ncr corporation i former facility millsboro, …center, a data processing center. i 1 routine...

INCR Corporation

I Former FacilityMillsboro, Delaware

IIIIIII

IIIII

GROUNDWATERMANAGEMENTPROGRAM ANDGROUNDWATER

QUALITYASSESSMENT

January 1985

BCM Englneera, Planners and Scientists ARIOOI82One Plymouth Meeting- Plymouth Meeting, PA 19462 • Phone: (215) 825-3800

rGROUNDWATER MANAGEMENT PROGRAM

ANDGROUNDWATER QUALITY ASSESSMENT

FOR

NCR CORPORATION

JANUARY 18, 1984

PREPARED BY

ROBERT C. BROD RICHARD E. SACKiSENIOR HYDROGEOLOGIST HYDROGEOLOGIST

REVIEWED BY

ROBERT D, BULLERDELAWARE REGISTRATION NO. 306 ASSISTANT VICE PRESIDENT

I| APPROVED BY

IR I CHARD J. GRZYWINSKI, P.E.

1 VICE PRESIDENT

BCM EASTERN INC.ONE PLYMOUTH MEETING MALL

PLYMOUTH MEETING, PENNSYLVANIA 19462

rCONTENTS

1.0 INTRODUCTION

. 2.0 GROUNDWATER MANAGEMENT PROGRAM

I 2.1 Introduction2.2 Groundwater Recovery

, 2.3 Water Treatment, and Discharge2.4 Soil Flushing

1 2.5 System Performance Evaluation2.6 Program Duration

1 2.7 Program Schedule

3,0 GROUNDWATER QUALITY ASSESSMENT: INTRODUCTION

I 3.1 Background Information3.2 Groundwater Quality Assessment Program

( O b j e c t i v e s a n d Methods3.3 Monitoring Well Locations and Design

4,0 HYOKU(i£OLUGY AND HROUNDWATER FLOW

* 4,1 Topographic Setting4.2 Geologic Setting

| 4.3 Groundwater Flow

4.3.1 Groundwater Flow Directions• 4.3.2 Groundwater Flow Rates

' 5.0 GROUNDWATER QUALITY

I 5.1 Groundwater Sampling ProtocolI 5.2 Groundwater Analytical Results

5.3 Trlchloroethylene Mass Flux

6.0 SURFACE WATER QUALITY

6.1 Surface Water Sampling6.2 Surface Water Analytical Results

7.0 SOIL SAMPLING

' 7.1 Soil Boring Locations7.2 Soil Sampling Procedure

t 7.3 Soil Analytical Results

A R I O O I 8 I

CONTENTS (Continued)

8.0 SUMMARY AND CONCLUSIONS

8.1 Summary of Findings8.2 Conclusions

9.0 REFERENCES CITED

APPENDICES

IAppendix A Explanation of Theis Drawdown Calculations

I Appendix B Well Logs

Appendix C Pulse Test Data Plots

I Appendix D Pumping Test Drawdown Data Tables

I'.'IIIIII

H R I O O I 8 5

' BCMJI

TABLES

| Table 1 Monitoring Well Dimensions

Table 2 Water Table Elevations

Table 3 Hydraulic Conductivity Values

Table 4 Summary of Aquifer Test Results

Table 5 Groundwater Flow Velocities

I Table 6 Groundwater Analytical Datai

Table 7 Iron Branch Analytical Results

Table 8 Soil Analytical Results

' f l R I O O I S G

I

I

lCM

FIGURES

I Figure 1 Site Location Map

Figure 2 Groundwater Recovery and Treatment Systems

I Figure 3 Predicted Water Table Drawdown

Figure 4 Predicted Water Table Elevations

• Figure 5 Possible Trichloroethylene Sources

I Figure 6 Monitoring Well Locations

Figure 7 Offsite Monitoring Well Locations

I Figure 8 Typical Well Design

Figure 9 Water Table Contour Map

•

>

Figure 10 Shallow Groundwater Flow

( F i g u r e 11 Hydrologic Cross Section

Figure 12 Trichloroethylene Concentrations in the• Groundwater: May 13, 1983

Figure 13 Trichloroethylene Concentrations In theGroundwater: September 6, 1983

• Figure 14 Trichloroethylene Concentrations in theGroundwater: January 4, 1984

/ Figure 15 Trichloroethylene Concentrations in theGroundwater: August 7, 1984

1 Figure 16 Stream Sampling Locations

Figure 17 Soil Boring Locations

' AR I O O I 8 7I*I

r

1.0 INTRODUCTION

A R I O O I 8 8

1.0 INTRODUCTION

The NCR Corporation (NCR) operated a manufacturing facility In Millsboro,Delaware from 1967 to 1979. The main building on the property is a large(approximately 300,000 square feet), semi-rectangular, concrete blockstructure, situated near the approximate center of a 63-acre lot on thenortheast side of Mitchell Street (Figure 1),

( T h e First National Bank of Maryland entered into an agreement to purchasethe NCR property In November 1981. After the sale was finalized onDecember 14, 1981, the building was converted into the First Freedom

. Center, a data processing center.I1 Routine quarterly groundwater monitoring has been conducted at the site

by BCM Eastern Inc. (BCM) on behalf of NCR since the closure of a chrom-1 1 u r n plating wastewater disposal basins used b y NCR, I n addition t o t h e

routine quarterly groundwater monitoring program, groundwater sampleswere analyzed for trichloroethylene (TCE) at the Delaware Department of

( N a t u r a l Resources and Environmental Conservation's (DNREC) request. TCEwas detected in varying concentrations in the groundwater at the north-eastern corner of the property. This necessitated initiation of agroundwater quality assessment program to determine the source and areal

). extent of the TCE in the groundwater.

BCM has completed the groundwater quality assessment at the former NCR1 facility and has developed a groundwater management program. This report' includes a description of the recommended groundwater management plan

followed by the procedures and results of the groundwater quality assess-I ment upon which it is based.

A R I O O I 8 9

' BCM__________ _____, L f«|i»t't"'j

(eel n n i PI i n A FIGURE 1

^oo ARI00^fTELOCATIONMAPvFIRST FREEDOM CENTER'

(FORMER NCR FACILITY)Millsboro, Delaware

2.0 GROUNDWATER MANAGEMENT PROGRAM

A R I O O I 9 I

2.0 GROUNDWATER MANAGEMENT PROGRAM

2.1 INTRODUCTION

The following groundwater management program is set forth for the formerNCR facility, now known as the First Freedom Center, In Mlllsboro, Dela-ware. The management program is based on specific site conditions asdescribed in subsequent sections of this report, The program 1s designedand will be operated to fulfill the following objectives:

1. Remove trichloroethylene (TCE) bearing groundwater from thenortheastern part of the First Freedom Center.

2. Treat recovered groundwater.

3. Discharge treated water in an environmentally acceptablemanner.

Consideration has been given to the removal of soil in the suspected TCEsource area. This is not feasible, however, because of high voltagepower lines which are burled throughout the area (R. Calhoun, First Free-dom Cantar Ficilitic-s Engineer, persona! communication). Therefore, aprogram has been devised which utilizes hydraulic methods to contain andremove TCE from the subsurface.The power lines also precluded completion of soil borings and sampling topositively identify the TCE source area. For the purposes of this docu-ment, the area w i l l be referred to as the "source area," as there issufficient secondary information to identify the general source area.

The following subsections describe a system that will fulfill the above-stated objectives. Basic components of the'system w i l l include ground-water recovery wells and a packed column air stripper. Detailed designspecifications will be developed following program acceptance by theDelaware DNREC. Plans are also set forth for evaluating the performanceof the recovery and treatment system. In the event that TCE removalrates are found to oe unsatisfactory, NCR may consider additional meansfor achieving the above-stated objectives, Finally, a schedule is pro-posed for implementation of the program.

2.2 GRQUNDWATER RECOVERY

Groundwater will be pumped from two recovery wells located northeast ofthe First Freedom Center building (Figure 2). Both wells will be down-gradient from the source of TCE. Existing monitoring well W-20 will

A R I O O I 9 2

NCR CORPORATION

TREATED WATERISCHARQITO DITCH

III

I I DISCHARGE

IIIIII.IIII

LEGENDA Recovery "'ell

———Hurled Pli ,lne MARCH 1885_______________________BCM PfQ|«cl* 00-4629-10

NCR CORPORATIONFirst Freedom Center

Millsboro.DE

Figure 2GROUNDWATERRECOVERY and

TREATMENT SYSTEM

1 BCM II

be pumped at a rate of approximately 50 gallons per minute (gpm), to( r e m o v e groundwater which has relatively high TCE concentrations, A new

higher capacity recovery well will be Installed near the property bound-ary, approximately 600 feet northeast of the suspected source. This well

( w i l l be pumped at a rate of about 200 gpm, and will recover groundwaterfrom a broad area downgradient from the suspected source.

Groundwater vlow conditions were predicted to determine the above-citedI rates. The calculated response is based on local aquifer characteristics• as described in Section 4.3.2 of this report. Water table drawdown has

been calculated for various points In the aquifer using the Theis equa-I t i o n as explained in Appendix A. Resulting values were then subtracted

from static (nonpumping) water table elevations to determine the resul-tant water table configuration.

I Figure 3 Illustrates water table drawdown which will result after therecovery wells have been pumped at a combined rate of 250 gpm for thirtydays. Under these conditions, the water table will drop from 1.5 to 3.0

I feet throughout that part of the plant site in which TCE was observed in' the groundwater.

I The resultant water table configuration and directions of groundwaterflow are shown on Figure 4. Groundwater will be captured from areasextending southwastwarri from each race-very well. Following an initial

I period of equilibration, each recovery we'll w i l l capture groundwaterflowing'northeastward in a parabolic-shaped area, The extent of the cap-ture zones has been predicted for steady-state conditions using a method

. described by Todd (1959). This area is also shown on Figure 3, and mayI be considered as the maximum extent of the capture zone for the assumed• pumping rates (250 gpm) and aquifer conditions. The steady state method

indicates a maximum width of about 400 feet for the capture zone,

I In actual practice, the capture zones will differ somewhat from thoseshown on Figure 4, Periodic recharge events w i l l cause the capture zones

I to be smaller than those predicted for steady state conditions. However,this will be mitigated by the fact, that the recovery wells w i l l onlypartially penetrate the aquifer, thereby creating more drawdown per unitdischarge than predicted.

• The main recovery well will be screened in the upper half of the aquifer,and w i l l be constructed to permit a high yield. Monitoring well W-20,

I which will recover groundwater near the suspected source, is screened inthe upper 15 feet of the aquifer. A brief aquifer test has been per-formed on well W-20 and indicated that it should be able to sustain a

• discharge of 50 gpm.

An aquifer test will be performed in the initial part of the recovery_ period to determine optimal long-term pumping rates (see Section 2.4).

- • AR I O D I S E v

Anumptlorn

Q* = 200apmQB« sogpm

TlmtsSOdiyt .T=i4.oooft2/d«y / Figure 38c0-031 / Predicted Water-

LEOEND / Table Drawdown

__/ n Wittr-TtbltDrawdown Contour (it.)

JANUARY 1986BCM Project No. 00-4628-10

0* = ZOOopmQB.BOgpm

Time nSOduyiT = 14,000t|2/day8 = 0.031

LEflEJJBA* R«covtry w«n A / Figure 4^ co'n'l'rVci:; Eltva"°n /WI 00 I 9Predicted Water-—- captur. zone Bound.ry Table Elevations-t^ Dlricllon of Qroundwaler Flow_____ MllsbofoVDelavyare

JANUARY 1885BCM Projecl flu, OXMS20-10

' 2.3 GROUNDWATER TREATMENT AND DISCHARGE

Water pumped by the two recovery wells will be conveyed to an air strip-per by buried pipelines. The air stripper will be located near unusedwastewater facilities, approximately 200 feet from the northeastern cor-ner of the First Freedom building (Figure 2). Treated effluent will bedirected into a drainage ditch which was formerly used for the dischargeof the plant's treated wastewater.

TCE will be removed from the water by counter-current air stripping in apacked column. Well water w i l l be admitted to the top of the column,above a bed of inert packing material. This packing is highly permeableand has a large surface area. Water cascades through the column andspreads in thin layers over the surfaces of the packing material. Air isblown up through the packing; upon contact with the water, the organiccompounds w i l l volatilize and be discharged to the atmosphere with theair. The theory and application of air stripping columns to groundwatercontamination problems are reviewed by Dyksen and Hess (1982), Love andEilers (1982), and Stover (1982).

The air stripping column will be 60 inches in diameter, containingapproximately 400 cubic feet of 3-1/2 Inch diameter Jaeger Tri-Packs.The column has been designed for an operating efficiency of 99,9 percentat 250 gpm. Thus, with an inlet TCE concentration of 1,000 microgramsper liter (ug/1), the design effluent level is 1 ug/1 at 250 gpm flow.

f ' ' At 350 gpm and 1,000 ug/1 the efficiency would be 99.7 percent, resultingin an effluent TCE of 3 ug/1.

At the higher flow rate, TCE would be discharged to the atmosphere at arate of approximately 4.2 Ib/day. The effects of this loading rate onlocal air quality have been predicted using an air quality dispersionmodel, TCE concentrations were predicted for various wind speeds anddegrees of air stability, assuming a receptor height of 6 feet aboveground level and emission velocity of 50 feet per second. A complete

( l i s t i n g of assumptions and results is shown in Appendix . The resultsindicate that the maximum concentration that can be expected at thislevel is approximately 6 x 10"° grams per cubic meter, occurring at a

( d i s t a n c e of 500 feet from the air stripper. Concentrations closer to theair stripper, and under most wind conditions, are predicted to be lessthan this amount,

2.4 SOIL FLUSHING

It is believed that pure TCE may be retained in soil by capillary action,both above and below the water table in the spill area. Continuing dis-solution of this pure TCE may cause concentrations to remain high in

11 groundwater. As explained previously, soil excavation has been ruled out

'' BRIOOI97I*ll

BCM

because of burled high voltage power lines which occur throughout thesuspected spill area.

Flushing w i l l be designed to accelerate this rate of dissolution, therebymobilizing any pure TCE which remains in the spill area and allowing itto be pumped by the recovery wells. Flushing will be accomplished in theTCE source area by standard irrigation techniques. Installation of aseepage bed for this purpose will be prohibited by the buried high volt-age power lines. Clean water w i l l initially be used for flushing andw i l l be obtained either from the air-stripper or from the First FreedomCenter's production well.

In the event that flushing with clean water does not provide a satisfac-tory rate of TCE removal, consideration may also be given to enhancingsoil flushing by the addition of biodegradable surface active agents tothe flushing water. Any decision regarding the addition of such agentsto the flushing water would be made by NCR after discussion with theDelaware DNREC,

For comparison, the NIOSH time-weighted average (8 hr.) J4ai.1t for TCE is240 mg/m^. The OSHA time-weighted average limit is/tet^mg/m3. TheTCE odor threshold is also 535 mg/m3. v-. •"

2.1) SYSTEM PERFORMANCE EVALUATION

System performance w i l l be monitored on a regular basis during therecovery period, Monitoring w i l l consist of water quality analysis ofraw water from each recovery well, treated effluent, and periodic waterlevel measurements and analyses of groundwater from monitoring wells,

An aquifer test will be performed during the first 72-hours of systemoperation to establish optimal long-term recovery rates, During thistest the main recovery well will be pumped at a continuous rate of 200gpm. Well W-20 will be pumped at 50 gpm or Its maximum sustainableyield, whichever is greater. Water quality samples will be taken fromthe recovery wells, air stripper Influent and effluent, and selectedmonitoring wells at least 4 times during this 72-hour period. Resultsw i l l comprise baseline, data for future determination of system perfor-mance. Following an evaluation of aquifer test results, recovery ratesmay be adjusted to maximize recovery and treatment effectiveness.

