Bailer

Air lift

Air lift

Bailer

Centrifugal Pump

Centrifugal Pump

Air lift

Bailer


Teflon Bailer

Teflon Bailer



Teflon Bailer

Teflon Bailer



Indicator






Indicator

Indicator

Indicator

Indicator

indicator

Indicator, priority


Notes:

851J93

positive Displacement device houses a free-floating teflon piston.indicator = indicator parameters: Trichloroethylene(TCE), 1,1,1-Trichloroethane, Tetrachloroethylene, Trans-1,2-dichloroethylene, Bis(2-ethylhexyl)phthalate, chloroform, carbon tetrachloride, methylenechloride.priority = EPA organics and inorganic priority pollutants.metals = EPA priority pollutant metals.

C-17 300273

TABLE C.6SAMPLING PROCEDURE FOR MONITORING WELLS

1. Well and trip blank were opened; initial static water level recordedwith an electric contact probe accurate to the nearest 0.1 ft.

2. Sampling device washed.

o Sampling device was washed with hexane, followed by methanol andfinally distilled water.

o Solvents and distilled water rinse were collected into a largefunnel which emptied into a 5-gallon container.

3. Sampling device lowered into well.

o positive displacement device lowered by the attached teflonairline and water discharge line.

o Bailer was lowered by a nylon cord; a new piece of cord was usedfor each well.

4. Sample taken.

o From positive displacement discharge tube.

- The discharge tube was inserted to the bottom of the samplebottle and withdrawn ahead of the sample so that aeration andturbulence were minimized.

o From bailer.

- Sample was poured slowly from the open end of the bailer andthe sample bottle tilted so that aeration and turbulence wereminimized.

5. Samples were capped, labelled and placed in ice filled coolersprovided by the chemical laboratory.

6. Chain-of-custody forms were completed in duplicate.

o The original copy was put into a zip-lock bag and placed intothe cooler.

o A carbon copy was kept for files at Dames & Moore.

7. Cooler was sealed with strapping tape and D&M labels to assureintegrity and to prevent tampering of samples.

8. Well and trip blank were capped.

9. All equipment was washed.

300279

1

representative groundwater sample. Before and after sampling the sam-pling device was cleaned inside and out with hexane, methanol, and then

rinsed with distilled deionized water.In additon to water samples collected from the monitoring wells,

three types of "blanks" were collected and submitted to the chemicallaboratory for analyses:

a. Trip Blank A - One-only Trip Blank A was prepared ahead of time(in D&M office). It consisted of a sample of distilled, de-

ionized water which was poured into a sample bottle, immediate-

ly capped and labelled. It accompanied the other sample

bottles into the field and to the chemical lab. It was a checkon the chemical laboratory's analysis.

b. Trip Blank B - One-for-each-day Trip Blank B samples were

prepared ahead of time (in D&M office). Each sample consistedof distilled deionized water poured into a sample bottle,

labelled and capped. Each day, a new Trip Blank B sample wasused. For each, the procedure was to open the blank when the

well was uncapped (or faucet turned on), keep Trip Blank Bopened until sampling effort was finished at the well, and cap

Trip Blank B when groundwater sample bottles were capped. Trip

Blank B was a check on the contribution of atmospheric contami-nation to the water samples.

c. Equipment/Wash Blank - Taken between selected wells. • Procedurewas as follows:

Sampling equipment (pump or bailer) washed with solvents,

collecting solvent rinse. Care was taken in the selectionof solvents, so damage to the pump would not occur. Rinsed

with distilled water.

- Sample taken of "clean" distilled deionized water.

Samples refrigerated.

300280851J93

Analytical Field Tests

Prior to filling the sample bottles, two 250-ml beakers of ground-

water were filled. The sample in one beaker was immediately analyzedfor temperature (°C), specific conductance (umhos/cm), and pH. The

sample in the other beaker was analyzed for dissolved oxygen (ppm).Specific conductance, pH, and dissolved oxygen were measured by elec-tronic probe. Temperature was measured by probe and double-checked witha thermometer. All equipment was cleaned and calibrated between eachsample. During the sampling and field testing, sampling records were

filled out. Results of these analytical field tests for both rounds ofsampling are compiled in Appendix G.

AIR QUALITY MONITORING

Air quality monitoring for organic vapors with an HNU photoioni-zation meter was implemented at each well, before, during, and after

sampling. The purpose of air quality monitoring was three-fold: 1) todetermine whether the use of respirators was needed while on-site, 2) to

locate potential "hot-spots" from which vapors may emanate, and 3) to

support or disprove suspicions regarding the locations of the areas of

high contamination. The chart records of the air quality monitoring can

be found in Appendix G.

Although the record shows some levels of air contamination above 5

ppm, none of this contamination is attributed to vapors emanating fromthe monitoring wells. Instead, the detectable readings are attributed

to background levels of gasoline fumes from a generator, and hexane andmethanol fumes from the field washing procedures.

GAMMA AND ELECTRIC LOGGING

The deepest well at each DSM installation was logged using a Mt.

Sopris 1000-C portable logging instrument to record the natural gamma,spontaneous potential (SP), and electrical resistivity of the forma-

tions. All logs were run from the bottom of the hole to the surface.

The instrument depth meter was initialized with the Probe Electrode at

ground surface at each well. Both SP and electrical resistivity werelogged simultaneously on one pass of the logging probe. The logging

probe was cleaned with distilled water between well sites. At most well

C-20

851J93

300281

sites the surface electrode was connected to the protective surface

casing. At a few well sites the surface electrode was pushed into

adjacent soil. Copies of the resulting logs are shown as figures inAppendix F.

The interpretations of these logs are based on relative changes of

all three logs, not necessarily the actual values of displacement. Thelogs were utilized in conjunction with the drilling logs in formulating

a basic understanding of the subsurface strata and in preparing geologi-

cal cross-sections.

SURFACE WATER AND SEDIMENT SAMPLING

Surface water and sediment sampling bottles were provided by H2M

Laboratories of Melville, N.Y. The locations of all sampling sites have

been designated in the Section 2 of the main report. These sitesincluded selected points along the Allegheny River, Haskell Creek, and

the unnamed tributaries to the Allegheny River; the perennial pondbehind Campbell oil Co.; and selected surface depressions and drainage

ditches. At all sampling sites except SS-6 and SED-1 both water and

sediment samples were taken. At SS-6 only a water sample was taken and

at SED-1 only a sediment sample was taken. Table C.7 lists the chemicalparameters sampled at each site. Each sample was initially collected in

a wide mouth glass jar and then the sample was decanted into a samplingjar with the appropriate preservative. The wide-mouth glass jar andthen the sample was decanted into a sampling jar with the appropriate

preservative. The wide-mouth glass jar was washed with hexane followed

by methanol and rinsed with distilled water between each sample. Care

was taken not to overfill the sampling jars, so as to avoid loss of the

sample preservative. Samples were wrapped, packaged on ice and shippedaccording to the same quality assurance procedures as described in the

sections on Residential Well Sampling and Monitoring Well Sampling.

WASTEWATER SAMPLING

Bottles for wastewater samples that were collected from outfalls

were filled directly from the end of the pipe (AVX and Alcas samples).

Bottles for water samples from industrial wells that were collected as

part of the wastewater sampling program were also filled directly.

C-21

851J93

30028!

