remedial investigation site operations plan for the

I* m * COMMODORE SEMICONDUCTOR GROUP

a division of Commodore Business Machines, Inc.

iRemedial Investigation Site Operations Plan for the

' REMEDIAL INVESTIGATION AND| FEASIBILITY STUDY, of the CSG Facility at' 950 Rittenhouse RoadI Norristown, Pennsylvaniai_. Volume IV Part 1I

I

i

I July 1989

IIi Prepared By:

/JR30GJ53Roy F. Weston, Inc.

West Chester, Pennsylvania

REMEDIAL INVESTIGATIONSITE OPERATIONS PLAN

for the

REMEDIAL INVESTIGATION ANDFEASIBILITY STUDY

of the

CSG FACILITY

at 950 Rittenhouse Road,Norristown, Pennsylvania

Volume I

Richard Ng /•" TCSG Project Coorjjjinator

John Marksfeston Project Manager

Donald MessingerWeston^Quality Assurance Officer

_ _____ . ___ _Michael TowleUSEPA Regional Project Manager

USEPA Regional QualityAssurance Officer

" Prepared By:

ROY F. WESTON, INC.Weston Way

West Chester, Pennsylvania 19380

July 1989

Prepared For: AR300I 59Commodore Semiconductor Group

List of Recipients of Official Copiesof the Remedial Investigation Site

Operations Plan

Richard Ng Commodore Semiconductor GroupProject Coordinator

Michael Towle U.S. Environmental Protection AgencyRegion III Project Manager

Edward (Jay) Newbaker PA Department of Environmental Resources

David Hess PA Department of Environmental Resources

John Marks Roy F. Weston, Inc.Project Manager

Donald Messinger Roy F. Weston, Inc.Quality Assurance Officer

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TABLE OF CONTENTS

Section Title Page

1 INTRODUCTION 1.1-1

1.1 Background 1.l-l1.1.1 Site Location 1.1-11.1.2 Site History 1.1-11.1.3 Historical Aerial Photograph

Interpretation 1.1-41.1.4 Possible Contaminant Sources 1.1-61.1.5 Site Topography 1.1-71.1.6 Surface Water Flow 1.1-71.1.7 Climate 1.1-101.1.8 Site Geology 1.1-101.1.9 Fracture Trace Analysis 1.1-141.1.10 Hydrogeology and Modeling 1.1-14

1.1.10.1 Overburden Geology andHydrogeology 1.1-22

1.1.10.2 Bedrock Hydrogeology 1.1-221.1.11 Groundwater Quality 1.1-28

1.1.11.1 Overburden GroundwaterQuality 1.1-28

1.1.11.2 Bedrock GroundwaterQuality 1.1-30

1.1.12 Site Modeling 1.1-341.1.13 Properties of Contaminants 1.1-381.1.14 Contaminant Migration Pathways 1.1-38

1.1.14.1 Air 1.1-381.1.14.2 Direct Contact 1.1-401.1.14.3 Surface Water 1.1-401.1.14.4 Groundwater 1.1-40

1.1.15 Potential Receptors 1.1-421.1.16 ARARs 1.1-421.1.17 Focused Feasibility Study 1.1-601.1.18 Historical Groundwater Data 1.1-611.1.19 References 1.1-91

1.2 Site Management Plan 1.2-11.2.1 Project Organization and Staffing 1.2-11.2.2 Site Management and Responsibility 1.2-11.2.3 Site Access and Facilities 1.2-51.2.4 Communication and Documentation 1.2-61.2.5 Abandonment of Existing Wells 1.2-9

1.3 Remedial Investigation Site OperationsProcedures 1.3-11.3.1 Standard Operating Procedure -

RI Objectives 1.3-1

1.3.2 Standard Operating Procedure -Scope of Work and RI Activities 1.3-1

1.3.3 RI/FS Schedule _nARV

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TABLE OF CONTENTS(continued)

Section Title Page

1.3.4 Standard Operating Procedure -Prepare Base Maps 1.3-12Appendix A - EPA PhotogrammetricMapping Specification and Re-quirements

1.3.5 Standard Operating Procedure -Obtain Site Access 1.3-19

1.3.6 Standard Operating Procedure -Measure Water Levels 1.3-22Appendix B - Water Level Measure-ment

1.3.7 Standard Operating Procedure -Conduct Soil-Gas Survey 1.3-24Appendix C - General Soil-GasSampling and Field Chemical Analysis

1.3.8 Standard Operating Procedure -Drill Soil Borings and InstallVapor Probes 1.3-28Appendix D - Soil Boring and SoilVapor Probe Installation

1.3.9 Standard Operating Procedure -Collection of Soil Samples 1.3-31 jAppendix E - Soil and Rock Bore-hole Logging and Sampling

1.3.10 Standard Operating Procedure - 'Conduct Ecological Assessment 1.3-35Appendix F j

1.3.11 Standard Operating Procedure -Soil Sample Analysis 1.3.36 •Appendix G - Soil Samples Analysis I

1.3.12 Standard Operating Procedure -Monitoring Well Installation 1.3-41 JAppendix H - Monitoring Well JInstallat ion

1.3.13 Standard Operating Procedure - jBorehole Geophysical Logging of ^_Wells 1.3-46 ,Appendix I - Borehole Geophysical ILogging of Wells AR300 I 62

vi6127B4

i

TABLE OF CONTENTS(continued)

Section Title Page

1.3.14 Standard Operating Procedure -Monitor Vapor Probes 1,3-43Appendix J - Monitoring Soil VaporProbes

1.3.15 Standard Operating Procedure -Hydrogeologic Testing 1.3-49Appendix K - Hydrogeologic Testing

1.3.16 Standard Operating Procedure -Collect Water Samples 1.3-52Appendix L - Collect Water Samples

1.3.17 Standard Operating Procedure -Analyze Water Samples 1.3-56

1.3.18 Standard Operating Procedure -Survey Wells 1.3-58

1.3.19 Standard Operating Procedure -Air Emissions Modeling and Testing 1.3-59

1.3.20 Standard Operating Procedure -General Instructions for FieldPersonnel 1.3-61Appendix M - General Instructionsfor Field Personnel

1.3.21 Standard Operating Procedure -General Equipment Decontamination 1.3-62Appendix N - General EquipmentDecontaminat ion

1.3.22 Standard Operating Procedure -Sample, Control and Decontamination 1.3-63Appendix 0 - Sample Control andDecontaminat ion

1.3.23 Standard Operating Procedure -Handling and Packaging of Samples 1.3-64Appendix P - Handling and Packagingof Samples

1.4 Professional Profiles

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LIST OF TABLES

Table No. Title Page

1-1 Monitor Well and Public Supply Well - Instal-lation and Completion Data 1.1-25

1-2 Relative Influence of Well Location, Timeof Sampling, and Sampling/Analysis Erroron TCE Concentrations in Groundwater Between1982 and 1987 1.1-35

1-3 Contaminants and Their Properties 1.1-39

1-4 ARARs for Chemicals Detected in Water atthe Valley Forge Corporate Center Area 1.1-43

1-5 Interim Operating Guidance for Air ToxicSubstances - New and Modified Sources 1.1-45

1-6 Ambient Water Quality Criteria 1.1-46

1-7 Selected Action-Specific ARARs 1.1-47

1-8 Key Project Contacts 1.2-3

1-9 Potentially Applicable Remedial ActionTechnologies 1.3-2

1-10 Information Required to Evaluate Groundwater iRemediation Strategies 1.3-5 J

1-11 Commodore Semiconductor Group Summary of iWork Tasks and RISOP Organization 1.3-8 J

1-12 Chromatographic Conditions and Method Detec-tion Limits for Halogenated Volatile Organics 1.3-37 j

1-13 Determination of Practical Quantitation Limitsfor Various Matrices 1.3-38 J

1-14 Residential Wells 1.3-53

1-15 Container Sizes and Construction Materials 1.3-65 j

Vlll6127B6 '1

LIST OF FIGURES

Figure No. Title Page

1-1 Location of CSG Site 1.1-2

1-2 Possible Contaminant Sources in the Vicinityof Valley Forge Corporate Center 1.1-8

1-3 Site Topography 1.1-9

1-4 Precipitation Data for October 1985 Through1987, CSG Site 1.1-11

1-5 Physiographic Provinces in the Middle AtlanticStates 1.1-12

1-6 Geologic Map of the Newark Group in South-eastern Pennsylvania 1.1-13

1-7 Locations of Cross-Sections AB, AC and BC 1.1-15

1-8 Cross-Section AB 1.1-16

1-9 Cross-Section AC 1.1-17

1-10 Cross-Section BC 1.1-13

l-ll Area Geology and Faulting, Valley Forge,PA Quadrangle 1.1-19

1-12 Area Geology and Faulting, Collegeville,PA Quadrangle 1.1-20

1-13 CSG Site and Vicinity in 1937 with Lineaments 1.1-21

1-14 Contour Map of the Elevation of the Top ofthe Bedrock 1.1-23

1-15 Overburden Water Table - March 20, 1980 1.1-24

1-16 Bedrock Water Level Fluctuations 1.1-27

1-17 Degradation Products of Compounds Under IdealLaboratory Conditions 1.1-29

1-18 Chemical Signatures of Water SamplesCollected Near the CSG Site, July 1987 1.1-31

1-19 Chemical Signatures of Water Samples .DCollected Near the CSG Site, October 198#n J OS-/

ix6127B7

LIST OF FIGURES(continued)

Figure No. Title Page

1-20 Chemical Signatures of Water Samples Col-lected Near the CSG Site, March 1989 1.1-33

1-21 CSG RI/FS Project Organization Chart 1.2-2

1-22 Chain-of-Custody Record 1.2-8

1-23 Schedule of Tasks for the RI/FS of the CSGSite 1.3-13

1-24 Regional Base Map Area 1.3-15

1-25 Site Base Map Area 1.3-16

1-26 Locations of Wells Monitored On and Near theCSG Site 1.3-17

1-27 Possible Site Access Contacts 1.3-21

1-28 Soil Gas Survey Probes 1.3-25

1-29 Proposed Soil-Gas Survey at CSG 1.3-26

1-30 Proposed Locations of Soil Borings/VaporProbe at CSG Site 1.3-29 .i

1-31 Vapor Probe Construction, CSG Site 1.3-30

1-32 Proposed Locations of Soil Boring Samples, fCSG Site 1.3-32

1-33 Possible Locations for Soil Samples Collectedfrom Monitoring Wells at CSG Site 1.3-33 •'

1-34 Possible Locations for Monitoring Wells, 1CSG Site 1.3-42 |

1-35 Monitoring Well and Probe Construction at Tthe CSG Site 1.3-44 J

1-36 Straddle Packer Diagram 1.3-51

1-37 Previous and Current Sampling Locations, -»Valley Forge Corporate Center Area 1.3-54

x6127B8 •i

PART 1

BACKGROUND

1.1 INTRODUCTI ON

This Remedial Investigation Site Operations Plan (RISOP) doc-ument describes the background and methodology for the RemedialInvestigation and Feasibility Study (RI/FS) of a facility ownedby Commodore Business Machines (CBM) and referred to as theCommodore Semiconductor Group (CSG) site. Part I describes thesite location, history, geological background, and existingcontaminant distribution data and an assessment of migrationpathways. Part 1 also includes the plan for management andresponsibility of the site-related activities and the samplingand analysis methodology. Part 2 describes the health andsafety procedures to be followed during the RI/FS activities.Part 3 describes how data collected during the RI/FS activitieswill be managed. Part 4 describes the guality assurance pro-cedures necessary for a complete and accurate RI/FS.

1.1.1 Si te Location

The CSG site is located in southeastern Pennsylvania in thesouthwestern portion of Montgomery County, approximately 15miles northwest of downtown Philadelphia (see Figure l-l). The14-acre site is situated on the northwestern border of the Val-ley Forge Corporate Center at 950 Rittenhouse Road, approxi-mately 1 mile north of the Schuylkill River. The site is bor-dered on the northwest by Rittenhouse Road and the GeneralWashington Country Club and on all other sides by commercialand industrial facilities of the Valley Forge Corporate Center.Private residences are located within approximately 0.5 mile inall directions from the site.

1.1.2 Site History

The facility was originally constructed in 1970 by MOS Technol-ogy, Inc. (MOS), a subsidiary of Alien Bradley Corporation. Atthe time the building was constructed, an underground concretetank was installed adjacent to the east side of the MOS build-ing to store a waste solution containing trichloroethene (TCE)used in the manufacture of semiconductor chips. In 1974, theconcrete tank was reported to have leaked. MOS later installeda steel tank next to the concrete tank and discontinued use ofthe concrete tank.