During the remaining period of system operation, raw water from eachrecovery well will be analyzed according to the following schedule:

- Monthly for the first six months of operation- Quarterly for duration of operation

R R l O O l 9 8 x _

. Influent to and effluent from the treatment system will be sampledI according to the following schedule:

- Every two weeks for the first two months of operationI - Once monthly f o r t h e next four months o f operation

- Quarterly for the duration of operation

I Head measurements and water quality samples will be taken from selectedmonitoring wells according to the following schedule:

. - Every two weeks for the first two months of operationI - Once a month for the next four months of operation1 - Quarterly for the first year of operation

- Semi-annually for duration of operation

I . If there are substantial changes of recovery rates during system opera-tion, additional samples may be taken. Water quality samples will be

I analyzed for volatile organic compounds (624 Series).

I 2-6 PROGRAM DURATION

• Trichloroethylene concentrations in raw water from the recovery well willbe used as a guide for determining the program endpoint. Criteria for

I determining the end of the program are as follows:

1. TCE concentrations in raw water from the recovery wellsI must not'exceed 100 ug/1 in well W-20 and 25 ug/1 in the

main recovery well on three separate, consecutive samplingevents.

I 2. Sampling events must be spaced at least one month apart.

3. Samples taken to demonstrate program completion may or maynot include those as part of tttoring program described above.

2.7 PROGRAM SCHEDULE

1 not include those as part of the regularly scheduled moni-

I. Implementation of this program will be in accordance with the followingI schedule:

Week Of

IM • 011100199

I

IA. Submit program to Delaware Depart- February 4, 1985

I m e n t o f Natural Resources a n d Envi-ronmental Control (DNREC)

I B. Received DNREC approval March 4, 1985

C. Complete design in preparation May 1, 1985• of bid documents

' D. Contract awards May 15, 1985

1 E. Begin construction August 15, 1985

F. Begin system operation September 1, 1985

ARI00200

TABLE i

MONITORING HELL DIMENSIONSFIRST FREEDOM CENTER (FORMER NCR FACILITY)

Hell

123*4567*.8A8Bec91011A11B121317A17B181920212224A24B24CPiezometer APiezometer BPiezometer C

Hell TotalCompletion Diameter Depth

Date (In) (ft)

NANANANANA

11/25/8111/24/8111/25/817/31/847/27/8411/25/813/09/823/09/829/01/833/09/823/08/8212/05/8312/07/8312/07/8312/08/8312/08/8312/08/8312/09/837/30/847/30/847/25/848/30/838/31/838/31/83

222221,2533443334334444444444222

50252525252224,525509022.524,524.560252460252525252525356590252020

ScreenedInterval(ft)

NANANANANA12-22

14,5-24,515-2540-5080-90

12,5-22.514.5-24.514.5-24.550-6015-2514-2450-6010-2510-2510-2510-2510-2510-2525-3555-6580-9015-2510-2010-20

CasedInterval(ft)

NANANANANA

0-120-14,50-150-400-800-12,50-14,50-14,50-500-150-140-500-100-100-100-100-100-100-250-550-800-150-100-10

PackedInterval

(ft)

NANANANANA

10,5-2213.5-24,514-2538-5077-11010-22.512-24,5

12.5-24.548-60

12.5-2511.5-2445-60

. 5-255-255-255-256-255-25

24-3551.5-6577-9015-259-209-20

Bentonlte GroutedSeal Interval(ft) (ft)

NANANANANA

0-30-30-30-360-730-30-120-12.50-450-20-20-40-40-40-40-40-40-40-200,47.50-730-140-70-7

NANANANANA3-10,53-13.53-1436-3873-773-103-123-12.545-482-12.52-11.544-454-54-54-54-54-54-520-24

47,5-51.573-7714-157-97-9

•Hell 3 ii damaged"•Hell 7 hai been abandonedNA Not available

Source: BCM Eaitern Inc.

ARI0020

IIII

3.0 GROUNDWATER QUALITY ASSESSMENT: INTRODUCTION

I

SRI00202

I

I

3.0 GROUNDWATER QUALITY ASSESSMENT: INTRODUCTION

3.1 BACKGROUND INFORMATION

Wastewater from a chromium plating operation which was part of the manu-facturing process at the former NCR facility was discharged to threebasins near the northeast corner of the building. When the plant wasclosed and wastewater treatment curtailed In 1979, the sludge removedfrom these basins was buried onsite near the northern property boundary.In September 1981, this sludge was excavated under the supervision of BCMpersonnel and removed from the site.

Due to elevated chromium concentrations detected in well W-4, four moni-toring wells (W-6, W-7, W-8, W-9) were installed in addition to the fivein existence. Shortly after Installation of these wells in November 1981,routine quarterly groundwater monitoring was initiated. At the time ofthe sale of the property, NCR agreed to install four more monitoringwells by March 1982. Wells W-10, W-ll, W-12, and W-13 were Installedbetween March 8 and March 11, 1982. A quarterly sampling program whichincluded the new wells was agreed upon at a meeting with the DelawareDNREC on June 18, 1982.

In addition to the routine quarterly monitoring program, groundwater sam-ples from several wells were analyzed for TCE in April 1983. This com-pound was selected due to its use in NCR's manufacturing process. TCEwas detected In varying concentrations in the groundwater at the north-eastern corner of the property. This necessitated initiation of agroundwater quality assessment program to determine the source and arealextent of the TCE in the groundwater.

Several possible sources of TCE have been considered (see Figure 5)including the following:

1. Leakage from an underground TCE tank near the northeastcorner of the building. (The presence of an undergroundTCE tank is considered doubtful.)

2. Past spillage at the f i l l i n g valve, or leakage from a sub-surface connector pipe for an above ground TCE tank thatwas located near the building's northeast corner.

3. Leakage from the above-mentioned TCE tank,

4, Underground cutting oil tanks at the northwestern corner ofthe building.

I* ARI00203

I

WM.it;wop\NjANK TRUCKSPU. srrn

EOF REMOVED""! \S ABOVE (WOUND ' \\ TCE TANK FILLING

TCE TANK \\VALVE (REMOVED)BURED XX

CUTTMQOLTANKS

FIRST FREEDOMENTER BUILDING

Figur, 5POSSIBLE

ft R I 0 0 2 01* TRICHLOROETHYLENEX (TCE) SOURCES

NCRMllsboro, Delaware

BCM Projocl No. 00-4529-10JANUARY 1965

II.,,_ 5. Area where suspected spillage from a parked tank truckI occurred near W-8,

6. Unknown source within or beneath building,

I 7. Offsite source.

I Based upon Information supplied by NCR that a buried TCE tank might bepresent in the vicinity of the TCE filling valve, the area was probedthoroughly, using a metal rod driven to a depth of approximately 5 feet.

. No underground TCE tank was found.

3.2 GRQUNDWATER QUALITY ASSESSMENT PROGRAM OBJECTIVES AND METHODS

I The primary objectives of the groundwater quality assessment program havobeen to determine:

| 1, The source or sources of the TCE in the groundwater

_ 2. The rate and extent of migration of the TCE in the ground-I water

3. Concentrations of TCE in the groundwater

I' ' ' The objectives of the groundwater quality assessment program were accom-plished using the following methods:

| 1. Installation of new monitoring wells

- 2. Hydraulic conductivity testing and groundwater qualityI sampling

3. Aquifer tests to determine aquifer hydraulic characteristics

I 4. Soil sampling

• 5. Surface water sampling of Iron Branch

3.3 MONITORING WELL LOCATIONS AND DESIGNS

' Thirteen monitoring wells and three piezometers were Installed at theFirst Freedom Center during the groundwater quality assessment program.

I These bring the total number of monitoring wells to 24, excluding thepiezometers. Figures 6 and 7 show the locations of the monitoring wellsand piezometers. The new well locations were selected to provide infor-

I m a t i o n on the source, and horizontal and vertical extent of the TCE inthe groundwater.

M ARI00205

• Monitoring Well Location!a Piezometer Location!

FIRST FREEDOMCENTER BUILDING

n n 0 n f / ngure of\ R I 0 U (• uy MONITORING WELL

LOCATIONSNCRMllsboro, Delaware

BCM Protect No, 00-4529-10JANUARY 1985

BCM_______„... Lni|>"t'Cii t'u

feet FIGURE 7OFFSITE MONITORINGnninnom1000 AR 1 002 07 WELL LOCATIONS

LEGEND FIRST FRF^DOM CENTER——— (FORMER (CR FACILITY)

Wfl"U . oo o M»«">°'°' Delaware

rThe monitoring wells for the groundwater assessment were Installed Inthree phases. This allowed the data obtained from each phase to be usedin planning the next. Well W-11B and piezometers A, B, and C wereinstalled between August 30 and September 1, 1983. The second phasewells, numbers 17 through 22 were installed between December 5, andDecember 9, 1983. Finally, wells W-8B, W-8C, W-24A, W-24B, and W-24Cwere installed between July 24 and 31, 1984.

Monitoring wells W-17B, W-18, and W-19 are located along an arc east ofthe building so as to further define the eastern edge of the TCE plume.Monitoring wells W-20 and W-2.1 were installed downgradient of the TCEf i l l i n g valve area and cutting oil tanks, respectively, to determine ifthey were TCE sources. Considering the possibility of the TCE migratingfrom an offsite source, a background well, W-22, was placed upgradientfrom the plant. All of these wells are 25 feet deep.

Wells W-24A, W-24B, and W-24C which are located approximately 1,000 feetnortheast of the site, near Iron Branch are screened at progressivelygreater depths in the aquifer. These wells are designed to provideinformation on the vertical component of the TCE plume and its relation-ship to Iron Branch. This is necessary to determine what portion of theTCE bearing groundwater is discharged to Iron Branch and what portionflows beneath Iron Branch directly to the Indian River. • A more detaileddiscussion of this la included in Section G.O.

The remaining wells, W-8B, W-8C( W-11B, and W-17A, also are screened atdeeper intervals in the aquifer to provide information en the verticalcomponent of the TCE plume on site. Wells W-8B and W-8C a 'ocated nextto well W-8A approximately 235 feet northeast of the b u l l 1 ;;. The othertwo wells, W-11B and W-17A are located near the northfc.atern propertyboundary.

The three piezometers, identified as P-A, P-B, and P-C are located atvarying distances from well H-12. They were installed to provide watertable elevation data during an aquifer test on well W-12. The only dif-ference between a piezometer and a monitoring well is that a piezometerIs not Intended to be sampled for water quality analysis.

The monitoring wells, and piezometers were constructed in 8-3/4 inch diam-eter borings, which were d r i l l e d using the mud rotary method. FiguresIllustrates a typical well design. Split spoon samples were taken at

RRI00208

' C3 /J VI Engineers PMnrwrsflf

LOCKING PROTECTIVE STEEL CASING

-4"\0 SCH 40 PVC CASING

BENTONITE SEAL

-COARSE SILICA SAND

-FACTORY SLOTTED SCREEN

• BOTTOM CAP

«BI00209FIRST FREEDOM CENTER

(FORMER NCR FACILITY)Millsboro, Delaware

I• BCM

I

5-foot intervals during the drilling process. All of the wells wereconstructed with 4-Inch (Inside diameter) schedule 40 polyvlnylchloride(PVC) casing and screen. The screen was factory slotted, having either0.010-inch, 0,016-Inch, or 0.030-Inch slots. The slot size used onindividual wells are described on the well logs which are included inAppendix B. The casing and screen were attached with couplings held inplace with stainless steel screws. No glues or other adheslves wereused. The bottom plug also was attached with screws.

Wells W-17B, W-18, W-19, W-20, W-21, and W-22 were installed to a depthof 25 feet and had 15 feet of screen placed in the bottom. Solid casingwas extended from the top of the screen to approximately 2 feet abovegrade. The annular space was packed with coarse silica sand to five feetabove the top of the screen. This was followed by a 1-foot thick benton-ite pellet seal, above which cement grout extended up to grade. A steelprotective casing with a locking cap was placed over the PVC casing andInserted three feet into the cement grout. Well W-24A was constructed inthe same manner as these, except the completed depth was 35 feet.

The deeper wells W-8B, W-8C, W-11B, W-17A, W-24B, and W-24C were all con-structed similarly to the shallower wells. Ten feet of screen was placedin the bottom of each of the wells, with solid casing extending from thetop of the screen to approximately 2 feet above grade. The annular spacewas packed with coarse s i l i c a sand to several feet above the top of thescreen, A bentonite seal was placed on top of the sand pack, above whichthe annular space was tremie grouted up to grade. A steel protectivecasing was implaced in the same manner as in the shallow wells.

The three piezometers were constructed in the same manner as the monitor-ing wells, except two inch (inside diameter) schedule 40 PVC casing andscreen were used.

Upon completion, each of the wells and piezometers were air developeduntil clear water was obtained. Table 1 summarizes the construction ofall of the monitoring wells and piezometers.

HRI002IO

I

TABLE i

MONITORING HELL DIMENSIONSFIRST FREEDOM CENTER (FORMER NCR FACILITY)

Hell Total Screened Cased Packed Bentonlte GroutedCompletion Diameter Depth Interval Interval Interval Seal Interval

Hell Date (In) (ft) (ft) (ft) (ft) (ft) (ft)

123*4567**8A8B8C91011A116121317A17B181920212224A24B24CPiezometer APiezometer BPiezometer C

NANANANANA

11/25/8111/24/8111/25/817/31/847/27/8411/25/813/09/823/09/829/01/833/09/823/08/8212/05/8312/07/8312/07/8312/08/8312/08/8312/08/8312/09/837/30/847/30/847/25/848/30/838/31/838/31/83

222221.2533443334334444444444222

50252525252224.525509022.524.524.560252460252525252525356590252020

'NANAHANANA12-22

14.5-24,515-2540-5080-90

12.5-22.514.5-24.514.5-24.550-6015-2514-2450-6010-2510-2510-2510-2510-2510-2525-3555-6580-9015-2510-2010-20

NANANANANA

0-120-14.50-150-400-800-12.50-14.50-14.50-500-150-140-500-100-100-100-100-100-100-250-550-800-150-100-10

NANANANANA

10.5-2213.5-24.514-2538-5077-11010-22.512-24,5

12,5-24.548-60

12.5-2511.5-2445-60

. 5-255-255-255-255-255-25

24-3551.5-6577-9015-259-209-20

NANANANANA

0-30-30-30-360-730-30-120-12.50-450-20-20-40-40-4'0-40-40-40-40-200.47.50-730-140-70-7

NANANANANA3-10,53-13.53-1436-3873-773-103-123-12.545-482-12,52-11,544-454-54-54-54-54-54-520-24

47,5-51.573-7714-157-97-9

* Hell 3 li damaged"* Hell 7 hai been abandonedNA Not available

Source: DCM Eastern Inc.—————————————————————————A4U-G02II

I

4.0 HYDROGEOL06Y AND GROUNDWATER FLOW

ARI002I2

4.0 HYDRUi',:OLOGY AND GROUNDWATER FLOW

4.1 TOPOGRAPHIC SETTING

The former NCR facility in Millsboro, Delaware is situated near theapproximate center of a 63-acre lot on the northeast side of MitchellStreet. A small stream (Iron Branch) borders the plant property on thenorthwest, beyond which there is an area of low-density housing and thetown of Millsboro (Figure 1). The area northeast of the site is occupiedby a field used for agricultural purposes, Iron Branch and an. adjacentswamp. Conrail railroad tracks separate the former NCR facility from thefield, Further from the site in this direction are a low-density resi-dential area located on a slight topographic rise, and the Indian River.The area to the southeast is very similar to the northeast, with culti-vated fields and a small stream (Wharton's Branch). The confluence ofIron Branch and Wharton's Branch is due east of the site, beyond whichthey flow northeast to the Indian River, Southeast of the site, thereare a few scattered houses and a mobile home dealershio between MitchellStreet and Route 113, Beyond Route 113, there are mostlv open fields andwooded areas.

