PERFORMAHdE^OF REMEDIAL RESPONSEWESTON WAY WEST CHESTER. PA 19380 PHONE. 215-692-3030 TELEX: 83-5348 MANAGERS \^^ OESGNSB/CONSULT/WTS May 19, 1987 Mr. J. Steven Paquette Technical

$Page 1: PERFORMAHdEÔF REMEDIAL RESPONSEWESTON WAY WEST CHESTER. PA 19380 PHONE. 215-692-3030 TELEX: 83-5348 MANAGERS \^^ OESGNSB/CONSULT/WTS May 19, 1987 Mr. J. Steven Paquette Technical$
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•- •A-'l-'T * PERFORMAHdEÔF REMEDIAL RESPONSESIACTTVITIES AT UNCONTROLLED^1-HAZARDOUS \VASTE SITES

CQNTRACT NO. 68-01-6939

CAMP DRESSER & MCKEE INC.PRIME CONTRACTOR AR300533

PERFORMANCE OF REMEDIAL RESPONSEACTIVITIES AT UNCONTROLLED HAZARDOUS

WASTE SITES (REM II)

REMEDIAL INVESTIGATION REPORTFOR THE

KANE AND LOMBARD SITEBALTIMORE, MARYLAND

VOLUME I - TECHNICAL REPORT

May 1987

Work Assignment No.: 93-3LB2

Document Control No.: 191-RI2-RT-ENDS

115.7B AR3QQ53if

CDM Federal Programs Corporation

June 15, 1987

Mr. Ed ShoenerRegional Project OfficerU.S. Environmental Protection Agency841 Chestnut Building, 6th FloorPhiladelphia, PA 19107

Ms. Stephany Del ReRemedial Project ManagerU.S. Environmental Protection Agency841 Chestnut Building, 6th FloorPhiladelphia, PA 19107

Project: REM II - EPA Contract No. 68-01-6939Work Assignment No: 93-3LB2

Document No: 191-RI2-RT-ENDS

Subject: Draft Remedial Investigation Report for theKane and Lombard Site in Baltimore, Maryland

Dear Mr. Shoener and Ms. Del Re:

CDM Federal Programs Corporation is pleased to submit this Draft RemedialInvestigation Report for the Kane and Lombard Site located in Baltimore,Maryland.If you should have any questions during your review of this report, pleasedo not hesitate to contact us.

Very truly yours,

CDM Federal Programs Corporation

J. Steven PaquetteProject Operations ManagerJSP:llw

Attachment

AR300535

13135 Lee Jackson Memorial Midway. Suite 200 Fairfax VA 22033 703968X5900

WESTON WAYWEST CHESTER. PA 19380PHONE. 215-692-3030TELEX: 83-5348

MANAGERS \ ^ OESGNSB/CONSULT/WTS

May 19, 1987

Mr. J. Steven PaquetteTechnical Operations ManagerCDM Federal Programs Corporation7611 Little River TurnpikeSuite 104Annandale, VA 22003

Project: REM II - EPA Contract No. 68-01-6939

Work Assignment No.: 93-3LB2

Document Control No.: 191-RI2-RT-ENDS

Subject: Draft Remedial Investigation Report for theKane and Lombard site in Baltimore, Maryland

Gentlemen:

Roy F. Weston, Inc. is pleased to submit this Draft RemedialReport for the Remedial Investigation (RI) at the Kane andLombard Site, located in Baltimore, Maryland.

If you have" any questions during your review of this report, donot hesitate to contact us.

Very truly yours,

ROY F. WESTON, INC.

Cnarles T. Kufs, C.F.G.S. Georgxt J. Anastos, Ph.D., P.E.Site Manager Region III Manager

CTK:GJA:sd

cc: S. DelReE. ShoenerU. JoinerNPMO Document Control

AR300536

PERFORMANCE OF REMEDIAL RESPONSEACTIVITIES AT UNCONTROLLED HAZARDOUS

WASTE SITES (REM II)

U.S. EPA CONTRACT NO. 68-01-6939

DRAFT REMEDIAL INVESTIGATION REPORTKANE AND LOMBARD SITEBALTIMORE, MARYLAND

EPA Work Assignment No. 93-3LB2

REM II Document No. 191-RI2-RT-ENDS

Approved By:Charles T. Kufs, C.P.G.S.Site Manager

Approved By: __________ Date:Georg4 J.Anastos,Ph.D.,P.E.Region III Manager

/ _L_Approved By: \trtfcr-'________________ Date:

PaguetteTechnical Operations Manager

AR300537

TABLE OF CONTENTS

Section Title Page

EXECUTIVE SUMMARY ES-1

1.0 INTRODUCTION ....................................... 1-1

1.1 Site Location and History ..................... 1-2

1.1.1 Site Location .......................... 1-21.1.2 Site History ........................... 1-2

1.2 Current Site Conditions ....................... 1-7

1.2.1 Present Topography and Surface Drainage 1-71.2.2 Subsurface Conditions .................. 1-101.2.3 Climate ................................ 1-13

1.3 Potential Exposure Routes ..................... 1-13

1.3.1 Direct Contact ......................... 1-131.3.2 Air .................................... 1-131.3.3 Surface Water .......................... 1-161.3.4 Ground Water ........................... 1-16

1.4 Potential Receptors ........................... 1-16

1.5 Overview of Remedial Investigation (RI) ....... 1-17

1.6 Summary ....................................... 1-29

2.0 GEOLOGY ......................'...................... 2-1

2.1 Physiographic Setting ......................... 2-1

2.2 Regional Geology .............................. 2-2

2.3 Local Geology ................................. 2-3

2.4 Site Geology .................................. 2-6

2.4.1 Artificial Fill .......................... 2-112.4.2 Arundel Clay ........................... 2-172.4.3 Patuxent Formation ..................... 2-19

2.5 Summary ........................................ 2-20

3.0 SOURCE CHARACTERIZATION ............................ 3-1

3.1 Soil Sampling Program ......................... 3-2

in- rm 3:o 05 SB1157B . - •: - - \ • - ' • - . - ' •

TABLE OF CONTENTS

Section Page

3.2 Shallow Soil Samples .......................... 3-6

3.2.1 Off-Site Shallow Soil Samples .......... 3-103.2.2 On-Site Shallow Soil Samples ........... 3-11

3.3 Test Pit Soil Samples ......................... 3-12

3.4 Soil Boring Samples ........................... 3-16

3.5 Contaminant Associations and Patterns ......... 3-20

3.5.1 Contaminant Associations ............... 3-213.5.2 Patterns of Contamination .............. 3-26

3.6 Contaminant Sources ........................... 3-29

3.7 Summary ....................................... 3-36

4.0 SITE HYDROGEOLOGY .................................. 4-1

4.1 Water-Bearing Zones ........................... 4-2

4.1.1 First Water-Bearing Zone ............... 4-24.1.2 Second Water-Bearing Zone .............. 4-24.1.3 Third Water-Bear i-ng Zone ............... 4-3

4.2 Ground Water Monitoring System ................ 4-3

4.2.1 System Components ...................... 4-34.2.2 System Testing ......................... 4-8

4.3 Flow in the First Water-Bearing Zone .......... 4-10

4.3.1 Ground-Water Flow ...................... 4-104.3.2 Contaminant Occurrence and Migration ... 4-13

4.4 Flow Between the First and SecondWater-Bearing Zones ........................... 4-18

4.5 Flow in the Second Water-Bearing Zone ......... 4-22

4:5.1 Ground-Water Flow ...................... 4-224.5.2. Contaminant Occurrence and Migration ... 4-30

4.6 Flow Between the Second and ThirdWater-Bearing Zones ........................... 4-34

AR300539

TABLE OF CONTENTS

Section Page

4.7 Aquifer Classification ........................ 4-35

4.8 Summary ....................................... 4-35

5.0 CONCLUSIONS ........................................ 5-1

5.1 Conclusions Regarding SourceCharacterization .............................. 5-1

5.2 Conclusions Regarding SiteCharacterization .............................. 5-1

REFERENCES .............................................. R-l

1157B AR3005W

LIST OF FIGURES

Figure Page

1-1 Map of Baltimore in the Vicinity of theKane and Lombard site ........................... 1-3

1-2 1922 Topographic Map of Kane and Lombard Siteand Surrounding Area (Estimated Site Boundaries). 1-4

1-3 1968 Topographic Map of Kane and Lombard Siteand Surrounding Area (Estimated Site Boundaries). 1-5

1-4 1972 Site Map Indicating Utilities and Topography 1-11

1-5 Monthly Precipitation in the Baltimore AreaBetween 1966 and 1986 ........................... 1-14

1-6 Average Monthly Temperature in the Baltimore AreaBetween 1966 and 1986 ........................... 1-15

1-7 Locations of Wells Within Two Miles of the Kaneand Lombard Site ................................ 1-18

1-8 Locations of Hazardous Waste Disposal SitesWithin Two Miles of the Kane and Lombard Site ... 1-21

2-1 Geologic Map in the Vicinity of the Kane andLombard Site .................................... 2-4

2-2 Geologic Cross-Section in the Vicinity of theKane and Lombard Site ........................... 2-5

2-3 Locations of Wells and Test Pits ................ 2-7

2-4 Fence Diagram of the Site Specific Geology ofthe Kane and Lombard Site ...................... 2-9

2-5 Map of Fill Thickness ........................... 2-16

2-6 Isometric Diagram of the Top of the Clay Surface 2-18

3-1 Locations of On-site Soil Samples ............... 3-3

3-2 Isometric Diagram of Total PCB Concentrations ... 3-17

3-3 Isometric Diagram of the PNA-PhthalateContaminant Cluster ............................. 3-27

SR30051*

LIST OF FIGURES

Figure Page

3-4 Isometric Diagram of the Toluene-XyleneContaminant Cluster ............................. 3-28

3-5 Isometric Diagram of the Pesticide-Trace MetalsContaminant Cluster ............................. 3-30

3-6 Isometric Diagram of the Isophorone-NaphthaleneContaminant Cluster ............................. 3-31

3-7 Isometric Diagram of the Iron-Major MetalsContaminant Cluster ............................. 3-32

3-8 Isometric Diagram of the Calcium-PhenolContaminant Cluster ............................. 3-33

3-9 Isometric Diagram of the Magnesium ContaminantCluster ......................................... 3-34

4-1 Locations of On-Site Monitor Wells .............. 4-4

4-2 Locations of Off-Site Monitor Wells ............. 4-5

4-3 Controur Map of Ground Water Elevations (FeetASL) in the First Water-Bearing Zone onJanuary 13, 1987 ................................ 4-11

4-4 Contour Map of Total Organics (ug/L) in theFirst Water-Bearing Zone on August 18, 1986 ..... 4-14

4-5 Contour Map of Total Soluble Inorganics (mg/L)in the First Water-Bearing Zone onAugust 28, 1986 ................................. 4-15

4-6 Contour Map of the Potentiometric SurfaceElevations (Feet ASL) in the Second Water-Bearing Zone on August 28, 1986 ................. 4-23

4-7 Contour Map of the Potentiometric SurfaceElevations (Feet ASL) in the Second Water-Bearing Zone on September 9, 1986 ............... 4-24

4-8 Contour Map of the Potentiometric SurfaceElevations (Feet ASL) in the Second Water-Bearing Zone on January 13, 1986 ................ 4-25

1157B flR3'OQ5i*2

LIST OF FIGURES

Figure Page

4-9 Contour Map of the Potentiometric SurfaceElevations (Feet ASL) in the Second Water-Bearing Zone on February 17, 1987 ............... 4-26

4-10 Contour Map of the Top of the Second Water-Bearing Zone (Feet ASL) ......................... 4-27

4-11 Contour Map of Total Organics (ug/L) in theSecond Water-Bearing Zone on August 28, 1986 .... 4-31

4-12 Contour Map of Total Soluble Inorganics (mg/L)in the Second Water-Bearing Zone onAugust 28, 1986 ................................. 4-33

Plate 1 1987 Survey of the Kane and Lombard Site......... BackCover

1157B

LIST OF TABLES

Table Paqe

1-1 Chronology of Recent Events at the Kane andLombard Site .................................... 1-8

1-2 Generalized Stratigraphic Units in the BaltimoreArea ............................................ 1-12

1-3 Listing of Wells Within Two Miles of the Kaneand Lombard Site ................................ 1-19

1-4 Summary of Known Hazardous Waste Disposal SitesWithin Two Miles of the Kane and Lombard Sit'e ... 1-22

2-1 Major Stratigraphic Units Found at the Kaneand Lombard Site ................................ 2-8

2-2 Summary of Test Pit Data ........................ 2-12

3-1 Summary of Concentrations of OrganicContaminants Detected in'Soil (in ug/kg) ........ 3-4

3-2 Summary of Concentrations of InorganicContaminants Detected in Soil (in mg/kg) ........ 3-7

3-3 Summary of Concentrations of Organic Contami-nants Detected in Surface Soil (in ug/kg) ....... 3-8

3-4 Summary of Concentrations of Inorganic Contami-nants Detected in Surface Soil (in mg/kg) ....... 3-9

3-5 Summary of Concentrations of OrganicContaminants Detected in Soil Samplesfrom Test Pits (in ug/kg) ....................... 3-13

3-6 Summary of Concentrations of InorganicContaminants Detected in Soil Samplesfrom Test Pits (in mg/kg) ....................... 3-15

3-7 Summary of Concentrations of Organic Contami-nants Detected in Samples from Soil Borings(in ug/kg) ...................................... 3-18

3-8 Summary of Concentrations of Inorganic Contami-nants Detected in Samples from Soil Borings(in mg/kg) ...................................... 3-19

3-9 Associations of Soil Contaminants Based onPrincipal Components ............................ 3-22

1'157B fiR3005M*

LIST OF TABLES

Page

Summary of Trends in the Average Values of theContaminant Clusters ............................ 3-25

3-11 Summary of Possible Waste Sources ............... 3-35

4-1 Summary of Elevations of Wells and Water Levels . 4-7

4-2 Elevations of Water Levels in Wells in theThree Water-Bearing Zones ....................... 4-9

4-3 Summary of Calculations of Horizontal Ground-Water Flow Rates in the First Water-Bearing Zone 4-12

4-4 Comparison of Organic Contaminants in GroundWater in the First Water-Bearing Zone withNearby Soil Samples ............................. 4-16

4-5 Summary of Properties of Organic ChemicalsDetected in Ground Water ........................ 4-17

4-6 Summary of Calculations of Vertical Ground-WaterFlow Rates Between the First and Second Water-Bearing Zones ................................... 4-19 v,-

4-7 Comparison of Chemical Profiles for the Three ;On-Site Well Clusters ........................... 4-21 :

4-8 Summary of Calculations of Horizontal Ground- :Water Flow Rates in the Second Water-Bearing Zone .................................... 4-29