AR3QQI671.1-1

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In 1978, TCE was detected in water from Audubon Water Companywells 3 and 5 (AUD 3 and 5), located along Rittenhouse Roadapproximately 1,000 feet southwest of the MOS facility. Duringthe 1974 to 1978 time period, the Pennsylvania Department ofEnvironmental Resources (DER) identified the site as a possibleTCE source. MOS then excavated and removed both tanks andapproximately 30,000 cubic feet of TCE-contaminated soil, whichwas properly disposed of. The tanks were replaced with afiberglass-lined concrete vault.

In 1979, the use of TCE in the semiconductor chip manufactur-ing process was eliminated. In 1980, CBM purchased the facili-ty from MOS Technology, Inc. Between October 1979 and November1981, SMC Martin, Inc. conducted a hydrogeologic assessmentthat involved additional excavation and soil analyses in thevicinity of the underground storage tanks and the installationof wells to monitor and test groundwater in the bedrock andoverburden. The hydrogeologic assessment, which included quar-terly groundwater monitoring, determined that TCE contamina-tion of the groundwater from a variety of sources exists bothon- and off-site at concentrations in excess of the revisedSafe Drinking Water Act maximum contaminant level (MCL) of 5parts per billion (ppb).

Removal of TCE from the groundwater system began in 1981 withthe pumping and spray irrigation of public supply well VFCC-4.By 1984, the spray irrigation system was replaced by an airstripping system. In addition, a French drain with an airstripper was installed to collect and treat shallow groundwateras part of a 100,000-square foot building expansion. In 1987,an air stripper column was installed in connection with AUD 3and 5 as part of the groundwater remediation system.

In 1984 consultants for Commodore collected groundwater samplesfrom 43 residential wells in the area. These samples were ana-lyzed for TCE. In response to the results, Commodore installedcarbon filters on 22 wells, 17 of which tapped groundwater thatwas analyzed as having TCE concentrations in excess of 1 ppb.One homeowner, at 2665 Egypt Road, whose well water was ana-lyzed as containing 23 ppb TCE declined filter installation,and has not been cooperative in subsequent sampling rounds.

Groundwater sampling on a quarterly basis began in June 1987.Samples were analyzed for organic priority pollutants, six ofwhich have been consistently detected to some degree in thegroundwater of the residential wells. These volatile organiccompounds (VOCs) are TCE, 1,1,1-trichloroethane (TCA), 1,1-di-chloroethene (1,1-DCE), trans 1,2-dichloroethene (1,2-DCE),1,1-dichloroethane (1,1-DCA) and tetrachloroethene (PCE). Thegeographic distribution of these compounds in residential well

AR300I691.1-3

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water has been fairly constant through time and are discussedin Subsection 1.1.11.2. The historical data are tabulated in ^^Subsection 1.1.18. ••

In February 1984, the U.S. Environmental Protection Agency(EPA) performed a site investigation of the MOS/CSG facility.The site was subsequently scored on the Hazard Ranking System(HRS) and ranked. This was followed by a CERCLA Superfundinvestigation in August 1986. In January 1987, EPA proposedthe Rittenhouse Road site for inclusion on the National Prior-ity List (NPL) (King, 1987). In March 1987, CSG initiated anappeal of the HRS score and the status of the MOS/CSG facilityas a proposed NPL site.

Between November 1987 and July 1988, Commodore Business Ma-chines, parent company of CSG, and EPA negotiated a ConsentOrder By Agreement requiring a remedial investigation andfeasibility study of the site. The RISOP constitutes the"sampling plan" as required in the Consent Order, which de-scribes the specific scope of activities that will be under-taken pursuant to that Consent Order.

1.1.3 Historical Aerial Photograph Interpretation

The available aerial photographs from 1937 to 1978 covering theCSG site were ordered from the U.S. Department of Agriculture.These prints are rectified-to-scale with approximately 60 per-cent overlap. The purpose of ordering and interpreting thesephotos was to document land use and surface water flow changesin addition to identifying possible historical sources ofgroundwater contamination.

A summary of historical aerial photograph interpretations is asfollows:

• The direction of surface water drainage direction iswest-southwest across the future Valley Forge Corpo-rate Center.

• The airstrip identified in the 1950 aerial photo maybe a historic source of groundwater contamination.

• The TRANSCO pipeline crosses the CSG site. This maybe a conduit for contaminant migration due to itslocation across the site (45 feet downslope from theformer leaking tank) and the extremely transmissivenature of pipeline ditch construction.

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The following dates and accompanying interpretations representall photographs available from the U.S. Department- of Agricul-ture:

• 18 September 1937 — Land use comprises farms, or-chards, a few estates and private homes, fields, andwooded lots. Surface drainage is west-southwest,following local topography, then due south to theSchuylkill River. The primary water bodies in thearea are the Schuylkill River and the Perkiomen Creekand their associated tributaries. The only visibleindustry is a factory occupied by the General PaintCompany located between the railroad and the Schuyl-kill River, more than 1 mile south of the futureMOS/CGS site.

• 8 October 1942 — Land use appears the same as in1937. The number of private homes has increasedslightly, primarily in the Town of Audubon. Whatappears to be a pipeline right-of-way oriented west toeast crosses south of the future site area just northof the Schuykill River. The factory roof area hasapproximately doubled in size, and a pile of apparentcoal or factory waste is visible to the east (rear) ofthe factory.

• 8 June 1950 — Primary land use remains farms, or-chards, fields, and wooded lots. The fields that weresouth of Egypt Road and west of Rittenhouse Road (nowthe General Washington Country Club) is an airport(Valley Forge Airport), with hangar and maintenanceshop, which are potential areas of contamination. Thenumber of private homes in the Audubon area has in-creased. The only apparent industry is the factory,just north of the Schuylkill River, which again hasincreased in area. The apparent coal/waste pilesassociated with the factory have more than doubled insize since 1942.

• 4 October 1957 — Predominant land use continues to befarms, orchards, fields, and wooded lots. The in-crease in the number of private homes, especially assubdivisions in the Towns of Audubon, Trooper, andWest Norriton, is dramatic. The only changes in thearea of the future site are the disuse of the air-strip, which has been converted to open field and theinstallation of the TRANSCO pipeline across the futuresite property and the surrounding area.

AR300I7I1.1-5

6128B

• 18 May 1964 — Private homes extending from the Townsof Audubon, Trooper, and West Norriton have nearlyconnected all three towns. Construction and occupancyof the Valley Forge Corporate Center has been startedby this date. The ICI Americas plant has been complet-ed, along with nine other buildings. The water toweris in place over VFCC-2, and construction is underwayfor new buildings. The area of the future MOS/CSGsite remains an open field. A trailer park appearsapproximately 4/5 of a mile south of the future site,and the factory has increased in size since 1957.

• 6 August 1971 — Private residences throughout thearea have increased in number. The open land isdominated by farms, fields, orchards, and woodedlots. The MOS Technologies building appears in thephotograph as do several other large buildings withinthe Valley Forge Corporate Center. Adams Avenue iscomplete to Audubon Road, as are the other major roadswithin the corporate park. Route 422 has been com-pleted across the Schuylkill River, and the factoryhas increased in size.

• 6 June 1978 — Private homes now link the Towns ofTrooper and Audubon, which have grown appreciably insize. Private industry is confined to Valley ForgeCorporate Center and the factory adjacent to theSchuylkill River. The corporate center has expandednorth of Eisenhower Avenue with the addition of threelarge buildings and the excavation for another. Anautomobile "junk yard" occupies the field adjacent towhat is, in 1989, "Fred's Auto Repair" on Egypt Road.This is a possible upgradient source of contaminationsince TCE and TCA have been used as cleaning solventsfor auto parts. General land use remains fields, or-chards, small wooded lots, and some small farms. Route422 extends beyond Trooper Road and extends west ap-proximately 1 mile.

1.1.4 Possible Contaminant Sources

TCE and other chlorinated compounds have been detected in thegroundwater in the vicinity of the Valley Forge CorporateCenter. Any facilities, past or present, which handled orstored such compounds, may be considered as possible sources ofgroundwater contamination. The Valley Forge Corporate Centercurrently contains approximately 40 businesses, some of which

1.1-66128B

may use volatile organic solvents in their processes. Sur-rounding the corporate center are other potential sources. Theage of many of the residences, those prior to 1960, suggeststhat septic tanks were the primary household wastewater removalsystem. TCE was commonly used to maintain and clear these sys-tems. Past and present potential sources in the area include:

(1) Commodore Semiconductor Group(2) Chemical plant(3) Dry cleaners(4) Valley Forge Airport(5) Auto repair(6) Construction trailer storage and used underground tanks(7) Parts storage(8) Business(9) Business(10) Business(11) Business(12) Gas stations(13) Residences using TCE in septic tanks

This list is a partial documentation of possible sources thatmay be contributing to the groundwater contamination in thevicinity of the Valley Forge Corporate Center. (See Figure 1-2for their locations.) One of the objectives of the currentwork scope is to attempt to differentiate any contamination inthe area due to other sources from that due to the MOS/CGSformer tank leakage.

1.1.5 Site Topography

The topography of the area is strongly influenced by drainagetributaries to the Schuylkill River, which lies approximately 1mile south of the CSG site. Topographic highs are elongated,very flattened ridges, with the long axes extending approxi-mately east-west, subparallel to the northeast-southwest struc-tural strike direction (see Subsection 1.1.8, Site Geology).The site is on the south slope of a ridge, the crest of whichextends westward along Egypt Road to the Town of Audubon andthen west-southwest to Perkiomen Creek (see Figure 1-3). Thetopography on the south side of the ridge in the vicinity ofthe site slopes to the south-southeast at approximately 30 feetof vertical drop in 2,000 feet of horizontal distance with anoverall slope of less than 1 degree. The slope of the topogra-phy increases with proximity to the Schuykill River.

1.1.6 Surface Water Flow

Regional surface drainage is toward the Schuylkill River viatributary streams. Local surface drainage in the vicinity of

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the site is to the west-southwest, while actual site runoff iscollected' and discharged through the Valley Forge CorporateCenter stormwater system. At the southern end of the corporatecenter, surface flow turns to the south to Lamb Run, a smalltributary of the Schuylkill River.

1.1.7 Climate

The climatic monitoring station closest to the MOS/CSG site islocated in Phoenixyille, Pennsylvania. Annual rainfall re-corded at that station for the period beginning January 1951and ending December 1988 averaged 40.69 inches per year, withthe range for the period having a low of 29.79 inches in 1965and a high of 67.47 inches in 1952. Monthly rainfall for thesame period is relatively consistent throughout the years, witha 37-year average high of 4.26 inches for July (NOAA, 1951through 1988). More recent daily precipitation data is plottedin Figure 1-4.

Temperatures ranged from a mean monthly low of 19°F in Januaryto a mean monthly high of 86°F in July for the years 1981through 1986. The average annual temperature was 53'F for thatsame period (NOAA, 1981 through 1988).

1.1.8 Site Geology

The CSG facility is located in the Triassic Lowland section ofthe Piedmont Physiographic Province of southeastern Pennsylva-nia (see Figure 1-5). The site is underlain by the middle ar-kose member of the Triassic Stockton Formation, which is char-acterized by fine- and medium-grained arkosic sandstone (pinkor reddish-grey in color; angular or subangular grains), redshale, very fine-grained red sandstone, and a few beds ofcoarse-grained arkose (see Figure 1-6). The strata have aregional structural dip of 5 to 18 degrees to the northwest,although local warping results in a northeastern dip in somelocations (Rima et al., 1962). To the north, overlying themiddle arkose member, is the upper shale member of the StocktonFormation. This upper member is characterized by red shale,siltstone, and very fine-grained arkosic sandstone (Rima etal., 1962). To the south, the lower arkose member consists ofcoarse- to very coarse-grained arkosic sandstone and conglomer-ate, with minor beds of shale and fine- to medium-grainedarkose. South of the Triassic Lowland section is the PiedmontUplands section of the Piedmont Physiographic Province. Thissection is characterized by intensely deformed rocks of theCambrian-aged Elbrook, Ledger, Antietam, and Harpers Formations(Berg et al., 1980).

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FIGURE 1 -6 GEOLOGIC MAP OF THE NEWARK GROUP IN SOUTHEASTERNPENNSYLVANIA

1.1-13

In the vicinity of the site, Figure 1-7 shows the plan alongwhich three geological sections were drawn to depict the sub-surface geology (Figures 1-8, 1-9, and 1-10). Up to fivesandstone layers interbedded with shale and siltstone have beenidentified beneath the CSG site. Some strata appear to belithologically continuous across the area, while others appearto grade laterally into coarser or finer lithologies. TheStockton Formation has a maximum thickness of approximately2,000 feet in the vicinity of the site. The dip of beddingappears to be less than 5 degrees to the northeast in thisarea. This is in contrast to the regional structural dip of 5to 18 degrees to the northwest, and is probably attributable tolocalized undulations.