TABLE C.7SURFACE WATER AND SEDIMENT

CHEMICAL ANALYSIS

SamplingPoint Water (W) Sediment (S)

SS-1 Indicator parameters


SS-3 Indicator parameters and list




SS-7 Indicator parameters and list


SS-9 indicator parameters and list

SED-1 (no sample)

Indicator parameters

Indicator parameters and list




(no sample)

Indicator parameters and listand Barium




Indicator parameters are: Trichloroethylene (TCE), 1,1,1-Trichloroethane,Tetrachloroethylene, Trans-1,2-dichloroethylene,Bis(2-ethylhexyl)phthalate, chloroform, carbon tetrachloride, methylenechloride).

For sediment samples, list is: ammonia, sulfate, lead, phenol (total),calcium, hardness (as CaCO_), chloride, TOC, Mn and Fe (total).

For surface water samples, list is: ammonia, sulfate, lead, phenol(total), calcium, TDS, hardness.(as CaCO,), chloride, TOC, Mn and Fe(total).

C-22300283

851J93

Wastewater samples from the McGraw-Edison sewer were collected using a~T~ dip sampler. A dedicated glass bottle was inserted into the sampler form each sample to minimize contamination of samples from remants of water

_- from previous sampling locations.

IN-SITU PERMEABILITY TESTS—\ ~~——' "——•——•—•————————~~—

In order to evaluate the velocity and extent of contamination at——^

the site in Clean, a knowledge of horizontal and vertical spatial varia-tions in the aquifer hydraulic properties must be known. With this goal

"*" in mind, in-situ permeability tests (also referred to a slug or bail~" tests) were conducted at most of the monitoring wells.— Whereas pump tests give an estimate of the average hydraulic prop-

erties for an aquifer between the pumped well and observation wells,_, in-situ permeability tests give an estimate of the hydraulic properties

for a small volume of soil immediately surrounding the well screen ofthe tested well. Most of these tests were performed during the sametime period as the first round of groundwater sampling of the monitorwells. Tests were repeated during the second round of sampling ifadditional information was required. Both falling head and rising head

tests were performed.A solid slug of known volume was lowered into the well, causing the

water level in the well to rise in proportion to the volume of displacedwater. Recovery of the falling water level in the well was then moni-tored over time. After full recovery, the slug was pulled out of thewell, thereby lowering the water level in the well, again by an amountproportional to the volume of displaced water. Recovery of the risingwater level was then monitored over time.

Water level measurements were made either by manually operating anelectric contact probe or with a pressure transducer linked to a micro-processing unit with a printer. All water levels were recorded as dis-tance from the top of the riser pipe and then converted to head differ-ences relative to the initial static water level. Either the rising

head recovery or the falling head recovery data was used to calculatepermeabilities, depending on which .test showed the "smoothest" recovery.

>,_- The following formula was used to calculate horizontal hydraulic conduc-

tivity, K, (permeability).

300284851J93

APPENDIX D

PUMP TEST DATA/DISCUSSION

INTRODUCTION

30028rr

I-*

APPENDIX D

-7 PUMP TEST DATA/DISCUSSIONi

.J INTRODUCTION

. In addition to the permeability testing in monitoring wells in

Olean, spatial variations in transmissivity (T), horizontal hydraulic\ conductivity (K, ), and storativity (S) of the city aquifer have beenJ

calculated using existing data from a pump test done by Camp, Dresser

"~ and McKee (CDM) in 1982. In addition, values of aquifer properties

-"* measured during a more recent pump tests by Lozier/Groundwater

- Associates and Gerahty and Miller at the McGraw Edison Company and AVX

plant, respectively have been used for comparison in this analysis. All

hydraulic information about the city aquifer was used as input and

calibration data in the 3-D numerical simulations of the groundwaterflow system in Olean.

CDM PUMPING TEST

On april 15, 1984 CDM began pumping municipal wells 18M and 37M

(Figure D.1) simultaneously at estimated mean discharges of 608 gpm and645 gpm respectively. Pumping stopped on May 4, 1982, nineteen days

after start-up. Sufficient drawdown and recovery data were recorded in

CDM observation wells 1, 2, 3, 4, 6, 9, 10, 12, 2A, and 10A (Figure D.1)

for analysis. Data for wells 13, 15, 11, 37M, 38M, and 13M were either

incomplete or unavailable for analysis. Preliminary estimates by CDM of

aquifer characteristics using recovery analyses ranged from 200 to 500-3 -4ft/day for hydraulic conductivity (K) and from 3x10 to 3x10 for

storage coefficient (S) (Table D.1). Unfortunately, neither the

equations used or the recovery graphs were included in the CDM report.

Consequently, DSM felt it necessary to reanalyze the raw data and

recalculate T and S values for the aquifer. Three methods of analysis

were applied: time vs. drawdown, distance vs. drawdown, and

D-1

851J93

300286

U.J

DNJ

COootoCO•vl

EXI ' LANAT ION:

A C O M W E L I Si«oorcET

B.IM- in.i|i l.iki-n I linn U . i . C . S . 7.5 Min.li>|i.ii|i.i|iliii .nn|)s; C lean , NT U980) .indP..i Ivi I U-, NY (1961) i|ii.i>liaiiMli;<..

LOCATION OFCOM WELLS

FIGURE D. 1

TABLE D.1PRELIMINARY ESTIMATES OF AQUIFER CHARACTERISTICS

WellID No.

1

2

3

4

6

9

10

10A

12

Transmissivity (T)ft /day

11 ,000

16,000

13,000

12,000

10,000

14,000

12,000

12,000

28,000

HydraulicConduc ti vi ty ( K )

ft/day

300

700

300

600

200

400

400

400

500

Storativity (S)

4x1 0~4

A

3x1 0

-45x10

-42x10.

4x1 0

-44x10

-41x10

3x1 0~2

.,1x10

(From Camp, Dresser and McKee, 1982).

D-3851J93 300288

recovery vs. time analyses. However, drawdown data were felt to beunusable as the data indicated a variable pumping rate during the test(for which no history was given in the COM report).

Recovery analyses have the advantage that only a mean discharge

rate Q is considered in the calculations instead of individual changesin Q. The COM data were reduced to a form usable with the Theis re-covery method (Krussman and DeRidder, 1976) in order to calculate T.

For each observation well, s" was plotted vs. t/t" on semi-logarithmic

paper (t/t" on logarithmic scale) and a straight line was fitted to the

plotted points. The value of s", the residual drawdown difference per

log cycle of t/t", was read from each graph and substituted into the

following equation.

2.30 Q

where T = mean transraissivity of the aquifer between the pumped well and

the observation well (m /s) •

Q = rate of recharge, assumed to be equal to the average rate of

discharge for the pumping wells (GPM)

s" = residual drawdown in m., i.e., the difference between the

original static water level (S.H.L) prior to pumping and the

water level measured at a specific moment t" (min.) since

pumping stopped

t = time in minutes since pumping started

The assumptions and conditions for this method are:

1 . The aquifer is confined.

2. Flow to the well is in unsteady state, i.e., drawdown differences

with time are not negligible nor is the hydraulic gradient constant

wi th time.

3. The water removed from storage is discharged instantaneously withdecline of head.

300283851J93

4. The diameter of the pumped well is small, i.e., storage in the well

can be neglected.