-1157B

LIST OF EXHIBITS

Exhibit

1 1938 Aerial Photograph of the Kane and Lombard Site








9 Enlargement of the 1982 Aerial Photograph of theKane and Lombard Site


xi1157B

PROJECT PARTICIPANTS

This report was prepared by^ C. Kufs and D. Messinger with theassistance of T. LaCosta and*R. Callahan of Roy F. Weston, Inc.The following members of the technical staff of Roy F. Weston,Inc. have participated in the execution of this project:

G. Johnson, P.E. Project DirectorG. Anastos, Ph.D., Region III ManagerC. Kufs, C.P.G.S. Site ManagerD. Messinger, P.G. Project GeologistW. Lowe Project EngineerT. Blankenship Project EngineerG. Sheehan Field Team LeaderT. LaCosta GeologistS. Steele GeologistJ. Roud GeologistJ. Vann GeologistV. Peers GeologistR. Scheinfeld HydrogeologistJ. Williams GeophysicistE. Uhl GeophysicistR. Callahan Environmental ScientistD. Berg EngineerD. Arthur Computer ProgrammerD. Therry Sample Analysis ValidationM. Corbin, P.E. ' -Quality AssuranceF. Bopp, Ph.D., P.G. Quality AssuranceG. Hill, P.E., C.P.G.S. Quality Assurance

The following subcontractors supported WESTON's field efforts:

GeoMatrix, Hyattsville, MD DrillingGuardian Construction, Bear, DE Test Pit ExcavationsVEP, Philadelphia, PA Surveying

Also, the following CLP laboratories analyzed samples collectedduring the project:

California Analytical Laboratories, West Sacramento, CACentury Laboratories, Thorofare, NJChemtech, New York, NYEAL Corp., Richmond, CAERCO/ENSECO, Cambridge, MAHittman-Ebasco, Columbia, MDIT Corp., Cerritos, CAJTC Environmental Consultants, Rockville, MDNUS Corp., Pittsburgh, PASpectrix Corp., Houston, TXVersar, Inc., Springfield, VA

Other members of the REM II Team that have participated on thisproject are CDM Federal Programs Corporation, ICF,^ J_QCA/ .andClement Associates, Inc. ft R 3 Q 0 5 *4 7

xii

Section No: ESRevision No: 1Date: 5/15/87Page: 1

EXECUTIVE SUMMARY

GENERAL

This report describes the results of the Remedial Investigation(RI) conducted at the Kane and Lombard Site in Baltimore,Maryland. The RI was issued under Work Assignment No. 93-3LB2by the Environmental Protection Agency (EPA) under theauthority of the Comprehensive Environmental Response,Compensation, and Liability Act of 1980 (CERCLA), more commonlyknown as Superfund. Roy F. Weston, Inc. (WESTON) was the leadcontractor for this work.

INTRODUCTION

The Kane and Lombard site is an 8.4-acre parcel of undevelopedland in. southeastern Baltimore. The site is adjacent toPatterson High School and public recreational facilities.

Between 1962 and 1971, the site was excavated and refilled withsolid and hazardous wastes. Between 1971 and 1984, dumpingoccurred at the surface of the site. In 1984, surface wasteswere removed and the site was graded, capped, and fenced underan EPA immediate removal action.

Contaminants including ethylbenzene, dichloroethene, vinylchloride, and polynuclear aromatics have been detected in thesoil or the ground water at the site, but not in the air orsurface water. Direct contact with contaminated soil oringestion of contaminated ground water are the most likelyroutes of exposure. The site is fenced and the nearestrecorded drinking-water wells are located one mile southeast ofthe site. Ground water flow in the first two water-bearingzones appears to be to the northeast.

Several properties adjacent to the site were also excavated andmay have been used for the disposal of solid and hazardouswastes. There are also several other hazardous waste siteslocated within two miles of the Kane and Lombard site that mayimpact environmental conditions in the area.

Additional information on the history and environmental settingof the Kane and Lombard site is described in Section 1.

ES-I i flR3005i*81157B ' ——--"——— -^"


SITE GEOLOGY

Deposits of the Potomac Group, consisting of the Patapsco,Arundel, and Patuxent Formations, outcrop in the vicinity ofthe Kane and Lombard site in addition to artificial fill andstream-deposited alluvium. The three most predominant unitsencountered in borings made on the site are artificial fill,silty clay, and clayey silt of the Arundel Formation, and sandsand silty sands of the Patuxent Formation.

The fill encountered on the site is a heterogeneous mix ofconstruction debris, domestic trash, and hazardous chemicalwastes. The fill increases in thickness northward to over 14feet near Lombard Street. The volume of the fill on-site isestimated to be approximately 67,000 cubic yards.

The silty clays and clayey silts of the Arundel Formationdecrease in thickness from about 80 feet on the south and westborders of the site' to 35 feet in the northeast corner of thesite. The top of the unit under the fill is moist andrepresents the bottom of a perched zone, given that moisturecontent decreases with depth within the unit. The ArundelFormation acts as a partial confining layer between the filland the Patuxent Formation.

The sands and silty sands of the Patuxent Formation are themost permeable natural water-bearing units at the site. Claylayers within the Patuxent may act as partial confining layersfor lower sandy layers of the formation.

The alluvial deposits of Herring Run, downgradient of the site,may be more extensive than shown in the 1976 geologic map andprobably intersect the outcrop zone of the Patuxent Formation.These subsurface deposits may act as a conduit for contaminantsto migrate to the Back River or to recharge the Patuxentaquifer.

Additional information on the geology of the region and thesite is described in Section 2.

ES —2


SOURCE CHARACTERIZATION

Fifty organic and nineteen inorganic HSL compounds weredetected in at least one soil sample. Most concentrations wereless than 1 mg/kg, although some samples from the fill layerwere several orders of magnitude higher. Some contaminants,most notably PNAs, phthalates, and inorganics, were detected inboth on-site and off-site samples. Surface soils on-site maypose some potential hazards to humans from direct contactalthough the level of potential hazard has not yet beenquantified. Contaminants are most concentrated in the fillalthough their distribution is very heterogeneous. Aromatichydrocarbons were detected at concentrations above 500 mg/kg insome samples and PCBs were detected in 11 of 25 test pits atconcentrations between 1 and 14 mg/kg.

Statistical analysis of soil contamination data identifiedseven contaminant associations representing PNA-phthalates,toluene-xylene, pesticides-trace metals, isophorone-naphthalene, iron-conventional metals, calcium-phenol, andmagnesium. The origins and environmental behaviors of thevarious contaminants are likely to be quite different. Thestructure of the toluene-xylene contaminant association, .forexample, suggests that these contaminants have been derivedfrom a common, fuel- or soluent-related source. Chemicals inthe toluene-xylene and isophorone-naphthalene contaminantclusters .were identified as having the greatest potential forcontaminating ground water based on their mobility. Each of.the contaminant clusters exhibits a different spatialdistribution pattern, although most of the contaminants tend tobe located in the northern portion of the site near LombardStreet.

Possible generic sources of the hazardous wastes on the siteinclude construction sources, railroads, and the hospital.Miscellaneous industrial sources were probably majorcontributors to site contamination.

Additional information on the contaminants detected in the soilon and near the site is described in Section 3.

Es-3 AR30051157B


SITE HYDROGEOLOGY

There are three relatively permeable water-bearing zonesunderlying the Kane and Lombard site to a depth of 150 feet.The first water-bearing zone consists of fill, sandy silt, andsilty clay between 10 and 40 feet deep. A 25-to 80-foot thicklayer of silty clay, clay, and sandy silty clay separates thefirst and second water-bearing zones. The second water-bearingzone consists of sandy silt and silty sand between 50 and 120feet deep. A layer of clay to sandy silty clay approximately20 feet thick separates the second and third water-bearingzones. The third water-bearing zone consists of sand and siltysand over 130 feet deep.

Ground water in the first water-bearing zone flows towards thenortheast corner of the site between 0.2 and 11.8 feet/day.Ground water from off-site may enter the zone from the southand southeast, and possibly the northwest. Contaminants in thezone probably originate from the fill zone of the Kane andLombard site and' off-site areas. Ground water is influenced bya storm sewer or buried stream valley in the northeast cornerof the site.

Ground water flows downward' through the silty clay separatingthe first and second water-bearing zones at a rate between 2.7x 10~" and 6.3 x 10~3 feet/day. Higher rates are possiblewhere the silty clay layer may have been breeched by naturalfractures, excavations, or stream downcutting.

Ground water in the second water-bearing zone flows toward thenortheast corner of the site between 8.2 x 10~3 and 1.2 x10" ' feet/day. Ground water from off-site probably entersthe zone from the west, northwest, south, and southeast.Contaminants in the zone probably originate from both the Kaneand Lombard site and areas to the north, west, and east.

Ground water flows downward through the sandy silty clayseparating the second and third water-bearing zones at a ratebetween 4.4 x 10"5 and 1.2 x 10"3 feet/day. Higher ratesare possible where the sandy silty clay layer pinches out.

Additional information on the hydrogeology of the site isdescribed in Section 4.

Es-4 - AR30055I1157B - '

Section No: 1Revision No: 1Date: 5/15/87Page: 1

1.0 INTRODUCTION

Section 1 describes the Kane and Lombard site from a geograph-ical and a historical perspective, and outlines the nature andextent of the remedial investigation. The key findingsindicated in Section 1 are as follows: the site is an 8.4-acreundeveloped property adjacent to a school and recreationalfacilities; between 1962 and 1971 the site was excavated andrefilled with various materials, some possibly hazardous; anEPA immediate removal action was conducted in 1984 to removesurface wastes; samples collected from the site detectedorganic contaminants in the soil and ground water, but not inthe air or surface water; several other hazardous waste siteshave been located within two miles of the Kane and Lombardsite; the nearest recorded drinking water well is located overone mile to the southeast of the site.

This section consists of six major subsections:

• Subsection 1.1, Site Location and History, provides adescription of the site location within greaterBaltimore, Maryland and the chronology of events atthe Kane and Lombard site.

• Subsection 1.2, Current Site Conditions, describes, ingeneral terms, the site topography, surface drainage,subsurface conditions, and climate associated with thesite.

• Subsection 1.3, Potential Exposure Routes, describesthe four primary routes of exposure (i.e., directcontact, air, surface water, and ground water) at theKane and Lombard site and sample results associatedwith those routes.

• Subsection 1.4, Potential Receptors, describes themost likely points of exposure and provides a summaryof other waste disposal sites within two miles of theKane and Lombard site.

• Subsection 1.5, Overview of Remedial Investigation(RI), summarizes the objectives and technical phasesof the RI.

• Subsection 1.6, Summary, provides a list of the keypoints and concepts described in Section 1.

1-1 UR3Q05521157B . - - - - - --- :


1.1 SITE LOCATION AND HISTORY

1.1.1 SITE LOCATION

The Kane and Lombard site is an 8.39-acre parcel of undevelopedland located in the Orangeville Subdivision in the southeastquarter of Baltimore, Maryland. The site is southwest of theintersection of Kane and Lombard Streets, is directly adjacentto Patterson High School on the site's east and south bound-aries, and is within one-quarter mile of Francis Scott KeyMedical Center. Other nearby properties are industrial andcommercial. Residential properties are located within one-thirdof a mile southeast of the site. Figure 1-1 is a map of greaterBaltimore with an index map of the vicinity of the Kane andLombard property.

1.1.2 SITE HISTORY

Prior to about 1920 the area now occupied by the Kane andLombard site was undeveloped woodlands. Based on a comparisonof topography between 1922 (Figure 1-2) and 1968 (Figure 1-3),approximately ten feet of fill was distributed on the siteafter 1922. It is probable that this regrading took placeduring the early 1930s in association with the demolition ofnearby Bayview Sanitarium and the construction of BaltimoreCity Hospital buildings (presently the Francis Scott KeyMedical Center). By 1938 (see Exhibit 1 at the end of thissection), the site was sparsely covered by immature vegetation.

Between 1938 and 1947 (Exhibit 2), the drainageway east of the .site was partially disrupted by the construction of an unpavedroad. Also, a large area northeast of the site was excavated,possibly in conjunction with a brick-making operation thatreportedly existed in the area. The size of this excavated areaincreased to over ten acres by 1950 (Exhibit 3) and was filledin by 1959 (Exhibit 4). The unpaved road on the eastern borderof the site was also abandoned by 1959.

In 1962, Edward and Harietta Azrael and Albert and Cele Landayacquired the Kane and Lombard property. At that time Mr. Landayowned two other properties in the area, purchased in 1948, bothof which had been operated as dumps. Dumping and burningoccurred on what is now known as the Kane and Lombard site andthe area north of it from 1962 until 1967 when the City ofBaltimore passed Ordinance No. 1062 prohibiting the openburning of refuse. Dumping continued from 1967 untilapproximately 1984 during which time many citations were issuedfor illegal burning.

/5R3005531-2

1157B

1-3

1-4 ..' .-

•1-5


In 1966 (Exhibit 5), an area of approximately five acres northof the site had been excavated. By 1969 (Exhibit 6), theexcavated area had doubled in size and included nearly threequarters of the Kane and Lombard site. By 1971 (Exhibit 7), theexcavated portion of the Kane and Lombard site was filled.This period of fill activity (i.e., between 1969 and 1971) mayhave been related to the nearby construction of Lombard Street(previously Bayview Avenue).

From 1971 to 1984, the surface of the Kane and Lombard site wasused for the disposal of construction debris, industrial waste,household refuse, and hazardous materials. In November 1980,Maryland State inspectors observed between 400 and 500 drums onthe property. Some drums were also visible in the vicinity ofthe stream bed that lies on the eastern border of the site andon the property across Lombard Street to the north of the Kaneand Lombard site. Many drums were also obscured by the densevegetation on the site. The majority of the drums were rusted,damaged, and had holes in them.

By 1982 (Exhibits 8 and 9), the excavated areas west, north,and east of the site had been filled and developed forcommercial and recreational uses. It is possible that theseexcavations were' filled with solid or hazardous wastes. Thecylindrical objects shown in the 1982 aerial photographs(Exhibits 8 and 9) include some drums (smaller objects) as wellas discarded cement culverts (larger objects).

After negotiating at length with the property owner over siteclean up, the State of Maryland issued a Complaint and Order inAugust 1983 ordering the owner to clean up the site. The ownerappealed the Order. The State was unsuccessful in forcingcompliance, and in April 1984 requested the assistance of EPAunder the authority of CERCLA. As a result of the request,State and Federal personnel performed an on-site assessment ofthe property with a representative of the owner. EPA thenauthorized an immediate removal action. A total of 1,163 drumswere removed from the site in June 1984. Of those, 822 drumswere classified as empty (i.e., containing less than two inchesof material as defined by the Resource Conservation andRecovery Act of 1976 (RCRA)). Contaminants in the remaining 341drums included benzene, ethylbenzene, toluene, xylene,naphthalene, and other polynuclear aromatics, PCBs, phthalates,cyanide, and several heavy metals. Approximately 6 inches ofsoil below the drums was removed and sent off-site fordisposal. The site was stabilized by regrading, capping, andrevegetation.