1.1.9 Fracture Trace Analysis

The available literature on faults in the area was studied.(Rima, 1962; Newport, 1971; and Berg, 1981). Faulting in theStockton Formation occurs at a minimum distance of 1.5 milessoutheast and south of the site (Figures 1-11 and 1-12). Thegeneral trend of these faults is north-south or northeast-southwest and, to a lesser extent, east-west. The upthrownsides are generally to the northwest or north.

Aerial photographs from 1937, 1942, 1950, 1957, 1964, 1971, and1978 were examined for fracture traces. Fracture traces can bethe surface expression of faults or zones of intense jointingwith little displacement. Such expressions appear as straightor gently curved, elongated features on high-altitude photo-graphs. Nineteen fracture traces were evident in the immediatevicinity of the corporate center on the 1937 photograph. Thesefracture traces are more easily seen on "early" photographsbecause of minimal interference from culture, or the construc-tion of businesses, homes, and roads. The fracture traces seenon the 1937 photograph (see Figure 1-13) were present to a rea-sonable degree on later photographs. They all trended east-northeast to west-southwest, and extended up to approximately 1mile in length.

Ground-truthing of the fracture traces was performed during theinitial field activities. Many could not be examined becauseof the extensive development in the area. No faulting was ob- '•served within 1.5 miles of the CSG site.

1.1.10 Hydrogeology and Modeling j

The CSG site is underlain by up to 25 feet of unconsolidatedmaterial. The bedrock consists of the middle arkosic sandstone )and red shale and sandstone members of the Triassic Stockton *Formation (SMC Martin, Inc., 1984). Groundwater in the bedrockis stored and transmitted through both intergranular pores and jsecondary fractures. Groundwater in the overburden is stored __ jand transmitted only through intergranular pores £&zA.B£u pg^ M^sonally wet periods. H a 0 U U j bU ^V

1.1-146128B

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1.1.10.1 Overburden Geology and Overburden Hydrology

Based on data collected during the drilling of monitoring wellsat the site, the shallow overburden consists of reworked mate-rial from site grading performed during construction of the MOSfacility. Little surface material remains in situ in the im-mediate area of the facility. In the vicinity of the CSGbuilding, the overburden consists of sand, sandy or silty clay,and clay, and ranges from 10.5 to 25 feet in thickness. Theoverburden/bedrock interface (depicted in Figure 1-14) is anundulatory surface with a general dip to the southwest.

Groundwater in the overburden occurs seasonally. Water eleva-tions tend to be highest in the late spring and lowest duringlate summer-early fall. Depth to groundwater varies from ap-proximately 5 feet on the northern side of the site (near wellsMOS-4 and -15) to 10 to 20 feet on the southern side of thesite (near wells MOS-2, -3, and -12). Flow is believed to beto the south, following the slope of the ground surface.Figure 1-15 is a contour map of the water table in theoverburden based on data collected on 20 March 1980.

1.1.10.2 Bedrock Hydroqeology

The Stockton Formation is a dual-porosity hydrogeologic system,which stores and transmits groundwater through both primary in-tergranular pore spaces and secondary fractures (Rima et al.,1962). Most of the bedrock wells penetrate multiple water en-try zones (see Table 1-1). The majority of those zones arefound in sandstone strata, with the remainder occurring infractured siltstones and shales.

The deep bedrock wells in the area penetrate multiple water en-try zones — as many as six in AUD MW-3. It is possible thatmany of these zones are not in hydraulic communication with ad-jacent zones and that only the uppermost zone or zones actuallycontain VOC concentrations. Groundwater elevations monitoredbetween 1981 and 1983 in six deep wells (Figure 1-16) suggestthat there is at least a partial vertical connection between thevarious stratigraphic units. However, because of the complexnature of groundwater flow through fractured bedrock, it ispossible that discrete zones of flow may exist. Delineation ofthese zones would enable design of a more-efficient groundwaterextraction and treatment system that would draw water from onlythose zones with elevated VOC concentrations; however, conclu-sive data concerning the presence of discrete water-bearingzones within the bedrock system and the distribution of con-taminants from zone to zone are lacking.

AR300I881.1-22

6128B

LegendResidential WellWith Street AddressPublic Supply Well

O Monitoring Well" Irrigation Well

•0- Abandoned Well

"Xs \ Based on Data From SN$ EL2hQJ34 118 9

FIGURE 1-14 CONTOUR MAP OF THE ELEVATION OF THE TOP OF BEDROCK

1.1-23

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The groundwater flow direction in the bedrock is believed to beto the south toward the Schuylkill River. Localized pumping,however, has affected flow directions within the cone of in-fluence of the pumping wells.

Aquifer tests on well VFCC-4 were conducted in 1981 and 1983and yielded estimates of average hydraulic conductivity of 0.54feet/day and 0.22 feet/day (SMC Martin, Inc., 1984). The aver-age velocity of groundwater migration was subsequently calcu-lated to be approximately 32 feet/year (SMC Martin, Inc.,1984) . Based on these estimates of groundwater flow and assum-ing no retardation, the maximum distance that groundwater andcontaminants from the site may have migrated since 1970 (whenthe tank was installed) is less than 600 feet. However, sig-nificantly different flow rates may exist in areas that arewell-fractured or are pumped at substantial rates.

1.1.11 Groundwater Quality

Groundwater in both the overburden and bedrock has been sampledand analyzed for VOCs since 1979. The relationship betweenthese compounds is shown in Figure 1-17. Both zones have beenshown to contain elevated VOC concentrations. Few analyses ofgroundwater from the overburden wells were conducted between1980 and 1984 because the wells were usually dry. In 1984,monitoring efforts in the overburden were curtailed becausethe wells were removed as part of the building expansion andthe regrading of the site. Bedrock monitoring was expanded in1986 to include selected residential wells within 1 mile of thesite. This monitoring program continues on a quarterly basis.

1.1.11.1 Overburden Groundwater Quality ;

Groundwater in the overburden was analyzed for VOCs between1979 and 1984. During that period, concentrations of TCE inthe groundwater of several wells ranged from below detectionlimits to 100,000 micrograms per liter or parts per billion(ppb). A groundwater sample from overburden well MOS-4 on 4 iApril 1984 was found to contain 2,000 ppb TCE. In general, the jhighest VOC concentrations were near the former location of theunderground storage tank (wells MOS-9 and -12) and in the nor-them corner of the site (MOS-4, -8, and -7) (Figure 1-15).Subsection 1.1.18 lists historical data for these wells. These Jfive wells have all since been removed due to building expan-sion or construction. This distribution suggests that the mi- 1gration of the high density VOCs may be influenced by a north- Iward component of groundwater movement that has not been de-fined to date, or by a different source of the contaminants of •»concern. J

AR300I91*1.1-28

6128B

45Days

52

175-860d Reference: McKown et al., 1987

FIGURE 1-17 DEGRADATION PRODUCTS UNDERIDEAL LABORATORY CONDITIONS

1.1-29

1.1.11.2 Bedrock Groundwater Quality

Existing analytical data show groundwater in the bedrock tohave elevated concentrations of TCE, TCA, 1,2-DCE, l,l-di-chloroethene (1,1-DCE), 1,1-dichloroethane (1,1-DCA), andtetrachloroethene (PCE) within 1 mile of the CSG site. Thoseconstituents are found both northeast and southwest of the CSGsite.

Using data from the residential well sampling program, wherewells were completed in bedrock, the relative occurrence ofthose VOCs was evaluated and mapped as chemical signatures(chemical signatures express the percentages of indicatorchemical concentrations relative to the sum of the concentra-tions). These chemical signatures in conjunction with modelingof groundwater flow direction and mapping of contaminant plumeswill be used to try to identify and differentiate off-sitesources of contamination. Chemical signatures for the July andOctober 1987, and March 1989 sampling rounds are shown inFigures 1-18, 1-19, and 1-20, respectively. In general, «£ourtypes of signatures are apparent: -Hvwt.

• Predominant TCE/1,2-DCE — Found in wells within anarc approximately 2,500 feet southwest and southeastof the CSG facility. This signature may represent TCEfrom the former underground storage tank and itsbreakdown product 1,2-DCE.

• Predominant TCE/TCA — Found northeast and northwestof the CSG facility. This signature may represent adifferent contaminant source given that the area ishydraulically upgradient and that the TCA concentra-tions (which are not breakdown products of TCE) arehigher than at the CSG facility. Furthermore, thegreater proportion of 1,1-DCE relative to 1,2-DCE inthis area may reflect a relatively new source of com-pounds compared to the postulated 1970-1978 releasebecause the rate of degradation from TCE to 1,1-DCE isonly 45 days and 1,1-DCE degrades to another productin 52 days, under laboratory conditions (Figure 1-17).

• Predominant TCA — Found 3,500 feet south of the CSGfacility in residential wells near the intersection ofAudubon and Trooper Roads. Given the absence of TCEand degradation products, this contamination isprobably attributable to a source other than CSG.

Given that a groundwater remediation system has been in placesince 1984, an evaluation of historical sampling data was un-dertaken to assess the efficiency of pumping in reducing con-taminants. A statistical dimension model (i.e., space-timemodel) was developed for TCE using data collected fcrom six wells

AR300I961.1-30

6128B

PredominantTCE, TCA

PredominantTCE, 1,2-DCE

41 > Total VOCConcentration inMicrograms/Liter

PredominantTCA

ABCDEF2622

Scale in FeetGraphs Express the Percent ofIndicator Chemical ConcentrationsRelative to the Sum of the 261 eConcentrations Source: Based on Data From SMC Martin, 1987

FIGURE 1 -18 CHEMICAL SIGNATURES OF WATER SAMPLES COLLEC® U U iNEAR THE CSG SITE, JULY 1987

1.1-31

PredominantTCE, TCA

481French Drain

LegendA = 1,1-DCEB = 1,1-DCAC = 1,2-DCED = TCA

TCEPCE

,= Total VOCConcentration inMicrog rams /Liter

ABCDEFAUDMW1

PredominantTCE, 1,2-DCE

PredominantTCA

Scale in FeetGraphs Express the Percent ofIndicator Chemical ConcentrationsRelative to the Sum of the 2618Concentrations Source: Based on Data From SMC Martin,

FIGURE 1-19 CHEMICAL SIGNATURES OF WATER SAMPLES COLLECTEDNEAR THE C.S.G. SITE, OCTOBER 1987

1.1-32

»

LegendA= 1,1-DCEB= 1,1-DC AC= 1,2-DCED= TCAE= TCEF= PCE

24 J= Total VOCConcentration inMicrograms/Liter

PredominantTCE and

500 1000

Scale in Feet

AR3Q0199

FIGURE 1-20 CHEMICAL SIGNATURES OF WATER SAMPLES COLLECTEDNEAR THE CSG SITE, MARCH 1989

1-1-33

between 1982 and 1987 (SMC Martin, Inc., 1987). Table 1-2summarizes the results of the model. Key interpretations ofthe model include:

• Wells relatively distant from the site and close topumping wells (e.g., AUD MW-1, AUD MW-2, AUD 3 and 5,VFCC-3) have stable or decreasing concentrations.

• Decreases in TCE concentrations are greatest near thepumping center (e.g., VFCC-4 and AUD MW-2).

• The only place TCE concentrations appear to be in-creasing is at MOS-11, which is located near theformer underground storage tank. This trend seems toindicate that contaminated soil that was not removedat the same time as the tank may still be a source ofTCE to the groundwater.

• Seasonal fluctuations of TCE concentrations tend to besmall except at MOS-11. This may be attributable toflushing of the contaminated overburden during wetseasons .

• Since the model was developed for MOS-11 (last datacollected in 1986), it appears that concentrations arebeginning to decrease.

In conclusion, it appears that in addition to the 1974-1978 TCEleakage from the site, there are off-site sources of VOC con-tamination within approximately 1 mile of the CSG site. In theimmediate vicinity of the CSG site, groundwater pumping between1984 and 1988 appears to have lowered the VOC concentrations.

1.1.12 Site Model ing

The key to quantifying site conditions is to fully understand ithe site using the available existing data. To accomplish thistask, a preliminary two-dimensional TCE transport model was jdeveloped for the Stockton bedrock aquifer at the CSG site and jsurrounding area (Bedjin, 1985). The TCE transport modelaccounts for three major processes that control the movementand attenuation of TCE in groundwater: (1) movement due to thegroundwater flow (advection), (2) the mixing and spreading of JTCE in groundwater (dispersion), and (3) chemical reactions(adsorption). The preliminary modeling results from this study jhave been used to help identify locations of monitoring wells fand to help scope other field activities. The model will alsohelp define groundwater flow and delineate the contaminationplume.