4.2 GEOLOGIC SETTING—————————•The site is underlain by unconsolidated sediments of Quaternary, Terti-ary, Cretaceous, and possibly Triassic age, These sediments rest on abasement complex of igneous and metamorphic rock composed of gneiss,schist, and gabbro, which occurs at a depth in excess of 4,000 feet(Sundstrom and Pickett, 1969).

The uppermost series of sedimentary deposits, the Pleistocene ColumbiaGroup is of primary Interest to this investigation. The Columbia Group,which is exposed at the site, unconformably overlies the Miocene Chesa-peake Group and is generally composed of fine-to-coarse, moderatelysorted quartz sand, with considerable amounts of gravel. Thin interbedsof silt are present in some areas. Sediments of the Columbia Group areusually yellow to reddish-brown. In the Millsboro area, the Columbia andthe Chesapeake Groups are approximately 100 and 1,000 feet thick, respec-tively (Sundstrom and Pickett, 1969).

Miocene sediments from the Chesapeake group consist of predominantly grayand bluish-gray silt, containing beds of gray, fine-to-medlum sand andsome shell beds (Jordan, 1962).

100213

rBorings for monitoring well installation and soil sampling at the siteindicate that the property is underlain by fine-to-coarse sand and gravelof the Columbia Group. Detailed lithologic logs for the well borings areIncluded in Appendix B. Clay layers of up to several feet in thicknesswere present in some borings. None of these borings were deep enough toencounter Chesapeake Group sediments.

4,3.1 Groundwater Flow Direction

Shallow groundwater beneath the site is contained in interconnected poreswithin the unconsolidated sands and gravels, under unconfined condi-tions. It flows toward areas of lower hydraulic head, which is a func-tion of elevation and pressure. Hydraulic head is determined by measur-ing water levels in monitoring wells and piezometers.

Water levels were measured in the site monitoring wells at the time ofeach water quality sampling. An electronic well probe was used to meas-ure the static water level in relation to a reference point of known ele-vation (top of well casing). These measurements were used to calculatewater table elevations at the wells and the volume of water which had tobe cviCiuKC-u (Yon; fracli of the welli prior to sampling (see Section 5,1).

A complete list of water table elevation data for the site is included inTable 2. The elevation data in this table indicate that the averagedepth to the water table at the site was approximately 13 feet. Thewater table does not remain at a fixed elevation, but fluctuates inresponse to seasonal changes in groundwater recharge. From the watertable elevation data it can be seen that there is an annual variation ofapproximately 3 feet,

Measured water table elevations from the monitoring wells were used toconstruct the water table contour maps shown as Figures 9 and 10.Groundwater is assumed to flow perpendicular to the contours on thesemaps, from higher head to lower head. The maps indicate that shallowqroundwater is generally flowing to the northeast. Shallow groundwaterflowing beneath the site is apparently discharges to Iron Branch, a trib-utary nf the Indian River, in a zone northeast of the site.

A vertical component of groundwater flow is indicated by the differentwater levels observed in the wells of varying depth at each of the setsof wells. This Is Illustrated in the hydrologic cross section includedas Figure 11, Monitoring wells 8A, 8B, and 8C show a decreasing headwith Increasing depth, indicating that groundwater flow has a slightdownward component in this area.

ARI002U

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oFigure 9

SHALLOWLEGEND GROUNDWATER

Water Table Elovaticfl fj t Qg | 5 FLOW

BCM Project Na 00-4620-10JANUARY 19BS

A___m \*lr ' ——J V— 0 1000

ARI002WRE1°Water Table Elevation M " 'Contour, It. SHALLOW

/ Direction ol Qroundwator C iOUNDWATER FLOWBCM PROJECT NO. 00-4688-10 / F.ow NCR CORPORATIONNOVEMBER 1984 Rrst Freedom Centcr

Mllliboro, DE

s= F ,,«» ' " - « T • • 7 S;. J

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Approximately 325 feet northeast of this area, head measurements in wells11A and 11B indicate a slight upward component of groundwater flow.Further northeast towards Iron Branch, the upward component of ground-water flow becomes more prevalent as seen by the piezometric levels inwells 24A, 24B, and 24C. Even though this upward component of ground-water flow results in discharge to Iron Branch, a portion of the ground-water is believed to flow beneath Iron Branch directly to the IndianRiver. This is largely due to the horizontal/vertical anisotropy of theColumbia Formation deposits, as discussed in Section 5.0 of this report,

4,3,2 Groundwater Flow Rates

Aquifer hydraulic coefficients at the site were determined with pulsetests and aquifer (pumping) tests, and have been used to estimate ground-water flow rates.The hydraulic conductivity of the unconsolidated aquifer was calculatedusing the pulse test method. A pulse test, also known as a slug test, isperformed by submerging an object of known volume, called a "slug," intoa well and monitoring the water level as it returns to equilibrium. Theslug ma.y consist of either a solid object, such as PVC pipe filled withsand (used in this case), or a known volume of water, which is eitheradded to,or removed from the well. Water levels in the wells were moni-tored using a pressure transducer. Data from well W-l was erroneous andW-6 could not be tested, as the pressure transducer used for monitoring

' water levels would not fit in the well casing. Data from the pulsetests, which have been plotted on serai-logarithmic paper, are included InAppendix C.Hydraulic conductivity values for each well, except W-l and W-6, werecalculated from the pulse test data using the method of Bouwer and Rice(1976), The calculated hydraulic conductivity values are presented InTable 3. Based on the pulse tests, the hydraulic conductivity of theaquifer ranges from 11.0 feet per day (ft/day) to 192.1 ft/day, The meanvalue is 68.0 ft/day.

An aquifer (pumping) test is conducted by pumping a well at a constantI rate and monitoring water level changes in nearby observation wells. TwoI aquifer tests have been performed at the former NCR facility. The first,1 used well W-12 as the pumped well and piezometers A, B, and C as observa-

tion wells. Water levels were also recorded in the pumping well. DuringI this test, well W-12 was pumped continuously at a rate of 10 gallons per

minute (gpm) for~4.5 hours. All water level measurements were taken withan electronic water level probe. The transmlsslvity and storativity of

I the aquifer were calculated from drawdown data for Piezometer B using themethod of Theis (1935). Data from the other piezometers could not beused, The drawdown tlnta is presented in tabular form 1n Appendix D,

I These values were determined to be 510.7 ft/day and 0.184, respectively.

M ARI002I9

111

111111

FIRST

Well Number

2458A8B8C91011A11B121317A17B181920212224A24824CAverage

Source: BCM Eastern

i

TABLE 3

HYDRAULIC CONDUCTIVITY VALUESFREEDOM CENTER (FORMER NCR FACILITY)

MILLSBORO, DELAWARE

Hydraulic Conductivity (ft/day)

75.963.680.390.143.220.312.034.0192.142.657.962.673.2

106.380.174.226.9189.965.547.546,311,068.0

Inc.

RRK

r-

A second aquifer test was conducted by pumping the production well at thenorthwest corner of the building at a constant rate of 242 gpm for aperiod of approximately 42 hours. The production well is a 10-inch diam-eter well which is 93 feet deep and Is screened from 73 to 93 feet. Allof the site monitoring wells were used as observation wells. Waterlevels were recorded in the pumping well and the observation wells usingeither flotation type water-level recorders or electronic well probes.Prior to starting the aquifer test, initial water levels in all of thewells were measured for a period of 12 hours. After the pump was shutdown, water level recovery was monitored for 12 hours. Using the tech-nique described by Stallman (1965), the hydraulic conductivity, transmis-sivity, and storativlty of the aquifer were calculated from the drawdowndata. The drawdown data is presented 1n tabular form in Appendix 0.Calculated aquifer coefficients are presented in Table 4. The averagevalues for hydraulic conductivity, transmissivity, andstorativlty were 1.8 x 10? ft/day, 1.4 x 104 ft2/day and 3.1 x 10'2,respectively.

The linear (seepage) velocity of groundwater at the site was calculatedusing a modified version of Darcy's Law:

where:

V = linear (seepage) velocity, ft/dayi K = hydraulic conductivity, cu ft/sq ft/day (ft/day)] i = hydraulic gradient, ft/ft

n = effective porosity, percent

This calculation was performed four times, using two different hydraulic1 conductivity (K) values and two effective porosity (n) values. The two

hydraulic conductivity values used include an average of the values cal-I culated from the pulse tests (68 ft/day)' and an average of the valuesI from the second aquifer test (180 ft/day). Effective porosity is con-

sidered equivalent to specific yield. The specific yield values used( c o n s i s t e d of the average specific yield calculated from the second aqui-

fer test data (0.031) and an average specific yield for the ColumbiaGroup (0.14) estimated by Johnstpn (1973) using a hydrologic budget tech-

. nique. The hydraulic gradient (i) at the site was estimated to be 3.37 xI ID'3 ft/ft from the water table contour map (Figure 9). The calculated

linear (seepage) velocities ranged from 1.6 ft/day to 19 ft/day (Table 5).

I The volumetric flow rate (Q) was calculated for a cross section of theaquifer normal to the general groundwater flow direction. This crosssection corresponds to the portion of the 8-foot contour on the water

• table contour map (Figure 9).

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00222

TABLE 5

GROUNDWATER FLOW VELOCITIESFIRST FREEDOM CENTER (FORMER NCR FACILITY)

MILLSBORO, DELAWARE

LinearHydraulic Hydraulic ' Effective (seepage)

Conductivity Gradient Porosity Velocity(ft/day) (ft/ft) (percent) (ft/day)

180 • 3.37 x IO"3 3.1 19.6180 3.37 x IO"3 14.0 4.368 3.37 x IO"3 3.1 7.468 3.37 x IO"3 14.0 1.6

Source: BCM Eastern Inc.

ARI00223

The volumetric flow rate (Q) is calculated from Darcy's Law:

Q = Klbw

where:

Q = volumetric flow rate, cu ft/dayK = hydraulic conductivity, ft/day1 = hydraulic gradient, ft/ftb = saturated thickness of the aquifer, ftw = width of the cross section, ft

Hydraulic conductivity and hydraulic gradient values used In the linear(seepage) velocity calculations were also used in calculating the volu-metric flow rate. The cross section was assumed to be 400 feet wide andhave a saturated thickness of 88 feet.

The volumetric flow rates calculated using the hydraulic conductivityvalues from the pulse tests and pumping tests (aquifer tests) were8,064 cubic feet/day and 21,352 cubic feet/day, respectively,

ARI00221*

•••

Iri

5,0 GROUNDWATER QUALITY

ARI00225P

5.0 GROUHDWATER QUALITY

Groundwater samples from monitoring wells at the former NCR facility wereoriginally analyzed for TCE in May 1983. TCE was detected in all of thesamples except the sample from well W-l. These results prompted theInitiation of the groundwater quality assessment program,

Thirteen monitoring well!! and three piezometers were Installed at theformer NCR facility during the groundwater quality assessment program,Installation of wel.l 11B arid the three piezometers was completed onSeptember 1, 1983. On September 6, 1983, the wells which were not sam-pled for TCE in May 1983 were sampled and analyzed for TCE. Wells 17through 22 were Installed between December 5 and 9, 1983. Samples forTCE analysis were obtained from these wells and a selected group of otherwells on January 4 and 5, 1984. After completion of wells 8B, 8C, 24A,24B, and 24C on July 24, 1984, they were sampled along with all of thewells from the previous samoling,

5.1 GRQUNDHATER SAMPLING PROTOCOL

Groundwat.?1' sv.plos wcr-o obtained frcm the monitoring wells by BCMpersonnel using the following protocol:

1. Static water level in the well was measured using anelectric well probe and tape measure.

2. The volume of standing water contained in the well wascalculated.

3, If well yield permitted, five times the volume of watercontained in the well was pumped with either a gasoline-powered suction pump or an electric submersible pump.Otherwise, the well was pumped dry three times.

4. The bailer used for obtaining the sample was cleaned usingthe following procedures:

a. Washed with soap and water and rinsed with distilled,delonized water.

b. Washed with a 50 percent methanol and 50 percentdistilled, deionlzed water solution.

c. Washed with distilled, delonized water.'

ARI00226

5. The first b a i l of sample retrieved from the well was• ' 4 discarded.

6. The sample was placed in an appropriate laboratory preparedsample container.

7. The sample containers were then rinsed, labelled and placedIn a chilled environment for shipment to the BCM Laboratory,

This process was repeated for each well sampled,

5,2 GROUNDWATER ANALYTICAL RESULTS

Analytical results from the groundwater quality assessment program indi-cate that TCE is present in the groundwater In the northeastern sectionof the former NCR facility at concentrations significantly above back-ground levels. Background levels have ranged from 1.2 ug/1 to 10.3 ug/1at the site. A summary of the analytical data is presented in Table 6.The wells exhibiting the highest TCE concentrations are all locatedwithin a fairly narrow zone extending from well W-20 northeast to IronBranch. This zone or "plume" is primarily defined by wells W-20, W-8,and W-12, which all had TCE concentrations exceeding 1,000 ug/1 except inAugust 1984. During this sampling, concentrations in wells W-8 and W-12were 338 ug/1 and 495 ug/1, respectively. Well W-20 consistently had TCE

I concentrations greater than 100,000 ug/1. The only well outside thisi ; zone having TCE concentrations significantly above background levels was

well W-21 with 222 ug/1 and 48.3 ug/1 in January and August 1984, respec-tively, Distributions of the TCE concentrations in the groundwater inMay 1983, September 1983, January 1984 and August 1984 are shown inFigures 12, 13, 14 and 15, respectively,

The wells have all shown at least trace amounts of TCE, except wells W-land W-24B. Concentrations in all of the wells sampled, except wells W-2,W-5, and W-20, were significantly lower in August 1984 than they were inJanuary 1984. The TCE concentration in wells W-2, W-5, and W-20increased slightly from January to August 1984.

Even though the shallow portion of the aquifer is contaminated with TCEat the site, the deeper zone has been relatively unaffected. This isillustrated by the TCE concentrations detected in the wells of varying.depth at the well sets onsite. As the TCE migrates further from the siteit also migrates deeper in the aquifer. Wells W-24A, W-24B, and W-24C,located northeast of the site near Iron Branch are screened at progres-sively deeper intervals in the aquifer. The highest TCE concentrationdetected at this location, 113 ug/1, occurred in well W-24C. Concentra-tions in the shallower wells, W-24A and W-24B, were 14.2 ug/1 and notdetected, respectively,

ARI00227

TABLE 6

GROUNDHATER ANALVTICiU DATAFIRST FREEDOM CENTER (FORMER NCR FACILITY)

MILLSBORO, DELAWARE

Parameter Units

BCM Laboratcry Number'!