^ SR3Q05571157B


In October 1984, the Kane and Lombard site was included on theNational Priorities List (NPL). A Remedial Investigation andFeasibility Study (RI/FS) of the site was authorized by EPA inApril 1985, and was assigned to be conducted by the REM IIcontractors. Table 1-1 contains a chronology of events at theKane and Lombard site from 1980 through 1987. An aerialphotograph taken in 1986 (Exhibit 10) displays the Kane andLombard site and the surrounding properties as they appearedduring the RI/FS activities at the site.

1.2 CURRENT SITE CONDITIONS

1.2.1 PRESENT TOPOGRAPHY AND SURFACE DRAINAGE

As part of the immediate removal action conducted by EPA in1984, the Kane and Lombard site was capped and regraded tocontrol infiltration and promote runoff. Elevations at the sitecurrently range from 52 to 94 feet above mean sea level (msl).The site slopes from the southwest to the east and northeast atabout 5 percent, and from the southwest to a small knoll in thenorthwest portion of the site at about 3 percent. From theknoll, the site slopes roughly 3 percent to the east and 10percent to the west. Plate 1 (in the envelope on the insideback cover of this report) is a recent survey made of the sitein January 1987.

The site was inspected by REM II in October 1985 for evidenceof erosion of the cap (see REM II Document No. 192-WP1-EP-BYRQ-1). Approximately 20 percent of the site was devoid ofvegetation. The silty nature of the cap material makes the capsusceptible to erosion and many areas of the site showed thaterosion was occurring. However, there were only a few areaswhere erosion were considered severe. Most of these areas werein the northeast quarter of the site, with the most severelyeroded area extending from the center of the site to a ravinein the northeast corner. This area had been graded and linedwith gravel (in 1984 when the drums were removed) to form asurface-water runoff channel. Several areas along thisdrainageway had erosional gullies a foot or more deep. Inseveral areas, the gullies had breached the cap exposing theunderlying soil. These selected areas were regraded andhydroseeded in July 1986, as part of the RI/FS program. Theentire capped area of the site was regraded and hydroseeded byEPA in April 1987.

1-71157B

flR300558


TABLE 1-1

CHRONOLOGY OF RECENT EVENTS AT THE KANE AND LOMBARD SITE

November 1980 State inspector discovers drums on-site.

November 1980 State negotiates with owners for cleanup.to

August 1983

January 1982 Two monitoring wells installed by State.

August 1983 State issues Complaint and Order requiringproperty owner to mitigate situation.

April 1984 State requests EPA to use Superfund for sitecleanup.

May 1984 State and Federal personnel perform siteassessment with .representative of owner.Immediate removal action authorized.

June 1984 Immediate removal action completed. Addi-tional monitoring well, installed by State.

October 1984 Kane and Lombard site listed on NationalPriorities List (NPL). State requested thatU.S. EPA undertake a Remedial Investigationand Feasibility Study (RI/FS) at the site.

April 1985 EPA authorized REM II contractors to conductan RI/FS of the site.

October 1985 Extensive geophysical survey of the siteconducted by REM II contractors.

May 1986 Soil-gas survey of the site conducted by EPA.

June 1986 to Surface-water and soil sampling conducted;September 1986 monitor wells and piezometer installed,

sampled, and tested by REM II contractors.

November 1986 CLP analysis of soil and water samplescompleted.

§83005591-8

1157B

Section No: lRevision No: 1Date: 5/15/87Page: 9

TABLE 1-1(CONTINUED)

January 1987 Site survey and validation of sampleanalysis completed.

April 1987 Site regraded and hydroseeded by EPA tominimize erosion.

1157B l~9

5 R 30-0560-


The majority of the surface water at the site drains to thenortheast with the remainder draining to the northwest.However, water does not remain in the drainageways borderingthe site, but rather, infiltrates rapidly, especially along theeastern border of the site. The relatively constant depth toground water in this area (i.e., approximately 15 feet in Well11W-026) over time suggests that the presence of a buriedstream valley, sand lens, or other conduit controls ground-water flow. The 1938 air photo of the site (Exhibit 1) shows astream in this area that was backfilled by 1947 (Exhibit 2) .This buried stream may account for the rapid ground-waterinfiltration along the eastern border of the site.

A -1972 subsurface utilities and topographic map (Figure 1-4)for Lombard Street shows the inlet of a 36-inch stormwaterdrain in the northeast corner of the site. Although thisculvert is now buried under sediment eroded from the surface ofthe site, water draining from the site's surface probablycollects in the drainageway east of the property and is carriedby this storm sewer. The effect of this sewer line on ground-water flow is discussed in Section 4.

Both surface and shallow subsurface drainage from the site isin the .direction of, and presumably enters, Herring Run (seeSection 2). Herring Run is located approximately one-half milenorth of the site, and flows easterly approximately two milesto its confluence with the Back River (Figure 1-1) . The BackRiver in this area is a major navigable waterway that flowssoutheasterly approximately 10 miles before discharging intoChesapeake Bay.

1.2.2 SUBSURFACE CONDITIONS

Baltimore is located on gently-dipping unconsolidated coastalplain deposits of the Potomac Group. The most prevalent ofthese deposits (described in descending order in Table 1-2)include the sand facies of the Patapsco Formation, the clay andsand facies of the Arundel Formation, and the sand facies ofthe Patuxent Formation. Borings drilled at the Kane and Lombardsite in 1971, 1982, and 1986 indicate that the upper 20 feet ofmaterial consists primarily of fill and a stiff brown-red andblack silty to sandy clay. Subsurface geologic conditions aredescribed in detail in Section 2.

Water-level data from fourteen on-site wells and three off-sitewells suggest that localized ground-water flow in the uppermostwater-bearing zone is to the northeast. Flow in the next deeperunit also appears to be to -the northeast. The hydrogeology ofthe site is described in Section 4.

±_1Q SR3Q056I1157B .

flR3005621-11


TABLE 1-2

GENERALIZED STRATIGRAPHIC UNITS IN THE BALTIMORE AREA

Unit Thickness Description

Patapsco Sand Up to 100 feet Well sorted, medium to fine,Facies quartz sand with locally

abundant quartz gravel andclay clasts.

Arundel Clay Up to 30 feet Typically gray, brown, black,Facies or red, kaolinitic and illitic

clay with some lenses of quartzsand and silt.

Arundel Sand Up to 10 feet Well sorted, medium to fineFacies quartz sand with very thin clay

beds, .typically found withinthe Arundel clay.

Patuxent Sand Up to 115 feet Light gray to orange-brown,Facies moderately sorted, medium to

coarse, quartz sand with somequartz gravel and occasionalthin beds of pale-gray to red,silt and clay.

RR3Q05631157B


1.2.3 CLIMATE

The climate of the Baltimore area is moderated by its locationbetween the Appalachian Mountains and the Atlantic Ocean.Rainfall averaged 41.37 inches per year between 1956 and 1985,and ranged from 28.22 (1965) to 58.98 (1979). Monthly rainfallis relatively uniform throughout the year, and normally isgreatest in June, July, and August. Figure 1-5 illustratesmonthly rainfall from 1966 through 1986. The averagetemperature between 1956 and 1985 was 55.0°F, and the extremeswere a low of -7 (January 1985) and a high of 105 (August1983). Figure 1-6 illustrates the average monthly temperaturesfrom 1966 through 1986.

1.3 POTENTIAL EXPOSURE ROUTES

1.3.1 DIRECT CONTACT

An important factor in the decision to implement the immediateremoval action in 1984 was the hazard posed by the potentialfor direct contact with toxic materials. After removing thedrums visible at the surface, and capping and fencing the site,this potential hazard was reduced significantly. However, "thishazard was not completely eliminated since some contaminatedsoil is present at the site. Vandals have cut holes in thefence surrounding the site on several occasions. Because of theproximity of the high school and the • recreational facilities,direct contact should be considered a potential exposure route.

1.3.2 AIR

Air monitoring conducted at the site in June 1984 by EPA RegionIII detected only toluene at a concentration of 1 part perbillion (ppb). This is well below the permissible exposurelimit of 200 ppm (time-weighted average for an eight-hourperiod). Air monitoring conducted during the October 1985 andJune-September 1986 field activities failed to detect anyambient organic vapors. Consequently, it appears that the 1984removal action has succeeded in reducing potential hazardsassociated with air releases.

1-131157B

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1-15


l.'3.3 SURFACE WATER

There is no surface water immediately west, east, or on theKane and Lombard site. Water samples taken immediately after arainfall during the 1984 removal action indicated no concentra-tions of concern for any chemicals detected. Additional samplescollected in June 1986 support the conclusion that surfacewater (including the transport of potentially contaminatedsediment by surface water) is not a significant exposure routeat the Kane and Lombard site. However, a water sample collectedfrom a drainage culvert next to well site 12 on the Conrailproperty north of the Kane and Lombard site (see Figure 2-1 forlocation) had 440 ug/L of trans-1,2-dichloroethene (DCE). Theculvert carrying this drainage was followed to the base of thewaste piles on the north side of the PICORP property. PICORP islocated between Kane and Lombard and the drainage culvert. Nocontaminants were detected in Herring Run which drains thesite, PICORP, and the railroad yard.

1.3.4 GROUND WATER

Analysis of ground-water samples obtained during and since theimmediate removal action from the three state-installed wells(see Figure 2-4 for locations) have yielded fairly consistentresults indicating the presence of chlorobenzene (250-320ug/L), vinyl chloride (180-220 ug/L), trans-1,2-dichloroethene(265-490 ug/L), trichloroethene (5-20 ug/L) and several othersubstances.

There is no immediate health threat to the community sinceresidents are supplied with drinking water by the City ofBaltimore. Ground-water contamination may be an important issuerelative to potential future use of the ground water underlyingthe site, and the potential effect of migration of contaminatedground water beyond the site boundaries. Consequently, thispathway could be a potentially important exposure route.Details of the site's hydrogeology and ground-water chemistryare described in Sections 2 and 4.

1.4 POTENTIAL RECEPTORS

Based on approximately 100 soil and water samples collected bythe REM II contractor on and near the Kane and Lombard site,the most likely routes of potential human exposure tocontaminants are through the use of contaminated ground waterand through direct contact with contaminated soil.

AR30Q5671-16 •_ - .

1157B


There is little current information on ground-water usagedowngradient of the site. Based on the State's well survey database, reference data, and discussions with the MarylandDepartment of Health and Mental Hygiene, ground-water useappears to be limited to process water or irrigation water atindustrial or commercial sites. The closest recorded domesticwells are over a mile southeast of the site (Figure 1-7) andare not downgradient (i.e., shallow zone ground-water flowsnortheast from the site). Information on these wells issummarized in Table 1-3. No contaminants have been detected inState or REM II samples of Herring Run and its associatedtributaries.

It should be noted that a number of other hazardous wastedisposal sites have been identified by the State of Maryland inthe vicinity of the Kane and Lombard site (Figure 1-8) thatcould be more significant sources of ground-watercontamination. Information on these sites obtained from theState is summarized in Table 1-4.

The proximity of Patterson High School and recreationalfacilities makes direct ' contact exposures a potentiallysignificant threat. This' threat is reduced by the presence ofthe clayey silt cap that covers most of the site and the fencewhich surrounds the site. Receptors related to the FrancisScott Key Medical Center and other nearby properties probablyhave more limited potential for direct contact exposure tocontamination at the Kane and Lombard site.

1.5 OVERVIEW OF REMEDIAL INVESTIGATION (RI)

The overall objective of the RI was to collect informationneeded to evaluate actual and potential risks to receptors fromexposure to site-related contamination in soil, surface water,or ground water. This information would also support afeasibility study of remedial alternatives for controllingsources of contamination on the Kane and Lombard site. Becauseof the presence of other potential sources of contaminants(Figure 1-8) and the absence of nearby domestic supply wells(Figure 1-7), this investigation did not include the collectionof data needed to evaluate alternatives for active aquiferrestoration. Furthermore, the investigation focused only on theKane and Lombard property because adjacent properties are inthe process of being investigated by the State of Maryland.

1-17 AR3005S81157B

Sitetocation

I I \i?ghiandtown

Scale in Miles0.5 1 1.5

2(1) • Denotes Well Location, Number, Use I IndustrialU Uses Unknown C Commercial

T Test or Monitoring0 Domestic F Farming

(See Table 1 -3 tor Additional Information)

FIGURE 1-7 LOCATIONS OF WELLS WITHIN TWO MILES OFTHE KANE AND LOMBARD SITE

AR3005691-18

TABLE i-:LiSTINS OF WELLS XITHIN Tk'C 1ILES

OF THE KANE AND LW8ARS SITE

0»NE? TOTAL WELLNAHE I'EFTH'FT'i USE

=E 9 SE • -- Paul Jonss * Co.. Inc. 362 Not iJses0 NE -- Saitiaors Cc. Boars si Eflucstion 1741 NE -- Owners Realty C:. 40-. ijr _ ~unfc Sasivy "« 5f>fc rlw rfWJICi I -.CfiJ fcY MWI wV

7 NE — Owners Sealty Co. 35 Not Uses4 NE -- Owners P«a'.t/ Co. 255 NE -- Owner: Realty Co. 15 N:t uses

FE o NE -- Back River !s9c FE 37 NE — 3JCf River 20 Not Jsed10 FE 33 NE -- H. A. 3reJ!« 9611 FE *0 NE losie Josesn 3. Mart:a Cc. 60 Zsuef:iil12 FE 4i SE 7365 tarty icCarthney 69 De»£St::13 FE 4s NE 41739 Thsnas Saylir 72 Gciesti:14 FE 49 Si 35136 rjtt rut: ScH Coiirse • 207 Connercial15 :t 51 NE 18051 C. F. Hern:no 59 Dotestic16 FE 52 NE 152?3 Josenh Hosrios 55 Not Used17 FE 53 NE 15785 Joseph Usshos Abandoned Not Used13 FE 54 NE 33341 5uH Oil Cc. 74 Co/werci*!19 FE 55 « 33637 Frank ,'. Slaia 111 Doiesti:20 FE 57 SE 18439 East Ens: Florist, Inc. 144 CcMe-cial21 FE 58 SE 1037 John Slaflys 27 ' Dorsestic22 - BC 73 000! DUPDWAi 110 Industrial13 - BC 73 0002 DUROHAL 115 Industrial24 — BC 61 0176 Waste Hanaaement Adain. — Test Well25 - BC 61 0177 Waste Management Adiin. -- Test Well26 - BC 73 0079 Maryland I-ept. of Health -- Test Weii27 — EC 73 0031 Karviand Dept. of Health 25 Test Well29 - BC 73 0082 Maryland Dept. of Health - Test h'el'l2B -- BC 73 0003 Saltisnrs Citv 63 Test Hell30 -- BC 73 0080 Karvlano Dent, ot Health 47 Test Well31 — BA 81 2S97 Rydsr Trurk Rental is Test well32 — BA 81 2898 fivder Truck Pental 14 Test *ell33 -- Bfi 81 2899 Ryder Truck Rental 15 Test hell34 -- B» 81 2900 Rvder Truck Rental 21 Test h'ell35 - 8ft 31 3260 SuH Oil Co, 33 Test Well7s -- BA 81 3261 Sulf 0:1 Co. , 33 Test wen3' -- 6A 61 1243 Eastern Stairless Steel 15 Test Well35 -- 8A 31 1249 Eastern Stainless Steel 21 Test »el!3' -- 3A 81 1250 Eastern Stainless Steel 1Z Test hell40 -- BA 81 1330 Eastern Stainless Steel 13 Test Well4: - BA 81 1331 Eastern Stainless Steel 13 Test Well*2 -- BA 81 1232 Eastern Stainless Stesl 25 Test hell43 -- BA 81 1233 Eastern Stainless Steel 25 Test Well44 -- 5A 3! 1234 Eastern Stainless Steel 5 Test Well