The development of the TCE transport model involved several as-sumptions:

AR300200

\j

1.1-346128B

s

Table 1-2

Relative Influence of Well Location, Time of Sampling,and Sampling/Analysis Error on TCE Concentrations

in Groundwater Between 1932 and 1987

Location Seasonal Long-TermEffect Effect Time Trend Error

Well (ug/L)* (ug/L/sample)** (ug/L/yr)** (ug/L)**

MOS-11 2,214

AUD MW-1 144

VFCC-4 ""* 537

VFCC-3 72

AUD-3 73

AUD MW-2 616

* - Trend-Surface

Increasing Time Trend

+177 +736

Decreasing Time Trends

+ 8 -161

+29 -128

Relatively Stable Time Trends

+ 12 + 9

+ 9 - 1

+92 -42

Model:

+390

± 76

+ 112

+20

+ 14

+ 79

[TCES1 = 2,150.9 + 4.2 N! + 1.5 (Nj/1,000) - 3.6- 3.5 (El/1,000)

where:

N! = (N0 cos (10) - EO sin (10)) - 5,354E! = (E0 cos (10) + NO sin (10)) - 236NQ = Arbitrary north coordinate in feetEQ = Arbitrary east coordinate in feetSample size = 175R2 =0.83Probability = 0.0001

AR3002011.1-35

6128B

Table 1-2(continued)

= sin (t + 274) + cos (t + 274)Sample size = 34R2 =0.43Probability = 0.0002

1.1-366128B

** ~ Time-Series Models:

MOS-11 [TCEt] = -9,665.4 + 2.0 t + 187.2 S1:L

where:t = Number of days since 1 January 1971Sn = sin (t + 304) + cos (t + 304)Sample size = 20R2 =0.80Probability = 0.0001

AUD MW-1 [TCEt] = 195.6 - 0.04 t + 8.7 S4

where:S4 = sin (t + 91) + cos (t + 91)Sample size = 34R2 =0.08Probability = 0.2685

VFCC-4 [TCEt] = 1,734.8 - 0.4 t + 30.2 S5

where:85 = sin (t + 122) + cos (t + 122)Sample size = 34R2 =0.70Probability = 0.0001

VFCC-3 [TCEt] = -118.9 + 0.02 t + 11.7 S10

where:

J

j

• Groundwater flow in the strata of sandstone is essen-tially horizontal, uniform, and two-dimensional.

• The aquifer is homogeneous, and groundwater is a homo-geneous fluid with constant density. Therefore, aqui-fer properties (hydraulic conductivity, porosity, flu-id density, temperature, and viscosity) are temporallyand spatially uniform.

• The effective porosity is 0.12, and the average hy-draulic gradient estimated from water level data rep-resents typical groundwater conditions.

• The longitudinal dispersivity is 2 to 10 times thelateral dispersivity. The values of longitudinal andlateral dispersivities after model calibration are 80and 40 ft., respectively, Dispersivity values can beadded to the model after data from field activitiesare evaluated.

• Dispersion is dominated by groundwater velocity varia-tions (mechanical dispersion). Molecular diffusion isnegligible compared to mechanical mixing.

• The retardation factor of 2 is used after model cali-bration to account for retardation of TCE movementrelative to groundwater flow caused by chemical reac-tions of TCE with the aquifer medium. If the equili-brium sorption is reached, the TCE should move at aconstant average velority equal to the groundwater ve-locity divided by the retardation factor. The retar-dation factor, R, can be determined from the distribu-tion coefficient, K, by the following relation: R=l+PK/n, where P is the bulk density of aquifer materialand n is the effective porosity. The distribution co-efficient of TCE between the solid phase and aqueousphase is calculated from: K=0.63(f) (Kow), where fis the organic content (%) of the aquifer solid matrixand Kow is the octanol-water partition coefficient.Initial values of these parameters to be used in sol-ute transport modeling are: ,

f=0.5%, Kow=195, n=0.096, and p=2.65 g/cm3

The actual amount of contaminant resulting from the leakage ofthe MOS underground solvent storage tanks is unknown. The soilwas found to be contaminated with TCE and was removed to adepth of 9 feet in the vicinity of the former tank. The TCEloading in the model was estimated based upon 30,000 cubic feetof excavated contaminated soil, and a TCE concentration of100,000 ppb measured at MOS-12 on 7 July 1981. The sourcestrength of TCE in the starting simulation year (1972) wasassumed to be approximately two to five times that flip 49/fi & p rj oduring the calibration period. The source strength ofreduced from 0.14 pounds/day to 0.0001 pounds/day after tankremoval in 1978.

1.1-376128B

To calibrate the TCE transport model, simulated TCE concentra-tions were compared to the actual TCE and trans 1,2-dichloro-ethene (1,2-DCE) concentrations measured at the site in 1987and 1988 since 1,2-DCE is a breakdown product of TCE with ahalf-life of approximately 3 years (Figure 1-17). Parametersadjusted during the calibration processes included retardationfactor, dispersivities, and source strength. The contaminantplume configuration of model calibration results were used withgeologic and hydrologic data to preliminarily locate monitoringwells.

1.1.13 Properties of Contaminants

The toxicity, solubility, and other chemical, physical, andhealth-related characteristics of site contaminants are impor-tant to understanding and evaluating the relative hazards ofthe contaminants encountered. Table 1-3 summarizes pertinentgeneral information on the chemicals detected in samples fromthe site. The health-related information provided in thistable is based on standard references; more detailed informa-tion will be provided in the public health evaluation.

1.1.14 Contaminant Migration Pathways

1,1.14.1 Air

During the initial remedial activity in 1984, the CSG site pre-sented the potential for organic vapor release. The presenceof VOC-contaminated soils on-site combined with the popula-tion densities around the site created a need for implement-ing an air monitoring program, especially during the removaland aeration of contaminated soil for the building expansion.The program involved real-time (minutes) air monitoring.

Air monitoring was conducted at the site from August throughNovember 1984 (CSG, 1988 oral communication) . There was no in-dication of any background organic vapors in the air near theperimeter, or within the 6- to 16-foot-deep pits dug for soilevaluation purposes. Consequently, it appears that the 1984 jremoval action produced no potential hazards associated withcontaminant releases to the air.

At the time of installation of the air strippers on VFCC-4 and >the French drain system, DER did not require testing of thestripper emissions because the groundwater concentration of jVOCs was below the limit requiring testing by DER. J

Study of air stripper emissions is being considered for this -\study; however, two problems remain to be resolved. First, jAudubon Water Co. is discontinuing use of VFCC-4, and conse-quently the usage of that air stripper. Second, it is unknownwhether the air stripper on the French drain is currently func-tioning. CSG will examine the operational abilit§-ftstripper and the possibility of adding timers (to monitorvolume of air moved).

1.1-386128B

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A permit for the French drain air stripper is currently beingsought by CSG.1.1.14.2 Direct Contact

An important factor in the decision to implement the immediateremoval action in 1984 was the hazard posed by direct contactwith contaminated soils. After removing the leaking tanks anddisposing of the surrounding contaminated soil in 1978 andaerating contaminated soils removed from the building expansionin 1984, this potential hazard has been reduced significantly.However, this hazard was considered because some contaminatedsoil may remain in the area of the leaking tanks. This area isnow paved with asphalt and concrete and is enclosed by an 8-foot-high fence. Because these actions have been taken by CSG,direct contact should not be considered an important exposureroute.

1.1.14.3 Surface Water

The initial evaluations in 1984, 1985, 1986, and 1987 concludedthat the geography and characteristics of the site before andafter removal action did not pose a potential threat fromoff-site migration of contaminants via surface water. Surfacerunoff from the site enters a tributary to Lamb Run at twolocations. However, because contamination was from a leakingunderground storage tank, surface waters were not considered apotential migration pathway (NUS October 1985).

During wet seasons, effluent from the French drain system atthe CSG facility is discharged to the Valley Forge CorporateCenter stormwater sewer system after it is treated in a dedi-cated air stripper column. Periodic tests of the treatedeffluent have not identified volatile organic compounds (VOCs)above detection limits. Consequently, surface water does notappear to be a significant pathway for contaminant migration.

1.1.14.4 Groundwater

Based on the background information summarized in Subsection1.1.2, it appears that the transport of VOCs via groundwater isthe most important environmental pathway that may be involvedin the migration of VOCs from the CSG site.

The original leaking concrete tank and some of the associatedcontaminated soil were removed in 1978. A 1- to 8-foot thick-ness of contaminated soil had to be left behind because of theproximity of the excavation to the building. Over time, con-taminants in that zone may have migrated downward to the bed-rock, especially during wet seasons. This mechanism is sup-ported by the relatively high VOC concentrations in wells nearthe former tank location 10 years after the leaky t|£$3x(|6 £§"6moved.

1.1-406128B

Contaminants migrating downward through the unsaturated zonemay be either in the form of a nonaqueous phase, with movementdirected generally to the southwest along the top of the bed-rock surface, or as a soluble phase where migration occurs inresponse to the water table gradient. During wet seasons, thedirection of contaminant flow in the unsaturated overburden maybe to the south, according to water table maps produced in1979, 1980, and 1981. These maps were produced before theoverburden wells were abandoned.

Contaminated groundwater in the bedrock aquifer may: (1) flowsouth to the Schuylkill River, (2) discharge as springs to theLamb Run tributary to the Schuylkill River, (which drains theValley Forge Corporate Center) or (3) discharge to nearbypumping wells.

In summary, transport mechanisms may include: 1) migrationthrough the bedrock aquifer or the seasonally saturated over-burden to nearby surface waters south of the site and 2) flowin the overburden along the top of bedrock to the southwest ofthe site. The presence of undocumented off-site VOC sourcesmay complicate the evaluation of these contaminant transportpathways.

Given the aforementioned contaminant transport mechanisms, themost probable routes of exposure to site contaminants are sum-marized as follows:

• Public Supply Wells — The only public supply wellsknown to be affected are VFCC-3, VFCC-4, AUD 3, andAUD 5. VFCC-3 has not been pumping for several years.VFCC-4, AUD 3, and AUD 5 effluents are treated by airstrippers. Tests of these strippers have been sub-mitted to EPA and DER in the past. The strippers are,from all testing to date, effectively removing VOCsbelow the 5 ppb MCL level. The General WashingtonCountry Club wells GW-1, GW-2, and GW-3 are used dur-ing the summer for irrigation only.

• Residential Wells — Monitoring groundwater quality isa continuous part of CSG's residential well samplingprogram. Forty-three homes with individual wells weresampled originally in September 1984. Seventeen ofthe homes were found to have VOCs in their well waterin excess of 1 ppb, and whole-house filters were in-stalled in 22 homes. Sampling and testing of thesehomes on a quarterly basis has been performed in orderto prevent exposure by ingestion, inhalation, orcontact.

AR3002071.1-41

6128B

1.1.15 Potential Receptors

The preliminary review of information on the site suggests thatthe immediate receptors are persons using groundwater down-gradient of the site.

The groundwater usage downgradient of the site is designatedfor domestic and commercial sites. A more thorough examinationof the contamination plumes will be undertaken during this re-medial investigation. A thorough examination of the groundwa-ter flow direction in the overburden and the fractured bedrockwill be undertaken. It is also possible, however, that ground-water contaminated by the site discharges to unnamed tributar-ies of Lamb Run. The potential for exposure from this pathwayis unknown and will be evaluated if EPA requires that surfacewater sampling be performed at a later date.

1.1.16 ARARs

Under the Consent Order between CBM and EPA, the MOS/CSG sitein Norristown, Pennsylvania will be remediated in accordancewith CERCLA, as amended, and the National Contingency Planregulations.

CERCLA requires that response actions such as those envisionedfor the MOS/CSG site attain, at a minimum, the "applicable orrelevant and appropriate" Federal and state environmental andpublic health requirements. What constitutes an applicable orrelevant and appropriate requirement (ARAR) depends on: (l)the chemical substances involved (chemical-specific), (2) thelocation of the site (location-specific), or (3) the type ofremedial action that is required (action-specific). For exam-ple, since trichloroethene (TCE) and other chlorinated solventshave entered the groundwater at the CSG site, ARARs thar applyto the remedial treatment of groundwater need to be considered.

The following paragraphs present the details of what are con-sidered the potential ARARs for the planned investigation andremediations of the MOS/CSG site.