Methylene Chlorine u/gl

1,1-Dkhloroethane ug/1

Trans-l,2-DUnloroetnene ug/1

Cnloroforro ug/1

1,2-Dkhloroetnane ug/1

1,1,1-Trlr.nloroetfune ug/1

Carbon Tetrachlorlde ug/1

Trtdiloroethylene ug/1

Dlbromochloroethane t/or ug/11,1,2-TrUhloroethane */orClS-l,3-Dlcliloropropene

1,1,2,2-Tetracnlorotthane ug/1t/or TeLracnloroelhene

DateSampled Hell 1 'Hell 2 Well 4 Hell 5 Hell 6 Hell 8A Hell 8B mil OC

5/13/33 H304748 N304749 N304750 —9/06/83 — — — N310244 N310241 N3102461/04/84 — N400231 — N400233 — N4002358/07/84 — N413036 — N413037 _ N413038 N413039 N413040

5/13/83 —9/06/831/04/84 — 21.9 — 23,1 — 17,88/07/84 --- <1.0 ... 3.0 — <1,0 <1,0 <1,0

5/13/839/06/831/04/84 ... <0,1 ... <0,1 ... <0.18/07/84 .-- <1.0 --- <1,0 — <1,0 (1,0 <1,0

5/13/83 ...9/06/83 —1/04/84 — 3,2 — 1,5 — 1258/07/84 — <1.0 ... <1.0 — 7,6 <1,0 <1.0

5/13/93 —9/06/831/04/H4 — 1,0 ... 2.0 — 8,1 ... -•- ''8/07/84 — <1,0 — <1.0 --- <1,0 <1,0 <1,0

5/13/83 —9/06/83 —1/04/84 ... 2.2 — 1,3 — 0,98/07/84 .-- <1,0 — <1.0 — <1.0 <1.0 (1,0

5/13/83 —9/06/831/04/84 «.- 0,7 — <0,1 ... 1,18/07/84 ... 6,7 --- <1,0 — 1,7 <1,0 <1.0

5/13/839/06/831/04/84 — <0,1 --. <0,1 ... <0,18/07/81 — <1,0 ... <1,0 — <1,0 <1.0 <1,0

5/13/83 (0.1 65,0 77,7 —9/06/83 --' — ... <0,1 <0.1 1,5001/04/84 ... 11,6 — 2,7 — 1,4008/07/84 --- 26.3 — 5,9 — 338 1,2 1.1

5/13/83 —9/06/83 —1/04/84 ... <0,1 — <0,1 ... <0.18.07/84 ... <1,0 ... <1.0 ... <1.0 <1,0 (1.0

5/13/83 ...9/06/831/04/848/07/84

RRI00228

I TABLE 6 (Continued)1

1

Ii

111i t

Parameter

BCM Laboratory Number:

. , 1,2-Dlcnloroetrtjne'

1,1,1-Tricnloroetnane

Caroon Tetratnlonoe

TrHnloroetnylene

Dlbrorriocnloroethane */or1,1,2-Trlcnloroeinano */orClS-l,3-Dknloropropene

1,1,2, 2-Telrachloroelhanet/or Tetrathloroetneno

Units

u/gl

ug/1

ug/1

ug/1

uq/1

ug/1

uq/1

ug/1

ug/1

uq/l

DateSampled

5/13/639/06/831/04/848/07/84

1/04/848/07/84

5/13/839/06/831/04/848/07/84

5/13/839/06/831/04/848/07/84

5/13/839/06/831/04/848/07/84

5/13/839/06/831/04/848/07/84

5/13/831/06/831/04/848/07/84

5/13/839/06/831/04/848/07/84

5/13/839/06/831/04/848/07/84

5/13/839/06/831/04/848,07/84

5/13/839/06/831/04/848/07/84

W e l l 9 Well 10 Hell 11A

N304751 N304752 N304753— N310249

N400236 N4C0237 N400238N413041 Ml 3042 N413043

17.4 10,1 9,3O.O 0,0 O.O

<0.1 (0.1 <0.1O.O 0.0 0,0

54 1,1 8,82.5 O.O 3,4

4,7 2.1 3.70.0 0,0 0,0

1,6 1,2 1,40,0 0,0 O.O

0,8 0.7 1,0O.O 0,0 1,1

<0,1 <0,1 <0,lO.O <1,0 <1,0

500 68.7 470no481 30,5 87,945,1 9,3 71,6

<0.1 <0,1 <0,1O.O <1,0 O.O

<0,1 <0.1 10,9O.O 0.0 0.0

HellHell 118 H-12

N304754N310251 N310258N400239 N400240N413044 N413045

134 8,00,0 0,0

<0.1 <0,10,0 0.0

54,3<0,1 69,60,0 10,3

0.8 1,70.0 O,0

2,0 2.30.0 0,0

(0,1 0,30.0 O,0

<0.1 <0,10.0 <1,0

2,400<2,5 2,000<0.1 1,40011,8 495

<0.1 0,4<1,0 0.0

<0,1 6,80,0 O,0

Hell HellH-13 H-17A

...N310253N400241 N400242N413046 N413047

<0,1 1.11,5 O.O

<0,1 <0,1(1.0 <1,0

...1,5 3,3

<1,0 O.O

<0,1 4,0O.O 0.0

<0.1 0,1<1,0 0.0

<0,1 1,3<1,0 <1,0

<0,1 (0,10,0 0.0...500125 1.078,0 0.0

<0,1 <0,1O,0 0,0

(01 (01(1.0 0,0

HellH-178

...

...N400243N413048

5,3O,0

<0,1<1.0

...(0 10,0

10,6O.O

1,1O.O

(0,1(1.0

(0.10,0......17,7(1,0

<0 11.4

<Q 1<1.0

TABLE 6 (Continued)

1Parameter Units

BCM Laboratory Number:

1

Metnylene Chloride u/gl

1,1-Olchloroethane ug/1.

Trans-l,2-Dknloroetnene ug/1

1 Chloroform ug/1

1,2-Olchloroelhane ug/1

1,1,1-Tricnloroetnjne ug/1

iCarbon Tetrachlortde ug/1

TrKhloroetnylene ug/1

Dlbromocnloroethane t/or ug/11,1,2-TrKhloroetnjne */orCIS-1, 3-Dkhloropropene

1,1,2,2-TelracHloroetnane ug/1t/or Telrachloroetnene

--- • Not dnalyiedSource; BCM Eastern Inc.

DaleSampled

5/13/039/06/831/04/848/07/84

5/13/039/06/031/04/048/07/84

5/13/839/06/831/04/848/07/84

5/13/839/06/831/04/848/07/B4

5/13/039/06/B31/04/048/07 /H4

5/13/339/06/83l/oa™8/07/84

5/13/839/06/83I/04/B48/07/84

5/13/839/06/831/04/040/07/04

5/13/039/06/031/04/043/07 ,M4

5/13/839/06/031/04/848,07/84

5/13/039/06/031/04/848/07/84

HellU-18

N400244N413049

49.00.0

<0,1O.O

<0,1O.O

(0,10.0

1,0(1,0

<0,10.0

<0,1O.O

12,62 4

<0,13,2

<0.115.4

HellH-19

N400245N413050

14,0(1,0

<0,1(1,0

<0,10.0

<0,1<i.n

1.2(1.0

(0,10,0

(0,1(1,0

36,81.6

(0,10.0

(0,10.0

HellW-20

N400246N413051

5,7(1,0

<0,l0.0

900334

34,91? 5

i iO.O

0,6O.O

4,33,7

115,000121,000

(0.10,0

90,919,5

HellH-21

N40024711413052

5,8O.O

1,60.0

711(1.0

(O.l12.5

0.80,0

(0.1O.O

(0,1(1,0

22248.3

(0.1(1.0

25.50,0

Hell HellH-22 H-24A

N400248N413053 M 13054

<0,10,0 <1,0

(0.1O.O 0,0

(0,10.0 O.O

(0.1<1,0 O,0

1,1(1,0 O.O

0,3O.O 0,0

(0.1(1,0 0,0

10,31,2 14,2

<0,1O.O O,0

(0,1O,0 0,0

AR

Well HellW-24B H-24C

...11413055 N413056

...O.O O,0

... ....

<1.0 <1.0

...<1,0 <1.0

... ...0.0 O.O

...O.O O.C ,

—0.0 6,2

—(1,0 (1,0

...(1,0 113

...0.0 O,0

...(1.0 3,1

00230


Figure 12/TRICHLOROETHYLENECONCENTRATIONS INTHE GROUNDWATER

MAY/NOTE; All Concentratloni Ara In ug/1 _______ llsbcro, Delaware

BCM Project No. 00-4529-10JANUARY 1985

"" \FIRST FREEDOM^CENTER BUILDING \

NSSSSm_____

0 100 200IM1

Figure 13/TRICHLOROETHYLENE/ CONCENTRATIONS IN I

fifi!0023«K THE GROUNDWATER 'X' SEPTEMBER 0, 1983

NCRNOTE! All Concentratloni Ara In up/1_________MllsbofO, Delaware_____^BCM Pro)oct No, 00-4528-10JANUARY 1985

2.7win*30.5 win*.

«>. 0.1 W 1 1 A N


Figure 14RICHLOROETHYLENECONCENTRATIONS INTHE GROUNDWATER

JANUARY 4, 1984NCRMllsboro, DelawareNOTE: All Concnntrntloni Are In ug/1

BCM Pro)oc1 No. ,-}-4528-10JANUARY 1985

«•• \FIRSTFREEDOMCENTER BUILDING

100 JOOtMl

Figure 15''TRICHLOROETHYLENECONCENTRATIONS IN

muuutoif x- THE GROUNDWATER \.2 ' x' AUGUST 7, 1984'* NCR INOTE: All Concantratloni Are In ug/1 _______ MllsbofO, Delaware I

BCM Project Na 00-4520-10JANUARY 1985

ti*. Several other organic compounds have been detected in some of the moni-I' ' toring wells, Including:

Trans-l,2-D1ch1oroetheneTetrachloroetheneChloroform1,1,1-TrichloroethaneCarbon TetrachlorldeCis-l,2-D1chloropropeneMethylene Chloridel,2-D1chloroethane1,1-Dlchloroethane

These compounds occur in relatively low concentrations, usually less than5 ug/1, except In the wells with the higher TCE concentrations.

5.3 TRICHLOROETHYLENE MASS FLUX

Trichloroethylene is transported northeastward from the site due to thenatural flow of groundwater in that direction. The mass flux rate wasestimated using the volumetric flow rates and the average TCE concentra-tion in the groundwater. As calculated in Section 4.3.2 of this report,the volumetric flow rates ranged from 8.064 cubic ft/day to 21,352 cubicft/day. The TCE concentration used, 363 ug/1 was an average for thewells near the northeastern edge of the site during the January andAugust 1984 samplings, It is assumed that the solute flow rate is con-stant; that is, there is no adsorption or desorption by aquifer mate-rials. In reality, there Is expected to be a substantial decrease inconcentrations over the flow path due to adsorption. The mass flux rateis calculated by taking the product of the volumetric flow rate and theTCE concentration in the groundwater. Using this method, the mass fluxrate for the site was determined to range from 0.26 Ib/day to 0.69 Ib/day.

AFM00235

' 6 0 SURFACE WATER QUALITY

IIII

ARI00236

BCM

6.0 SURFACE WATER QUALITYr •>6.1 SURFACE WATER SAMPLING

On January 4, 1984, surface water samples were taken at 11 locations,extending from the railroad crossing behind the former NCR facility toapproximately one-half mile downstream on Iron Branch. Stream samplinglocations are shown on Figure 16. This sampling program was developedwhen a preliminary sampling Indicated TCE was present In the surfacewater near station 5.Surface water samples were taken at approximately 100-yard intervals,except between samples 5 and 6, where the interval was 50-yards. Sam-pling location numbers were painted on nearby trees to mark them forfuture reference.

All samples were obtained from a flowing area of the stream and wereplaced in laboratory-prepared bottles, The samples were stored in achilled environment during transport to the BCM Laboratory in Norristown,Pennsylvania.

6.2 SURFACE MATER ANALYTICAL RESULTS

The surface water samples were analyzed for purgeable halocarbons (601series). As shown In Table 7, a sample from location 6 had the highestTCE concentration detected, 1,400 ug/1. The preliminary sampling con-ducted on October 3, 1983 indicated a TCE concentration of 17,000 ug/1 insurface water near location 5. Samples 4, 5A, and 8 had concentrationsbetween 100 and 1,000 ug/1, and all other samples had concentrations lessthan 100 ug/1. The highest TCE concentrations found in the surface wateroccurred In a zone which is directly downgradient from the monitoringwells with the highest TCE concentrations.

Trans-l,2-d1chloroethene was present in all but one of the stream sam-ples, but was greater than 100 ug/1 in sample 5A only. Six other purge-able halocarbons were present at concentrations between the detectionlimit and 30 ug/1.

ARI00237

JTABLE 7

IRON BRANCH ANALYTICAL RESULTS: OCTOBER 3, 1983FIRST FREEDOM CENTER (FORMER NCR FACILITY)

MILLSBORO, DELAWARE

Sampling Locatlon/BCM Laboratory No.R B C 13————E—

Parameter* N312093 N312094 N312095 N312096 N312097

Trichloroethylene <0.1 0.2 17,000 48.1 7.2Perchloroethylene <0.1 <0,1 2.6 <0.1 0.1

Sampled October 3, 1983

* All results are In ug/1.

Source: BCM Eastern Inc.

ARI00239

I 7.0 SOIL SAMPLING

I

ARI002140

7.0 SOIL SAMPLING

7.1 SOIL BORING LOCATIONS

Sixteen soil borings were completed at several locations at, the FreedomCenter facility on November 16 and 17, 1983. Locations of these boringsare shown on Figure 17.

Four borings identified as TCEV-1 through TCEV-4 were placed around thesite of the TCE fi l l i n g valve. This valve was connected to the aboveground TCE tank by an underground pipe and was considered a possiblespill site. Both the connecting pipe and the valve were removed onNovember 16, 1983 by employees of the First Freedom Center.

Boring BB-2 was located several feet east of the railroad tracks at therear of the building, directly in front of the site of the old aboveground TCE tank. Borings BB-1 and BB-3 are located 40 to 45 feet south-east and northwest of BB-2, respectively, forming a line parallel to therailroad tracks. These borings were intended to determine If the above-ground TCE tank, or another source inside the building, was responsiblefor the TCE In the groundwater.

Used cutting oil was stored in two tanks buried beneath a concrete pad atthe northwestern corner of the building. Due to the possibility of TCEhaving been present with the oil, two borings were placed downgradlentfrom these tanks. These borings are identified at COT-1 and COT-2.

A former NCR employee has Indicated that a tank truck containing wastematerial may have leaked an undetermined amount of liquid while parkedsoutheast of well W-8. Two soil borings, identified as SP-1 and SP-2,were located in the approximate area where this spill occurred. It isnot known whether TCE was present in the liquid which was spilled.

Four soil borings Identified as F-l through F-4 were conducted in a lin-ear pattern across tha eastern section of the former NCR facility to aidin determining the width of the TCE plume. The trend of this line runsapproximately perpendicular to the,general groundwater flow direction.

One boring was conducted near the edge of Iron Branch, in the area wherethe highest TCE concentration had been found in the surface water. Thisboring identified as SW-1, served as a verification of the surface wateranalyses.

ARI002UV..,'

BCMFIRST FREEDOM CENTER

(FORMER NCR FACII.I'IY)Millsboro, DelawareDCM PROJECT NO. 00-4529-10

Figure 17SOIL BORING LOCATIONS

Hl V-i'

DAEI FOf.GASOUNI. TUN

dir.MOVI.lj)

DP ,1

BUHDINQ

NOT TO SCAIE

0 Id!1 SOO 30011ARI002l*2

7.2 SOIL SAMPLING PROCEDURE

All soil borings were conducted with a 3-inch diameter, stainless steelhand auger. Samples were taken continuously to a depth of 12 feat in allof the borings, except TCEV-2 and SW-1. Refusal occurred at 10 feet inboring TCEV-2 and a shallow water table restricted sampling to a depth of6 feet In the boring Identified as SW-1. The samples were Immediatelyplaced in laboratory prepared jars with Teflon-Hned lids, Between eachof the samples, the auger was washed with a 50 percent methanol solutionand rinsed with distilled, deiontzed water, Upon completion of sampling,the soil samples were placed In a chilled environment and returned to theBCM laboratory in Norristown, Pennsylvania, for analysis.