4 Test Well5 Test »ell

45 — 3A 31 1235 Eastern Stainless Steel46 — BA S: 1236 Easter.-- Stainless Steel47 -- «A t! ;2T^ E3£t9rr 5t31?i55£ 5t£al

49 -- BA Si 11*0 Ea=:?r,- £; = :ni?5= 5:3*1 c Tsst rteli

1-19

AR300570

L!57Ii6 OF *ELL: hITHIN ThO di.ES:>F THE < AN HAND uJHBhSD 5"E

"6= jit-!. FEF.dIT D»NER TOTAL *£..NO. NC. NO. NA*E DE'**'"- .jcr

51 -- BA 31 1244 j.stsrr stainless Steel ' Test Well:2 -- BA 61 1245 Eastern Stainless 3:eei :0 Test Well53 -- 3A Si :24? Eastern Stainless Stasi 25 Test Well54 -- BA 31 1231 Eastern Stainless Steel 28 Test Well55 -- S* 51 .13? Eastern Stainless Steel 1C Test dell56 -- BA 81 1241 Easter* stairless Steel 5 Test hell57 -- 5A cl :I4'Z Eastern Stainless Steel 10 Test well55 -- BA 51 1246 Eastsrr itainiess Stsel 10 Test Well;3 -- SA 7> -399 L:U:S rassoaa 200 ScieshciO ~ B« T!> r-512 «ennatr: Jcwr.se.na 80 Industriest: — sA T3 034s PiJl H, Beckaan — Doiestics2 -- BA ?" 3244 Harry *aur=r 166 Dosestics3 -- BA ?3 3245 Paul Be:k«an 155 Farungs4 — BA 70 0314 oayecns h. Perkinson 240 Soiestic65 — BA 73 024e Seoroe ârks 120 Doiestich6 -- BA "3 2777 RobB Ty'.sr, !nc. — Tes-t «ieil67 — BA '3 7ii7 Brownino Ferris. Inc. -- Test «eli

Tno nie riaius established utilizing "Euidelinss »'or Sr:undWater Classir'ication unaer the EPA Sround Water ProtectionStrategy,' 6eraghtv and Miller, Inc., and 1CF, Ir.c.. Fe6ruarv is5t.

See Figure 1-8 for locations.

hell Nusbers 1 through 20 were taken -ret tr.e Maryland geological surv§vwater resources basic data report nuiber :. Well Numbers 21 throcght? were taken fro» the Maryland Departient of Health ano Mental Hygienecctputer printout of well aoplications processed since 1969.

AR3005711-20

N f ' .... Site Locaton

Harborview"

L*g»nd2] Approximate Location ol

Disposal Sites

Scale in Miles°-5 1 1.5

(See Table i -4 for Additional Information)

FIGURE 1-8 LOCATIONS OP HAZARDOUS WASTE DISPOSAL SITESWITHIN TWO MILES OF THE KANE AND LOMBARD SITE

AR3005721-21

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1-27


Specific objectives of the RI included:

• Determining whether or not significant soilcontamination still exists at the site and, if so,determining the approximate horizontal and verticalextent of the material that would have to be removed,treated, or capped.

• Identifying locations of buried drums oruncontainerized waste materials at the site.

• Evaluating subsurface stratigraphy relative topotential contaminant migration pathways. Inparticular, determining if buried valleys, subsurfacesewer lines, or sand lenses in the Arundel clay faciesexist that can serve as conduits for preferentialground-water or contaminant movement.

• Determining horizontal and vertical ground-water flowrates and patterns on the site relative to thesubsurface stratigraphy, and determining the potentialfor off-site contaminant migration via ground water.

• . Determining the nature, magnitude, and extent of anyground-water contamination relative to the source areaand potential sensitive receptors.

The RI was conducted in three phases: an initial survey; asource characterization; and a ground-water contaminationassessment.

The initial survey in the work plan phase was conducted inOctober 1985 and consisted of an extensive geophysical surveyand limited soil sampling. The purpose of this initial phasewas to focus subsequent RI activities.

The second phase, the first phase of the RI called the RI-1phase, focused on evaluating hazards associated with directcontact exposures and on assessing the nature and extent ofburied wastes. The program was initiated in April 1986, andconsisted of an evaluation of historical photographs of thesite, air monitoring, surface soil sampling, test pit excava-tions, surface-water sampling, and ground-water sampling of thethree existing wells. Field procedures are described inAppendix A. Field activities in Phase RI-1 of the project werecompleted in July 1986.

AR3005791-28

1157B


The third phase, the second phase of the RI called the RI-2phase, focused on evaluating the potential hazards fromexposure to contaminated ground water. Phase RI-2 fieldactivities were initiated in July 1986, and consisted of theinstallation, sampling, and testing of four shallow wells, sixintermediate depth wells, and one deep well on-site, and twoshallow and one intermediate-depth well off-site.

Well installation, sampling, and testing procedures aredetailed in Appendix A. Raw data generated during field effortsare contained in the appendices as follows:

Appendix B — Survey DataAppendix C — Boring LogsAppendix D — Geotechnical Testing DataAppendix E — Well Construction DataAppendix F — Aquifer Testing DataAppendix G — Well Sampling DataAppendix H — Sample Analysis DataAppendix I — Data Validation Results

Section 2 of this RI report describes the stratigraphy of thesite and the key water-bearing units. Section 3 describes thenature and occurrence of organic and inorganic compoundsdetected In the soil. Section 4 describes the movement ofground water and contaminants. Section 5 presents theconclusions drawn from this RI.

1.6 SUMMARY

Key points described in Section 1 include the following:

• The Kane and Lombard site is an 8.4-acre parcel ofundeveloped land in southeastern Baltimore. The siteis adjacent to Patterson High School and public

. recreational facilities.

• Between 1962 and 1971, the site was excavated andrefilled with solid and hazardous wastes. Between 1971and 1984, dumping occurred at the surface of the site.In 1984, surface wastes were removed and the site wasgraded, capped, and fenced under an EPA immediateremoval action.

!_„ AR30058Q1157B


Several properties adjacent to the site were alsoexcavated and may have been used for the disposal ofsolid and hazardous wastes. There are also severalother hazardous waste sites located within two milesof the Kane and Lombard site that may impactenvironmental conditions in the area.

Contaminants including ethylbenzene, dichloroethene,vinyl chloride, and polynuclear aromatics have beendetected in the soil or the ground water at the site,but not in the air or surface water.

Direct contact with contaminated soil or ingestion ofcontaminated ground water are the most likely routesof exposure.

The nearest recorded drinking water wells are locatedone mile southeast of the site. Ground-water flow inthe first two water-bearing zones appears to be to thenortheast.

1157B

/JR30058I1-30 ' -

Kane andLombard SHe

EXHIBIT 1 1938 AERIAL PHOTOGRAPH OF THE KANE AND LOMBARD 3 ° ° 5 8 2

AR300583EXHIBIT 2 1947 AERIAL PHOTOGRAPH OF THE KANE AND LOMBARD SITE

EXHIB.T 3 1950 AER.AL PHOTOGRAPH OF THE KANE AND LOMBARD S?TE 3 ° ° ??

EXHIBIT 4 1959 AERIAL PHOTOGRAPH OF THE KANE AND LOMBARD Slltf

'0586DCH.BIT 5 1966 AER.AL PHOTOGRAPH OF.THE KANE AND LOMBARD SITE

EXHIBIT 6 1969 AERIAL PHOTOGRAPH OF THE KANE AND LOMBARD SITE

AR300587

EXH.BIT 7 1971 AERIAL PHOTOGRAPH OF THE KANE AND LOMBARD^ ° ° 5 8 8

8R300589 ÊXHIBIT 8 t982 AERIAL PHOTOGRAPH OF THE KANE AND LOMBARD SITE ^^

00590

EXHIBIT 10 1986 AERIAL PHOTOGRAPH OF THEKANE AND LOMBARD SITE


SECTION 2

GEOLOGY

Section 2 is an interpretation and discussion of the geology ofthe Kane and Lombard site based on analysis of historic airphotos and maps, "regional" information, and REM II field datathat included test borings and test pits. Key findings are thatup to 14 feet of artificial fill mantles an eroded/excavatednatural clay surface that on-site, slopes to the north towardsHerring Run. Shallow ground-water flow within the fill iscontrolled by the topography of the clay surface. The clay unitapparently ends between the site and Herring Run.

This section consists of five major subsections:

• Subsection 2.1, Physiographic Setting, describes theKane and Lombard site as being on the "outcrop zone"(western edge) of the Atlantic Coastal Plain.

• Subsection 2.2, Regional Geology, describes theevolution of the coastal plain sediments in theBaltimore area and the types and origins of geologicmaterials generally associated with areas in thevicinity of the Kane and Lombard site.

• Subsection 2.3, Local Geology, summarizes site geologyin relation to regionally-defined geologic units anddiscusses how shallow ground-water may be controlledby both on- and off-site subsurface conditions.

• Subsection 2.4, Site Geology, details the results oftest pits, excavations, and borings into the artifi-cial fill,. Arundel clay, and Patuxent Formation.

• Subsection, 2.5, Summary, provides a list of the keydetails 'and concepts described in this section.

2.1 PHYSIOGRAPHIC SETTING

The Kane and Lombard site lies within the Atlantic CoastalPlain Physiographic Province, a northeast-southwest trendingbelt of unconsolidated sediments extending from Cape Cod,Massachusetts, southward to the Gulf of Mexico. This provinceis bordered on the southeast by the Atlantic Ocean and on thenorthwest by harder, more erosion-resistant crystalline rocksof the Piedmont Uplands Physiographic Province. The relatively

1157B

Section:' 2Revision No: 1Date: 5/15/87Page: 2

abrupt drop in elevation separating the Coastal Plain andPiedmont provinces is known as the "fall line." Uplift anderosion of the harder crystalline Piedmont rocks provided asource of sediments which were subsequently deposited on theCoastal Plain and reworked by marine and fluvial (stream)activity.

2.2 REGIONAL GEOLOGY

Successive episodes of deposition and erosion during the past200 million years have resulted in the evolution of a wedge ofsediment which, beginning at the fall line, thickens to theeast and southeast. This wedge, which is underlain by anerosional surface of Piedmont crystalline basement rock,consists of a number of superimposed sedimentary deposits orunits called formations. Sediments assigned to a formation arecontemporaneous (i.e., deposited at approximately the samegeologic time). The group of formations (in this case thePotomac Group) of concern in the Kane and Lombard study areawas deposited during the lower Cretaceous period, whichoccurred between about 136 and 100 million years ago.

The types of sediments within a particular formation may varyin texture (i.e., the proportion of clay, sand, and silt sizedparticles) depending on several factors, including the type ofenvironment in which they were deposited. Fine materials, s ichas the silts and clays in the vicinity of the Kane and Lombardsite, are attributed to flood plain deposits on the sides ofstreams and rivers, while coarser sands and gravels representnatural materials deposited in the river stream channel itself.These textural variations within a formation are known asfacies (e.g., the Patuxent sand facies).

Formations within the wedge, slope and thicken to the south-east. The upslope portions of the formations are exposed at thesurface in a series of concentric belts called "outcrop zones,"which are parallel to subparallel to the fall line. Outcropzones are noteworthy as they are areas where water-bearingformations, such as the Patuxent, are recharged, and,therefore, are most susceptible to being contaminated. Thedepth to bedrock beneath the site is unknown but must begreater than 145 feet, the sediment thickness penetrated byboring 11.

AR3005932-2 - - - - -

1157B


2.3 LOCAL GEOLOGY

Figure 2-1 is a map showing the surface distribution ofStratigraphic units in the lower Cretaceous age Potomac Group(generalized in Table 1-2 of Section 1) as mapped by theMaryland Geological Survey (Geologic Map of Baltimore Countyand City; Crowley et al, 1976). As shown in Figure 2-1,sediments classified as the sandy facies of the PatapscoFormation are found close to the southwest border of the site.An examination of historical air photos, however, suggests thatthe Patapsco sand facies identified southwest of the site isactually the fill from the hospital construction (1922-1938).An outcrop of the younger Arundel sandy facies, generallylocated within the Arundel clay unit and usually less than 10feet thick, was mapped to the southeast of the site. Less thanone-quarter mile to the north of the site is the outcrop zoneof the Patuxent Formation, one of the most productive freshwater aquifers in Maryland.

Figure 2-2 is a Stratigraphic cross-section constructed alongthe line A-A" in Figure 2-1 using data from the MarylandGeological Survey (Crowley et al., 1976) and on- and off-siteborings and test pits. The figure shows that the Arundel clayand underlying Patuxent Formation probably crop out on thesouth (Kane and Lombard) -side of Herring Run and that theoutcrop surfaces, presently covered by laterally-extensiveartificial fill deposits, slope toward Herring Run.

The relatively flat topography, wide valley, and presence ofQuaternary age sand and gravel deposits adjacent to Herring Runindicate that the present stream bed has been modified duringPleistocene times when the lowering of sea level caused streamsto incise deep erosional channels into and through previously-deposited sediments (i.e., the "thin" outcrop edge of theArundel clay). As sea level rose to and above the presentelevation, the incised stream channels were filled with fluvialdeposits. Recent drainage patterns superimposed on thesedeposits have the appearance of streams too small for theirchannels. In the case of Herring Run, the stream bed hasprobably cut into the Patuxent Formation. Therefore, HerringRun is believed to be in direct hydrologic connection with thePatuxent.

2-31157B

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DKxs; Patuxent Formation(day Faciat)

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Scale1/4 1/2S

flR300595 ^ g|Wm fr

________ Mile___________________ R«l- Gaotogic Map of Btltmort County »od City: by Crowt f. B»mtwtK. ml OMVM.(197H)

FIGURE 2-1 GEOLOGIC MAP IN THE VICINITY OF THE KANE AND LOMBARD SITE

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A discussion of the importance of these relationships follows.The artificial fill supports a water-bearing zone, perched onthe underlying Arundel clay. Shallow ground-water flow on topof the clay (from the site and downgradient areas) movesdownslope recharging the Patuxent and indirectly rechargingHerring Run. It is not surprising that samples collected fromHerring Run showed no signs of contamination, given that.contaminant flow from the site would be highly diluted byPatuxent waters which feed Herring Run.