Chemical-Specific ARARs

Chemical-specific ARARs define health- or risk-based concentra-tion limits in different media. These ARARs generally setcleanup levels to be attained, or the maximum water or air dis-charge levels that are allowed when such discharges occur dur-ing remediation. If a chemical has more than one such require-ment that is applicable or relevant and appropriate, the moststringent should generally apply. The majority of the chemi-cal-specific requirements address groundwater standards of EPAand DER. The chemical-specific ARARs for the MOS/CSG site arepresented in Table 1-4. Fl

1.1-426128B

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The ambient air quality at the MOS/CSG site is also regulatedby ARARs. Two remedial activities that release compounds tothe air are: (1) in situ volatilization of soil and (2) airstripping of groundwater. The DER Bureau of Air Quality Con-trol has established Air Toxic Guideline (ATG) values for 99toxic substances. Sources that emit these substances require apermit unless the stack concentration of the contaminant isless than one-third the ATG. For concentrations above theone-third ATG level, the policy is to allow discharge withouttreatment providing the ambient concentration at the nearestpoint of human exposure is less than one-third the ATG.Greater ambient levels require a reduction that can be accom-plished by dropping the mass flow rate of the contaminant,supplying additional dilution air, or raising the stackheight. DER reserves the right to require treatment as the .means of achieving the one-third ATG value. ATG values and \permissible air limits are listed in Table 1-5. \

Should the effluent from the air stripper be discharged to thesurface water, the process is subject to permitting under theNational Pollutant Discharge Elimination System (NPDES) pro-gram, which is administered in Pennsylvania by DER. The dis-charge limits under NPDES may be based on both water qualityand technology. The water quality limits are shown in Table1-6. However, no technology-based limits have been established.

Location-Specific ARARs

Location-specific ARARs are restrictions placed on remedial ac-tivities in particular locations. For example, actions occur-ring within the National Wildlife Refuge System or a designated jfloodplain or wetlands are considered location-specific. There 'do not appear to be any location-specific ARARs that apply tothe MOS/CSG site.

JAction-Specific ARARs

Action-specific ARARs are controls or restrictions that regu-late the application or implementation of particular remedialactivities. Detailed descriptions of action-specific ARARs arepresented in Table 1-7. j

Any contaminated soil excavated from a site may be classifiedas a hazardous waste. For example, soil contaminated by a TCE ispill is considered RCRA hazardous waste U-228. Hazardous Jwastes are Federally regulated under 40 CFR Parts 260-272 andregulated in Pennsylvania under Title 25. These regulations ^apply to the storage, treatment, disposal, and shipment of haz- Iardous wastes and provide guidelines for groundwater protection.

'

6128B

Table 1-5

Interim Operating Guidance for Air ToxicSubstances New and Modified Sources

Permissible ExposureAnnual Air Toxic Guideline Values1 Limits in Air^

Contaminant (ug/cu m) (mg/L)

1,1-Dichloroethane —— 100 (400 mg/cm3)

1,1-Dichloroethene 2 10 (40 mg/cm3, ACGIH)

Tetrachloroethene 172.4 100 (670 mg/cm3) TWA 8 hr

Trans-l,2-Dichloroethene —— 200 (790 mg/cm3)

1,1,1-Trichloroethane —— 350 (1,900 mg/cm3)

Trichloroethene 76.9 100 (535 mg/cm3) TWA 8-hr

^•DER, 1987.2U.S. EPA, 1984.Note: ACGIH - American Conference of Governmental Industrial Hygieniscs.

TWA - Time weighted average.

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Remedial action may require temporary storage of constituentsfound at the site. 40 CFR Part 264 defines the RCRA require-ments for the use of storage containers (subpart I), storagetanks (subpart J), surface impoundments (subpart K) , and stor-age piles (subpart L).

RCRA requirements dealing with treatment are found in 40 CFRPart 264: land treatment (subpart M), incinerators (subpart0), thermal treatment (subpart P), chemical/physical/biologicaltreatment (subpart Q), and proposed standards for miscellaneoustreatment units (subpart X).

A?-ARs that apply to the disposal of RCRA hazardous wasre in-clude: 40 CFR Part 264, design and operating requirements andclosure requirements, and 40 CFR Part 268, disposal of particu-lar hazardous wastes on land.

Wastes such as contaminated soil or spent activated carbon thatare transported off-site are subject to regulations applicableto transporters of hazardous waste (40 CFR part 263). Trans-porters must obtain an EPA identification number and complywith the manifest system that documents shipment and deliveryof hazardous waste. Hazardous waste generated through imple-mentation of alternatives involving off-site treatment and dis-posal must be shipped to a permitted RCRA facility.

Requirements for groundwater protection for RCRA-regulatedunits (waste piles, surface impoundments, land treatment units,and landfills) that have received hazardous waste after 26 July1982 are established in 40 CFR Part 264, subpart F. These re-quirements are divided into groundwater monitoring and ground-water protection standards.

1.1.17 Focused FeasibiIity Study

The Focused Feasibility Study (FFS) concentrating on In SituVolatilization (ISV) was originally proposed as an early meas-ure of source control. The time required to process the nec-essary authorization has extended longer than previously en-visioned; however an FFS will be considered based on the fol-lowing criteria:

1) It is assumed that the former leaking tank is the onlysource of VOCs. The validity of this assumption willbe assessed by the results of the soil-gas survey. Ifthe soil-gas results indicate higher readings aroundthe former leaking tank decreasing in all directions,then the former tank area can be considered a pointsource. If the soil-gas measurements are consistentlyhigh (i.e., in the ppm range), then the FFS would beconducted.

AR3002261.1-60

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2) The soil type will be evaluated as part of the soil-gas survey and the soil sampling. Should the soilprove to be too fine-grained for effective soil gasand contaminant removal by ISV, the FFS will not beconducted.

3) The effectiveness of ISV also depends on the watertable. If the water table is too high, it will inter-fere with the removal of soil-gas and contaminants.If the water level in the overburden is consistentlyhigh, the FFS would not be conducted. This will beexamined during Task 1.6, Measure Water Levels.

4) If the FFS is conducted and it is concluded that ISVwould be a viable source control measure, then theapplicability of new remedial alternatives for en-hancing ISV removal of VOCs, (such as steam strip-ping and in situ microwave stimulation to volatilizethe organic contaminants) will be evaluated.

5) If some form of traditional or enhanced ISV is deemedappropriate for source control of the site, then apilot-scale test will be recommended using the exist-ing vapor probes. A test plan will be prepared forEPA's review prior to implementation. The result ofthis pilot test would be incorporated in the FS.

1.1.18 Historical Data

The data in this section are laboratory results from ground-water sampling programs that have been underway since the late1970s. The study includes analyses from monitoring wells,residential wells, and public supply wells.

Graphs of these data from selected wells follow the tables.

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1.1.19 References

Berg, T.M., W.E. Edmunds, A.R. Geyer, et al., 1980. GeologicMap of Pennsylvania, Pennsylvania Geological Society, 4th.series, Map 1.

Bedjin, Milovan S., January 1985. A program package of ana-lytical models for solute transport in groundwater, "Solute,"Holcomb Research Institute, Butler University.

Doull, J. , C.D. Klassen, and H.O. Amur, 1980. Casareff andDoull's Toxicology: The Basic Science of Poisons, 2nd Edition.MacMillan Publishing Co., New York, NY.

Hall, G.M., 1934. Groundwater in Southeastern Pennsylvania,Pennsylvania Topographic and Geologic Survey Water Resource Re-port, W2, 255 pp.

King, S., 1987. Commodore Semiconductor Group Proposed Listingof Site on National Priorities List, 15 pp.

Longbottom, J.E. and Lichtenberg (eds.), 1982. Methods for Or-ganic Chemical Analysis of Municipal and Industrial Wastewater.1982.

McKown, G.L., G.W. Dawson and C.J. English, 1987. "CriticalElements in Site Characterization," presented in GroundwaterMonitoring Seminar, Technical Paper, published by U.S. EPA.

The Merck Index, 1976 9th Edition, Merck and Co., Inc., Rahway,New Jersey.

Newport, T.G. Groundwater Resources of Montgomery County, Penn-sylvania, Topographic and Geologic Survey Bulletin, 1971, W-29,83 pp.

NOAA, 1951 through 1988, Climatological Data for Pennsylvania,Volumes 56 through 93.

NUS Corporation, Superfund Division, 30 October 1985, Site In-spection of Valley Forge Corporate Center, Prepared under TDDNo. F3-8312-06, EPA No. PA-1431, attachments. I

Pennsylvania DER, 1987. Interim Operating Guidance for AirToxic Substances: New and Modified Sources. 127.12(a)(2):9. j

Pennsylvania DER, 1988. Water Quality Toxics ManagementStrategy. Table C—Water Quality Criteria for Toxic Substances. ,

Rima, D.R., H. Meisler, and S. Longwill, 1962. Geology and ^Hydrology of the Stockton Formation in Southeastern Pennsyl-vania, Topographic and Geologic Survey Bulletin, W-14, 111 pp. 1

AR3002561.1-90

6128B

SMC Martin, Inc., July 1984. Investigation of TCE Contamina-tion at the Commodore/MOS Technology, Inc. Facility Site,Audubon, Pennsylvania, 59 pp. and appendices. Ref: 8943-040-940-40.

SMC Martin, Inc., October 1986. Groundwater Investigation ofthe Commodore/MQS Technology Site, Norristown, Pennsylvania, 78pp. Ref: 8816-040-26016.

SMC Martin, Inc., December 1987. Results of Ground-Water Man-agement Program Third Quarter Sampling, October 1987, 5 pp. andattachments.

SMC Martin, Inc., September 1987. Results of Ground-Water Man-agement Program Third Quarterly Sampling, July 1987, 4 pp. andattachments.

Sax, N.I., 1984 Dangerous Properties of Industrial Materials,Van Nostrand Reinhold Co., New York.

U.S. EPA, 1984. Source Information of the Priority Pollutants,compiled by C.K. Lee (unpublished draft).

U.S. EPA, 1986. Superfund Public Health Evaluation Manual.Office of Emergency and Remedial Response. EPA-540/1-86/060.

U.S. EPA, 1986b. Quality Criteria for Water, EPA 440/5-86-001(Gold Book).

U.S. EPA, I987a. Health Advisories for 25 Organics. Office ofDrinking Water. PB87-235578.

U.S. EPA, 1987b. National Primary Drinking Water Regulations;Synthetic Organic Chemicals, Monitoring for Unregulated Contam-inants; final rule. Fed. Reg. 52:25690. July 8.

U.S. EPA, 1988a. EPA Draft Rule Sets First-Time MCLs for 27Chemicals; Mandates State Monitoring. Inside EPA 9:6. June 10.

U.S. EPA, 1988b. CERCLA Compliance with Other Laws Manual,Draft Guidance, OSWER Directive 9234.1-01.

! AR3002571.1-91

6128B

1.2 SITE MANAGEMENT PLAN

1.2.1 Project Organization and Staffing

Commodore Business Machines and its subsidiary, CommodoreSemiconductor Group (CSG), have signed an Administrative Orderby Consent (Consent Order) with U.S. EPA (EPA) to perform aremedial investigation and feasibility study (RI/FS) at the CSGsite in Norristown. Mr. Richard Ng is the Project Coordinatorfor CSG. WESTON has been selected as the consultant to scopeand perform the RI/FS under the supervision of EPA. WESTONwill provide management, quality control, and technical serv-ices, while EPA will provide oversight and. public relations.Subcontractors will include a surveyor, soil boring and welldrilling contractors.

Figure 1-21 lists key project contacts and their positions forthe RI/FS. Table 1-8 lists the contacts, their individualroles in the project, their office telephone numbers, and analternate contact. In the event that the required level ofsafety protection is upgraded, or the work is stopped for anyreason, the field team leader will be responsible for immedi-ately notifying the WESTON Site Manager and the EPA ProjectOfficer.

1.2.2 Site Management and Responsibility

To ensure the efficient and safe implementation of site charac-terization studies, it is necessary that all on-site and off-site activities be coordinated. This coordination will be theresponsibility of the Site Manager. Specifically, the SiteManager (or his designee) will be responsible for:

• Overseeing the operation of on-site activities.

• Coordinating interactions between field teams imple-menting different portions of the RI.

• Implementing recommendations provided by the SiteSafety Officer and QA/QC Reviewers.

• Overseeing subcontractor activities.

• Maintaining a daily log of site activities.

• Maintaining a daily log of field personnel and sitevisitors.

• Coordinating the compilation and preliminary interpre-tation of site data.

flR3002581.2-1

6129B

CommodoreSemiconductor GroupProject Coordinator

R. Ng

WESTONProject DirectorK. Sheedy, P.G.

TechnicalAdvisor ——————————

J-Y. Yang, Ph.D., P.E.

Health and SafetyT. Baylis

WESTONProject ManagerJ. Marks, P.E.