7.3 SOIL ANALYTICAL RESULTS

Selected soil samples were analyzed for trichloroethylene (TCE), per-chloroethylene and 1,1,1-trichloroethane, The results from these analy-ses, which are shown in Table 8, indicated that TCE and perchloroethylenewere present in most of the samples at concentrations between 0.01 and5.8 rig/kg (ppm). Borings BB-2, SP-1, and SW-1 had concentrations signi-ficantly higher than the other borings, with a range from 0.3 to 5.8mg/kg. Perchloroethylene occurred at higher concentrations than tri-chluroethyiene in nil of the samples. The 10- to 12-foot sample In bor-ing BB-2, which had a 1,1,1-trichloroethane concentration of 0.11 mg/kg,was the only sample containing this compound.

ARI00243

ss

flg: ggsS "orgs g^sS£2S"2

O O O rH O O O

(\j i-l 01 ri CO

( M r l O r H r H r H V r H- - V O rJ O rH O fp OW3C

rH to r-1 rH U) O rHO Cg O rn O rn* O

CO rH 00 rH rH tH tO(M O kO O rH O P-I

G O r H C O l O ( V J r H O r HrH O to' O rH O Cl' O

r H O r n O r H O t O O

t O r H r v j r H ( \ J k f ) O r Hr t P s P ^ O [ y pg£

rH kO ( CO O CO rHO V rH rH 00 N O

O Q i O O r H Q P l Q

O rH C3 HI O

. "

I 8.0 SUMMARY AND CONCLUSIONS

III1III

8.0 SUMMARY AND CONCLUSIONS

8.1 SUMMARY OF FINDINGS

In April'1983 trichloroethylene (TCE) was discovered in the groundwaterat the former NCR facility in Millsboro, Delaware during routine monitor-Ing of a closed plating waste treatment basin and disposal area. Agroundwater quality assessment was conducted at the site to determine thesource and areal extent of the TCE In the groundwater. The groundwaterquality assessment was accomplished through the following program:

1. Installation of new monitoring wells2. Hydraulic conductivity testing and groundwater quality

sampling3. Aquifer testing to determine aquifer characteristics

4. Soil sampling5. Surface water sampling (Iron Branch)

Shallow groundwater at the site is generally flowing to the northeast asdetermined from head measurements in the monitoring wells, The headmeasurements also indicate that there is a slight downward component togroundwater flow close to the plant, However, several hundred feetnortheast of the plant there is an upward component to groundwater flow,This condition exists from the point, northeast to Iron Branch.

The linear (seepage) velocity of groundwater at the site was calculatedfrom the aquifer testing data. Calculated linear velocities ranged from1.64 ft/day to 19.57 ft/day, and the average linear velocity was8.23 ft/day.

Volumetric flow rates have been estimated for a segment of the watertable aquifer approximately equal to the width of the TCE plume at thenortheastern site boundary. The average volumetric flow rate was calcu- .lated to be 14,708 cubic feet/day,

Analytical results from the groundwater quality assessment program Indi-cate that TCE Is present In the groundwater in the northeastern sectionof the facility at concentrations significantly above background levels.The highest TCE concentrations occur along a narrow zone which extendsfrom well W-20 northeast to Iron Branch. This zone or "plume" Is primar-ily defined by wells 20, 8, and 12 which all had TCE concentrations

ARI002tj&V.,..,'

BCM

exceeding 1,000 ug/1, except in the most recent sampling. Well 20 con-sistently had TCE concentrations greater than 100,000 ug/1. The onlywell outside this zone having TCE concentrations significantly abovebackground levels was well 21 with 222 ug/1 and 48.3 ug/1 In January andAugust 1984, respectively.

Even though the shallow portion of the aquifer Is contaminated with TCEat the site, the deeper zone has been relatively unaffected. This isillustrated by the TCE concentrations detected in the wells of varyingdepth at the well sets onsite. As the TCE migrates further from the siteit also migrates deeper in the aquifer as Indicated by the distributionof TCE concentrations in wells W-24A, H-24B, and W-24C.

The mass flux rate of TCE from the site was estimated using the averagevolumetric flow rate and the average TCE concentration near the north-eastern boundary of the site. An average mass flux rate of 0.33 Ibs/daywas obtained from this calculation.

Analysis of surface water samples from eleven locations on Iron Branchindicated the presence of TCE at concentrations greater than 100 ug/1 infour of them. Locations 4, 5A, 6, and 8 had concentrations of 482 ug/1,886 ug/1, 1,400 ug/1, and 101 ug/1, respectively. The area in whichthese concentrations occurred is directly downgradient from the sitemonitoring wells with the highest concentrations.

Soil samples taken at numerous locations around the site contained rela-tively low concentrations of TCE. Samples from borings BB-2, SP-1, andSW-1 had the highest concentrations with maximum values of 1,1 mg/kg, 0.4mg/kg, and 0.3 mg/kg, respectively.

8.2 CONCLUSIONS

The areal distribution of TCE in the groundwater indicates that the plumeis narrow and that the primary source was in the area of the above-groundTCE tank and its fil l i n g pipe. Leakage or spillage at either one or bothof these may have been responsible. As TCE concentrations were also ele-vated in well W-21, thare may have been a second, less concentratedsource in that area.

The shallow portion of the aquifer is contaminated with TCE on the site,but the deeper portion has been affected only slightly. Approximately1,000 feet northeast of the site, near Iron Branch, the deeper section ofthe aquifer is more contaminated than the shallow. This indicates thatthe TCE plume 1s migrating both horizontally and vertically In theaquifer.

ARIOOZlf"7

BCM!Based upon both the hydraulic head measurements and TCE concentrations Inthe wells of varying depth at the well sets, it is apparent that only aportion of the TCE bearing groundwater discharges to Iron Branch. Theremainder flows beneath Iron Branch directly to the Indian River.

As Indicated by the four sets of groundwater analytical data, the TCEconcentrations have been fairly consistent with time. There was, how-ever, a significant decrease in concentrations at the majority of thewells from January to August 1984.

Considering the results of the groundwater assessment it Is recommendedthat the Groundwater Management Plan, as described in Section 2.0, beimplemented.

ARI002li8

IIIIII 9.0 REFERENCES CITED

III1IIIIIII

BR10021) 9

I

[BCM9.0 REFERENCES

Bouwer, Herman and Rice, R. C. June 1976. A Slug Test for DeterminingHydraulic Conductivity of Unconfined Aquifers with Completely or Par-tially Penetrating Wells. Water Resources Research, Vol. 12; No. 3.

Johnston, R. H. 1973. Hydrology of the Columbia (Pleistocene) Depositsof Delaware: An Appraisal of a Regional Water-Table Aquifer: DelawareGeological Survey, Bulletin No. 14, 78 p.

Jordan, R. R. 1962. Stratigraphy of the Sedimentary Rocks of Delaware:Delaware Geological Survey, Bulletin 9, 51 p.

Sundstrom, R. W., and Pickett, T. E. 1969. The Availability of Ground-water in Eastern Sussex County, Delaware: Water Resources Center, Uni-versity of Delaware,

Theis, C. V. 1935. The Lowering of the Piezometric Surface and the Rateand Discharge of a Well Using Groundwater Storage. Transactions, Ameri-can Geophysical Union, 16, pp. 519-24.

ARI00250

APPENDIX A

EXPLANATION OF THEIS DRAWDOWN CALCULATIONS

IIIIIII

' ABI0025I

I

BCMI

APPENDIX B

WELL LOGS

ARI00252

Hell llui.Thfir UB

BeU-ConverseMurdoclHnc.

Drilling Log

Client NCR - Millsboro. Delaware Project llo. 00-4529-10Well Location 5 feet northwest of Well tilDriller/CoDrilling MSample TypSurface ElCasing MatGrouting T

ripany Ed Kelley, Delmarva Drilethocl Mud Rotary 1e Split Spoon Sevation Cerial ant)

ampasi

Size sch /in

ole Diale Inteng Top4" in P

ling Companyneter 8-1/4" Date(s) Drilled 8/31-9/1/83rvEli/r

al 5' No. Sanples Retained 12evation Total Well Depth $rj'

Cased Interval(s) o - 50'ype Portland Cement and Centonite Grouted Interval 0 . 45'

Screening Material a3acking Material findDepth to Static Hatelevelopment Method c.ogged by:Comments ,QL,,. _,., „,,

nd Size 4" ID 0,01"Size r Coaps?r IB. 54'

silicaslntt.pfl PVC Screened Interval (s) 50-60'sand Packed Interval 45-60'

Hateompressed air

Richard Sarlc;.,_ , pH cv

for drilling — -Split spoon samplestaken using standardmethod with 1-1/2" ID ~T~Tsplit sppnn

FTCII MAP'

Q/ 1/8.1 Appro/ Well Yield 25 qppiDevelopment Time 1,0 firs

——— j —————— WELL DETAIL }-- ' ! ! i ! — hftfi\L,nofl uToflt/es • c iraei trtii -* - 1 1 -rt!i '

R'lnw rnunt 1? for 1 foot WSLL *nfi, > •npnptratinn —— —

- • •- " p : :

i MI hi liiteiu/.-1 ^| • T i'~T tpfi T • H I • Lx1 ./i 4 ' ;• A

i ' . , : i • i . if HV V

' . , 1 : ' V X

-«~*-W£a-*-// ————— ff,™vJ ire'-S-S-ft.'ms.tii.-± ..; iV -

Q£NrOAI/r-f- X Xi < . • • . ! ' x y

. , ; ; £>C4VAfti ,... . . . , ; ; v >: .. X ,,, ,~~r \H~r- ———— -«- «*~-- r*~&~ ——

\——— J-4-] — -N-

LHOT

DepthScale

0-15'

15-16'Ifi-lfl1lfi-19'

25-26'26-29'

29-30.5'30.5-32'32 - wiQ-4n'4n.4R'

49-53'51-R71

hM-lil '

Sanple

5'in115'

?r>'25'

30'

T;'4ni45'50'RR'

HIT

SpoonOlows918069

11

31

41

71

40756973 .

VI

iir£ j,C|uO n. .• ":'. '' — ,, ; ! , , • fM.kluf, ,"• .: - ., , IQ'y.at.i.fJ

' ' ' ' . ' ' ' : i ;TO SCALE V . : : (WOT1 TO .^WL£1 . :

Description of Materials

Tan. fine-medium grained ouartz sand withthin interbeds of gray clayGray, medium-coarse sand and fine gravelTan, fine grained, fairly well sorted, clean guartz sandTan, medium-coarse drained quartz sar.dTan,' mpHiiim-rnarsp sand with finp gravpl a^ tf3Ces Ofgray clayRusty brown, verv fine sand and siltTan, medium - very coarse quartz sand with traces ofgray clayTan, coarse sand and fine gravelTan. fine-medium grained guartz sandTan. mpdium-coarse grained quartz sandTan. medium - coarse grained sand and fine gravel

J3Rray clavustv brown, fine-medium grained, guartz sand (iron stain

Rusty brown, fine-coarse grained quartz sanrio i QQ'^yWhite, fine grained, verv clean guartz sancT1Tan, fine-coarse grained quartz sandfan. nne-r.narse grained guartz sand wi In traces of finegravel

BeU'Converse-Murdoch'lnc. I

Piezometer Drilling Log_A______

Client NCR. Millsboro. Delaaare____________ Project llo. 00-4529-10Well Location jp feet south of Hell No. 12 ' "_'_______________Driner/r.onpanyTd Kelley, Delmarv'a Drilling Company ~~Drilling MethodMliOotary Hole Dianeter 8-3/4'1"" Dete(s) Drilled 8/30/83Sample Type Split Spoon Sample Interval s1___ llo. Simples Retained ITSurface Elevation _^^___ Casing Top Elevation _____ Total Well Depth _2Casing Material and Size Sch 40 2" ID PVC ____ Cased Interval (s) 0_-~T5Grouting Type Portland Cement and Bentonite Grouted Interval T- 14'Screening Material ano Size 2" ip Q.QV' Slotted ~PvC Screened Interval (s) is - .25'

1 Packing Material and Size Coarse silica sand______ Packed Interval 14 - 25'Depth to Static Water 16.S2'____ Hate 9/1/33___ Approx Well Yield. IO gpm

i Development Method Pumped________________ Development Tine p.25 hrs! Logged by: Richard Sacks

Comments Qulk-gel usedfnr Hpi 11 jpf]_______

Split. <;pnnri sampler takpn

SKFTCII MAP—LO&.

HELL DETAIL

using standard method with1-1/2" ID split spoon

Spoon blows counted for1 foot penetration_____

idia—-44n '.i-. .i .T. * '

IQ

' TO

Depthf.cale Sample Spoon

Plows Description of Materials

0 - 5.5' 1L Tan, fine-medium grained ouartz sand.5.5 • 6' Tan-grav clavfi - in.R' IO.1 4(1 Tan, flnp^mprliiim nrainpH niiarf?10.5 - 11 White, fine-medium grained, verv clean ouartz sand11 - 12' Tan, finp-rnargp gralnpri nuart? lanH12 - 15' . IS! 2SL Tan, fine-mpdium arainsd quart? sand15 • 16' White, fine-very qoarse grained, clean quartz sand with

some flnp. aravel16-20,5' Jfll. !L Light tan, medium grained, clean quartz sand coarspning

downward In rnarqp <;anH apH fipp nraupl at. ?n2Q.5-211 Tan, finp.-niediiim grainp.d21 - Tan, medium-coarse grained quartz sand

Tan, coarse sand and fine gravel25-25,5' Tan-gray .clay,25,5-26 Tan, fine grajned quartz sand

Notp: All sand anrl mnut- of thp gravel. waftttet_|JWi(in>bj}

Betz-Converse-MurdocrHnc.'

Piezometer Drilling Log

Client NCR Millsboro. Delaware________;_____ Project ,'lo. 00-4529-10Well Location 20 feet south of Well #12 and 10 feet south of Piezometer A_____Driller/Company Ed Kellev. Delmarya Drilling Company____ _________Drill ins Method Mud Rotary Hole Diameter 6" Dated) Drillud 8/31/83Sanple Type cuttings Sahiple Interval Variable No. Sauples Retained oSurface Elevation _____ Casing Top Elevation _____ Total Well Depth 20'Casing Material and Size Sc"h 40 2" ID PVC_____ ' Cased Interval (s) 6 - IQ1;Grouting Type Portland Cement and Bentonite________ Grouted Interval __0_Screening Material and Size %« ip p. or slqtted_PVC___ Screened Interval (s) 10 - 20TPacking Material ana Size L'oarVe'iriTca's'apd'"'' " 'Packed Interval . 7 - 2 0 'Depth to Static Water 15. 46'. ' Hate 2ZL__L___ %r0)1 We11 Yield IQ

~. . _ _ _ _ _development Method Pumped _________ ~ ______ _ Oevelopnent Tine p.25 hrsLogged by: Richara'bacKS —————————————————

Pniments No drilling mud .used SK FTCII MAP ———— (-1 —— — -

' ' fip|L|2flXin lT/iWdiK,S: . ...

1 1 M I I—— :. ——— i —— i_i_| —— 1_| —————— . ——— -

' \ . 1 lie, i t o n

' "* i : ® . . 1 •I I I i I, , , , . -1 • ,

_£X ' •- •- '

~-&rt4Tp,qu«fl ' ]r/f • ; , ; • n ' ! '

———— i —— , ——— . ———— ,_,— . — . ———fvor T O £cflL£} I ' i i

WELL DETAIL f-

c n o i < M I

i 'Kiur^ifi—i— -———— , —— i ,._

i : 1 ' •

1' ' y

i ; i i ii • , ' !

1 • •. .' -•f-|v '(.."_,,•.s > ' "0. ^

7 ~^~~; ———, - •'•

• ', - •,' - ' ID' mjiff •

'. ~ •'.'liLLi —— i — ' —— - —— ' ———— • - •-»•[Mor Td-L/Ue).