5. The values of u are small (u<0,01), i.e., r is small and t is

large.r2S

where u = ——— and

4Tt

r = distance from pumping well to observation well

S = storativity (storage coefficient)T = transmissivity

t = time since pumping began

Because the pump test involved two wells pumping simultaneously, it

was difficult to evaluate the relative effect of pumping wells 18M and

37M on drawdown in the individual observation wells. Therefore, values

for T at observation wells 2A, 10A, 3, 6, 12, 1, 2, 10, 4, 14, and 9

were calculated in three ways:

o Assuming that head in the observation wells were affected by

pumping from well 18M only, at 608 gpm.


pumping from well 37M only, at 645 gpm.


combined pumping from wells 18M and 37M at 1258 gpm (608 & 645

gpm) .

Transmissivities calculated under assumptions 1 and 2 are conservative

estimates compared to those calculated under assumption 3.

Borehole data collected in this, study was used to estimate the

average aquifer thickness (b) between the pumping wells and each

observation well. values for storativity (S) cannot be calculated with

the Theis method of recovery.

A distance vs. drawdown method (Cooper and Jacob, 1946 in Fetter,

1980) was used to calculate mean values of T and S for the city aquifer

in the vicinity of pumping wells 18M and 37M. Drawdown was plotted

on the arithmetic scale as a function of distance from the pumping wells

D-5

851J93300230

•0-T-x

on%the logarithmic scale. A straight line was drawn to the data pointsand extended until it intercepted the zero-drawdown line. The assump-tions and conditions underlying this method are the same as for theTheis recovery method. A time interval of 8 hours (480 minutes) waschosen, as this allowed time for sufficient drawdown to occur. The

equations used for this method were:528Q Tt

T = ———— and S = ——————(h -h) 4790 r 2o o

where T = transmissivity (gal/day/ft)

Q = constant rate of pumping (gpm)

(h -h) = drawdown per log cycle of distance (ft)

t = time since pumping began

r = the intercept of the straight line with the zero drawdown

axis (ft)

The distance-drawdown data were plotted in three ways: 1) as distance

from well 18M pumping at 608 gpm, 2) as distance from well 37M pumpingat 645 gpm, and 3) as distance from the midpoint between 18M and 37M,

pumping at a combined discharge of 1258 gpm. Wells 2A and 10A were not

used in the distance-drawdown analysis as these two wells were not

screened in the deep city aquifer.

Tables D.2, D.3 and D.4 are a summary of the results. T and K are

expressed in various units for ease of comparison. All of the plotted

curves, and reduced data used in the analysis are given as Figures D.2

through D.15 inclusive. Values for T, K_, and S calculated from the COMpump test data are considered as only approximate estimates in light of

the following limitations of the data base:

1) Drawdown and recovery were not corrected for daily effects of

barometric pressure or for seasonal variations in the water levelof the Alleghany River and the individual wells.

D-6851J93

300291

oo*x>CD10

TABLE D.2AQUIPBR CHARACTERISTICS AT OLEAN, NY FROM RECOVERY AND DISTANCE/DRAWDOWN* ANALYSES

PUMPING AT WELL IBM

WellNumber

1

2

3

4

6

9

01 10

12

14

2ft

10ft

IBM*

Screened Interval(depth in ft)

56.4-75.0

55.4-69.4

43.1-71.0

45.0-63.6

42.1-70.0

57.4-76.0

56.4-75.0

27.5-55.4

66.0-80.0

36-45.3

30.0-40.0

Not avail.

T(gal/day/ft)

178,377

356,755

216,263

232,739

165,120

203,647

200,278

421,340

271,639

262,771

173,705

147,937

I.5.)

2.6

5.1

3.1

3.4

2.4

2.9

2.9

6.1

3.9

3.8

2.5

2.1

(ft2/day)

2.4

4.7

2.9

3.2

2.2

2.7

2.7

5.7

3.2

3.5

2.3

2.0

AquiferThickness

16.9

15.2

17.3

19.1

17.8

16.3

17.3

19.3

17.7

17.8

19.3

--

AquiferThickness

(ft)

55.3

50.0

56.7

62.5

58.3

53.5

56.7

63.4

58.0

58.3

63.3

~

K

1.5

3.3

1.8

1.8

1.3

1.8

1.7

3.2

1.9

2.1

1.3

—

* S-4(ft/d) («10 *)

4.3

9.4

5.1

5.1

3.8

5.0

4.8

9.0

5.5

6.0

3.6

5.0

(Data froa Camp, Dresser t McKee, Inc.)

851J93

I- .. J

oI03

COooroCD03

TABLE D.3AQUIFER CHARACTERISTICS AT OLBAN, NY FROM RECOVERY AND DISTANCE/DRAWDOWN* ANALYSES

PUMPING AT HELL 37H

HellNun bar

1

2

3

4

6

9

10

12

14

2A

10A

37M*

Screened Interval(depth In ft)

56.4-75.0

55.4-69.4

43.1-71.0

45.0-63.6

42.1-70.0

57.4-76.0

56.4-75.0

27.5-55.4

66.0-80.0

36.0-45.3

30.0-40.0

Not avail.

T(qal/day/ft)

189,061

378,123

229,216

246,680

175,010

215,577

212,307

446,576

285,233

278,510

183,049

118,455

T

x 10"

2.7

5.4

3.3

3.55

2.5

3.1

3.05

6.4

4.1

4.0

2.6

1.7

(ft2/day)x 10

2.5

5.0

3.1 .

3.3

2.3

2.9

2.8

6.0

3.3

3.7

2.4

1.6

AquiferThlckneaa

16.9

15.2

17.3

19.1

17.8

16.3

17.3

19.3

17.7

17.8

19.3

—

AquiferThlckneaa

(ft)

55.3

50.0

56.7

62.5

58.3

53.5

56.7

63.4

58.0

58.3

63.3

—

K

x 10~3

1.6

3.6

1.9

1.9

1.4

1.9

1.8

3.3

2.0

2.2

1.3

~

K(ft/dl Sx 10 (x 10 )

4.5

1.0

5.5

5.3

3.9

5.4

4.9

9.5

5.7

6.3

3.8

4.0

(Data from Camp, Dreaaer C McKee, Inc.)

851J93

L...J L_.,J

TABLE D.4AQUIFER CHARACTERISTICS AT OLBMi, NY FROM RECOVERY AND DISTANCE/DRAWDOWN* ANALYSES

PUMPING AT WELL IBM AMD 37M(data froo Camp, Dresser £ McKee Inc.)

WellNunber

1

2

3

4

6

9

10

12

14

2A

10A

Midpointbetween

Screened Interval(depth In ft)

56.4-75.0

55.4-69.4

43.1-71.0

45.0-63.6

42.1-70.0

57.4-76.0

56.4-75.0

27.5-55.4

66.0-80.0

36.0-45.3

30.0-40.0

Mot avail.IBM C 37M

T(gal /day /ft)

366,974

733,948

444,916

478,814

339,699

418,962

412,094

866,818

556,328

540,597

355,304

260,992

2T

x 1 0~

5.3

1.1

6.4

6.9

4.9

6.0

5.9

1.2

8.0

7.8

5.1

3.75

(ft2/day)

4.9

1.0

5.95

6.4

4.6

5.6

5.5

1.1

6.4

7.25

4.7

3.5

AquiferThickness

16.9

15.2

17.3

19.1

17.8

16.3

17.3

19.3

17.7

17.8

19.3

—

AquiferThickness(ft)

55.3

so.o56.7

62.5

58.3

53.5

56.7

63.4

58.0

58.3

63.3

K

x"(o"3

3.1

7.2

3.7

3.6

2.8

3.7

3.4

6.2

3.9

4.4

2.6

—

K(ft/d) 8x 10"* (x 10"*)

8.9

2.0

1.0

1.0

7.9 -- '

1.0

9.7

1.7

1.1

1 .2

7.4

9.0

COooroCD

8SU93

L 1

<T_ __ _ _ _—— — _» AS" =0. 9 F T . = 0 . 2 7 4 M

_L _L _LIO too

t/t"

RECOVERY TESTWELL tt\

IOOO IOOOO

RECOVERY TEST - WELL #1 - THEIS METHOD

Static water level = 4.72 ft. on 4/15/82 at 7:30 a.m.Recovery begins on 5/4/82 at 9:10 a.m.

k

N

Data: t (min.)