WESTONTechnical Manager

C. Kufs, P.G.

1Field Investigation &

Remedial InvestigationSite ManagerS. Jakatt, P.G.

QA/QCGeosclences

—— D. Messinger, P.G.EngineeringM. Corbin, P.E.

SubcontractorRequirementsBase Maps

Well Installation/Surveying

Laboratory AnalysisTask ManagerS. Nordstrom

1Technical Support

C. GreenmanR. CallahanS. WessonP. LandryR. Casper

Feasibility StudyTask ManagerS. Schuyler, P.E.

Technical SupportJ. Chang, Ph.D.J. Loper, Ph.D.

138-634

Technical SupportQ. ToddB. StonerS. Lior

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FIGURE 1-21 CSG RI/FS PROJECT ORGANIZATION CHART

1.2-2

Table 1-8

Key Project Contacts

Contact

RichardNg

KatherineSheedy

JohnMarks

CharlesKufs

StevenJakatt

DonaldMes singer

StevenSchuyler

SharonNordstrom

MichaelTowle

TheresaBickel

JayNewbaker

ProjectRole

ProjectCoordinator

ProjectDirector

ProjectManager

TechnicalManager

SiteManager

QA/QCManager

ProjectEngineer

LaboratoryProjectManager

ProjectOfficer

CommunityRelationsSpecialist

Geologist

Affili-ation

CSG

WESTON

WESTON

WESTON

WESTON

WESTON

WESTON

WESTON

EPA

EPA

PADER

TelephoneNumber

215-666-2855

215-430-3047

215-430-7219

215-430-3049

215-430-7254

214-430-7303

215-344-3763

215-524-7360

215-597-3166

215-597-8573

215-270-1948

Alternate

G.

J.C.

K.C.

S.J.c.

F.

C.S.

c.s.

M.A.

C.

Giansanti

MarksKufs

SheedyKufs

JakattMarks

Kufs

Bopp

KufsJakatt

KufsJakatt

TowleCardinal

Formeck

AR3002601.2-3

6129B

• Modifying the site characterization plan, as needed,to respond to preliminary findings and unanticipatedsite conditions.

• Communicating the status of site characterization tothe CSG Project Coordinator and the Technical Manageron a regular basis.

The Site Manager will report directly to the Technical Manager.

The Site Manager will be supported by several individuals:

• The Site Safety Officer (SSO) will be responsible forconducting informal surveillances of site activitiesto ensure that field personnel are working under safeconditions and are following the Site Safety Plan.

• QA/QC Reviewers will be responsible for conducting in-formal surveillances of site activities to ensure thatthe field procedures and documentation requirementsspecified are being followed.

• Team Leaders will coordinate certain survey or sam-pling activities that will utilize multiple fieldstaffs (e.g., drilling and well installation, bio-logical surveys, water sampling).

In addition to the Site Manager, key project personnel are asfollows:

• Project Coordinator: Is responsible for the manage-ment and coordination of the entire project. This keyperson coordinates the efforts of all consultants, in-put from regulatory agencies, and the input from thesurrounding community and industry.

• Project Director: Reports directly to the Project Co-ordinator and is responsible for directing consultantand subcontractor focus towards project goals.

• Project Manager: Is responsible for project cost ef-fectiveness. Project Manager reports directly to theProject Director and the Project Coordinator.

• Technical Manager: Directs the technical effort ofthe remedial investigation so the necessary data andinformation is acquired to perform an effective feasi-bility study. The Technical Manager reports to theProject Coordinator and the Project Director.

ftR3QQ26i1.2-4

6129B

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* QA/QC Manager: Is responsible for the accuracy andvalidity of the data and the procedures used to col-lect the data.

• Project Engineer: Directs the efforts of the feasi-bility study. The Project Engineer reports to theTechnical Manager.

• Laboratory Project Manager: Ensures that samples areanalyzed for the proper contaminants and that the re-sults are accurate and valid. The Laboratory ProjectManager reports to the Project Director.

• Project Officer: Is responsible for the project over-sight for applicability to regulations of thetechnical efforts.

• Community Relations Specialist: Directs coordinationof efforts between the project and the public.

• Geologist (DER): Is responsible for guidance of thetechnical effort toward satisfaction of state regula-tions and requirements.

Subcontractor personnel providing services in support of thisproject will perform such work in strict compliance with theappropriate contract specification for the activity. CLP lab-oratory quality assurance is the responsibility of the contractlaboratories. Non-CLP laboratory quality assurance (if ap-plicable) will be the responsibility of the Site Manager.

Subcontractors

Subcontractors to WESTON and their roles in the project are asfollows:

Driller (Pennsylvania-licensed) — To install groundwatermonitoring wells and soil borings.

Surveyor (Pennsylvania-licensed) — To perform the sitesurvey.

1.2.3 Site Access and Facil i t i e s

All site entry will be with prior permission of CSG, Indepen-dence Communications, General Washington Country Club, orBurlington Carpets for any activities to be performed on theirprivate properties. Prior permission of the property ownerwill be obtained for all work to be performed on any privateproperty.

RR3002621.2-5

6129B

Once permission has been granted and agreements made as to thesite entry and usage conditions, access to the proposed worksites should be unencumbered. Very small areas of the site orproposed work zones are fenced. Some of the proposed soil-gasand soil boring locations are within vehicle parking lots thatwill necessitate coordination between the site geologist andthe property owner. An area normally used for vehicle parkingwill have to be taped or roped off before workers arrive forthe next shift so investigation activities can proceed withoutchance of damage to vehicles.

It is currently planned that a limited storage space and sani-tary facilities will be made available at the CSG site for themajority of the field activities. It will be the responsibil-ity of the field team leader or his/her designee to ensure thatthese facilities are secured prior to personnel exiting thesite.

Since this is an area where company workers or members of thecommunity could be walking, it will be the responsibility ofthe field team leader to ensure that all excavations, holes, orpossible danger zones are covered or otherwise protected fromanyone stepping, falling, or otherwise being injured in thework zones. This is especially important at times when thesite is not occupied, (i.e., lunch breaks or after personnelleave the site at the end of a work day).

1.2.4 Communication and Documentation

Communicat ion

Plans for activities to be performed at the CSG site will begiven to both the CSG Project Coordinator and the EPA ProjectOfficer 1 week prior to the commencement of activities. Proj-ect contacts can be found in Table 1-8.

Changes in field activities or anticipated field activitieswill be transmitted as soon as possible to the Site Manager.The Site Manager then has the responsibility to inform the CSGProject Coordinator, EPA Project Officer, Technical Manager,and Project Manager as soon as possible. Communication may bevia telephone or by a written description of the action to betaken.

Documentat ion

Proper documentation of the site activities is a crucial partof the field investigation process. The details of all activi-ties, whether part of the site inspection or a sampling episode,will be recorded in the field logbook. When samples are col-lected, additional documentation, in the form of a chain-of-custody form, must be completed.

1.2-66129B

Photodocumentat i on

The sampling points should be documented on film. A filmrecord of a sampling event allows positive identification ofthe sampling point. Photographs are the most accurate andconvenient demonstration of field personnel's observations.Photographs taken to document sampling points should includetwo or more reference points to facilitate relocating the pointat a later date.

Field Logbooks

Field logbooks will be bound and should have numbered, waterresistant pages. All pertinent information regarding the siteand sampling procedures will be documented. Notations shouldbe made in logbook fashion, noting the time and date of all en-tries. Examples of information recorded in this notebookshould include: name and exact location of site of investiga-tion or interest; date and time of arrival and departure; af-filiation of persons contacted; name of person keeping log;names of persons on-site; purpose of visit; composition andconcentration of sample, if known; description of samplingplan; field instrument calibration information; locations ofsampling points (including justification); number and volumesof samples taken; method of sample collection and any factorsthat may affect sample quality; date and time of sample collec-tion; name of collector; sample identification numbers; de-scription of samples; weather conditions on the day of sam-pling and up to 48 hours previous; and any other field observa-tions .

Sample Collection Paperwork - Chain of Custody

When samples are collected for chemical analysis, additionaldocumentation procedures are required. The chain-of-custody(COC) is intended as a legal record of possession of the sam-ple. The COC is initiated at the laboratory with bottle prepa-ration and shipment to the site. The COC remains with the sam-ple at all times and bears the name of the person assuming re-sponsibility for the samples. This person will ensure secureand appropriate handling of the bottles and samples. When theform is complete it should indicate that there were no lapsesin sample accountability.

The Chain-of-Custody Record (Figure 1-22) is the form used toensure secure handling and transfer of samples.

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1.2.5 Abandonment of Existing Monitoring Wells

The following wells were drilled at or near the CSG site, buthave since been abandoned or cannot be located: AUD MW-3,MOS-2, MOS-4, MOS-6, MOS-7, MOS-8, MOS-9, MOS-10, MOS-12, andMOS-17. Two of these wells, AUD MW-3 and MOS-17, are deepwells; each remaining well was completed at a total depth ofless than 20 feet. Well specifications are listed in Table 1-1.

A search was conducted for AUD MW-3 during the well assessmenttask, but the well could not be located. It is believed thatAUD MW-3 was completed in the same manner as AUD MW-l andAUD-2, that is, open hole to approximately 200 feet with nogrouting around the casing. It is recommended that AUD MW-3 belocated, if possible, and properly plugged to prevent anymixing between contaminated and uncontaminated zones. It isfurther recommended that EPA contact the well owner, AudubonWater Company, and recommend locating, plugging, and abandoningthis well. AUD MW-l and AUD MW-2 should be used as monitoringlocations during the RI, then plugged and abandoned by AudubonWater Company.

MOS-17 was not located during a previous search. This well istopographically upgradient and structurally updip of MOS-18,where groundwater samples have consistently been analyzed ashaving VOCs below the MCL. Unless RI results indicate that thedirection of the hydraulic gradient is northeast, from the siteto MOS-17, there is no reason to plug and abandon MOS-17.

The shallow wells were each completed in the overburden. MOS-2and -6 were not located during a previous search. MOS-4, -7,and -8 were physically removed during the excavation for theCSG building expansion (SMC Martin, July 1984, pages 8 and17) . MOS-9 and -12 are present beneath a thick concrete slabthat was installed after well construction.

Monitoring wells AUD MW-3 and MOS-17 will be evaluated usingborehole geophysics, if possible, during the period when thenewly installed deep monitoring wells are being logged. CSGwells requiring repair, modification or plugging will be ad-dressed immediately after Task 4.5, Install New MonitoringWells.

AR3002661.2-9

6129B

1.3 REMEDIAL INVESTIGATION SITE OPERATIONS PROCEDURES

1.3.1 Standard Operating Procedure — RI Objectives

The objectives of the remedial investigation (RI) are to:

• Complete the characterization of contaminant sourcesand contaminant distribution at the CSG site.

• Differentiate on-site sources of contamination fromoff-site sources of contamination.

• Provide sufficient information to evaluate thefeasibility of appropriate remedial strategies.

These strategies include: (1) active aquifer restoration —removing or isolating source material, pumping contaminatedgroundwater, and treating the water prior to discharge or rein-jection; (2) plume containment — isolating plume contaminantsby counterpumping or subsurface barrier walls; (3) naturalattenuation/point-of-use treatment — allowing contaminants tomigrate so that natural attenuation processes can reduce thecontaminants to safe levels while treating any groundwaterabove those levels at the point of use. Table 1-9 summarizessome potentially applicable remedial action technologies. Table1-10 shows information needed to evaluate these groundwater re-mediation strategies. The proposed RI work tasks discussed inSubsection 1.3.3 were first developed in the RI/FS Work Plan.The activities will provide the required database to evaluatethe above-mentioned strategies and any other potential remedialtechnologies.

1.3.2 Standard Operating Procedures - Scope of Work and RI Ac-tiviti e s

The remedial investigation (RI) will evaluate subsurface soilsand groundwater in the vicinity of the CSG site. A soil-gassurvey consisting of a 300 data-point grid will be the firststep toward determining 1) the extent of volatile organic com-pounds in the soil, 2) whether these compounds have one or morecenters of concentration, which may indicate source points, and3) in which direction(s) these compounds trend, which also mayindicate source points.

Fifteen soil borings will be drilled around the CSG facility todetermine the approximate extent that the high-density VOCshave migrated along the top of bedrock. It is planned that 15samples, one from each boring, will be collected for VOC analy-sis. Based on field conditions, additional samples may becollected. Four samples will be analyzed for target compounds

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Table 1-10

Information Required to EvaluateGroundwater Remediation Strategies

Source Control — Source types, location and volumes of re-movable wastes, access to waste, and presence of perchedwater.

Plume Migration — Direction of migration, identificationof potential receptors, and aquifer properties.

Plume Containment — Water movement in the zone to be con-tained; water quality.