DepthScale

0-3'0 01J-O

fl.ll1

11-11.5'1 1.5-16'16-18'18-20'

Sample SpoonPlows Description of Materials

Tan, fine-medium grained guartz sandTan, medium-coarse grained quartz sandTan. fine-medium grained guartz sandGray clayTan. fine-medium qrained qiGray medium-coarse grainedMpdium-codr'sc sanJ with fir

art

e

'tz sand.'lean, guartz sandgravel sand-grav. oravel-

brown, brown gravel consisted of iron stained quartz,

rVRr-n ' i &fr245 —

1,_

"\

Setz-ConvBrse-Murdoch-'nc.! _3QV1

PiezometerC

Drilling Log

Client NCR Millsboro, Delaware P"i. ec*. Mo. 00-4529-10f/ell Location 10 feet northwest of Well # 12Driller/CnrDrilling MSample TypSurface Elflasing Matfiroutlnp T

ipany Ed Kelley, Delmarva Drilling Company?thod Mud Rotary Hole Dianeter 6" Date(s) Drilled 8/31/833 Cuttings Sample Interval Variable No.jvation Casing Top Elevation'rial and

Sanples Retained 0Total Well Depth 20'

Size Sch 40 2" ID PVC Cased Interval (s) 0 - 10'/pe Portland Cement and Bentonite Grouted Interval 0 - 7 '

Screening Material a'ackino Material andiepth to Static Hatedevelopment Method PJ.ogged by;Comments .,,!,.„,„„ -, — r-r-, — , — ]-rn

nfl Size 2" ID 0.01" slotted PVC Screened Interval (s) 10 - 20'Size Coarse silica sand Packed Interval 7 - 20'

r 16.50' Pate 9/1/83 Atimoed Dt

Richard SacksQuik eJ_tilprt CITTPII nun 1 1

._ _j_j_ _ _ _ _ _ _ _|_LJ_1_|_|_J_

11 1 1 1 1 1 1 1——————— . : . : . : • 1

1 ' : V ': !yf£/.'»|5 '• 4\ '

; ; «. • ' ' \

i1 l i . ' O

_/T£ i 1 0

1 ! ' ' •

(MOT To _CiU£) ; i

>PV"ox Well Yield 10 qpm3lopnent Tine 0.25 hrs

WELL DETAIL r---- —————

CAP • ' i i . j ~Gfidt-r ' IA ^ ^ !Rlu\ff.ti, ' | x v ft CP'Mlr

tCwVrv/7' i''~ t 7 . !———— | ——— •> '~r.--t i -

: 1 M - •'

:' - ir ' - ,• i

:fAJCT '70 L-ii-rStrll

Depth

0 - 7'7 - 9'9 - 15'15-17'17.19'19-20'


Tan, fine-medium grained guartz sandTan, fine-coarse grained quartz sandfan, fine-medium grained quartz sandTan. fine-medium grained Quartz sand with some gray clayTan-gray, fine-coarse quartz sandTan-grav. fine-verv coarse guartz sand

... - flR 100256

Hell Number 17A

BeU'Convers-'Murdoch'lnc.

Drilling Log

Client NCR Millsboro, DelawareWell Location North corner ot

Project Ho. 00-4529-10baseball field

driller/Conpany Ed Kelley & Calvin Wallace/Delmarva Drilling Co.Drilling Method Mud rotarySample Type split spoons SaSurface Elevation --.Jt) cCasing Material and Size 41'

Holenple I

Diameternterval

asing Top ElevatD Sch 40 PVC

Grouting Type Portland CementScreening Material and SUPPacC.inn Material and Si.eCtdepth to Static Hater 16.4

4' in Schjarse

10 .016'

o j/t Date(s) Drilled l./b/_Jb' II

ion -4,4ustee'lCasG

/Jottsd PVEro:r

grained, silica sand Pac!' PVC

development Method CompressedLooqeri by: Richard F SicL-fpironpn'1* The water used inthe drilling process waschlorinated.

Quik-gel was used after20'

——————————————

11 j

aDate 1/5/84 App

ir

SKETCH MA p i ' ! 1._<H<

I. »M>NV>»

_?S

\-5£»

&*<v*. V^. • i " i' . i '

i . 1 ' '! : : ! iu— — _ _, —— „*

* . , . ; , ! .,....; ,~t~~r± ..u45_/._o_i_ftc>

Sauples Reta•total Well D;d Interval (sjted Interval:ened Intervaed Interval'ox Well Yiel

Developnent Tine

1 1 ! J- *"1_«••" • | .

, ! I_ _TI 1 '

|DO P : 1 i

1

-w> ——iff "Tft fJH _

1 1[..JrF-

~f~ ———————————————————— 1

-_;.— . ——— ..... . ——\ \N\\\\N\N \V\\\fJJOT TO SCftt£)Y\

WELL DETAILM 1 1 1

JWTTO-Scjft

ined 11epth 60'

j - 50"Tj " H4 '

Us) 50 - 60'

d 30 gpm'i hours

" ' ' : ' ni i

-uSS-iff— ———— n|UM_«__Ji|_. —————

i

•r!

•

((_S_<

i-j — .

_:

I : ! 1 '

PTE.E(. . .ROTKTOR

i | «/PI p.

§X;x

S(

£

f

—

,2

p

" *''''

SgCA<.IM<.

' •, " ",'' L

PepthScale

0'- 4.5'4.5'- 8'8'- 19'

T91- &-

25'- 35'35-- 49'

49' - 50'

55'- 99'

59'- 65'

651- 70'70'

Sample

5'10'15'

'IQ'

25'30'31'

35'

40'

45'50'55'60'

SpoonP.lows

50/6" 50/648/6" 50/695/6" 44/6

50/12" /O/

5075lr"5"57648/12"80/10"

40/6"

78/6"

NS80/3"NS83/6"


1 Tan, fine to medium grained SAND' Tan-grey sandy CLAY; sand is fine - medium grained.' Tan, fine - medium grained SAND with some coarse sand

and fine gravelT1 ————— a ————————————————————————

Tan, slightly clayey, fine .. coarse SAND and tine' gravel

Tan, medium to coarse grained SAND and fine gravelOrange-tan, medium - coarse grained, slightly siltySAND and fine gravel

Orange-tan, medium grained, slightly silty SAND

Orange-tan, medium - coarse grained, slightly silty <;A|

Orange, fine grained GRAVEL with some oranqe-tan,medium . coarse grained sandOrange-tan, coarse grained SAND no I QQ?^ 1End of hole "n '

V.

Well dumber 17B

Betz-Converse-Murdocfvlnc. BCM

Drilling Log

Client NCR Millsboro, Delaware______________ Project llo. 00-4529-10Well Location North corner of baseball fieldPrlller/Cnnpany Ed Kellev & Calvin Wallace/Delmarya Drilling Co,Prilling Method Mud rotary.. Hole Dianeter 8 3/4"" Date(s) Drilled 1Z/7/H3Sample Type Cuttings "Sample Interval Continuous Uo. Sanples Retained NoneSurface Elevation '-ji.Bi' Casing Top ElevaTfofi'ffi'g'S'steel Total Well Depth 25'Casing Material and Size 4"~ID Sch 40 .ol6"s1otted'PVC__. Cased Interval (s) o - 10'Grouting Type Portland Cement ____________ Grouted IntervalScreening Material and Size 4" ID Sch 40 .016'slotted PVC Screened Interval (s) 1C i'- 25'_.Packing Material and Size Coarse .silica sand Packed Interval S "-

~ "Depth to Static Water 16,33' PVC ~ date 1/6/84 " Approx Well Yield 20 gpmDevelopment Method Compressed air _______________ Developnent Tine I hourLogged by: P. A. uoppocK"'on^pnts No drilling mudusedljuik-gel used only forbentonite seal

SKETrtl MAP ' ' ! Lfl ! i **C

i ' • ) ^ij Ow_li ;!'*" i 11 ot^ 11 1* r" • i^' • ' - i

S°, *"" inn RT't • ' '-' i ' ' * IJL |"7S _ .

' * (~7 A '

' n .,..,. ,..,. , j, j i ,..,,,. ..1. . _._... . ,

.5—— "i |T! " — • k> '1

-x gauan Roari.-. — ;_-__.I/I • 1 : :

. .. . .... ,,,.;...;..: ,. .,,-.., ... . .......1 • \\A\\\V\\N\\N\\\

HELL DETAIL 1 i ' ' ' '<;TFBI > TI < 1 | ' ! I • pfln rgftpf^i i j 1 ; ' i X1 PIPC

t i6«OWT, ,i. .jss*njuaj!i. 4- 1

: !-

Sft/r-P "•_»' ""

z'_.., . . ..... .

-It- (t'CrWf

aV- —————— i• *— i.'yftg-;/. ';

,. —— ——— : ——— U. — . ..... ——————————— 1 ——————————— .- —ItJoT "TO SCH/ cY

PepthScale

0 - 5'5 - 10'10 - 20'20 - 25'25'


Tan, fine-medium qrained SAND, some grey clayTan-yellow, medium-coarse grained SANDTan, medium-coarse grained SAND with fine gravelTan-oranqe, medium-coarse SANO with fine gravelEnd of hole

(\R n n 9 R R

BetZ'Converse-MurdocrHnc.

Drilling LogWell Munher 18_______Client NCR Millsboro, Delaware_________^_^ Project Ho. 00-4529-10 . fWell Location East corner of NCR property, south oTTasebaU field_______________driller/Company Ed Kelley & Calvin'Wa11ace/De1¥a>va~D>i11ing Co,Drilling Method Mud rotary Hole Dianeter 8-3/4" De'te(s) Drilled J-/7/H3Sample Type split spoon "Sample Interval V llo. Sanples Retained 4Surface Elevation "it.*-'' ~ Casing Top Elevation -4.5ffr5teelTotal Well Depth "TiTCasinq Material and Size y"ID Sch 40 PVC____ Cased Interval (s) O"7"!Grouting Type Portland cement_____________ Grouted Interval 0 -Screening Material and Size r4M_OnSch .^O ...Ol slottsOF- Screened Interval (s) 10 -'

~Packing Ili'terlal and Size CoTrTe gV'a i nedI, s i Hca s.arid_ Packed Interval 5 - 25_depth to Static Water 1S.67'"PVC date 1_^_C____ Approx Well Yield 20 gpm 7Development Method Compressed a i r _ _ _ Developnent Tine I hour '_Longed by: P.A, Coppock__________________pnm-pnt..: Drilling mud wasnot necessary SK "TCH MAP • ! ' ' i J I ! 1 !

' ' ,ibfc«^ ' '1 • ' i ' ;.iaa«!'v=- ' v iJf** , :< . A. .oROf»'-r ; : • v ; •

r- -~ i , i j ; | ,-rft -i—1 1 1 1 1 • . | V t, .! ^ ssti. •_: , \

— F.rtUH-- -r--. — ' —— \\- —— —— ,-)-——, -, ——— , — rjf ———

U _.._.;..r.,.4 '.,_ pj_; .. _ • ._,

" ''"plTii'Ei'DJ " ' fCflftO "" —— "''N '*-\ }

HP1 , ' ; . |

3T^Trb IscrtLf^ ' ' 1

V.\.- RUlLD I/V6\ \\ VI • i 1 >

llUUi. UU fli U - • • .*rrrT| i .1 | 1 fWnr.Lrfll

. 1 . PIJ>Ii ; • i<wustntt" j"x x ' ,,...','.__r\<iiJr; i X 5 : trwrm

r • i -J

|> - I,

—— "" ; { i .,

"'",

__ . _ _ _ _ _ . ——— . — ———— .. ..._. _.___._ . . — . .........._

f WDT TO .^cflLE^PepthScale

0 - 5'

5 - 9'

JLiJUJ-_

Jl - 20'

20 - 25'25'

Sample

5'10'

15'20'

r 25'

SpoonBlows

40/6"48/8"

60/6"NS80/3"


Tan, fine to medium grained, slightly silty SANDBlack and grey CLAY with a trace of fine gr.avelTan. tins t.n medium grained, slightly silty bANU

Orange-tan, medium to coarse grained SAND with a traceof qrey, fine grained gravelTan, medium to coarse grained SANDEnd of hole

—————————————— kfi- QQ259V..

Belz-Converse-Murdoch-lnc. i BCM

Drilling LogWell llunher 19ClientWell Localdriller/CnDrilling 1Sample TypSurface ElCasing Matfiroutlng TScreening3ack1ng MaDepth to SDevelopmenLonged by:Commentsnot neces

NCR Millsboro, Delaware Project llo. 00-4529-10inn Southeast corner of building across roadnpany Ed Kelley 4 Calvin Wallace/Delmarva Drilling Co.ethod M u d rotary • • - - • - • - -•••• - - - - - -e Split spoonsevation 22.39'erial andype PortMaterial aterial an<tatic Watet Method

Size

Hole Dianeter 8 3/4" Date(s) Drilled 12/7-8/83Sanple Interval 5' llo. Sauples Retained 5Casing Top Elevation24.35'steel Total Well Depth '25'

V' ID Sch 40 PVC Cased Interval (s) 0 - 10'land cement Grouted Interval 0 - 5 'nd Size "' - - - - - - - -Size

r 1474" ID Sch 40 .016" slotted PVCScreened Interval (s) 10 • 25'

Coarse grained, silica sand Packed Interval b • .b179' PVC Date 1/4/84 Approx Hell Yield W gpm

Compressed air Developnent Tine IhourP, A.loppocK

)riT|ing mud was.ary

PepthScale

0 - 3'

3 - 9'

9 - 1.'

12 - 15

15 - 20'

20 - 22'22 - 25'

25'

Sample

5'10'

15'

20'

25'

SK ETC,, MAP —— -Hir ——— - WELL DETAIL r--- ——TT ' ' | ' ,'ft0"'v~ : \i 1 _L ' 1 I1! ipn-TF<T«_

pjdT--! *~ i •: ' !v i !_ , i : - p,pepRu^'Ti , . . . • ' V 1 . -- ' X1 '—^ ————— :*\&Mi »- T-H ————

• ' i ItfSn • \ B»r7Tf»IH:l'r- " - (D'-HJIfU__Bfist^aLL' ., : i.,: i> —— Tf:'i i - »' '--___pJEM»-rr4-r^ —— — r-^ ——— _J-_ i- ; s J _. —————

V1 > 1 i M i • ' _SJH/b '|- ' " % /S'SCftfCf.VJ_ ! | !'! i — i JX —— pfi«fli.vA , i ! j. : i1 , , , , , .„.

——— i h .I 's^ — H4— ——— rrT-fsi- —— : ——OftVtlD 'ROAD ' •""" ' V,1 ' ' '

ZK?iTfl«fli,eii ! i • - _ ' ' ' ' :"\AT. pl;ii,pj/i/6\ \\ M ; i i , • . i i , ,

SpoonBlows

20/12"53/9"

63/9"

55/5"

43/6"


Yellowish tan, fine to medium grained, silty SAND

Grey CLAYlirey aAr wnn a trace of fine sand

Yellowish tan, fine to medium grained siltySAND interbedded with gray sandy CLAY (one at 15' clayat the top and sand at the bottom;Yellowish tan, medium to coarse grained SAND with Tine ~~gravelWhite, medium to coarse grained SAND; matrix is milky whitTan, medium to coarse grained SAND with a trace or tinegravelEnd of hole

——— . HH 1 00260

Well Number 20

Betz-Converse-Murdoch-lnc. 1 BCM !