2.4 SITE GEOLOGY

Figure 2-3 is a site map showing the locations of all sub-surface control points available on the Kane and Lombard site.Site-specific geology is shown in the form of a fence diagram(Figure 2-4), which summarizes in three-dimensions currentinterpretations of subsurface conditions at the site. Thelocations of the fence diagram lines are also shown in Figure2-3. Appendix C contains the raw data from which Figure 2-4 wasconstructed.

The earth-forming material at the site includes three laterallycontinuous units—artificial fill, interbedded silty clays andclayey silts, and a silty sand with several isolated depositsof clay and sand. Textural descriptions of the three majorunits (fill, interbedded silts and clays, and silty sand) aregiven in Table 2-1. The descriptions are based on field classi-fication of split-spoon samples taken continuously through thefill and at five-foot intervals thereafter. Shelby-tube sampleswere taken at selected intervals to verify textural classifi-cations and soil moisture content and to provide laboratoryestimates of vertical permeabilities. Shelby-tube results arepresented in Appendix D.

Based on a comparison of Figures 2-1 (regional geologic map)and 2-4 (fence diagram of site) and Tables 1-1 (description ofregional geologic formations) and 2-1 (description of sitegeologic materials), the interbedded clayey silts and siltyclays identified on-site are probably part of the Arundel clay.The underlying silty sand is probably part of the PatuxentFormation. The fine texture of the Patuxent in the on-siteborings is, according to background literature, not uncommonnearer the Patuxent outcrop zone (Crowley et al., 1976). Inaddition to these two natural geologic units, a layer of fill,not mapped by the Maryland Geological Survey and thereforeabsent in Figure 2-1, covers the Arundel clay over most of the

2.6 AR3005971157B

LegendMonitor WellTest Pit

t .,\._-- ~

FIGURE 2-3 LOCATIONS OF WELLS AND TEST PITS

2-7


TABLE 2-1

MAJOR STRATIGRAPHIC UNITS FOUNDAT THE KANE AND LOMBARD SITE

Unit Designation Description

Fill Mixture of industrial, commercial, con-struction, and domestic wastes in aheterogeneous sand, silt, and claymatrix. Thickens toward 06W-118, 09W-030and 11W-145. Absent in 04W-108.

Interbedded Red, brown, rust, yellow, gray, and tanSilty Clay commonly mottled, loose, interbedded toand Clayey Silt silty clay and clayey silt, poorly bedded(interpreted as part to massive with lesser proportions ofof Arundel Formation) well bedded and sorted, fine sand and

gravel. Individual clay units, with occa-sional sandy lenses are discontinuousacross the site attaining a thickness of16 feet in boring•08W-080.

Silty Sand Light gray, red, orange, brown, rust,and Sand buff, and yellow; well sorted to moder-(interpreted as part ately well sorted; medium to fine quart-of Patuxent Formation) zose sand with varying silt and clay

content. Sand beds range from less than2 feet to 18 feet in thickness. Largerbeds alternate with interbedded units offine sand, silty clay, and clayey silt.

JR30Q5991157B

> co -n

g •31atn

StratigraphyBased on Boring11W-145

115'

Horizontal Scale Varies Dueto Angle of View of Fence Diagram

Vertical Scale1" = 40'

110.5'

AR30060D.


site. This fill was probably placed on the site during theperiods 1922-1938 and 1969-1971, as described in Subsection1.1. Each of these three units is discussed in descending orderin the subsections that follow.

2.4.1 ARTIFICIAL FILL

The fill material encountered on-site in test pits and testborings appears to be a mixture of industrial, commercial,construction, and domestic wastes, generally consisting ofglass, wood, metal, concrete, brick, and plastic, in a sand,silt, and clay matrix. Some of these materials are probablyassociated with the construction of the hospital in the 1930s,the operation of the brickyard in the 1940s through 1960s, andthe operation of the open dump in the 1960s through 1980s.Hospital-related wastes were also found in test pits. Portionsof the fill were charred, corroborating reports of open burningand dumping activities during the 1970s.

Reinforced sewer pipe, possibly associated with the construc-tion of Lombard Street immediately north of the site, isprevalent both in the drainage swale east of the site and nearthe surface of the fill. In wooded as well as open areas,plastic bags of household garbage were prominent at or justbelow the surface of the site. Several badly rusted 55-gallondrums were discovered in a number of the test pits. HNureadings on the drums and fill in several other test pitsranged from 1 to 100 ppm over ambient conditions. The elevatedlevels, however, occurred at scattered locations, making an.estimate of hazardous waste quantities or locations of indi-vidual sources impossible. A summary of test pit depths, fillcontent, and thickness is given in Table 2-2. Section 3contains a characterization of the nature and distribution ofchemical contaminants found in the fill.

An estimate of fill quantity and extent was made by construct-ing a map (Figure 2-5) of fill thicknesses above the under-lying Arundel clay. Raw data for this map construction are inAppendix C. Approximately 80 percent of the site is covered byfill, with fill thickness increasing to over 14 feet to thenorth along Lombard Street. This trend is supported by the 1966and 1969 aerial photos (Exhibits 5 and 6 at the end of Section1). Based on Figure 2-5, the volume of fill present on-site isestimated to be about 67,000 cubic yards (using a measuredfilled area on-site of 180,000 square feet and an averagedepth of 10 feet).

1157B

TABLE 2-2

SUHHARY OF TEST PIT DATA

Test PitID.

TP-A

TP-B

TP-C

TP-D

TP-E

TP-F

TP-B

TP-H

TP-I

TP-J

TotalDepth(ft)

5

10

8

9.5

8

6.S

6.5

6.75

8

9

Depth ToClay(ft)

6.5

MO

7.5

6.5

4.5

3.5

4.25

5.75

4

3.5

1HNu(ppi)

ND

ND

ND

ND

ND

ND

0.5

ND

ND

ND

2CEI(ppi)

ND

ND

ND

5-15

5-20

ND

m

ND

3General Description

Natural soil: 0-0.75 foot layer of orange-brown sand(cap); 0.75-6.5 foot layer of rusty orange silty tediui tofine sand underlain by dry hard, tot tied clay at 6.5 feet

Fill: dark brown sandy Mtrix, scrap tetal, shingles,paper, plastic, tar, brick, wen wood debris below 7.0 feet

Fill: gray silty sand tatrix, brick, paper, plastic, wood,cinderblock, brick culvert, glass, rubber boss, lassiveconcrete block; toist brown-gray clay at 7.5 feet.

Fill: dark brown silty latrix, shinnies, wood, brick,plastic bottles, istal wire and cable, asphalt; dark, aoistbecoming saturated soft peaty layer, iany decaying treebranches at 5-6.5 feet; dark gray-green becoiing orange wetsilty clay at 6.5 feet.

Fill: gray silty sand latrix, brick, old luffler, plastic,wood, scrap Mtal, large concrete slab.

Fill: light to dark gray sandy aatris, wood, glass, brick.plastic, tetal wire and cable, garden hose; becoies soft,da*p, brown silty clay at 3.5 feet.

Fill: dark brown silty sandy latrix, wood, paper, plastic,•etal. two 5-foot by 1-foot cylindrical galvanized tanks(one leaking rusty water); stiff yellow-brown, gray, red•ottled silty clay at 4.25 feet.

Fill: brown silty sandy tatrix, brick, styrofoat, sheet•etal, letal rods and pipe, concrete and letal post,shopping cart; lassive concrete slab; Mist, yellow-brownsilty clay at 5.75 feet.

Fill: gray to brown sandy silty matrix, wood, brick,plastic; eoist red clayey fine sand and silt at 4 feet,becoKs yellow fine sandy clay and silt at 7.5 feet.

Natural soil: organic fine sand and silt to 1.5 feet, roottraces: yellow-orange Eilty fine sand to 3.5 feet, verystiff, dry, red, yellow, gray lottled silty clay, becoieivery hard at 7.5 feet.

AR3006022-12

TABLE 2-2

SUMMARY OF TEST PIT DATA

Test PitID.

TP-K

TP-L

TP-HO

TP-H1

TP-N

TP-0

TP-P

Total Depth ToDepth ! Clay(ft) ! (ft)

13 ! 4tl11I1

}l1

1

11 : 8.5{it1

!11t

9 : >?1I

!11

13 : >131fii!iiii

14 ! 10.511i

1

1

11

11

13.5 ! 10.1I111t11ttt

14 ! 13t1Itl

1HNu(ppi!

ND

ND

ND

0.2-1

ND

ND

1

2CB!(ppi)

ND

ND

-

8-50

15-20

25-75

-

3 :Beneral Description 1

Fill: gray-brown silty sandy latrix, plastic (credit !cards), wood, bottles, glass, ieUl, cloth; soft beccaino !very hard red, gray, yellow Bottled silty clay to clayey 'silt, white Bediui to fine sand layers, charcoal; contains !cherry red silty lediui to fine sand with ironstone at 4-4.5!feet. !

!Fill: dark brown silty sandy latrix, wood, rubber hose. •glass bottles, auch letallic trash (car renains), Ban: fold, !car hood, pipes; soft icist yellow-brown becoiing very !stiff gray and red lottled fine sandy clayey silt tc silty !clay; charcoal lenses. !

jFill: dark brown sandy silty aatr.x. wood, paper, «uch !sheet letal. 55-gailon drui at 4 feet (left undisturbed in 'pit wall), blue-black carbon-like product 15.5-6 feet), Ip.lastic place iats. >

tt

Fill: dark brawn sandy silty latrix, sheet te:al. iuch >wood, plastic, Betal icldins, coil springs; becoies biacr 1- ',sooty, rotting railroad ties, iron rail, below 5 feet; !creosote .odor below 5 feet; black liquid collecting in pit 'at 12.5 feet. " S

r

Fill: dark brown sandy silty latrix, brick, cinderblock, '•etal cable, railroad ties, blue-black carbon-like product fat 4-6 feet, 4-inch cast-iror wate' pipe (4 feet lor?! f•assive concrete slab, creosote odor; soft, date, green, fbecoiing very stiff red, yellow, gray icttled silty clay ;and clayey silt at 10.5 feet. . J

F1

Fill: dark brown silty sandy latrix, concrete culverts, .•assive concrete block, iany plastic bottles, paper, glass, i•etal; red-brown gray silty licaceous clay (fill: froi i6.5-9 feet; wet organic dark brown peat, glass, shingles, !frot froi 9-10.1 feet; becoies red silty lediui-fine sand, $red, gray Bottled clay seats at 10.1 feet. I

t

Fill: black silty sandy Batrix. concrete rubtle. shingles. Itar paper rolls, dry. wall, plastic stripping, lassive '.concrete block, railroad ties; water at 12. f feet: chve Ibe:oeing Bustard yellow silty clay, hard at 13 feet. '

AR3006032-13

TABLE 2-2


t

ITest Pit! ID.1

\ TP-Biiiiiiiti

! TP-Rt1

1t

11

1

riiii

! TP-S1t

1

l11

1

!!! TP-Titii: TP-Uiiiiiiii

! TP-Vii!!!!Jj! TF-K1

1

!iI

TotalDepth(ft)

15

15

23

5.5

11

14

7.5

Depth ToClay(ft)

14

12.5

10.5

>5.5

7

>14

:7.5

1HNu(ppi)

1

6.5 pit

0.4

50-60next todrui

ND

ND

2.9

2CSI(ppi)

25-30

15-20

5-150

-

ND

-

3 iGeneral Description !

1

Fill: dark brown sooty sand-silt latrix, sheet rock, letal !pipe, brick, tire, railroad ties, cinderblock, hedge !clippings (at 9 feet); beoaes orange-yellow brown silty !fine sand fill with brick at 11 feet: wet rotting wood ilayer froi 13-14 feet, water seeping in pit; soft, wet !olive becoiing mstard yellow clay at 14 feet. !

jFill: rusty orange to black sandy silty iatm, sheet 'rock, brick blocks, scrap iron fraaing, wood, lassive brick !boulder (8-9 feet) blue-black carbon-like prcduct 17-S !feet), 55-gallon drui encountered just below surface, !partially crushed, containing light blue patty-like !•aterial, registers 50-100 ppi on HNa; wet, soft olive !becoiing very stiff orange clayey fine sandy silt 12.5 feet.!

t

Fill: black to dark brown sandv silty latrix, rusty druis !encountered at 2 feet, pit loved laterally, leaving druis !undisturbed; iuch letal banding, iron cart frane. styrofoai !trays, slight odor at 7-8 ft, loist black peat, wood |•fragments, 9.5-10.5 'feet; uist soft olive becoring very rstiff red-yellow lottled silty clay at 10.5 feet: becoies 'red-yellow acttled clayey silt at 11.5 feet. !

t

Fill: partially crushed, rusty 55-gallon drui encountered iat 2 feet; drui contained yellow-brown viscous caraiel-like i•aterial. i

11

Fill: dark brown sandy silty latrix, brick, concrete rubble,!wood boards, plastic, paper, cassette tape, styrofoai, !cables; soft olive becoiing very hard orange and white i•ottled silty clay to clayey silt, at 7 feet; overlain by !thin dark spongy peat layer, i

1Fill: dark brown sandy silty latrix, MOOS, brick, plastic, !glass, tire, sheet tetal, possibly crushed 55-gallon drur iat 4 feet, concrete boulders, yellow brown fine sandy silty 'clay below 6.5 feet, lore boulders, cloth, letal pipe, tar 1paper rolls at 11 feet, water collects rapidly in pit !bottoi. static level at 13.5 feet, oily sheen, wood, rubble.!glasi bottles at 13.5-14 ft.

t

Fill: wood, plastic, glass, brick, tassive concrete ;boulder, tire rii, water perched at 5.75 feet, da-, layer !at 4 feet, solvent odcr, wet auckv iludce ;roi 5.75-fc feet. !•etal rod, shincles, rotted 55-oallcn druis notes in pit twail at Meet/ " fl R 3 0 0 6 0 '

2-14

TABLE 2-2


TotalTest Pit Depth

ID. (ft)

TP-K 4

TP-Y 4

Depth ToClay(ft)f,j

3

1HNu(ppi!

ND

Hi)

1C6I(ppc!

-

-

3Beneral Description

Natural soil: dense dry brown fine sand, to 3 feet, organicclayey fine sandy silt at 3 feet, with white fine sandseacs and pockets.

Fill: red-brown clayey matrix, dense, paper, plastic.5-gallon pale, four large trees (treated withpreservative), odor like CCA (chroiiui, copper, arsenic)pressure treatment; pit loved 5 feet laterally, dry veryhard orange clayey fine sandy silt encountered at 3 feet(natural soil), contains white fine sand seats and pockets.