Active Aquifer Restoration — Groundwater flow rate, hy-draulic gradient, and water quality; aquifer hydraulic andgeologic properties; and the interconnection of water-yield-ing zones.

flR30027i

1.3-56130B

and target analytes (TCL/TAL). The collection points will benear the former tank area, to ascertain the concentrations ofany other compounds that may have been involved with the tankleakage, and along Adams Avenue, to determine whether anycompounds that may have been associated with the leaking tankhave migrated from the area of the CSG facility. Adams Avenueis south of the facility, in the direction of the slope of thebedrock surface, which is believed to be an avenue of trans-port. The soil samples will be retained for any future tests(e.g., grain size analysis) pertaining to remedial technologies.

Well installation is planned as an RI activity and will providenine new groundwater sampling points. Two rounds ofgroundwater sampling are planned during RI activities. Thewells to be sampled include seven existing monitoring wells,the nine new monitoring wells, three irrigation wells, fivepublic supply wells and 17 residences. Groundwater from thesewells will all be analyzed for VOCs.

Packer testing is planned for three of the newly installed deepwells and for MOS-11. Up to 30 intervals will be tested toprovide information on the hydraulic conductivity of discretezones. A maximum of 20 water samples will be collected fromthese zones to determine VOC concentrations in individualwater-bearing zones.

TCL/TAL samples will be collected from two wells: one moni-toring well near the CSG to determine whether any other com-pounds were involved in the tank leakage; and one well fartherfrom the CSG site to determine whether any compounds that mayhave been associated with the leaking tank have migrated fromthe area of the CSG facility. The optimal well in the lattercase would be public supply well VFCC-2 or 1161 RittenhouseRoad, where groundwater contains very low concentrations ofVOCs. A full scan of target compounds and analytes in thegroundwater at these locations would help determine healthrisks other than exposure to VOCs.

Laboratory analyses will be conducted at two levels. Becausethe presence of VOCs is well documented in area wells, it isfelt that the Level III procedures and data deliverables pack-age are sufficient for these analyses. However, the full suiteof target compounds and analytes has not been evaluated at theCSG site. For this reason, it is felt that CLP methods anddeliverables package are appropriate for these analyses.

Activities for the RI will include:

1.3.4 Prepare Base Maps1.3.5 Obtain Access1.3.6 Measure Water Levels1.3.7 Conduct Soil-Gas Survey

1.3-66130B

1.3.8 Drill Soil Borings and Install Vapor Probes1.3.9 Collect Soil Samples1.3.10 Analyze Soil Samples1.3.11 Install Monitoring Wells1.3.12 Borehole Geophysical Logging of Wells1.3.13 Monitor Vapor Probes1.3.14 Hydrogeologic Testing1.3.15 Collect Water Samples1.3.16 Analyze Groundwater Samples1.3.17 Survey Wells1.3.18 Air Emissions Modeling

The above activities are summarized in Table 1-11 and are dis-cussed in Subsection 1.3.

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AR300277

11.3.3 RI/FS Schedule

The RI activities will be conducted over a two-year period fromthe date of EPA's approval of the RISOP (Figure 1-23). Fieldactivities are scheduled to begin in October 1989 with the soil-gas survey, followed by the drilling of soil borings and vaporprobe installation and then by monitor well installation, whichis scheduled to be completed by mid-January, 1990. The firstround of groundwater sampling, in late January 1990, willfollow the completion of the monitor wells. The second roundwill take place three months later.

Figure 1-23 is a Gantt chart which depicts anticipated startand finish dates for each activity described in Subsection 1.3as well as their duration and slack. Duration is expressed interms of working days (i.e., calendar days without weekends andholidays; 20 working days are approximately equal to 30 calen-dar days) . Slack is the number of working days that the ini-tiation of the activity can be delayed without delaying theoverall project schedule. Activities with no slack are termedcritical-path activities, because any delay in those tasks willresult in an equal delay in the overall project. Delays in ac-tivities that do not fall on the critical path will not affectthe overall project schedule as long as the delay is less thanthe slack.

For the most part, the duration specified for an activity rep-resents a reasonable average duration based on experience withsimilar RI/FS projects. The activity with the greatest degreeof uncertainty is Subtask 4.5 (Install New Wells). Currently,Subtask 4.5 is scheduled to take 40 working days (approximately2 calendar months) which should be sufficient, considering typ-ical field contingencies.

As part of the focused feasibility study, it may be advisableto conduct a pilot test of an ISV system. Subtasks 3.3 and 3.4are optional tasks for planning and implementing such a test.As long as the total duration of the two tasks does not exceedapproximately 130 calendar days, the overall project schedulewill not be affected. However, if permits are required for thetest, the application and approval process may result in a sig-nificant delay.

1.3.4 Standard Operating Procedure — Prepare Base Maps

Purpose: To aid in the planning and implementation of the RIactivities at the CSG site, a digitized common land base mapwill be developed from aerial photography and installed in ageographic information system (CIS) application for usethroughout the project.

Pi scussion: Base maps will be prepared from aerial photo-graphs by a qualified subcontractor to WESTON. This subcon-tractor will be required to conduct an aerial

1.3-126130B

i j j r.n

photograph the site before summer foliage obscures some fea-tures. The aerial -photography results will then be used toprepare the following:

• Regional Base Map — To cover a minimum area within aradius of 1 mile from the site. This map will have ascale of 1 inch = 100 feet and a contour interval of 5feet. This map will be used to plot regional featuressuch as potential off-site receptors and sources ofcontamination, regional groundwater flow, and localgeology (see Figure 1-24).

• Site Base Map — To cover the local area to a radiusof one-quarter mile from the site. This map will havea scale of 1 inch = 50 feet and a contour interval of2 feet. This map will be used to plot most of thedata collection points at the site. Enlargements ofsections of this map will be produced as needed (seeFigure 1-25).

Common Land Base and Geographic Information System Development

During the course of the RI activities, data layers will bedeveloped from testing data and other sources for display andanalysis of environment and site characteristics. The GIS willbe used to export data into the various predictive models andto input the results from these models for display and contin-ued analysis. The GIS will also be used to produce all sitemaps, at a variety of scales, and to provide an adequate levelof detail for engineering design and analysis of remedial al-ternatives.

The installation of permanent monuments at the site will not berequired because a USGS permanent bench mark is located at theeastern edge of Valley Forge Corporate Center (see Figure 1-24or 1-25).

Surveying

The subcontractor shall provide a licensed surveyor to locateto .01 of a. foot both vertically and horizontally the fifteenexisting wells at the CSG site (see Figure 1-26) in addition tothe targets for aerial photography. In addition, the licensedsurveyor will be required to locate to .01 of a foot the anti-cipated 15 vapor probes/piezometers and the anticipated 9 moni-toring wells after they are installed.

The aerial photography will be centered over Valley Forge Cor-porate Center, and the following features in the vicinity ofthe CSG site will be included within the boundaries of theregional base map:

• North side — The General Washington CounEgypt Road.

1.3-146130B

FIGURE 1-24 REGIONAL BASE MAP AREA

1.3-15

FIGURE 1-25 SITE BASE MAp AREA

1.3-16

GW-2

GW-3

General WashingtonCountry Club

CSG Former Tank....„ . , MOS-VFCC-4 MOS-11

AUDOMW-2

AUDMW-1

O

LegendFormer LeakingUnderground Storage TankLocationPublic Supply Well

O Monitor WellIrrigation Well

<J> Abandoned Well

AR300283FIGURE 1-26 LOCATIONS OF WELLS MONITORED ON AND NEAR THE CSG SITE

1.3-17

• West side — The General Washington Country Club andthe intersection of Audubon Road and Thrush Lane.

• South side — To the Schuykill River.

• East side — The intersection of Trooper Road andEgypt Road.

The location of the Valley Forge Corporate Center area can beseen on Figure 1-25. The subcontractor chosen was:

L. Robert Kimball and Associates615 W. Highland AvenueEbensburg, Pennsylvania 15931Attn: Mr. Tom Ceresa

Procedures: EPA photogrammetric mapping specifications andrequirements (Appendix A) will be followed for this task.

1.3-186130B

APPENDIX A

EPA PHOTOGRAMMETRIC MAPPINGSPECIFICATIONS AND REQUIREMENTS

RR3QQ285

PHOTOGRAMMETRIC MAPPING SPECIFICATIONS AND REQUIREMENTS

AERIAL PHOTOGRAPHY FOR PHOTOGRAMMETRIC MAPPING

A.1 GENERAL

The photography shall be of a contact scale suitable for photo-grammetric stereo compilation of contour intervals on base man-uscripts at the scale specified by WESTON, and shall be shot ata scale suitable for producing orthophotographs.

The final aerial prints will be produced in black and white.

Equipment and Materials

Aerial Cameras

(1) Only single lens cameras equipped with a between-the-lensshutter of variable speed shall be used.

(2) The camera should record at least four fiducial marks oneach negative for compilation photography and eightfiducial marks for aerotriangulation photography.

Ai rcraft

The type of aircraft to be utilized must be stated and shall bemaintained and operated in accordance with regulations of theFederal Aviation Administration and Civil Aeronautics Board.

Fi Im

The type of aerial film used shall be only a fine-grain, high-speed emulsion on a dimensionally stable safety base such asDuPont "Cronar," Eastman Kodak "Estar," or the equivalent.Outdated film shall not be used. The film shall be shipped andhandled in accordance with the manufacturers' recommendations.

Flight Altitude Above Ground Elevation•

The flight altitude shall be such that the vertical accuracyrequired for the specified horizontal scale will be compatiblewith the stereo plotting instrument used for the particularproject.

fiR300286A-l

6130B

Weather and Solar Altitude

Photography shall be undertaken only when well-defined imagescan be obtained. Photography shall not be attempted where theground is obscured by haze, smoke, dust, or snow or when cloudsor cloud shadows will appear on more than 5 percent of the areaof any one photograph. Photography shall not contain anyavoidable shadows caused by topographic relief and low solaraltitude. The solar altitude shall not be less than 30 degreeswhen the films are exposed.

Ti It

Tilt shall not exceed 4 degrees for any photographic frame .

Photography Identification or Labeling

Each negative shall be labeled clearly across the top of eachframe, along the image edge with the flight date (month, day,year), photo scale, roll number, and negative number. The rollnumber and the negative number of the photographic print fromeach negative shall read as one looks northerly along theflight line (or westerly if lines are east to west.)

Photo Indices (as required)

Photo indices shall be properly oriented and labeled, will con-sist of a stapled or taped assembly of the photography taken.On each index shall be shown a north arrow, photography scale,date of photography, project name, type of camera and lens, andthe name and address of the photographing firm. (

t

A.2 GROUND CONTROL

Description of Work j

The contractor will provide all the necessary equipment and la-bor for establishing ground control of the project area, and Iwill conform to the specifications contained herein. Field Jsurvey teams must notify the WESTON Project Geologist approxi-mately 3 to 5 days prior to survey work to coordinate entry, ietc. j

Certified Surveyor ,

All surveying will be directed, approved, and certified by a JProfessional Engineer or Registered Land Surveyor.

A- 26130B

ISR300287 |

^

Coordinate System

The horizontal control shall be tied to the North American 1927Datum Network and to the appropriate State Plane CoordinateSystem by a survey connection to existing triangulation sta-tion(s) as established by the National Geodetic Survey.

Elevat ions

The contractor shall be responsible for all elevations neces-sary for satisfactory completion of all work. The contractorwill be responsible for checking bench marks and level linesfor accuracy.

Field Notes

Field notes shall be neat, complete, numbered, indexed, andaccurate; and every page shall be appropriately identified.

Minimum Accuracy

(1) The survey traverse established by the contractor withinthe project area used to provide horizontal control shallhave a minimum closure before adjustments of 1:10,000, andthe survey traverse shall be tied to the North American1927 Datum Network and to the appropriate State Plane Co-ordinate System. The final traverse adjustment will in-clude sea level and grid correction factors applied tomeasured distances between adjustments. The contractorshall provide copies of the traverse closures.

(2) Level circuits used for primary vertical control within theproject area will originate from and end on bench marksestablished by National Geodetic Vertical Datum of 1929, orthe North American Vertical Datum of 1983. All levelcircuits used to establish basic project control will closewithin .05 foot.

Targets

Photographic targets used to mark horizontal and vertical con-trol points prior to the acquisition of aerial photographsshall be of sufficient size and density to ensure that measur-able images of the targets will appear on photographs of thesmallest scale used for aerotriangulation and/or compilation ofbase manuscripts.

If property owners prohibit the placing of targets, other pho-to-identifiable features will be used.

AR300288A-3

6130B

Stadia Elevations

No stadia work or trigonometric levels will be permitted inground control work.