Drilling Log

Client NCR Millsboro. Delaware

1

1

11111

1

dell Location 60' na5t of buiiriller/Cnbilling 11Sample TypSurface El:asing l!at^routing TScreening'acklna Malepth to Stevelopmen.ongert by:Comments J

not nece_ . . , ,

npany Ed Kelley & Cading near

Project llo. 00-4529-10maintenance entrance

vin Wallace/Delmarva urn ling 10.ethod Mud rotary Hole Dianeter 8, J/te Split spoons Sample Interval 51

Date(s) Drilled 12/8/83IK

evation 21.37' Casing Top Elevation z'SY/U'sterial an_~ Size 4" ID Sch 40 PVCype Portland cementaterial aterial andtatic Hatet Method i

nd Size 4" iu _ch 41)Size Coarse grained

r 13.75'

.016 slotted, silica san3

PVC nate 1/5/84oppressed air

f.A, CbppocKrilling mi>;sarv

-S-*!5 SKETCH MAP i

• pfS> ; ,_ "

4$fl. . ,. ...... ;.;

• ———— - 1 1 ' j

— i~2ir..

^

>.ee

Sanples Retained 5ITotal Well Depth 2b'

Cased Interval(s) 0 - 10'Gi

JVCbi~Pt

ADC

TTI

1 ' i\

,. , , ,.,, , -1 ! !1 1 1

L..LJ — ; — ™— ,,— !.„._. —— „..

STmU'l . • '

PepthScale

0 - 5

5 - 12'

12 - IS1

L8 - 23'23 - 25'

25'

Sample

5'10'

15'20'

25'

SpoonBlows

61/12"34/6"

30/6"«__-__ —— J

21/12"

— . ' t L " TJV_iwj•,-|J.'4._t-A=

"01:rtc1Jp>Vf

ited Interval 0 - b1'ened Interval (s) 10 - 25'ert Interval b - 25 '•ox Hell Yield 5 qpmJlopnent Tlr.ie i.5 hr,

WELL DETAIL ——— ! : i 1 )-!-*iTFI*/ '

1 ! F "H icnoTPfTn-— —— ---| — TT" ' 'f 2> P!PF i <'f.lt£«T.._ ;. I. <..< .' —————— j6«our i • , > ^ • i

1 i ' ' • - • '

•./Hfp 1 fy . ? /f!'y.«rCN

1 i ' '

—— l_i — | ——— , —————— , —p • ———— i ; , _[ i i . , i • .. .


Tan, brown, grey, fine to medium grained, silty SAND

Tan, brown .white .medium - coarse grained silty SANDColors are interbedded.

fine tody_.fine graineu SAND with black grains, Tanmedium SAND Interbedded with the grey to

white sandWhite toWhite tofine to

gray, fine to medium grained SANDqray, fine grained, clayey SAN- witn a trace OT

medium grained GRAVELEnd of hole

AR 0026',

BetZ'Converse'Murdocrvlnc. BCM '

Drilling LogWell Munher 21________Client NCR Millsboro, Delaware_____________ Project llo. 00-4529-10Well Location North side of bu1Prlller/CnnpanyTd Kelley &~Ca"

Idingvin Wallace/Delmarva Drilling Co.

Drilling Method Mud r o t a r y H o l e Diameter 83/4" Paters) Drilled 12/-/83 'Sample Type Split spoons "Sample Interval S' llo. Sar.iples Retained "5~~~Surface Elevation 'i;U1' "Casing Top Elevationb_,as/steel Total Well Depth 2b'Casing Material and Size 4'nD Sch 40 PVC_____ Cased Interval (s) 0 •Grouting Type Portland cement_____ Grouted Interval ~0''- S1'Screening Material and Si.c4Mp Sen 40 .016"s1otted PVC Screened Interval Is) iu - 2bT"Packing Material and Size Coarse grained, silica sand Packed Interval 5 - 2b'depth to Static Water 11.fl' PVC date 1/5/84 Approx Well Yield '" 3U'gpmDevelopment Method Compressed air___________ Developnent Tine l hourLogged by: P.A.'Coppock"nmmpntq SKE TPII MAP ; I i i 1 ' M

i 1 i 1. i ' ' i i i • • • • \ | 1 i1 j . i t i -- , • i i ~j ~—— /^ ! i Pflyg-O- ftPftO; ;"P., , ,-y:,. : : . , , , , , i .\=..- ——— ., ——————-v- -\-s\ .1 ————

Ii'?r. - i ...,1V iii,.n / t--. i tT\ 'i.. '•• :• i • /i"' \. . '

.-•t ^ 21 ' •' poA-i-wS':5_. , '•'AX -•- -N~~ twuiTostffrJ

tf—ffU j 1• !.[. !. — — i — - .IPntTEtTt-' i , | ' pipei - • •" gi , , , IcfrtHw^.; ;_ < y , , ..,,..6«our "i ;< ^ 'iSfrTT'l-Iff i% M U u ' /01 ClHSir^

' « ,——— __Ui- f . ———— .1

fadiitili ' . .: , , , , , . ._, —— — --f .;- —— ; ——

: ' ' 1 ' '

——— ._ —————— ,_i ——— ,-. _. ——— , ———

1 1 , i l l

PepthScale

0 - 5'

5 - 25'

23 - 25'

'25'

Sample

5'10'

15'20'25'

SpoonBlows31/6"

25/12"

21/3 31/6"36/6"35/8"


Tan-brown, fine grained, silty SAND and grey, mediumgrained, clayey SAND

Tan^-grey, flne-medi urn-coarse grained, silty .ANDand fine grained GRAVtLTan-grey, fine-medium-coarse grained SAND interbeddedwith tan-qray, sandy CLAYEnd of hole

-..-. - ... /IK 00262 -

Hell (limber 22

Bet-'Converse'Murdoch'lnc.! BCM

Drilling Log

Client NCR Hillsboro, Delaware _____-__„____ Project llo. 00-4529-10_Well LocationFront lawn - south-west of buildingPrlller/Cnnpany Ed Kelley & Calvin Wallace. Delmarva Drilling Co. .„.„.."]"Drilling Method Mud rotary Hole Dianeter 8 3/4" Date(s) Drillea 1JJ/9/H3Sample Type Split spoons' Sa'mple Interval 5 1 l l o . S.nples Retained bSurface Elevation __'&•&' ~ Casing Top ElevaTTorT"ZET39*steelT0tal Well Depth 25'Casing Material and Size ~ ID Sch 40 PVC____ Cased Interval (s) Q - 10'Grouting Type Portland cement _ ___ Grouted Interval u - &' ..Screening Material and .ifc j"IJOsOoTofffJTotted.p'yCcreened IntervalJsT 10 - 25"]_Packing Material and Size CoarseijralnedT sflka sand ' Packed Interval ~5 - 2'.rr™

'depth to Static Hater 13.33'PVf. date i'./5'/8'4""""""Development Method Compressed airLoaaecl by: H.A. Coppo'ckr ont, SKETCH fAP

—

•' ' - F -."r;. Ii1

V r'.;*T

/

OJ

.3

. -

'v'u,:-3A

— r\."

1

"T

7i

1 !

: iEA-.Hi

•

ifttft-I

__l_.

I I

|

|

Jb

"

•

[ i * i^

•J

..(

* •

1 . .

3XJ]

i

V, \t>\^

I

1

Appro/ WellDevelopnent

-v\

AV\S_-_- -•

jjjjli j/

i I ' ' i /''. : i ! . i 1 '.

HELLi I|

Yield -U gpmTine

DETAIL

•WKf- rT5TfTT*>nT_"i'.

laiflnfillt

-

'

WT

1 hour

!

f

l-

-

1

L

i-

=

I ' i i , IE.TPCi_ 1 !

' ODtPfte,! \I 01 Pf !

uT

N

;'

-*

_,! ; , , i

> 1

WWBTN'

U ' ' . <, - - ' i——————————————

1 i '": , . i )|

depthScale0 - 2.5'

2,5 - 8'8 - 23'

23 - 24'

24 - 25'

25'

,

Sample

5'

10'15'

20'

25'

SpoonBlows

21/6"

30/6"49/9"

61/9"

41/9"


Grey-tan, fine to medium grained SANDUrey-tan, sandy LLflXGrey-tan, medium to coarse grained, silty SANU withtraces of fine grained gravelGrey-tan, medium to coarse grained SAND with fine-medium grained gravelGrey-tan, medium to coarse bflNU with a trace of finegrained gravelEnd of hole

AR 1111^63v

APPENDIX C

PULSE TEST DATA PLOTS

ARI0026L*

WELL*4

!SPfflfifty

TIME (SEC)

TIME(SEC:

WELL* IIA

0.01 KTIME (SEC)

TIME (SEC)

WELL* 12

I 0.1 C

WELL* 178

TIME(SEC)

0,01 .

TIME(SEC)

.BCM]

APPENDIX D

PUMPING TEST DRAWDOWN DATA TABLES

ARI00287

BCM

AQUIFER (PUMPING) TEST NO. 1

PUKPED WELL: W-12

PUMPING RATE: 10 GPM

ARI00288

BCM:

Initial Water Level;"' IS. .3 ft

Clock Elapsed"ate Time Tims (">1n)* Depth (ft)** Drawdown (ft)

9/1/83 11:23 .. 15 83IMS „ ' 2°'« 4.631 :2J 4 20,13 4,29

i 8 20.67 4.83I,3 " 20.08 4.25

} -J3 20 20.75 4.92:j? 25 20.75 492! 30 20.92 5.08; C5» 21.08 5.25

}?•?? 6b 21-42 5.58H!JJ 81 21.42 558!? ,?,7 21-OS 5-5

13:15 112 21.29 5 4513-39 136 2 13 !:1° 167 21.50 567

14:38 195 21.0 517JJIJJ 227 2L42 5.'15:38 255 21.54 5.71

* Since pumping began** From top of PVC casingSource: BC'.

ARI00289

V

CRJfM1l'sb?r°\DE Observation Well No.; P-Apq In u n Sa oa Distance From Pumped W e l l (ft):HnJ7t——Pumped Well: W-12 I n i t i a l Water Level: lb.5Q ft '

Clock ElapsedDate Tlme Time (min)* Depth (ft)** Drawdown (ft)

9/1/83 11:23 .. 16iSO11:27 J ' 16.83 0.33

:3 ,8 16.92 0.42H'35 12 16.79 0.2911-38 15 16.88 0.3811^5 22 16,92 n 42»'« ff 17.0 O.SO11:54 31 17.04 0.54

12:29 66 ll'.v o°.'4522:4 82 16.96 0.4613:01 98 16,98 0.483:16 113 17.0 050

SIS IS !!:?, tf?»i5 ^ !,':S! S!?15=39 256 17.10 0.60

* Since pumping began** From top of PVC casing

Source: BCM.

ARI00290

N C R - M i l l s b o r o , DE Observation Well No.: P-BAquifler Test Data Distance From Pumped Well (ft)!"gO"ftPumped Well: W-12 Initial Water Level;' 16.58 ft

I Clock Elapsed! Date Time Time (min)* Depth (ft)** Drawdown (ft)

| 9/1/83 11:23 - 16.5811:28 5 ' 16.5811:30 7 16.54

i 11:34 11 16.5411:40 17 16.5811:47 24 16.67 0.0811:52 29 16.65 0.0612:05 42 16.67 0.0812:18 55 16.67 0.0812:31 68 16.67 0.0812:47 84 16.71 0.1313:03 100 16.75 0.1713:18 115 16.75 0.1713:42 139 16.79 0.2111:13 170 16.83 0.25

1 ' 14:41 198 16.90 0,3115:14 231 16,83 0,2515:42 259 16.88 0.29


Source: BCM.

ARI0029

1i1

1

BCMi

NCR - Millsboro, DEAquifler Test DataPumped Well: W-12

ClockDate Time

9/1/83 11:2311:2911:3011:3311:3911:4611:5012:0212:1712:3012:4613:0213:1713:4114:1214:4015:1315:40


Source: BCM.

Distance

ElapsedTime (min)*

.,67101623273954678399114138169197230257

Observation Well No.From Pumped Well (ft]

Initial Water Level

Depth (ft)**

16.5016.8316.8116.7916.8316.8516.9016.9216.8816.8816.9217.0216.9817.017.0417.0617.0417.08

f: P-C: 10 ft: 16.50 ft

Drawdown (ft)

..0.330.310.290.330.350.400.420.380.380.420.520.480.500.54 ;0.560.540.58

(\RI0029?i,

AQUIFER (PUMPING) TEST NO, 2

PUMPED WELL: NORTH PRODUCTION WELL

PUMPING RATE; 242 GPN

&RI00293

i NCR - Millsboro, DE Observation Well No.: W-l! Aquifier Test Data Distance From Pumped Well (ft): 93.5 ft

Pumped Hell: North I n i t i a l Water Level: R47 ftFFoiluctlon Well —————

Clock ElapsedDate Tiira Time (min)* Depth (ft)** Drawdown (ft)

8/14/84 18:31 - ' 14.4718:33 2 15.80 1.3318:34 3 16.00 1.5318:39 8 16.63 2.1618:40 9 16.72 2.2518:45 14 17.00 2.5318:47 16 17.06 2.5919:07 36 17.58 3.1119:08 37 17.58 3.1119:18 47 17.64 3,1719:24 .53 17,70 3.2319:41 70 18.14 3.6720:02 91 18.05 3.5820:05 94 18.28 3.8120:06 95 18.25 3,7820:29 118 17.97 3.5020:31 120 18,01 3.5420:51 140 18.01 3.5421:12 161 18.00 3.5321:24 173 18.17 3.7022:04 213 18.04 3.5723.04 273 18.20 3.7323:09 328 17.99 3,52

8/15/84 00:07 394 17,97 3,5001:34 ,480 17.94 3,4703:27 522 17.95 3.4804:52 607 17.95 3.4805:31 646 17.94 3.4706:26 701 17.94 3.4707:05 740 17.97 3.5009:08 863 18,00 3.5309:58 913 18.03 3,5611:37 1012 18.03 3.5612:52 1087 18.09 3.6215:38 1253 18.09 3.6216:29 1304 18.05 3.58

ARI0029L.

'BCMi

OBSERVATION WELL NO, W-l (cont'd)

Clock ElapsedDate T1me Time (min)* Depth (ft)** Drawdown (ft)

8/15/84 17:34 1369 18.28 381J8:27 1422 , 18.12 3!65

:48 1503 18.31 3.842 :07 1582 18.08 3.612:35 1610 18.24 3.7721:58 1633 18.08 3.6122:51 1686 18.19 3 7;23:18 1713 18.38 !23:48 1743 18.23 3.76

8/16/84 00:15 1770 18 10 3 6300:40 1795 18.22 3'7501:04 1819 18.09 3'6201:32 1847 18.10 3.6201:54 1869 18.04 3 5702:25 1900 18,00 3~530?:54 1929 18.02 3~5503:36 1971 18.15 3.'680 :20 2015 ia.03 3.5604:59 2054 18,03 3.5605:36 2091 18.03 3.5606:10 2125 18.07 3.6006:46 2161 18,02 3 55°7:32 2207 18.03 3.%O8'°0 2235 18.05 3.5808:44 2279 18.12 3.65

9/16/84 09:15 2310 18.09 3 6211:13 2428 18.07 3.6011:22 2437 18.06 3 59H'37 2452 18.12 3!e512:57 2472 18.10 3.63


Source: BCM.