ND = Not Detected

2-15 AR300605-

\V r**' '':'r^:' --'

fr ^

LegendI"""" I Fill Thickness; 0 to 5 Feet

Fill Thickness; 5 to 10 FeetFill Thickness; Greater Than 10 FeetMonitor WellTest Pit

' "

flR300606

FIGURE 2-5 MAP OP FILL THICKNESS

2-16


Based on the data shown in Figure 2-5, the fill continues tothe north of the site. This finding concurs with informationpresented in Figure 2-1 and historical data described inSection 1, and implies that the site is only part of a muchlarger "disturbed" area that is a potential source of contami-nation for the area. An isometric diagram representing thestructure contour of the bottom of the fill (the top of theArundel) is shown in Figure 2-6. This construction indicatesthe presence of a northeast-trending drainage channel in thenortheast corner of the site. This finding is corroborated bythe 1922 survey map (Figure 1-2 in Section 1) which shows asimilar depression in the same area. By 1938 (Exhibit 1 at theend of Section 1) the depression was filled in.

Off-site test borings confirmed the presence of artificial filldeposits as mapped by the Maryland Geological Survey (Crowleyet al., 1976). The borings advanced at boring site 12 in theConrail Bay View Yard (see Figure 2-1 for location), encoun-tered three feet of red-brown to black sandy clay containingbrick fragments, charcoal, burnt wood, and debris. As shown inFigure 2-1, boring site 12 is on the southern edge of theartificial fill unit mapped in 1972 by the Maryland GeologicSurvey. Wastes emplaced after 1972 by filling activities in thevicinity of the Kane and Lombard site were observed on thenorth side gf- the PICORP property (Figure 2-1) during thedrilling at boring site 12. Eight- to ten-foot thick benches ofwhat appears to be construction/demolition rubble supportstorage containers on the north side of PICORP.

At boring site 13 on Quad Avenue (see Figure 2-1 for location),approximately 15.5 feet of alternating fine-to-coarse sand andsilty clay containing minor amounts of fragmented brick, ballastrock, charcoal, glass, and plant roots were penetrated abovesaturated "running" sand. The .presence of these sands (whichflow up the hollow portion of the augers) indicates that atleast in the area of boring site 13, fill was dumped onalluvial (stream-deposited) materials associated with HerringRun.

2.4.2 ARUNDEL CLAY . . . - . . . , -

The Arundel clay was encountered in all exploratory boringsdrilled on the Kane and Lombard site, and was also encounteredoff-site at boring site 12. The unit consists of thinly beddedto massive, hard, medium-to-low plasticity clayey silts andsilty clays. Fine sandy lenses and pockets, often micaceous,were observed throughout the unit, as well as occasionalindurated iron concretions (hard, rock-like layers caused byiron cementation) . The color varied from light gray and whiteto red-brown, and red. The clay was often mottled red-gray and

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red-white. Gray colors were found predominantly in the westand south, and became more red to the north and east. Increasedgray and red mottling and interbedding was observed toward themiddle of the site. The upper foot or so of the clay directlybelow the fill was often olive green, possibly indicating thepresence of reducing conditions where infiltration and perchingof surface (recharge) water has occurred. Such perched condi-tions are further supported by a noticeable and rapid decreasein sediment moisture with depth within the Arundel.

As shown in Figure 2-4, the Arundel clay unit on-site thins tothe northeast from approximately 75 to 80 feet in borings04W-108 and 06W-118, respectively, to less than 35 feet inboring 11W-145. This "thinning" trend continues to the northwhere some 16 feet of Arundel-like silty clay was penetrated atboring site 12 between 12.5 and 28.5 feet below grade.

The fact that the surface of the Arundel clay on-site alsoslopes to the north (Figure 2-6) indicates that the presentsurface of the Arundel is the result of erosion, probablyduring the Quaternary. Natural materials above the clay (i.e.,the Arundel at boring site 12 is overlain by 9.5 feet of clayeysand) represent natural "filling" of surface depressions muchlike the Quaternary alluvium deposits of Herring Run representdeposition of sediments in the earlier incised river channel.The lack of "natural" sediments above the clay on-site is theresult of excavation and earth-moving activities on-site in1922 to 1938 and 1966 to 1971, and excavation of the Arundelfor raw material for brick manufacturing in the 1940s throughthe 1960s.

2.4.3 PATUXENT 'FORMATION

Patuxent sediments penetrated beneath the site consist gener-ally of moderate to poorly sorted beds of medium and finequartzose sand with varying silt, clay, mica, and heavy mineralcontents. Color was highly variable, including light gray, red,orange, brown, rust, buff, yellow, and red-brown.

A twelve-foot thick clay layer was encountered from 104 to 1.16feet below ground surface in boring 11W-145. The clay washighly plastic, and was red with white silty seams. The upperfew feet of the clay unit contained a trace of fine sand. Waterlevels measured in well 11W-101 set above and well 11W-145 setbelow this clay unit indicate that the clay acts as a partialconfining layer between the water-bearing zones monitored bythe two wells.

2-191157B

AR300609


2.5 SUMMARY

Key points discussed in Section 2 include the following:

• Deposits of the Potomac Group consisting of thePatapsco, Arundel, and Patuxent Formations, outcrop inthe vicinity of the Kane and Lombard site in additionto artificial fill and stream-deposited alluvium.

• The three most predominant units encountered inborings made on the site are artificial fill, siltyclay and clayey silt of the Arundel Formation, andsands and silty sands of the Patuxent Formation.

• The fill encountered on the site is a heterogeneousmix of construction debris, domestic trash, andhazardous chemical wastes. The fill increases in thethickness northward to over 14 feet near LombardStreet. The volume of the fill on-site is estimated tobe approximately 67,000 cubic yards.

• The silty clays and clayey silts of the ArundelFormation decrease in thickness from about 80 feet onthe south and west borders of the site to 35 feet inthe northeast corner of the site. The top of the unitunder the fill is moist and may represent the bottomof a perched zone given that moisture content decreaseswith depth within the unit. The Arundel Formationprobably also acts as a partial confining layer betweenthe fill and the Patuxent Formation.

• The sands and silty sands of the Patuxent Formationare the most permeable natural water-bearing unit atthe site. Clay layers within the Patuxent may act aspartial confining layers for lower sandy layers of theformation.

• The alluvial deposits of Herring Run, downgradient ofthe site, may be more extensive than shown in the 1976geologic map and probably intersect the outcrop zoneof the Patuxent Formation.

• Shallow ground-water flow (from the site and down-gradient areas) perched on the Arundel clay movesdownslope recharging the Patuxent and indirectlyrecharging Herring Run.

2_20 AR3006IO1157B


SECTION 3

SOURCE CHARACTERIZATION

Section 3 describes an evaluation of sources of contaminationon the Kane and Lombard site based on analyses of 73 soilsamples. Key findings are that a wide variety of contaminantswere identified that exhibit unrelated spatial distributionpatterns. However, the most environmentally mobile constituentstend to be concentrated in the northern quarter of the site.

This section consists of seven major subsections:

• Subsection 3.1, Soil Sampling Program, provides anoverview of the three types of soils samples collectedfor chemical analysis.

• Subsection 3.2, Shallow Soil Samples, describes theoccurrence of key contaminants in surface soils on theKane and Lombard site and on adjacent properties.

-• Subsection 3.3,' Test Pit Soil Samples, describes theoccurrence of key contaminants within the fill layer.

• Subsection 3.4, Soil Boring Samples, describes theoccurrence of key contaminants with depth.

• Subsection 3.5, Contaminant Associations and Patterns,describes combinations of contaminants that occurtogether and the spatial pattern the contaminantcombinations exhibit.

• Subsection 3.6, Contaminant Sources, summarizesevidence for several different sources of wastes.

• Subsection 3.7, Summary, provides a list of the keydetails and concepts describee? in this section.

3.1 SOIL SAMPLING PROGRAM -

The objective of the soil sampling program was to characterizethe nature and distribution of contaminants at the site. Threetypes of soil samples were collected:

H57B ..: , 3~' HR3006I I

\\ -...' ;

Section No. : 3Revision No.: 1Date: 5/15/87Page: 2

•• Shallow Soil Samples - Samples of the upper six inches

of soil; 16 samples were collected in uncapped areasof the site and 5 samples were collected on adjacentproperties for a total of 21 samples, not includingduplicates. These samples were designated SD-1 toSD-18 and SS-1 to SS-5 based on their date ofcollection.

• Test Pit Samples - Samples of soil collected from testpits excavated up to 15 feet into the fill; 30 sampleswere collected from 25 on-site test pits, notincluding duplicates. Test pits were designated TP-Athrough TP-Y and numerical suffixes were added toidentify multiple samples from the same test pit.

• Soil Borings Samples - Samples of soil collected fromborings using split-spoon samplers at various depthsbetween 5 and 65 feet; 17 samples were collectedon-site and 5 samples were collected at two locationswithin one mile north of the site for a total of 22soil samples. These samples were designated using the

• well site number (i.e., 04 to 13), followed by theletter S and the depth of the sample (e..g., 10S-015).

Figure 3-1 illustrates the approximate locations of the on-sitesoil samples.

The samples described above, as well as duplicates fromapproximately 10 percent of the sampling locations, wereanalyzed for selected substances on the HSL. Analyses wereconducted as Routine Analytical Services (RAS) requests underthe Contract Laboratory Program (CLP). Six different labora-tories analyzed samples for organic compounds and sevenlaboratories analyzed samples for inorganic compounds.

The five off-site boring samples were not analyzed for organicHSL compounds because of a laboratory accident. The results ofthe data validation of laboratory performances are provided inAppendix I.

Table 3-1 summarizes the numbers of samples in which organiccontaminants were detected, and the minimum, mean, and maximumconcentrations of the contaminants. Organic HSL compounds weredetected in 90 percent of the shallow soil samples (19 of 21samples), 93 percent of the test pit samples (28 of 30 samples),

3-21157B

AR300612

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FIGURE 3-1 LOCATIONS OF ON-SITE SOIL SAMPLES

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and all of the 17 soil-boring samples analyzed. The mostcommonly occurring compounds or chemical groups were phthalates(87 percent of the samples), polynuclear aromatics (56percent), toluene (53 percent), naphthalene (25 percent), PCBs(23 percent); isophofone (22 percent), carbon disulfide (18percent), and pesticides (15 percent). In all, 50 differentorganic HSL compounds were detected in at least one of the soilsamples.

Table 3-2 summarizes the minimum, mean, and maximumconcentrations of inorganic contaminants detected in the 73soil samples. Of the 17 inorganic constituents analyzed for, 13were detected in at least 85 percent of the samples (i.e., 62of 73 samples). Less commonly detected inorganics includeberyllium (75 percent), cadmium (33 percent), mercury (37percent), and silver (18 percent).

The three subsections that follow describe the concentrationsof the detected HSL compounds in greater detail based on theiroccurrence in shallow soil samples, test pit soil samples, andsoil-boring samples. Subsection 3.5 describes associations of'intercorrelated contaminants and the spatial patterns thesecontaminant groups -exhibit. Subsection 3.6 identifies sixpossible generic sources of the contaminants. '

3.2 SHALLOW SOIL SAMPLES

The objective of collecting samples from the upper six inchesof soil in upcapped areas of the site and on adjacentproperties was to identify potential health risks from directcontact with hazardous contaminants. In all, 21 shallow soilsamples were collected (Figure 3-1), plus additional qualityassurance samples. Samples designated SS-1 through SS-5 werecollected in October 1985. Samples designated SD-1 throughSD-18 were collected in June 1986. Samples SD-1 through SD-5were collected east and south of the site on recreational areasof at Patterson High School. Samples SS-1, SS-4, and SS-5 werecollected on-site by excavating approximately 6 to 18 inchesthrough the cap. All other shallow soil samples were collectedin uncapped areas of the site. Figure 3-1 indicates thelocations of these soil samples. Raw data are provided inAppendix H. Tables 3-3 and 3-4 summarize the number of samplesin which contaminants were detected and minimum, mean, andmaximum concentrations of the 28 organic (Table 3-3) and 19inorganic (Table 3-4) HSL contaminants detected in the 21shallow soil samples.

AR3006I63-6

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3.2.1 OFF-SITE SHALLOW SOIL SAMPLES

Samples SD-1 through SD-5 were collected from the recreationalfields, associated with Patterson High School, that are southand east of the site (Figure 3-1) . The objective of collectingthese samples was to ascertain the background concentrations ofany of the HSL compounds that might be detected.

All five samples had reportable concentrations of severalpolynuclear aromatics (PNAs), including benzo(a)anthracene,phenanthrene, chrysene, pyrene, benzo(a)pyrene, indeno-1,2,3(c,d)-pyrene, fluoranthene, benzo(b,k)fluoranthene, andbenzo(g,h,i)-perylene. The sum of the concentrations, of thesenine compounds ranged from 438 ug/kg (in sample SD-2) to 3,444ug/kg (in sample SD-4) and averaged 1,509 ug/kg. All samplesalso had reportable concentrations of two phthalates,bis(2-ethylhexyl)phthalate and butylbenzylphthalate. The sum ofthe concentrations of the phthalates ranged from 268 ug/kg (insample SD-2) to 4,600 ug/kg (in sample SD-4) and averaged 1,826ug/kg.

The total PNA and total phthalate concentrations in thesesamples appear to be correlated, suggesting that they had acommon origin and similar environmental behavior. Thissupposition is not unreasonable given that the samples camefrom areas that were filled and graded at the same time,probably between 1922 and 1938, as described in Subsection1.1.2. These concentrations were interpreted to be typical ofconcentrations for these compounds in the soil of the area.

Other organic HSL compounds detected in off-site soil samplesincluded chlordane (100 ug/kg in sample SD-4), DOT (24 ug/kg insample SD-5), naphthalene, and 2-methylnaphthalene (40 and 42ug/kg in sample SD-4), toluene (48 ug/kg in sample SD-3), and2,6-dinitrotoluene (660 ug/kg in sample SD-2). The pesticidesmay have been introduced as part of maintaining the grass coveron the fields. The naphthalene may have had the same origin asthe other PNAs given that there is a moderate' correlationbetween the concentrations of the two chemical groups acrossall soil samples. Toluene had been identified as an airbornecontaminant in the area during the initial site cleanup, and2,6-dinitrotoluene was not detected in any other samplecollected during the remedial investigation.

The appearance of these HSL compounds in on-site samples was,therefore, not discussed unless the concentrations weresubstantially higher than were found in the off-site samples.

AR3006203-10

1157B


All inorganic HSL constituents, except for mercury, weredetected in at least two of the five off-site soil samples. Ingeneral, there does not appear to be a substantial differencebetween the average concentrations of the inorganic compoundsin off-site and on-site samples. As a consequence, concentra-tions of inorganic contaminants in on-site samples were notedin subsequent sections only if the concentrations were higherthan off-site concentrations by at least a factor of five.

3.2.2 ON-SITE SHALLOW SOIL SAMPLES

Samples SS-1 to SS-5 and SD-7 to SD-18 (sample SD-6 and SD-11were omitted) were collected from various parts of the Kane andLombard site as indicated in Figure 3-1. In general, theconcentrations of the HSL compounds analyzed for were similarin on-site and off-site soil samples with the followingexceptions:

• Samples SD-10, SD-12, and SD-14 had concentrations oftotal PNAs (8,970 to 9,710 ug/kg) and phthalates 1,500to 29,600 ug/kg that were approximately three to sixtimes higher than in the off-site samples. Totalphthalates and total naphthalene in 'sample SD-14 werean order .-of magnitude -higher than in the off-sitesamples.