2746027463275002750827565275952761827709278922837030813319103326336205

t" (min.)

034048105135158249432910

3353445058038745

t/f

09154.3687.5573.1262.5204.4174.8111 .2864.631 .29.27.25.74.1

4.3.

a" (ft.)

4.244.234.080682

3.743.833.635851262504

2.98

Calculations:

Q = 608 gpm (18m)

= 3.84 E -2 m /s

Q = 645 gpm (37m)

4.07 E -2m /s

Q = 1253 gpm (18m + 37m)

= 7.90 E -2 m3/s

T = (2.30) (3.84 E -2M3/s) T = (2.30H4.07 E -2m3/s) T = (2.30H7.90 E -2m /s)(4) (3.1416) (0.274m) (4) (3.1416) (0.274m)(4) (3.1416) (0.274m)

= 2.57 E -2 m2/s= 178,377 g/d/ft

= 2.70 E -2 m /s= 189,061 g/d/ft

5.3 E -2 m /s366,974 g/d/ft

851J93D-ll 30029G

oIAS" = 0 . 4 S F T . = 1 . 3 7 E - 1 M

_LIO

a?oM

o•

U)

COOOroCD-vl

toot/t"

RECOVERY TESTWELL # 2

IOOOO



Data: t (min.)

Calculations:

Q = 608 gpm (18m)

= 3.84 E -2 m3/s

t" (min.) t/t" s" (ft.)

27498275102752327548275792769327879283602900529300303873074531849

01225508119538186215071802288932474351

02292.51100.92550.96340.48142.073.232.919.216.2510.529.477.32

2.342.362.352.342.312.232.131.981.861 .831 .831.831.83

Q = 645 gpm (37m)

=4.07 E -2m3/s

Q = 1258 gpm (1 8m + 37m)

= 7.90 E -2 m3/s

T = (2.30H3.84 E -2M3/s) T = (2.30H4.07 E -2m3/s) T = (2.30H7.90 E -2m3/s)(4) (3.1416)) (0.137m) (4) (3.1416) (0.137m) (4) (3.1416) (0.137m)

= 5.13 E -2 m/s= 356,755 g/d/ft

= 5.44 E -2 m/s= 378,123 g/d/ft

= 1.05 E -1 m /s= 733,948 g/d/ft

851J93D-13

300298

> I < II . . .1 i :. . '

=0. IB6M

_L J.IO IOOt/t"

RECOVERY TESTWELL #2A

1000 IOOOO

RECOVERY TEST - WELL #2A - THEIS METHOD


Data: t (min.)

275062752427544275772768927876283562899929294304033118031863

t" (min.)

018387118337085014931788289736744357

t/t"

01529.1724.8388.4151.375.333.419.416.4108

s- (ft.

3.963.963.903.853.733.613.47

7.3

.28

.28

.213.153.13

3.3,3.

Calculations:

Q = 608 gpm (18m)

= 3.84 E -2 m3/s

T = (2.30H3.84 E -2M3/s)(4) (3.1416) (0.186m)

= 3.78 E -2 m2/s= 262,771 g/d/ft

Q = 645 gpm (37m)

= 4.07 E -2m /s

Q = 1253 gpm {18m + 37m)

= (2.30)(4.07 E -2m /s) T(4) (3.1416) (0.186m)

= 4.0 E -2 m2/s= 278,510 g/d/ft

= 7.90 E -2 m /s

(2.30H7.90 E -2m3/s)(4) (3.1416) (0.186m)

7.8 E -2 m /s540,597 g/d/ft

851J93D-15 300300

I J OL.1

DIMCTl

00oO

a»wo*-

^^^_ __ __ __ __ __ J AS" =0. 74FT .=0 .226M

_LIOOO

RECOVERY TESTWELL n



Data: t (min.) t" (min.) t/t" s" (ft.)

27341273472736427389274112743127457274772749327581277642824330682317843315336095

06

23487090

116136152240423902

3341444358128754

04557.81189.7570.6391.6304.8236.7202.0180.9114.965.631.39.27.25.74.1

5.114.954.754.584.594.374.314.254.224.093.883.673.083.143.072.95

Calculations:

Q = 608 gpm (18m)

= 3.84 E -2 m3/s

T = (2.30H3.84 E -2M3/s)(4) (3.1416) (0.226m)

= 3.11 E -2 m2/s= 216,263 g/d/ft

Q = 645 gpm (37m)

= 4.07 E -2m3/s

Q = 1253 gpm (18m + 37m)

= (2.30)(4.07 E -2m /s) T(4) (3.1416) (0.226m)

= 3.3 E -2 m2/s= 229,216 g/d/ft

7.90 E -2 m /s

(2.30)(7.90 E -2m3/s)(4) (3.1416) (0.226m)

6.4 E -2 m2/s444,916 g/d/ft

D-17851J93 300302

<—.— — — — — __J As" =0. 7FT.=0. 21M

OM00

_L

D

Ln

COOo00oto

IO IOOI/I"

RECOVERY TESTWELL M

IOOOO



Data: t (min.) t" (min.)

27410274132742527427272282743327440274462745227457274622747127477274902750227505275272755327583275842769927884283663073931841

03

1517182330364247526167809295

11714317317428947495633294431

t/t s" (ft.)

09137.71828.31613.41523.81192.7914.7762.4653.6584.2528.1450.3410.0343.6299.0289.5235.3192.7159.4158.595.858.829.79.2

5.785.414.944.864.844.774.674.614.584.554.524.474.444.394.334.284.214.154.204.193.943.753.613.20

7.2 3.20

Calculations:

Q = 608 gpm (18m)

= 3.84 E -2 m3/s

Q = 645 gpm (37m)

= 4.07 E -2m3/s

T = (2 .30M3.84 E -2M3/s) T = (2.30) (4.07 E -2m3/s) T(4) (3.1416) (0.21m)

= 3.35 E -2 m2/s= 232,739 g/d/ft

(4) (3.1416) (0.21m)

= 3.55 E -2 m2/s '= 246,680 g/d/ft

= 1253 gpm (18m + 37m)

= 7.90 E -2 m3/s

(2.30X7.90 E -2m3/s)(4) (3.1416) (0 .21m)

6.90 E -2 m /s478,814 g/d/ft

851J93D-19 300304

oINJO

AS" =0.97FT.=0.296M

_L _L

^MOG»M

D

cn

IO IOOO IOOOO

ooCOo01

RECOVERY TESTWELL #6



Data: t (min.) t" (min.) t/f s" (ft.)