~~ AR100295

BCM

NCR - Millsboro, DE Observation Well No,: W-8BAquifler Test Data Distance From Pumped Well (ft):"~B5D—TTPumped Well: North Initial Water Level:" 17.00 ft

Production Well —————

Clock ElapsedDate Time Time (min)* Depth (ft)** Drawdown (ft)

8/14/84 15:00 - 17.0019:09 24 17.20 0.2019:27 42 17.23 0.2319:47 62 17.30 0.3020:06 81 17.33 0,3320:25 100 17.35 0.3520:54 129 17.37 0,3721:17 152 17.37 0.3721:45 180 17.37 0.3723:34 334 17.40 0.40

8/15/84 01:31 406 17,40 0.4004:03 558 17.40 0.4005:18 633 17.40 0.4005:44 703 17.40 0.4006:40 715 17.40 0.4007:20 755 17.40 0.4009:25 880 17.41 0.4110:51 966 17.42 0.4211:50 1025 17.43 0.4313:03 1098 17.44 0.4415:07 1222 17.45 0.4516:44 1319 17.46 0.4617:41 1376 17.47 0.4718:36 1431 17.48 0.4819:55 1510 17.48 0.4822:25 1660 17.48 0.4823:03 1698 17,48 0.48

8/16/84 00:54 1809 17,48 0.4802:39 1914 17,48 0.4804:40 2035 17.48 0.4804:41 2036 17.485 0.48508:10 2245 17.50 0.5009:39 2334 17.50 0.50

* Since pumping began** From top of PVC casing (\R 100296Source: BCM.

BCM

[*•"'] NCR - Millsboro, DE Observation Well No,: W-8CAquifier Test Data Distance From Pumped Well (ft): 650 ftPumped Well: North Initial Water Level: 17.11 ft


Clock " ElapsedU T1me T1ma 0"1")* Depth (ft)** Drawdown (ft)

8/14/84 15:00 - 17 n19:09 24 17'?4 n",",19:29 44 32 on19:48 63 39 HJ20:06 81 41 I'H20:26 101 4 °' °

n-ll \% »•« °-'3'i.lo 153 17.46 n ug:S! % 17-46 :23:36 291 17.50 0.39

8/15/84 01:35 410 17.50 0.390°:?° HI n.so o°5:2 636 17.50 0.3905:44 659 17.49 030r\e, M<\ _._ *i tis UtOu06:41 716 17 49 n „H7.01 irr U.JOU'.tt 756 17.,19 n inin'.? ^ 17S1 '}?'„_ 915 17-52 0.4111:48 1023 17 54 n 4313:°4 1099 54 0413:53 1148 14 2'16:43 1318 17.54 043»•" °:17.55 0 44

i }51} 17.55 M«:Z6 1661 17 51 n /in"'04 1699 {fig °;;0°

8/16/84 00:56 1811 17.51 Q .„02;41 1916 56 n'l0°7:00 2175 565 S1 ,OB = » 2235 IffiT ' 509 = 38 2333 17.60 49

* Since pumping began** From top of PVC casing AR I 00297** From top of PVC casing

Source: BCM,

[BCMr

NCR-Millsboro, DE Observation Well No,: W-11BJL

Clock ElapsedDate T1me Time (min)* Depth (ft)** Drawdown (ft)

8/14/84 15:35 - ' 15/41"!" 30 15:47 0~069:32 47 15:50 0.09

T S S|g S:!So20/ 91 15-55 04

T •- 8:8 til; !S S:g S:!

21:46 181 15.57 0.16

8/15/84 01:47 422 15.57 0 16°4:36 591 15.57 0.16°5:13 628 15.58 o _705:56 671 15.58 o.l06:44 755 15,58 0.?n'« III 15'595 °-13510:53 968 15,62 0.2113:05 1100 15:62 0 2114:09 1164 15.54 0 1316:47 1322 15.54 0318:41 1436 15.54 0,1320:25 1540 15.58 0723:07 1702 15.58 O.'l7

8/16/64 01:09 1824 15.58 0 1703:06 1941 15.58 o!l705:07 2062 15.61 0.2007:05 2180 15.65 0.2409:52 2347 15.69 028


Source: BCM.———————————————-______MLLQ0298

BCMiI..M . 1.... <

NCR - Millsboro, DEAqulfier Test Data DistancePumped Well: W-12

Date

9/1/83

* Since** From

Source:

ClockTime

11:2311:2511:2711:3111:3711:4311:4811:5312:1912:2812:4413:0013:1513:3914:1014:3815:1015:38

pumping begantop of PVC casing

BCM,

ElapsedTime (min)*

_.2481420253056658197112136167195227255

Observation Well No.From Pumped Well (ft)

Initial Water Level

Depth (ft)**

15.8320.4620.1320.6720.0820.7520.7520.9221.0821.4221.4221.0821.2921.1321.5021.021.4221.54

: W-12: 0: 15.83 ft

Drawdown (ft)

..4.634.294.834.254.924.925.085.255.585.585.255.455.295.675.175.585.71

ARI00299

NCR - Millsboro, DE Observation Well No,: W-12Aquifier Test Data Distance From Pumped Well ( f t ) ; J "Pumped Well: W-12 Initial Water Level; 15.83 ft

Clock Elapsed • .......Date Time Time (min)* Depth (ft)** Drawdown (ft)

9/1/83 11:23 -- 15.8311:25 2 20.46 4.6311:27 4 20.13 4,2911:31 8 20.67 4,8311:37 14 20.08 4.2511:43 20 20.75 4.9211:48 25 20.75 4.9211:53 30 20.92 5.0812:19 56 21.08 5.2512:28 65 21.42 5.5812:44 81 21.42 5.5313:00 97 21.08 5.2513:15 112 21.29 5.4513:39 136 21.13 5.2914:10 167 21.50 5.6714:38 195 21.0 5.1715:10 227 21.42 5.5815:38 255 21.54 5.71


Source: BCM.

AR100299

JEiCMjObservation Well No.i;

16.5016.8316.16,7916.8816.9217.017.0417.016.9216.9616.17.017.017.1717.0817.2117.10

11:2311:2711:3111:3511:3811:4511:4911:5412:1512:2912:45

•;0113:1613:40


Source: BCM.

"BCMNCR - Millsboro, DE Observation Well No,; P-BAqulfier Test Data Distance From Pumped Well (ft);r 20 ftPumped Well: W-12 Ini t i a l Water Level;~T6.5S ft


9/1/83 11:23 -- 16.5811:28 5 ' 16.5811:30 7 16.5411:34 11 16.5411:40 17 16.5811:47 24 16.67 0.0811:52 29 16.65 0.0612:05 42 16.67 0.0812:18 55 16.67 0.0812:31 68 16.67 0.0812:47 84 16.71 0.1313:03 100 16.75 0.1713:18 115 16.75 0.1713:42 139 16.79 0.2114:13 170 16.83 0.2514:41 198 16.90 0.3115:14 231 16.83 0.2515:42 259 16.88 0.29

* Since pumping began** From top of PVC casingSource: BCM.

IfI

RRI0030

">.NCR - Millsboro, DE Observation Well No.: P-CAquifier Test Data Distance From Pumped Well (ft);' 10 fj~~Pumped Well: W-12 Initial Water Level: 16.50 ft

i Clock Elapsedi Date Time Time (min)* Depth (ft)** Drawdown (ft)

: 9/1/83 11:23 -- 16.5011:29 6 • 16.83 0.3311:30 7 16.81 0.3111:33 10 16.79 0.2911:39 16 16.83 0.3311:46 23 16.85 0.3511:50 27 16,90 0.40

1 12:02 39 16.92 0.4212:17 54 16.88 0.3812:30 67 16.88 0.3812:46 83 16.92 0.4213:02 99 17.02 0.5213:17 114 16.98 0.4813:41 138 17.0 0.50

i . 14:12 169 17.04 0.5414:40 197 17.06 0.5615:13 230 17.04 0.5415:40 257 17.08 0.58


Source: BCM.

, , ARI00302T*>Ktf'' .

BCM

AQUIFER (PUMPING) TEST NO. 2

PUMPED WELL: NORTH PRODUCTION WELL

PUMPING RATE: 242 GPM

RRI00303C

E3OV1

It

II

Clock Elapsed________ Time Time (m1n)* Depth (ft)** Drawdown (ft)

8/14/84 18:31 .. • 1M? .. '•|?;33 2 15.80 1.33 ILM K I'll *i.:!. i,9 ":" •'8:4 j 17.00 2.5318:47 16 17.06 ? 59

l"* ?5 J7'°8 3:i1ia:u° 37 17 58 Q n!q9:'3 47 17.6 :19:24 53 17 70 , pi19:41 70 I.;.? 33> 720:02 91 {a 05 MR j20:05 94 828 38? ' :20:06 95 825 HJOA.nn i1n ^«'on B !7-97 3.500 ° 18.01 3.54°; 18.01 3.54i\''9A 1? 18'°° 3'53'1:24 173 10 17 , 7n22:04 213 O '?23.04 273 820 3723:09 328 S 3.11

8/15/84 00:07 394 17 97 , 5n01:34 080 9 l'$03:27 522 795 I'll04:52 607 9 3'05:31 646 94 I'f706 = 26 701 9 HJ07:05 740 9 [ 009:08 863 18.00 35.09:50 913 18 03 ilfi11:37 1012 80 i'12 = 52 1087 809 3' 615:38 1253 _09 ?'?»lr':29 1304 ll'os 8?

-vI1RI00301(


8/15/84 17:34 1369 18.28 3.8118:27 1422 18.12 3.6519:48 1503 • 18.31 3.8421:07 1582 18.08 3.6121:35 1610 18.24 3.7721:58 1633 18.08 3.6122:51 1686 18.19 3.7223:18 1713 18.38 3.9123:48 1743 18.23 3.76

8/16/84 00:15 1770 18.10 3.6300:40 1795 18.22 3.7501:04 1819 18.09 3.6201:32 1847 18.10 3.6301:54 1869 18.04 3.5702:25 1900 18.00 3.5302:54 1929 18.02 3.5503:36 1971 18.15 3.6804:20 2015 18.03 3.5604:59 2054 18.03 3.5605:36 2091 18,03 3.5606:10 2125 18.07 3.6006:46 2161 18.02 3.5507:32 2207 18,03 3.5608:00 2235 18,05 3.5808:44 2279 IS.12 3.65

9/16/84 09:15 2310 18.09 3.6211:13 2428 18.07 3.6011:22 2437 18.06 3.5911:37 2452 18.12 3.6512:57 2472 18.10 3.63


Source: BCM.

IfI

ARI00305

BCM:

NCR - Millsboro, DE Observation Well No.: W-8BAquifier Test Data Distance From Pumped Well (ft): 650 ftPumped Well: North Initial Water Level f~l7.QO~ft

Production Well


8/14/84 15:00 - 17.0019:09 24 ' 17.20 0,2019:27 42 17.23 0.23!5:4; 62 17.30 0.3020:06 81 17.33 0.3320:25 100 17.35 0.3520:54 129 17.37 0.3721:17 152 17.37 0.3721:45 180 17.37 0.3723:34 334 17.40 0.40

8/15/84 01:31 406 17.40 0.4004:03 558 17.40 0.4005:18 633 17.40 0.4005:44 703 17.40 0.4006:40 715 17.40 0.4007:20 755 17.40 0.4009:25 080 17.41 0.4110:51 966 17.42 0.4211:50 1025 17,43 0.4313:03 1098 17.44 0.4415:07 1222 17.45 0.4516:44 1319 17.46 0.4617:41 1376 17.47 0.4718:36 1431 17.48 0.4819:55 1510 17.48 0.4822:25 1660 17.48 0.4823:03 _ 1698 17.48 0.48

8/16/84 00:54 1809 17.48 0.4802:39 1914 17.48 0.4804:40 2035 17.48 0.4804:41 2036 17.485 0.48508:10 2245 17.50 0.5009:39 2334 17.50 0.50

* Since pumping began** From top of PVC casing fl R | 0 0 3 0 6Source: BCM.

E3CMJ

.. NCR - Millsboro, DE Observation Well No.: W-8C|[ Aquifier Test Data Distance From Pumped Well (ft); 650~TT

Pumped Well: North Initial Water Level: 17.11 ftProduction Well

Clock ElapsedDate Timii Time (min)* Depth (ft)** Drawdown (ft)

8/14/84 15:00 -- 17.1119:09 24 17.24 0.1319:29 44 17.32 0.2119:48 63 17.39 0.2320:06 81 17.41 0.3020:26 101 17.44 0.3320:55 130 17.46 0.3621:18 153 17.46 0.3521:45 180 17.46 0.3523:36 291 17.50 0.39

8/15/84 01:35 410 17.50 0.3904:04 559 17.50 0.3905:21 636 17.50 0.3905:44 659 17.49 0.3806:41 716 17.49 0.3807:21 756 17.49 0.3809:20 875 17.51 0.4010:47 915 17.52 0.4111:48 1023 17.54 0.4313:04 1099 17.54 0.4313:53 1148 17.54 0.4316:43 1318 17.54 0.4317:43 1378 17.54 0.4318:37 1432 17.55 0.4419:56 1511 17.55 0.4422:26 1661 17.51 0.4023:04 1699 17.51 0.40

8/16/84 00:56 1811 17.51 0.4002:41 1916 17.56 0.4507:00 2175 17.565 0.45508:11 2235 17.60 0.4909:38 2333 17.60 0.49

* Since pumping began** From top of PVC casing BRI 00307Source: BCM.

NCR - Millsboro, DE Observation Well No,: W-11B ftAquifier Test Data Dlstancr; From Pumped Well (ft); 1025 ftPunned Well: North I n i t i a l Water Level: 15.41 fl~


I


8/14/84 15:35 - ' 15/4119:15 30 15:47 0.0619:32 47 15:50 0.0919:46 61 15:52 0.1120:03 78 15:54 0.1320:16 91 15.55 0.1420:48 123 15.57 0.1621:04 139 15.57 0.1621:15 150 15.57 0.1621:30 165 15.57 0.1621:46 181 15.57 0.16

1 8 / 1 5 / 8 4 01:47 422 15.57 0.1604:36 591 15.57 0.1605:13 628 15.58 0.17

• 05:56 671 15.58 0.17\m 06:44 755 15.58 0.17

07:22 757 15.595 0.185• 1 0 : 5 3 9 6 8 15.62 0.21

13:05 1100 15:62 0.2114:09 1164 15.54 0.13

,— 16:47 1322 15.54 0.13!• 18:41 1436 15.54 0.13•m 20:25 1540 15.58 0.17

23:07 1702 15.58 0.17

8/15/64 01:09 1824 15.58 0.1703:06 1941 15.58 0.1705:07 2062 15.61 0.2007:05 2180 15.65 0 2409:52 2347 15.69 0.28

* Since pumping began** From top of PVC casinsing ^

Source: BCM I\R|OQ308 1

APPENDIX E

AIR QUALITV MODELING

iIIrp

AR100309

AIR QUALITY MODELING

PTPLU Is a Gaussian plume dispersion model designed to screen maximumconcentrations from single point sources. PTPLU determines the distanceto and the magnitude of maximum concentrations from a point source for 49internally generated combinations of wind speed and stability. PTPLU isbased on the following modeling assumptions:

- the wind speed existing at stack top applies to both plumerise and dilution

- plume rise is calculated using methods suggested by Briggs

- the pollutant release is continuous

- calculations are made as 1f the atmosphere has reached asteady-state condition

- for unstable and neutral conditions, complete eddy'reflectionis calculated both from the ground and from the stable layeraloft given by the mixing height

The distance to maximum ground level concentration is determined by anInteratlve sequential search. For each combination of wind speed andstability, the maximum concentration is determined from 16 fixed dis-tances (0.1, 0.3, 0.5, 0.7, 1, 2, 3, 5, 7, 10, 15, 20, 30, 40, 50, and100 km), This distance then becomes the start for the Interatlve searchfor the maximum ground level concentration. Calculations begin withincrements appropriate to the starting point (+0.1 km for starting points0.1 to 0.7 km, +1 km for starting points 1 to~7 km, +10 km for startingpoints 10 to 50 km, and -10 km for the 100 km starting point). Intera-tions proceed back and forth In one-tenth increments until the incrementreaches 1 meter, If the distance of the maximum exceeds 100 km, thesearch ceases and a warning message Is printed.

ARI003IO

ncr corporation i former facility millsboro, …center, a data processing center. i 1 routine...

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