• Sample SD-14 had approximately five times more totalpesticides (i.e., 495 ug/kg for the total of dieldrin,DOT, and chlordane) than any of the off-site samples.

• Sample SD-12 had 860 ug/kg of Arochlor 1254, andsample SD-15 had 920 ug/kg of Arochlor 1248 and 530ug/kg of Arochlor 1254. No PCBs were detected inoff-site samples.

• Sample SD-14 had concentrations of lead (852 mg/kg),iron (43,400 mg/kg), and vanadium (119 mg/kg) thatwere approximately three times higher than off-sitesamples and concentrations of chromium (1,060 mg/kg)and nickel (367 mg/kg) that were approximately anorder of magnitude higher than off-site samples.

Because samples SD-10, SD-12, SD-14, and SD-15 are located indifferent parts of the site, it appears that the occurrence ofon-site contaminant concentrations above background levels israndom.

; 3-111157B

AR30062!

Section No: 3Revision No: 1Date: 5/15/87Page: -12

3.3 TEST PIT SOIL SAMPLES

The objective of collecting samples of soils from test pitexcavations was to obtain more detail on the nature andoccurrence of HSL constituents in the fill that couldcontaminate ground water. In all, 30 samples, plus additionalquality assurance samples, were collected (as described inAppendix A) from 25 test pits in July 1986. Detaileddescriptions of the materials encountered in each test pitappear in Table 2-2.

The two samples designated TP-A and TP-Y were collected fromtest pits excavated in areas that were not underlain by thefill material buried at the site between 1969 and 1971. Theseareas were, however, affected by regrading between 1922 and1938 and surface dumping prior to 1984. The other 28 test pitsoil samples were collected from the fill layer. Figure 3-1indicates the locations of the test pits. Raw data are providedin Appendix H. Tables 3-5 and 3-6 summarize the number ofsamples in which contaminants were detected, and the minimum,mean, and maximum concentrations of the 46 organic (Table 3-5)and 19 inorganic (Table 3-6) HSL conta'minants detected in the30 test pit soil samples.

The test pit soil samples contained more HSL contaminants athigher concentrations than the surface soils, as can be seen bycomparing Tables 3-3 and 3-4 with Tables 3-5 and 3-6. PNAs andphthalate concentrations were 15 to 20 times higher in the testpit samples than in the off-site soil samples. Nickel wasapproximately an order of magnitude higher. Test pit sampleconcentrations substantially above the concentrations detectedin off-site surface soil samples include the following:

• Samples from test pit TP-MO contained a variety of HSLcompounds including pentachlorphenol (140 ug/kg),nitrophenol (570 ug/kg), chlordane (1,100 ug/kg), andtotal PNAs (589 mg/kg). Elevated inorganic constit-uents included arsenic (166 mg/kg), chromium (1,190mg/kg), copper (1,140 mg/kg), iron (117,000 mg/kg),and zinc (10,300 mg/kg).

• Samples from test pit TP-R contained concentrations oftoluene, xylene, and ethylbenzene of 17, 1.4, and 0.4g/kg (i.e., parts per thousand). Elevated inorganicconstituents included arsenic (62 mg/kg), barium(1,670 mg/kg), and lead (13,600 mg/kg).

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Section No.: 3Revision No.: 1Date: 5/15/87Page: 16

• The samples from test pit TP-W had concentrations oftoluene, xylene, and ethylbenzene of 610, 390, and 120mg/kg (i.e., parts per million).

• The sample from test pit TP-P had concentrations ofcadmium and lead of 89 and 2,710 mg/kg.

• The sample from test pit TP-A had 81 mg/kg ofberyllium.

PCBs were detected in 13 of the 25 test pits, includingArochlor 1248 (14,000 ug/kg in the sample from test pit TP-G),Arochlor 1254 (7,300 ug/kg in the sample from test pit TP-V),and 1260 (1,100 ug/kg in TP-H). Figure 3-2 illustrates thepattern of contamination for total PCB concentrations in soilsless than ten feet deep. While the PCB concentrations tend tobe highest near Lombard Street, the pattern of occurrence ishighly irregular suggesting that discrete pockets of PCBs existrather than a more uniform spatial distribution.

3.4 SOIL BORING SAMPLES

The objective of collecting soil samples from borings was toobtain information on the distribution of contaminants withincreasing depth to evaluate the potential for downwardmigration of contaminants from the fill layer to ground water.In all, 22 split-spoon samples were collected from ninelocations at depths ranging from 5 feet to 49 feet (asdescribed in Appendix A). Samples were collected in conjunctionwith the installation of monitor wells in July and August 1986.All samples were collected from below the fill layer, except atboring site 4 where the fill layer was not encountered. Twosamples were collected from each on-site boring at depths ofapproximately 5 to 10 feet and 15 to 25 feet. At boring site11, samples were collected at depths of approximately 6, 13,29, 35, and 49 feet. Figure 3-1 indicates the locations of theon-site borings.

All samples were submitted to CLP laboratories for analyses ofthe complete HSL. Five samples from the two off-site locationswere inadvertently not analyzed for organic HSL compoundsbecause of a laboratory accident. Raw data are provided inAppendix H. Tables 3-7 and 3-8 summarize the number of samplesin which contaminants were detected, and the minimum, mean, andmaximum concentrations of the 27 organic (Table 3-7) and 19inorganic (Table 3-8) HSL contaminants detected in the 22 soil-boring samples. Appendix C provides descriptions of the physical

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nature of the materials encountered in the borings and AppendixD provides the results of laboratory tests of the physicalproperties (e.g., texture, moisture, porosity, permeability) ofselected samples.

In general, the concentrations of HSL contaminants detected insoil boring samples tended to decrease with depth and, insamples below a depth of 10 to 20 feet, approach concentrationsfound in shallow off-site soils. Phthalates in samples fromboring sites 5, 6, and 8 decreased by factors of 6 (36,300 to6,300 ug/kg in boring 6) to 20 (51,000 to 2,400 ug/kg in boring8) times within approximately 10 feet. N-nitrosodiphenylamineconcentrations decreased by a factor of about five in samplestaken ten feet apart at boring sites 6 (9,300 to 2,500 ug/kg)and 8 (7,500 to 1,600 ug/kg). Low concentrations of toluene(less than 13 ug/kg) were detected in most of the samplesincluding boring site 4 which was located in an area where norefuse materials were encountered.

One exception to this trend appears at boring site 11 wherephthalate and chloroform concentrations appear to peak between30 and 45 feet deep. Another anomaly is the occurrence of 61ugykg of Arochlor 1254 26 feet deep at boring site 4. Thesedeep pockets of contamination do not seem to be related eitherto the site geology (see Figure 2-3) or to static water levels(see Section 4 for further discussion), and may be the resultof improper split-spoon decontamination or the grading thatoccurred on-site prior to 1936. Therefore, while most contam-inants appear to be limited to the upper 15 feet of soil,pockets of contaminants may exist throughout the site thatcould contribute to ground-water contamination.

3.5 CONTAMINANT ASSOCIATIONS AND PATTERNS

Analysis of the 73 soil samples identified 50 organic and 19inorganic HSL compounds at the Kane and Lombard site. Becauseof the heterogeneous nature of the waste deposits on-site, astatistical analysis of the data was utilized to findsimilarities among the contaminants so that general trendscould be identified. The objectives of evaluating contaminantassociations, therefore, were: to identify a relatively smallnumber of combinations of contaminants that occur together atregularly varying concentrations; and to evaluate the patternsof contamination formed by the contaminant groups. In this way,general trends in the spatial distribution of contamination atthe site could be developed.

AR30063Q3-20

1157B


3.5.1 CONTAMINANT ASSOCIATIONS

The associations among contaminants were evaluated using astatistical modeling technique known as R-mode PrincipalComponents Analysis. Principal Components Analysis is based onthe concept that the variation in a set of measured variables(in this case, contaminant concentrations) can be rearrangedand attributed to different groupings of the variables calledfactors, components, or clusters. These clusters segment thetotal variation in the data set more effectively in that asmaller number of clusters will account for nearly the sameamount of variance as the original variables. The aim of thisPrincipal Components Analysis is to summarize the raw soilcontamination data into clusters such that the contaminants ina given cluster tend to be similar to each other, andcontaminants in different clusters tend to be dissimilar. Theresult is that a much smaller number of clusters need beevaluated than the original number of contaminants.

The Principal Components Analysis of the contaminantconcentration data identified seven new contaminant clustersfrom the. original 69 HSL constituents identified in soilsamples. These clusters accounted for approximately 65- percentof the variation in the contaminants that were detected in sixor more samples. This proportion of variance is adequate toidentify general data trends. Table 3-9 summarizes theassociations of soil contaminants based on the statisticalmodel.

The PNA-phthalate cluster consists of 11 polynuclear aromaticcompounds, bis(2-ethylhexyl)phthalate, and four minorconstituents. This association may be related to the origin ofthe contaminants (e.g., contained in imported fill material,generated by on-site burning) or their environmental behavior.

The toluene-xylene cluster contains these two contaminants aswell as ethylbenzene with cyanide and lead as minor constit-uents. This association may be related, for example, to thecontaminants being derived from a fuel or a mixture of volatilearomatic solvents. ;

The pesticide-trace metals cluster includes all the HSLpesticides, plus zinc, acenaphthalene, methylnaphthalene, andfive trace metals (i.e., arsenic, cadmium, mercury, silver, andvanadium). It is possible that this association is also relatedto the origin or use of the pesticides.

AR30Q63!1157B


TABLE 3-9

ASSOCIATIONS OF SOIL CONTAMINANTS BASED ON PRINCIPAL COMPONENTS ANALYSIS

Cluster

PNA-Phthalate

Toluene-Xylene

Pesticide-trace metal

IsophoroneNaphthalene

PredominantContaminant Contributing Contaminant(W >0.3) (0.3 > W >0.1)

None Bis(2-ethylhexyl)phthalateFluorantheneBenzo(b, Jc) f luoranthene

.

Toluene EthylbenzeneXylene

Zinc ChlordaneODDDDEDOTDieldrin

Isophorone Naphthalene

Minor Contaminant(W <0.1)

PyrenePhenanthreneBenzo ( a ) anthraceneChryseneBenzo(a)pyreneAnthraceneBenzo(g,h, ijperyleneFluoreneIdeno 1, 2, 3 (c,d)pyreneDibenzofuranTrans-1, 2-dichloroetheneTetrachloroetheneSodium

LeadCyanide

AcenaphthaleneMethylnaphthaleneArsenicCadmiumMercurySilverVanadium

Potassium

AR3006323-22

1157B


TABLE 3-9(CONTINUED)

PredominantContaminant Contributing Contaminant Minor Contaminant

Cluster (W >0.3) (0.3 > W >0.1) (W <0.1)

Iron- Iron None Pentachlorophenolconventional Nickelmetals Manganese

CopperChromiumCobaltCarbon disulfideBarium

Calcium Calcium None PhenolPhenol . Methylphenol

Magnesium Magnesium None ChlorobenzeneTin

Note; W is a measure of the relative importance of the contaminant concentra-tion to the overall score of the cluster. W for each contaminant was definedas the product of the scoring coefficient and the mean of the contaminantdivided by the sum of all the products for all contaminants in the.cluster.

AR3006331157B


The isophorone-naphthalene^ cluster is probably related to theon-site disposal at the site. The other three associations arepredominated by iron, calcium, and magnesium, and include mostof the more, common inorganic constituents (nickel, manganese,copper, and chromium). These associations are probably relatedto both the natural distribution of inorganic compounds in thesoil and the leaching of the scrap metal and concrete debris.

Table 3-10 summarizes the mean values for the contaminantclusters for the surface soil samples, the test-pit samples,and the soil-boring samples, as well as all the samples collec-tively. Assuming that the primary source of contamination abovebackground levels is the fill layer, these average values canbe used to evaluate trends in apparent contaminant leaching.The interpretations of these trends are summarized in- Table3-6. These interpretations suggest that each of the contaminantclusters represents different modes of environmental behaviorof contaminants. The PNA-phthalates cluster, the isophorone-naphthalene cluster, and the iron and calcium clusters suggestleaching is taking place. The toluene-xylene cluster suggestsboth leaching and volatilization. The pesticide-zinc andmagnesium clusters suggest little or no environmental movementon a general, site-wide scale.

The seven contaminant clusters are uncorrelated or are veryweakly correlated with each other (i.e., correlation coeffi-cients below. 0.3) with one exception. The calcium cluster andthe magnesium cluster have a correlation coefficient of 0.5indicating a moderate linear relationship between the twocontaminant clusters. The strength of this correlation isp-robably related to the presence of considerable concretedebris in the site from which calcium and magnesium carbonatescould leach. However, only about 30 percent of the variation inthe two contaminant clusters is shared suggesting that otherenvironmental factors are important. The weak correlationsamong the other contaminant clusters suggest that each clusterexhibits a different spatial occurrence pattern, which isreasonable given the uncontrolled nature of waste disposal atthe site. The patterns of occurrence of the contaminantclusters on the site are described in Subsection 3.5.2.

flR30063l»


TABLE 3-10

SUMMARY OF TRENDS IN THE AVERAGE VALUES OF THE CONTAMINANT CLUSTERS

Average Values for theContamination Clusters_____(No. units)_____

Surface Test • BoringContaminant All Soil Pit SoilCluster Samples Samples Samples Samples Interpretation of Trend*

PNA- 1,860 206 3,220 1,502 Contaminants dispersed inPhthalate subsurface soil and

concentrated in fill withsome migration indicated.

Toluene- 62,568 53 141,754 51 Contaminants concentratedXylene. in fill with some

migration (both volatil-ization and leaching)indicated.

Pesticide- 256 138 456 101 Contaminants concentratedZinc . in fill with little or

no migration indicated.

Isophorone- 475 33 463 1,042 Contaminants concentratedNaphthalene in fill with some

leaching indicated.

Iron 116 35 177 107 Contaminants concentratedin fill with someleaching indicated.

Calcium 6,351 1,691 10,102 5,486 Contaminants dispersed insoil and concentrated infill with leachingindicated.

Magnesium 10 • 4 17 5 Contaminants concentratedin fill with littleleaching indicated.

*Based on chemical properties and site conditions described in Sections1 through 4.

3-25 . '1157B ' .

Section No: 3.Revision No: 1Date: 5/15/87Page: 25

3.5.2 PATTERNS OF CONTAMINATION

To evaluate patterns of contamination, scores (i.e., values)for each of the seven clusters were generated for each soilsample. These scores were calculated by using the raw contam-inant concentration data and the linear summation equationsgenerated as part of the Principal Components Analysis.Although the scores were calculated from concentrations dataand are related to summed contaminant concentrations, they arerelative measures of contamination and hence are dimensionless.This lack of units is not a limitation because only the spatialpattern of the scores is of concern and not the absolute value.