2737227398274422746127480274962756927754282322894129236303063066231764

026708910812419738286015691864293432904392

01053.8392.0308.6254.4221.7139.972.732.818.415.710.39.37.2

4.984.784.624.584.534.514.364.143.913.653.503.373.303.31

Calculations:

608 gpm (18m) Q = 645 gpm (37m) 1258 gpm ( 1 8m + 37m)

3.84 E -2 m /s

T = (2.30H3.84 E -2M /s)(4) (3.1416) (0.296m)

4.07 E -2m/s 7.90 E -2 m/s

(2.30H4.07 E -2m3/s) T = (2.3QH7.90 E -2m3/s)(4) (3.1416) (0.296m) (4) (3.1416) (0.296m)

= 2.37 E -2 m/s= 165,120 g/d/ft

= 2.50 E -2 m/s= 175,010 g/d/ft

4.90 E -2 m/s339,699 g/d/ft

D-21851J93

30030G

.; L.I I - -J W

-^f___ __ __ __ __ _1 AS" = 0 . 8 F T . = 0 . 24M

_L

COooCOo

10 100t/t"

RECOVERY TESTWELL / /9

1000 IOOOO


Static water level = 24.79 ft on 4/15/82 at 9:50 a.m.Recovery begins on 5/4/82 at 8:43 a.m.

Data: T (min.)

2729327310273142735227355274052741027437274652748527572277552823229236303333096331025

t" (min.)

0172159621121171441721922794629391943304036703732

t/f

01606.51300.7463.6441.2244.7234.3190.5159.7143.298.860,

• 30,15,10.08.48.3

.1

.1

.0

s" (ft.)

5.224.964.784.444.434.2220182009965762

3.21,18,01

2.96

Calculations:

Q = 608 gpm (18m)

= 3.84 E -2 m /s

Q = 645 gpm (37m)

= 4.07 E -2m3/s

Q = 1258 gpm (18m + 37m)

T = (2.30X3.84 E -2M3/s) T = (2.30H4.07 E -2m /s) T(4) (3.1416) (0.24m)

2.93 E -2 m2/s203,647 g/d/ft

(4) (3.1416) (0.24m)

= 3.1 E -2 m2/s= 215,577 g/d/ft

7.90 E -2 m /s

(2 .30)(7 .90 E -2m /s)(4) (3.1416) (0.24m)

6.0 E -2 m /s418,962 g/d/ft

D-23851J93

300308

^J

8

to

(XUJ>ao

1 1 I 1 1

D-24 F I G U R E D . 8

300309


Static water level = 8.99 ft on 4/15/82 at 9:30 a.m.Recovery begins on 5/4/82 at 8:57 a.m.

Data: t (min.) t" (min.) t/t- s" (ft.)

27327273312735427374274012743127464274822749827570277532823130432315343290535847

042747741041371551712434269043105420755788520

06832.751189.30582.40370.30263.76200.50177.30160.80113.4565.1531 .29.87.55.94.2

5.465.354.964.804.644.494.414.374.354.194.023.783.293.243.123.02

Calculations:

Q = 608 gpm (18m)

= 3.84 E -2 m3/s

Q = 645 gpm (37m)

= 4.07 E -2m3/s

Q = 1253 gpm (18m + 37m)

= 7.90 E -2 m3/s

T = (2.30H3.84 E -2M3/s) T = (2.30H4.07 E -2m3/3) T = (2.30H7.90 E -2m3/s)(4) (3.1416) (2.44m) (4) (3.1416) (0.244m) (4) (3.1416) (0.244m)

= 2.88 E -2 m /s= 200,278 g/d/ft

3.05 E -2 m /s212,307 g/d/ft

= 5.90 E -2 m /s= 412,094 g/d/ft

851J93D-25

300310

^fff^ ~

<L*__ __ __ __ __ __ J As" =0. 93FT .=0 . 283M

oifo

<•> 3

IOOOOHOG»M

D

ooCO RECOVERY TEST

W E L L # 1 0 A

RECOVERY TEST - WELL #10A - THEIS METHOD

Static water level = 9.6 ft. on 4/15/82 at. 9:33 a.m.Recovery begins on 5/4/82 at 8:59 a.m.

Data: t (min.)

273262734927270273962743127460274782749427566277512823028927292243031230669324913386236804

t" (min.)

02344701051341521682404259041601189829863343516565369478

t/t" s" (ft.)

01 1 89 . 1622.0391 .4261.2204.9180.8163.7114.9

65.331 .218.115.410.29.26.35.23.9

5.775.345.104.874.684.564.524.464.324.073.853.623.503.403.313.243.173.03

Calculations:

Q = 608 gpm (18m)

= 3.84 E -2 m3/s

T = (2.30H3.84 E -2M3/s)(4) (3.1416) (0.283m)

= 2.48 E -2 m2/s= 173,705 g/d/ft

Q = 645 gpm (37m) Q

= 4.07 E -2m /S

T = (2.30H4.07 E -2m3/s) T(4) (3.1416) (0.283m)

= 2.6 E -2 m2/s= 183,049 g/d/ft

1258 gpm (18m + 37m)

7.90 E -2 m3/s

(2.30)(7.90 E -2m3/s)(4) (3.1416) (0.283m)

5.1 E -2 m /s355,304 g/d/ft

D-27851J93 300312

L. J t. ) I . }

COooCOV-*CO

^nir__. —— —— —— ——I As" =0. 38FT.=0. 1 16M

_LIOOO IOOOO

t/t"

RECOVERY TESTWELL #12



Data:

~J

t (min.) t" (min.) t/t" s" (ft.)

27456274612746327468275162754927579276062769527877283563079431896

05712609312315024943191033484450

05492.23923.32289.0458.6296.2224.2184.04111 .264.731.29.27.2

4.273.833.833.823.773.723.573.633.613.493.393.233.16

Calculations:

Q = 608 gpm (18m)

= 3.84 E -2 m3/s

Q = 645 gpm (37m)

= 4.07 E -2m3/s

Q = 1258 gpm (18m + 37m)

= 7.90 E -2 m /s

T = (2.30H3.84 E -2M3/s) T = (2.30H4.07 E -2m3/s) T = (2.30)(7.90 E -2m3/s)(4) (3.1416) (0.116m) (4) (3.1416) (0.116m) (4) (3.1416) (0.116m)

= 6.06 E -2 m/s= 421 ,340 g/d/ft

= 6.42 E -2 m/s= 446,576 g/d/ft

= 1.2 E -2 m /s= 866,818 g/d/ft

851J93D-29

I. i I- J L..1 !.-. }

03OOCO

__ __ __ __ __ _I As" =0. 6FT. =0. 18M

_L10 too

t/t"

RECOVERY TESTTHEIS METHOD

W E L L nk

IOOO IOOOO

m



Data: t (min.)

2740827474275382754127571275982768927872283502934830450

t" (min.)