Control Location Map

The contractor shall provide WESTON with a location map showingthe physical location of all required horizontal and verticalcontrol points on or adjacent to the project area.

Description of Maps

The marginal data shall include the following:

Title Block (lower right side of map)

• Project location.

• For: Commodore Semiconductor Group950 Rittenhouse RoadNorristown, Pennsylvania 19403

• Contracted by: Roy F. Weston, Inc.1 Weston Way, Bldg. 5-2West Chester, Pennsylvania 19380

• Name of mapping firm or subcontractor, and address (onlower left side of map) .

Map 1 Map 2

Map scale 1 in. = 50 ft 1 in. = 100 ft

Contour interval 2 ft 2 ft !i

Date of photography . Yes Yes

North arrow Yes Yes I

Bar scale Yes Yes \

Accuracy notes Yes Yes

Map location diagram Yes Yes j

Legend of symbols (if space Yes Yesis available) j

RR300289A-4

6130B

Items that must be specifically tailored to each map:

• Position in map location diagram.• Geographic coordinates.• Preparation date.• Datum.

Names

Names of towns, rivers, streams, etc., will generally be thoseappearing on the existing USGS, or state-published highwaymaps. If the same map is intended to be used for other pur-poses at a different scale, consideration shall be given to in-crease or decrease the line weight and symbol sizes withoutsacrificing accuracy or legibility at either scale.

Map Re Iief

Map relief will be shown by the specified contour interval forscale map. The term "relief" includes all those features nec-essary to portray the configuration and differences in heightof the land surface included on the map. The turning points ofcontours that define drainage channels shall be consistent indepicting the correct alignment of the channel and in reflect-ing the continuation of the drainage. Depression contoursshall be shown by a symbol.

Where the ground is obscured by vegetation to the degree thatstandard accuracy is not obtainable, contours shall be shown bydashed lines.

Every fifth contour (index contour) shall be scribed or inkdrafted using an appropriate line weight, and will be labeledat distances that will allow identification of the contourvalue within a reasonable distance of any point on the map.

Spot elevations shall be shown where contours do not adequatelyexpress the character of the terrain. In addition, they shallbe shown on road intersections; bridges; and summits, depres-sions, and other points that can be identified on the ground.

Map DetaiI

The mapping shall show all photo-identifiable features and de-tails that can be clearly shown at the required mapping scale.

Other Cultural Features

All other cultural features that can be photographically in-terpreted and shown at the specified map scale shall be shown,i.e., bridges, major culverts, pits, parks, parking areas,radio radar and microwave towers, water towers, roads, trails,power lines, houses, shacks, wells, trenches, cemeteries,^^t^Q Q £ 9 0

A-56130B

All fences, walls, and similar features that are visible onphotographs shall be shown.

Any feature that cannot be drawn to scale will be shown by asymbol and annotated.

All Water Features

For features such as rivers, streams, ditches, rapids, falls,canals, dams, swamps, flooded lands, lakes, marshes, sloughs,and the meanderings of small streams, particular care should betaken to show the correct outline at the date of photography ofthe shores. Where the course of a stream cannot be definitelyestablished, the approximate position shall be shown by a brok-en line so as to indicate continuity of drainage.

Vegetation

The outline of wooded areas, and large clusters of trees, shallbe shown.

Well Locations

Well locations on the site shall be located, targeted, andplotted to within 1/100 of an inch of its correct coordinateposition. Each well shall be identified by a circle centeredover a dot representing its position, with well identificationto either side the of hole.

Final Map Sheets

Scribed or inked mylars will be provided for each map sheet re-quired to cover the area at the required final mapping scale.

A.3 ACCURACY

Minimum Requirements for Map Accuracy

The topographic maps will conform to Standard Map Accuracy Re-quirements as set forth in the National Map Accuracy Standards(NMAS). Some of these standards are listed as follows.

Contours

Ninety percent of the elevations determined from the solid linecontours of the topographic maps shall have an accuracy withrespect to true elevation of one-half the contour interval orbetter, and the remaining 10 percent of such elevations shallnot be in error by more than one contour interval.

ftR30029lA-6

6130B

Coordinate Grid Lines

The plotted position of each plane coordinate grid line shallnot vary by more than 0.01 inch from true grid value on eachmap manuscript.

Horizontal Control

Each horizontal control point shall be plotted on the map manu-script within the coordinate grid in which it should lie to anaccuracy of 1/100 of an inch of its true position as expressedby the coordinates computed for the point.

Sect ions

All section corners found and targeted shall be plotted within1/100 of an inch of their true coordinate positions, and prop-erly identified by placing their numerical identifications inthe center of the sections.

Work Checking

After all mapping is completed, WESTON will have the right todraw several profiles of the mapping area using air photo-graphs, plates, and control data. These profiles will becompared to profiles drawn from the finished maps. If thefinished maps meet accuracy standards as set forth in thisspecification, the designated representatives shall have theauthority to give final approval on mapping.

A.4 MATERIALS TO BE SUPPLIED BY THE CONTRACTOR

The contractor shall supply the following materials to WESTON:

1. Aerial Photography

(a) One set of contact prints covering all areas.

(b) All film and negatives produced by the contractor forthis project.

2. Ground Control

All data and calculations used in control.

3. Mapping

(a) One print of each base map scribed or drafted sheet asthey are completed, on Cronaflex or suitable equiva-lent, for the production of ozalid or diazo prints.Five ozalid or diazo prints of each of the two basemaps will also be provided.

AR300292A-7

6130B

(b) All material utilized for the production of the finalmaps (after approval of final mapping by WESTON's de-signated representative). This would include, but notbe limited to, preliminary manuscripts, scribed films,and other related products.

DELIVERY

A.5 DATE OF DELIVERY

The contractor will deliver all materials as specified in thiscontract as phases are completed, on or before 30 July 1989.

6130B

jJ

AR300293 ]A-8 ™

1.3.5 Standard Operating Procedure— Obtain Site Access

Purpose: To obtain access to properties in the vicinity ofthe CSG facility to further delineate the sources and extent ofgroundwater contamination.

Discussion: The primary properties requiring access will be:

1. The General Washington Country ClubEgypt RoadAudubon, PA(215) 666-7602

2. Independence Communications960 Rittenhouse RoadNorristown, PA 19403(215) 666-7550

3. Lee's Carpets (Burlington Industries)100 Adams AvenueKing of Prussia, PA 19406(215) 247-3560

4. Integrated Circuit Systems2626 Van Buren AvenueNorristown, PA 19403(215) 666-1900

5. Hewlett Packard2750 Monroe Blvd.Valley Forge, PA 19482(215) 666-9000

6. PJM Interconnection955 Jefferson AvenueNorristown, PA 19403

7. ICI Americas, Inc.Rittenhouse RoadValley Forge, PA 19482(215) 666-8600

8. BASF900 Adams AvenueValley Forge, PA 19482(215) 666-6800

9. Audubon Water Company2650 Eisenhower AvenueValley Forge Corporate CenterNorristown, PA 19403(215) 630-1200

1.3-196130B

10. Transco Pipeline60 Bacton Hill RoadFrazer, PA 19355(215) 644-7373

Complete site and area characterization of geology and hydro-geology will require access to at least some of these proper-ties during the RI. A person from each of these companies willbe identified as a contact to whom all inquiries will be di-rected.

The locations of these companies are shown on the accompanyingmap (Figure 1-27).

flR300295

1.3-206130B

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1.3-21

1.3.6 Standard Operating Procedure — Measure Water Levels

Purpose: To determine the depths to water in an openborehole, cased borehole, monitoring well, or piezometer.

Discussion: Generally, water level measurements from bore-holes, piezometers, or monitoring wells are used to constructpotentiometric surface maps. Water level measurements at agiven site should be collected within a 24-hour or shorter timeinterval depending on such factors as:

• The magnitude of observed changes between wells.

• Atmospheric pressure change.

• Aquifers stressed by intermittent pumping of produc-tion wells.

• Aquifers being actively recharged due to precipitationevents.

The device used to measure water levels should be adequate toattain an accuracy of 0.01 foot and should be the same" or sametype of device for each round. A list of generally accept-able devices include:

Steel tape.Electric sounder.Reflection sounder.Transducer.Airline.

A survey mark will be placed on the casing for use as a refer-ence measuring point. In many cases the lip of the riser pipeis not flat. Another measuring reference will be located onthe grout apron. The measuring point will be documented in thefield logbook and field form. Water levels in piezometers andmonitoring wells should be allowed to stabilize for a minimumof 24 hours after well construction and development prior tomeasurement. In low-yield situations, recovery may takelonger. The ON/OFF status of nearby public supply wells shouldalso be noted in the field logbooks. WESTON will also askAudubon Water Company to supply the ON/OFF schedule of thepublic supply wells.

In addition to measuring and recording depth to water duringthe four quarterly water sampling rounds from July 1989 toMarch 1990, measurements will also be recorded on a monthlybasis from March 1990 through September 1990. A continuousrecording device, e.g., Steven's type recorder, will be placedon MOS-11 for the same 7-month period. A similar device may beplaced on one of the shallow bedrock wells for th

1.3-22613 IB

To compare the site groundwater levels to area surface water, areference marker will be placed on the bridge abutment atAudubon Road where it crosses Lamb Run. The marker will besurveyed and used to measure stream levels during each waterlevel measurement event. Also data from at least one of theUSGS stream gauging stations for the Schuylkill River Basinwill be incorporated into this study, if applicable.

Procedures: See Appendix B.

AR3Q02981.3-23

6131B

APPENDIX B

WATER LEVEL MEASUREMENT

AR3002996131B

APPENDIX B

WATER LEVEL MEASUREMENT

B.1 ASSOCIATED PROCEDURES

• General Equipment Decontamination (see Appendix N)

• Health and Safety Monitoring of Organic Vapors with aFlame lonization Detector (see Appendix C, Part 2)

B.2 PREPARATION

B.2.1 Office

Make sure water level measuring equipment is in good operatingcondition.

B.2.2 Field

If possible and when applicable, when taking a number of waterlevel measurements, start at those wells that are the leastcontaminated and proceed to those wells that are the most con-taminated.

B.3 OPERATI ON

a. Remove locking well cap, note location, time of day,status of pumping wells (ON/OFF), and date in fieldnotebook or on appropriate log form.

b. Remove well casing cap.

c. Monitor headspace of well with the FID to determinepresence of volatile organic compounds; record infield logbook.

d. Before taking water level measurements, Table l-l mustbe consulted. The type of borehole (i.e., screened oropen borehole) must be noted in the logbooks. If thewell is an open borehole (unscreened), water entrydepths should be noted in the logbook and must benoted in the data presentation in the RI report.

e. Lower water level measuring device into well untilwater surface is encountered.

f. Measure distance from water surface to reference meas-uring point on well casing or protective barrier postand record in field notebook. This measurement willbe performed until two identical readings ajr© gi p

B-l6131B

and will be used as the depth-to-water at that point.Alternatively, note that water level measurement isfrom top of steel casing, top of PVC riser pipe, fromground surface, or some other position on the well-head. Measure distance from measuring point to groundsurface.

g. Measure total depth of well (at least three times toconfirm measurement) and record in field notebook oron log form.

h. Remove all downhole equipment, replace well casing capand locking steel cap.

i. Record groundwater level data including the following:

1. Comments — Any information the field personnelfeels to be applicable may be included here.

2. Location ID — A two-letter (MW), two-digit codeassigned uniquely and sequentially to each bore-hole where physical, chemical, or other measure-ments are taken.

3. Log Time.

4. Depth to Water — The water level measurement infeet, tenths, or hundreds of feet, depending onthe situation.

5. Measuring Point — Marked measuring point on PVCriser pipe, protective steel casing, or concretepad surrounding well casing from which all waterlevel measurements for individual wells should bemeasured. This provides consistency in futurewater level measurements.

j. Clean all equipment entering well by:

1. Triple rinse with deionized water or equivalent,or

2. Wash with Alconox detergent solution followed bymethanol and deionized water rinse if soil orother obvious contamination is present.

3. Place equipment on clean surface such as a Teflonor polyethylene sheet and allow to air dry beforeeach use.

k. Clean up and restore site if necessary. Note anyphysical changes such as erosion or cracks ifi1 Rj fi 3 0 I Itective concrete pad or variation in total depth orwell in field notebook.

B-26131B

B.4 POST OPERATION

B.4.1 Field

A. Decontaminate all equipment.

B.4.2 Office

A. Give all original forms to the Site Manager fordelivery to CSG and EPA.

B.4 REFERENCES

U.S. Environmental Protection Agency, 1986. RCRA GroundwaterMonitoring Technical Enforcement Guidance Document, 207 pp.

AR300302B-3

6131B

remedial investigation site operations plan for the

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