06613013316319028146494219403042

0416.3211 .8207.1169.1145.398.560.130.115.110.0

s" ( f t . )

4.164.053.993.963.843,793.703.593.433.123.13

Calculations:

Q = 608 gpm (18m)

= 3.84 E -2 m3/s

T = (2.30H3.84 E -2M3/s)(4) (3.1416) (0.18m)

Q = 645 gpm (37m)

= 4.07 E -2m3/s

= 1253 gpm (18m + 37m)

= 7.90 E -2 m3/s

(2.30M4.07 E -2m3/s) T = (2.30H7.90 E -2m3/s)

= 3.9 E -2 m /s= 271,639 g/d/ft

(4) (3.1416) (0.18m)

4.1 E -2 m2/s246,680 g/d/ft

(4) (3.1416) (0.18m)

8.0 E -2 m2/s556,328 g/d/ft

D-31851J93 30031S

30031'

D-32 F I G U R E D . 1 3

I J L.

a ( h - h , , ) - i . 0 2 5 - 2 . 15 = 2 . 8 7 5

T - <»»)^?) . llM55gal/day/,t.

l .7E-2ro ; ' /s

. ( 118. 1.55) Ci BO)5 ' ' 2

tooo loop 10000DISTANCE vs. DRAWDOWN

WELL 37M

F I G U R E D. I 4

OO

J L J I ! ,

« 5.'

* fi

4 00

J ft

J JJ

1 ti

9 JO

ffi

I 5(»

^ f n

. f 00

\ "^

' SO

i ti

ft

O .* '

o fa

o oo

\ " " "" T A(h-h,,)- ! | . 1 )25 -1 .88 *2 . 5*5

-

-

— \\

\\

r \\

T - (^B'|'2?8) - 260,992ga I /day / f t .

- ""ELL 4 \ ' - 3 .75E-2m J / s

' - <260, 992) <<)80) „ „ Q00^

WELL 1 . «LL '« '\

\v

- \\

\ * WILL •

WELL 1 • \.\

\«LL 1

\

. 14

WELL 11. \WELL 11 . X^LL ,,

WELL 1 . \

WELL II \ fo'S^SO.1 .. .. I __ L_..__l J 1 1 1 1 1 1 1 ' l\ 1 1 1 1 1

DISTANCE w. DRAWDOWNWELLS ISM a 37M

FIGURE D . 1 S

CJ3

1

DISTANCE - DRAWDOWN TEST - THEIS METHOD

Well 18M: Q = 608 gpmWell 37M: Q = 645 gpmWells 18M & 37M: Q = 1253 gpm

Pumping begins on 4/15/82 at 7:30 a.m.t = time elapsed since pumping began = 480 min.

Data:

Well No.

6103914121511124

13

Distancefrom 1 8M

(ft)

14002804401120270034004360432021401540700

1560

Distancefrom 37M

(ft)

23608808001600312034804500396020401220460540

Distance frommidpoint of h18M & 37M

(ft)

1880560280

1240284034004360408020001240120

1020

o(ft)

9.948.99

10.2724.7937.6617.4141 .5321 .604.725.062.749.12

h(ft)

*11 .4611 .4112.5826.1638.5817.8141 .5921 .975.84*5.28*5.549.165

h-h(s) (ft)

1 .542.422.411 .370.920.400.060.371 .120.222.800.045

Interpolated between readings surrounding 3:30 p.m.

D-35851J93

3003^°

2) A detailed history of changes in the pumping rate was not avail-

able. Furthermore, some of the assumptions underlying the methodsare not realistically satisfied in all cases. For example, thecity aquifer is not totally confined in some areas under Clean andstorage in the wells may not be insignificant.

PUMP TEST, AT McGRAW EDISON AND AVX

Lozier/Groundwater Associates conducted a very complete and well-

controlled pump test at the McGraw Edison Company plant site in

December, 1983. The test was analyzed according to time vs. drawdown

and recovery vs. time. Their data base contained hydrographs of the

observation wells and daily barometric pressure variations affecting

each well. Their analyses were based on the assumption of a semi-con-

fined aquifer with vertical leakage. Table D.5 is a summary of their

results. Their values for K, in the city aquifer using, a semi-confined

analysis compare well with values for K. calculated from the COM pump

test data using a confined approach.

Gerahty and Miller Inc., in a recent pump test done at the AVX

plant estimated transmissivity of the lower aquifer to be approximately

400,tDOO gpd and storativity to be on the order of 10 . These data are

relatively consistent with the analyses discussed above.

D-36851J93

300321

TABLE D.5SUMMARY OF TIME-VERSUS-DRAWDOWN/RECOVERY ANALYSES

Aquifer Test - December, 1983

Drawdown Versus Time

Well

8-2

PW-1

OWFW

A- 2

B-2

PW-1

OWFW

A- 2

(from

T(gpd/ft)

159,000

320,000

266,000

435,200

Recovery versus Time

236,000

450,000

270,000

450,000

Lozier/Groundwater Assoicates, 1984)

S

41 .6 x 10~

4.3 x 10~3

1.3 x 10~4

1 .3 x 10~4

5.3 x 10~5

~1.9 X 10

1.2 x 10~4

7.3 x 10~4

D-37851J93 300322

APPENDIX E

GEOTECHNICAL RESULTS

300323

APPENDIX E

-'i GEOTECHNICAL RESULTSiJ^ Wet sieve grain-size analyses and hydrometer grain-size analyses

were done on selected soil samples in accordance with ASTM D 422-63

entitled, "Standard Method for Particle-Size Analysis of Soils". For

the coarse grained soils, the wet sieve method was employed and for the

~~ fine grained soils, the hydrometer method was used. Soils which were

poorly sorted and contained both coarse and fine particles were tested

using both methods. Grain-size curves are shown in Figures E.1 through

E.12 inclusive. The results of slug testing of wells are presented in

Table E.1

E-1

851J93

300324

L_J

100

1000

U.S. STANDARD SIEVE SIZE3 IN. 1.5 IN. V4 IN. 9/8 IN.4 10 20 40 60 100 ZOO

10 1.0 O.IGRAIN SIZE IN MILLIMETERS

GRADATION CURVE

0.01 0.001

BORI

cw-

NG

4A

COBBLES

DEPTH22 - 26FT.

GRAVELCOARSE 1 FINE

SANDCOARSEl MEDIUM I FINE

CLASSIFICATIONI WELL GRADED SANDS

SW/GM) AND GRAVELS

NAT WC LL PL P|

SILT OR CLAY

GEOLOGIC UNIT

D

100

90

60

70

>-CDOf.tU SOzu.

40

O 30OCUl°" 20

10

01000

U.S. STANDARD SIEVE SIZESIN. 1.5IN. 3/4IN.3/8IN.4 10 20 40 60 100 200

100

X

10 1.0 0.1GRAIN SIZE IN MILLIMETERS

0.01 0.001

COBBLES GRAVELCOARSE 1 FINE

SANDCOARSE! MEDIUM I FINE SILT OR CLAY

BORING

CW-5

DEPTH50 - 52FT.

CLASSIFICATIONGM 1 SILT AND GRAVEL

NAT. WC LL PL PI GEOLOGIC UNIT

c

GRADATION CURVE

L -.) I i_J

U.S. STANDARD SIEVE SIZE10 20

90 -

1- *> ~I(9UJ '°

CD(EUJ 90Zu_

401-Z1115 30QCUJ°- 70

10 •

0 .1000 100

rt - - 1 (1!L_ ..&

1

10

r

^ ,s rh y

¥~\ ——— "-1 ——— '~1 ———Hi ——— '

=b:vEr\• «-i— •-4--H — • •=h1.0

1 k 4

I1

s

1

X

1

"^v^

O.I

11TiiI11

1

j11* u:-i

V «x *x001 O.OOI

GRAIN SIZE IN MILLIMETERS

BORING

C W - D

COBBLES

DEPTH65 - 67FT.

GRAVELCOARSE 1 FINE

SANDCOARSE! MEDIUM I FINE

CLASSIFICATIONGW 1 GRAVE:'. AND SAND

NAT WC LL PL PI

SILT OR CLAY

GEOLOGIC UNIT

B

GRADATION CURVE

t J L...J L

U.S. STANDARD SIEVE SIZE3 IN. 1.5 IN. V4 IN. 3/8 IN. 4 10 20 40 60 100 200

100 • —————————————————————————————————————————————————————————————————————————————————————————

90

X19— 70 -UJ*

ffi

UJ 50ZU.

40

ZUJ0 30OCUJ°- zo

10 •

0

————— ..

. .

. .

1

=

K

\^,

S

s

1

s^

s4

's'

1

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1

S,

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1

:|4hi

11

s s, v*

1000 100 10 1.0 O.I 0.01 0.001GRAIN SIZE IN MILLIMETERS

BORINC

<^> c"-5

COBBLES

; DEPTH75 - 77FT.

GRAVELCOARSE FINE


CLASSIFICATIONGW GRAVEL AND SAND

NAT WC LL PL

SILT OR CLAY

PI GEOLOGIC UNITB

CD0COfO00 GRADATION CURVE

9-3

CDCDCOroto

GR

AD

ATIO

N C

UR

VE

B

nUl

U>•n

1 S

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N

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8

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o

0

5

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002)

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m

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ILL

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TE

RS

oo

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n^4=

PERCENTro w .O O <

f

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r"

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FINER BY WEIGHT

3 o O O ^5

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f*^

r

/

/

/

% i

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zOl

Z ^01 CATA

ND

AR

D

SIE

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/8IN.4

10

2

O u>N

Oato

8

L

•L..J

100 •

90 -

H «° 'I<9i 70

X "*Jffi

IEU 50ZU.

40»-ZUJO 30 •oeUi* 20

10 •

0

U.S. STANDARD SIEVE SIZE3 IN. 1.5 IN. V4 IN 3/8 IN. 4 10 20 40 60 100 200

•— • •— ..— ..

ir

f

1!1

i 1 \I \i ^

\ \i S111 —1 — •1 —1 —1 —11111111

1000 100 10

I

S -- !^\

||Hi11PrP

Sj

IVr >r 'rF1EcLB

1.0

11I

s"^s

1

X

1

.

X *

i

iiii

i4•i-4'11

11O.I 0.01 0.001

GRAIN SIZE IN MILLIMETERS

BORING

CW- SA

COBBLES

DEPTH26 - 28FT.

GRAVELCOARSE 1 FINE

SAND 1COARSEl MEDIUM 1 FINE 1

CLASSIFICATION1 GRAVEL AND SAND

GW | Ml XTURE

NAT WC LL PL PI

SILT OR CLAY

GEOLOGIC UNIT

D

GRADATION CURVE

L t-J

100

90

BO

70

OD60

SO

40

O 30ac

10

1000

U.S. STANDARD SIEVE SIZE3 IN. 1.5 IN. V4 IN 3/8 IN. 4 10 20 40 60 100 200

100 10 1.0 O.IGRAIN SIZE IN MILLIMETERS

0.01 0.001

COBBLES GRAVELCOARSE 1 FINE

SANDCOARSE! MEDIUM I FINE SILT OR CLAY

BORING

CW- IDA

DEPTH12 - I4FT.

CLASSIFICATIONML/CMJ SILT AND GRAVEL

NAT WC LL PL PI GEOLOGIC UNITc

GRADATION CURVE

{ } [ \ \. L-,l i-J

COooCOCOfO

U.S. STANDARD SIEVE SIZEBIN. 1.5 IN. V4 IN. 3/8 IN. 4 10 20 40 60 100 200

»u

.-X0u 70 '*

00ac.UJ 90Zu.

401-zUl0 30QCUJ°- 20

10

o .1000 100

1

1

NKN

^

10

S5

1

'V

IHUbip|

v jiSs.C •cL

f

FFIEcEE

1.0

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1

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11il

J||

S^ s

***- v^^

001

• i •>xj

0.001GRAIN SIZE IN MILLIMETERS

BORING

SW- 14

COBBLES

DEPTH4 - 6FT.

GRAVEL 1 SAND 1COARSE 1 FINE ICOARSEl MEDIUM 1 FINE 1

CLASSIFICATIONSM | SILTY SAND

NAT WC LL PL P|

SILT OR CLAY

GEOLOGIC UNIT

E

GRADATION CURVE

CJ

U.S. STANDARD SIEVE SIZE3 IN. 1.5 IN. V4 IN 3/8 IN. 4 10 20 40 60 100 ZOO

90 •

»- *°X19U 70

*

OD

(CUJ 50Zu.HZUl0 30IKUJ°- 20

10

Q

1000

• •—— ..

100

1

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r

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01

jl||1II111j

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44ii|

001 0.001GRAIN SIZE IN MILLIMETERS

BORING

CW- 1 5C

COBBLES

DEPTH85 - 87FT.

GRAVELCOARSE 1 FINE

SANDCOARSE! MEDIUM 1 FINE

CLASSIFICATIONGW/MLJ GRAVEL

NAT WC LL PL

SILT OR CLAY

PI GEOLOGIC UNITA/B

GRADATION CURVE

i_>

100

90

60

O701

Vm

tu sozu.

40

oa:20

10

01000

U.S. STANDARD SIEVE SIZE3 IN. 1.5 IN. V4 IN. 3/8 IN.4 10 20 40 60 100 200

T

100 10 1.0 O.IGRAIN SIZE IN MILLIMETERS

001 0.001

BORING

CW- 18

COBBLES

DEPTH22 - 24FT.

GRAVELCOARSE 1 FINE


CLASSIFICATIONSM 1 SILTY SAND

NAT WC LL PL

SILT OR CLAY

PI GEOLOGIC UNIT

D

GRADATION CURVE

i -3 ganoid

GR

AD

AT

ION

CU

RV

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U.S. STANDARD SIEVE SIZE3 IN. 1.5 IN. V4 IN. 3/8 IN.4 10

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10

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1000 IOO 10 1.0 O.I 001 0001GRAIN SIZE IN MILLIMETERS

OUTCROP

COBBLES

DEPTH

GRAVELCOARSE FINE

SANDCOARSE) MEDIUM

CLASSIFICATIONGW 1 GRAVEL AND SAND

NAT

FINE

WC LL PL

SILT OR CLAY

PI GEOLOGIC UNIT

TERMINAL MORAIN

GRADATION CURVE

TABLE E.1SLUG TEST DATA RESULTS

Well #

CW-1CW- 1 ACW-1BCW-3CW-3ACW-3BCW-4CW-4ACW-5CW-5 ACW-7CW-7ASW-8CW-9CW-9ACW-10CW-10ASW-11CW-1 2CW- 1 2ACW-12BCW-1 3CW-1 3 ASW-14CW-1 5CW-15ACW-1 2CW-1 7CW- 1 7ACW-17BCW-1 8CW-18A*CW-1 9CW-19A

Depth ofMeasurement (ft)

8040279172.52562309631472121.38248963817

100875013.59220361978405837.880288450

Kjj (ft/s)

1.3 X 10

2.5 X 10 53.4 X 10~6

4.8 X 10~4

2.5 X 10~4

2.6 X 10~6.5 X 10~1 .5 X 10~

7.0 X 10~1.8 X 10~1.8 X 10~.3.1 X 10~4

1 .0 X 10~2.7 X 10~

9.4 X 10~^6.9 X 103.8 X 10~5

2.0 X 10~

4.7 X 10_5

3.1 X 10~

7.6 X 10~|7.8 X 10~8.7 X 10~5

2.3 X 10~1.3 X 10~4.4 X 10~5

7.3 X 10

J^ (cm/s)

3.9 X 10

7.6 X 101.0 X 10~1 .5 X 10~*7.5 X 108.0 X 10"2.0 X 10~*4.6 X 10~

5

2.1 X 10~4

5.5 X 10~,5.6 X 109.4 X 10 ,3.2 X 108.2 X 10~

2.9 X 10~2.1 X 10~1 .2 X 10~6.2 X 10~

1.4 X 10_4

9.5 X 10~

2.3 X 10"^2.4 X 10~2.7 X 10~7.1 X 10"^4.0 X 10~1 .3 X 10~2.2 X 10~

851J93E-14

300337

APPENDIX F

BORING, GEOPHYSICAL BORING AND MONITORING WELL LOGS

300333

MAM* DIVISiONS

•MC rnM SOSor luroiiAL isiSo sieve size

•FINE

GRAINEDSOILS

no«C THAJ, SOtor nArcftiAL isSHAL!.J« THAN MO.<iO s -v: size

SCIL3

«MC TMAM SOJor eo*Mc rue-riOH KTAintnon «o.« sieve

SJM)

SCIL3

•QIC TWW SOtor COAMC r»AC-rion MM meno. « sieve

SILTS

CLAYS

OtAN 3UV£Li(LirTLe on mo

rmci)

OUVCLS *ITH nresor fixes;

CLEAN "-UO (.LirTLto* MO rmcs;

sues «ITM n:iuor riNCiJ

LI WUI 0 LIVIT^^^ THAN 50

H sa-K.

HlOtr CMUMIC 30IL3

wore: DUAL svitiGL' *ac uica re i*.

GRAPHSYMBOL

'jjj^

^••^••••*3i*«JV****»

:ii::ijc::X•fft::t? 55?

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:::::::::::::

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GP

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SM

sc

ML

CL

OL

MH

CH

OH

PT

,L,,;.-,L

TYPICAL DeSCmPTIOMS

SA*O jiariwcs. L i tTLC onM- rmcs

SAW. Hixruaes. uirrCe o*iu rmcs

SILTV QAAVCLS* GMAVCL^SAJVO—SILT miTU*CS

CLAT MiiriMies

SAMOS. LITTLC •>* no rmcs

SAHOC. Lirtxt on no rmcs

SILPT SA«OS. SAno-sitr m»ru«ts

CkAVC^ SAMOS. SAMO«CCAV ItUtruMU

I1OHCAIIIC ilLts AHO vt>" rimeSANOS. «OC« fLOUH. SlLT> 00CLATC-r 'INC SANDS OH CLATCV

INUHWUIIC CL>»S or LO» ro ueciun1.ASTICIT>. &NAVCLLT CkAYS.SAHOT CLAYS. SILfY CLAYS. LCAN

3i»rcj-ccciui 'INC SAMO o*ilLnr SOILS

I*O*'>ANIC CLAYS or max•LASTieirY. TAT CLAYS

»LASTICir>, QURANIC S I L T S

•CAT, WMUS, SWW SOILS

.ASSir iÂr iONS.

SOIL CLA«nncATioir CHAXT

.UNIFIED SOIL CLASSIFICATION SYSTEM

300333

FIGURE F.2

UNIT E MOSTLY BROWN FINE SAND AND SILTS WITH OCCASIONALLENSES OF GRAVEL OR CLAY: DEPOSITED DURING MODERNTIMES BY RIVER. STREAM AND WIND PROCESSES: ALTHOUGHFINE GRAINED. THESE UNCOSOLIDATED DEPOSITS ARE GENERALLYPERMEABLE.ALSO INCLUDES LOCALIZED BLANKETS OF SAND AND GRAVELCONSTRUCTION FILL OR A MIXTURE OF SOLID WASTES(E.G. CERAMIC TILE. FOUNDRY SAND) AND SAND AND GRAVEL;THESE FILL MATERIALS ARE GENERALLY PERMEABLE EXCEPT WHEREHIGHLY COMPACTED.

UNIT D BROWN TO GRAY-BROWN SAND AND MIXTURES OF SAND AND GRAVELWITH VARYING AMOUNTS OF SILT; MORE RESISTANT GRAVELLITHOLOGIES ARE ROUNDED TO SUBANGULAR IMPLYING THATDEPOSITION WAS PROBABLY FLUVIAL: DISTINGUISHED FROMRECENT ALLUVIUM BY ITS COARSER TEXTURE; GENERALLYPERMEABLE; COMPRISES MOST OF THE UPPER AQUIFER.

UNIT C DENSE. GRAY TO BROWN-GRAY TO BROWN; GENERALLY 50 PERCENTOR MORE SILT BY WEIGHT WITH VARYING AMOUNTS OF FINE TOCOARSE SAND AND FINE TO COARSE GRAVEL; GRAVEL LITHOLOGYIS MOSTLY LOCAL SHALE WHICH IS ANGULAR; DEPOSITION OF THISMATERIAL WAS PROBABLY BY ICE AS LODGEMENT TILL; RELATIVELYIMPERMEABLE: COMPRISES THE UPPER AQUITARO IN THE STUDY AREA.

UNIT B BROWN TO GRAY-BROWN ALTERNATING SEQUENCE OF UNSTRATIFI ED SAND.STRATIFIED SAND AND MIXTURES OF SAND AND GRAVEL; CONTAINS SOME•• EXOTIC" GRAVEL LITHOLOGIES DERIVED FROM A DISTANT SOURCE;GRAVELS ARE ANGULAR, SUBANGULAR AND ROUNDED; THE IRREGULARDISTRIBUTION OF FINES WITHIN THE SAND AND GRAVEL SUGGESTSVARIABILITY IN THE MODE OF DEPOSITI ON. AD GLACIAL OUTWASH.KAMES. OR KAME TERRACES; GENERALLY PERMEABLE. THIS UNITCOMPRISES MOST OF THE LOWER AQUIFER (CITY AQUIFER).

UNIT A RED TO GRAY TO GRAY-BLUE TO GRAY-GREEN LAYERS OF SILT ANDCLAY ASSOCIATED LOCALLY WITH LAYERS OF FINE TO VERY FINEGRAY TO RED SAND; DEPOSITED AS PROGLACIAL LAKE SEDIMENTSPRIOR TO DEPOSITION OF UNIT B; SILT AND CLAY ARE RELATIVELYIMPERMEABLE COMPRISING THE LOWER AQUITARD; SAND LAYERS AREMORE PERMEABLE. COMPRISING PARTS OF THE LOWER AQUIFER.

DESCRIPTION OF MAJOR GEOLOGIC UNITS300340

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SURFACE ELEVATION c.

COORDINATES

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SAMPLING

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ft: DE SCRIP Tl VE GEOL OGIC NOTES

SURFACE CONDIT IONS. PLOvED FIELD

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