The scores on the seven contaminant clusters were contoured toevaluate general patterns of contamination. Figures 3-3 through3-9 are isometric contour maps of these scores. All of thesefigures look to the northwest and are on the same scale witheach coordinate block being approximately 25 feet on a side.The magnitude coordinates, representing the cluster scores, aredimensionless but are related to the concentrations of theconstituents in the cluster. The points on the figuresrepresent the actual data control points and the numbers referto the well sites for points of reference. (Lombard Street runsnear well sites 6, 8, and 11; well 4 is near Patterson HighSchool). Only on-site soil samples collected within ten feet ofthe surface were used in contouring the figures. Some of themajor peaks in selected figures have been truncated so thatmore subtle contamination patterns could be shown.

Figure 3-3 illustrates the pattern formed by the PNA-phthalatecluster. This figure shows that the greatest concentrations ofPNAs and phthalates were detected in the north central andnorthwestern parts of the site near Lombard Street. Thepatterns in these areas suggest disposal of specificPNA-bearing wastes. In contrast, the pattern in the southernportion of the site suggests lower, background concentrations.

Figure 3-4 illustrates the pattern formed by the toluene-xylenecluster. This figure shows that the greatest concentrations ofthese volatile hydrocarbons were detected in the northern thirdof the site near Lombard Street. Particularly high values 'werecalculated for samples from test pits TP-K and TP-R. The loca-tion of the peak values of this pattern supports the specula-tion that these contaminants may be related to the potentialspillage or dumping of fuels, lubricants, and solvents associ-ated with the construction of Lombard Street and 1-95, in thatthe area is near the staging area shown in the 1971 aerialphotograph (se Exhibit 1, at the end of Section 1).

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Figure 3-5 illustrates the pattern formed by the pesticide-trace metals cluster. This figure shows highly variableconcentrations across the site with the highest levels on thenorth and west boundaries, especially in samples from test pitTP-L near well 06P-027. The two major peaks may representdirect disposal of pesticide-bearing wastes. However, theminor variations probably represent natural zinc or trace metallevels, or background levels from the environmental applicationof pesticides on the site and on nearby properties.

Figure 3-6 illustrates the pattern formed by the isophorone-napthalene cluster. This figure shows one major peak in thenorthwestern portion of the site, centered on well 06P-027 andtest pit TP-T. The lack of a pattern in the southeasterntwo-thirds of the site suggests that the major peak is relatedto direct dumping of isophorone- or naphthalene-bearing wastes.

Figure 3-7 illustrates the pattern formed by the iron-conven-tional metals cluster. This figure shows one major peaknear well 08W-080 on the northern border of the site, andseveral more minor peaks on the eastern and western parts ofthe site. The major peak and perhaps the minor peaks as well,seem to be related to the presence of buried containers andscrap metal that were identified in test pits.

Figure 3-8 illustrates the pattern formed by the calcium-phenolcluster. This figure shows a great deal of variability detectedthroughout the site. Much of the pattern can be attributed tothe presence of large quantities of concrete from which calciumcan leach. However, some of the peaks, especially near testpits TP-I and TP-R, and well 08W-080, may be related to thedisposal of wastes containing phenols or phenol derivatives.

Figure 3-9 illustrates the pattern formed by the magnesiumcluster. The one major peak near well 08W-080 may be related toburied scrap metal or dolomitic concrete, but may also berelated to the presence of chlorobenzene or other benzenederivatives.

3.6 CONTAMINANT SOURCES

Based on the information presented in Section 2 and in Section3, several possible sources of wastes have been identified.Table 3-11 summarizes the nature of these possible wastesources and the -basis of their identification.

3_29 AR30Q6391157B


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TABLE 3-11

SUMMARY OF POSSIBLE WASTE SOURCES

Waste Type Evidence Supportingand Possible Source Possible Contaminants Identification of Source*

Construction/ Inorganics, fuel-related Direct observation ofdemolition wastes, chemicals, PNAs, pipes, cables, sewerprobably from the solvents. culverts, asphalt,construction of concrete, and wood inLombard Street, test pits; aerial1-95, and various photographs; Statemunicipal and records.private projects.

Railroad-related PCBs, inorganics, PNAs, Direct observations ofwastes, possibly solvents. railroad ties, and otherfrom the Penn Central . related, wastes in testYard north of the pits.site.

Hospital wastes. Solvents, PNAs, Direct observations ofpossibly from the phthalates, inorganics, discarded hospitalFrancis Scott Key biologicals supplies; state records.Medical Center

Foundry wastes. Inorganics Aerial photographs; stateprobably from the records; direct observa-discontinued brick- tions of discarded firemaking operation bricks and related items

in test pits.

Domestic trash, Phthalates, solvents. State records, directprobably from a pesticides, PNAs, observations of trash onvariety of inorganics the surface of the sitetransporters and and in test pits.individuals

Miscellaneous Solvents, pesticides. Direct observations ofindustrial wastes, . naphthalene, isophorone, crushed drums and bulkprobably from a inorganics wastes in test pits;variety of local state records.industries.

*See Table 2-2 for detailed descriptions of the contents of the test*~pits.3-35

1157B


3.7 SUMMARY

Key points made in Section 3 include the following:

• Fifty organic and 19 inorganic HSL compounds weredetected. Most concentrations were less than 1 mg/kg,although some samples from the fill layer were severalorders of magnitude higher. Some contaminants, mostnotably PNAs, phthalates, and inorganics, weredetected in both on-site and off-site samples. Surfacesoils on-site may pose some potential hazards tohumans from direct contact, although the potentiallevel of hazard has not yet been quantified.

• Contaminants are concentrated in the fill althoughtheir distribution is very heterogeneous. Aromatichydrocarbons were detected at concentrations above 500mg/kg in some samples from the fill and PCBs weredetected in 11 of 25 test pits at concentrationsbetween 1 and 14 mg/kg.

• Principal Components Analysis of soil contaminationdata identified seven contaminant clusters repre-senting PNA-phthalates, toluene-xylene, pesticides-trace metals, isophorone-naphthalene, iron-conventional metals, calcium-phenol, and magnesium.

• The environmental behaviors of the various contam-inants are likely to be quite different from eachother. The structure of the toluene-xylene contaminantassociation suggests that these contaminants may havebeen derived from a common, fuel-related source.Chemicals in the toluene-xylene and isophorone-naphthalene contaminant clusters were identified ashaving the greatest potential for contaminating groundwater based on their mobility.

• Each of the contaminant clusters exhibit a differentspatial distribution pattern although most of theenvironmentally mobile contaminants tend to be locatedin the northern portion of the site near LombardStreet.

• Possible generic sources of the hazardous wastes onthe site include construction sources, railroads, andhospitals. Miscellaneous industrial sources areprobably major contributors to site contamination.

3-36

11578 AR30Q6i*6


4.0 SITE HYDROGEOLOGY

Section 4 describes an evaluation of the flow of ground waterand contaminants in the uppermost two of three water-bearingzones identified at the site. Only one well penetrated thethird (deepest) water-bearing zone. Key findings are that theground waters in both zones flow to the northeast, and thatoff-site areas appear to contribute to both ground-water andcontaminant flow.

This section consists of seven major subsections:

• Subsection 4.1, Water-Bearing Zones, provides anoverview of the water-bearing zones identified at thesite.

• Subsection 4.2, Ground-water Monitoring System,describes the wells included in the monitoring systemand how they were tested.

• Subsection 4.3, Flow in the First Water-Bearing Zone,describes the movement of ground . water andcontaminants in a perched layer between 10 and 40 feetdeep.

* Subsection 4.4, Flow Between the First and SecondWater-Bearing Zones, describes movement through siltyclay layers between 20 and 90 feet deep.

• Subsection 4.5, Flow in the Second Water-Bearing Zone,describes the movement of ground water andcontaminants in sandy silt layers between 70 and 115feet deep.

• Subsection 4.6, Flow Between the Second and ThirdWater-Bearing Zones, describes movement through asandy silty clay approximately 105 to 125 feet deep.

• Subsection 4.7, Aquifer Classification, provides .arationale for classifying the water-bearing zonesaccording to EPA's ground-water protection strategy.

• Subsection 4.8, Summary, provides a list of the keydetails, and concepts described in this section.

AR3006U74 _ 1 _ „ _ - - _ . , -1167B


4 . 1 WATER-BEARING -ZONE

Three relatively permeable zones of artificial fill, sand, andsilty sand have been identified to a depth of approximately 150feet at the Kane and Lombard site. The three zones areseparated by lower permeability zones of silty clay, sandyclay, clayey silt and clay (see Figure 2-3). The subsectionsthat follow provide an overview of these zones.

4.1.1 FIRST WATER-BEARING ZONE

The first water-bearing zone encountered at the site is withinthe fill layer at a depth of 10 to 15 feet and extends toapproximately 40 feet into the sandy silt and silty clay zonebelow the fill layer. The zone has been investigated only onthe Kane and Lombard site, however, aerial photographs takenfrom 1950 to 1969 (Exhibits 3 through 6) suggest that the fillmay extend to adjacent properties on the north and east. -Thelayer is truncated on the western border of the site by a20-foot embankment. Water in this zone is, for the most part,perched on the underlying Arundel clay, and typically isapproximately 15 feet below the surface. Flow is towards thenortheast corner of the site. Within this water-bearing zone,the moisture content of the silty clay decreases with depth andthe clays become more stiff. Below a depth of approximately 40feet, the silty clays are essentially dry and so dense thatShelby-tube samplers could not be advanced, thus, marking theprobable bottom of the unit. Between the first and secondwater-bearing zones is 25 to 80 feet of silty clay, clay, andsandy silty clay.

4.1.2 SECOND WATER-BEARING ZONE

The second water-bearing zone is a sandy silt to silty sandthat probably represents the top of the Patuxent Formation. Thetop of the unit is 50 to 90 feet deep on-site and appears tocontinue to the north as far as well site 12. The unit is over20 feet thick across most of the site, but thins to thenortheast to 17.5 feet at well site 11. Depth to water rangesfrom 53 to 78 feet and the unit is semi-confined (seeSubsection 4.3.2 for details). Groundwater in this zone flowsto the northeast. Beneath the second water-bearing zone is alayer of clay to sandy silty clay that is 24 feet thick atboring site 11, the only location where this clay waspenetrated.

fiR3006l*81167B


4.1.3 THIRD WATER-BEARING ZONE

The third water-bearing zone consists of sand and silty sandapproximately 130 feet deep. The thickness and areal extent ofthis sand layer are unknown because only one well (i.e.,11W-145) is installed into the unit. The depth to ground water(Potentiometric surface) is approximately 62 feet and thedirection of ground-water flow is unknown.

4.2 GROUNDWATER MONITORING SYSTEM

4.2.1 SYSTEM COMPONENTS

The ground-water monitoring system installed at the Kane andLombard site was designed primarily to evaluate hydrologic andchemical conditions in the two uppermost water-bearing zonesdescribed previously. The system consists of three wellsinstalled by the Maryland Department of Health and MentalHygiene (MDDHMH) in 1982 and 1984, and 14 wells installed byREM II in 1986. Fourteen of the wells are located on or nearthe site, two are located in the railroad yard less than aquarter mile north of the site, and one is located on QuadAvenue near Herring Run, approximately one-half mile north ofthe site. Figure 4-1 shows the locations of the on-site wellsand Figure 4-2 shows the locations of the off-site wells.

The wells were designated with a six-digit identification codeconsisting of a two-digit well site number (i.e., 01 through 13with 07 omitted), a one letter code, for well diameter (i.e.,"W" for three- and four-inch wells, "P" for two-inch wells),and three digits specifying the approximate depth of the bottomof the well screen. Thus, well 11W-101 is a four-inch welllocated at well site 11 that is screened to a depth ofapproximately 101 feet. The purpose of specifying the welldepth in the identification code was to help clarify insubsequent discussions which of the water-bearing zones eachwell monitors. Thus, wells between 24 and 40 feet deep monitorthe first water-bearing zone; one well approximately 50 feetdeep monitors a sand lens between the first and the secondwater-bearing zones; wells between 73 and 118 feet deep monitorthe second water-bearing zone; and one well approximately 145feet deep monitors the third water-bearing zone.

AR30061i91167B

LtgmdMonitor Well Location

xx is Well NumberYYY is ApproximateScreen Depthw Indicates 4-Inch Wellp Indicates 2-Inch Well

( ) Zone Monitored(A) Indicates First

Water Bearing Zone(B) Indicates Second

Water Bearing Zone(C) Indicates Third

Water Bearing Zone(*) Indicates Sand Lens

Between First andSecond Water Bearing Zones

FIGURE 4-1 LOCATIONS OF ON-SITE MONITOR WELLSH R 3 0 0 6 5 0

4-4

LegendGroundwater Monitor Well13W-032 Well Site 13; Screenedto a Depth of 32 Feet

H fc !U O J I

FIGURE 4-2 LOCATIONS OF OFF-SITE MONITOR WELLS4-5

Section No: .4Revision No: 1Date: 5/15/87Page: 6

Wells at sites 01 and 02 were installed on-site by the MDDHMHin 1982. These wells are three inches in diameter, are made ofPVC, and reportedly have five-foot screens. Lockable surfacecasings were installed in 1986. Well 01W-024 was reported to be25.25 feet deep and presumably monitors the first water-bearingzone. Well 02W-048 was reported to be 49.83 feet deep andpresumably monitors a sand lens between the first and thesecond water-bearing zones. Well 03W-040 was installed in 1984by MDDHMD adjacent to the southern boundary of the site. Thewell was reported to be 43 feet deep and presumably monitorsthe first water-bearing zone.

The remaining fourteen wells in the system were installed inJuly and August 1986 by REM II. Well sites 04 through 11 arelocated on-site. The details of the construction of these wellsare included in Appendix E. Table 4-1 summarizes the elevationsof the well screens and the water levels in the 17 wells justdescribed. The first water-bearing zone is monitored by sixwells.: 01W-024, 03W-040, 06P-027, 09P-030, 10P-026, and11W-026. These wells are screened at elevations ranging from62.3 to 26.4 feet above sea level. Water table elevations rangefrom 81.26 feet (well 03W-040) to 46.83 feet (well 11W-026).

The second water-bearing zone is monitored on-site by sixwells: 04W-108," 05W-111, 06W-11S, 08W-080, 10W-073, and11W-101. These wells are screened at elevations ranging from10.4 feet above sea level to 41.1 feet below sea level.Potentiometric surface elevations range from 5.94 feet(11W-101) to 9.41 feet (10W-073) above sea level.

Well 02W-048 is reportedly screened between 11.6 and 6.6 feetabove sea level and presumably monitors a sand lens between thefirst and the second water-bearing zones. The water level inthe well is typically 28 feet below the level in the firstwater-bearing zone and 12 feet higher than the level in thesecond water-bearing zone.

Off-site wells 12W-043, 12W-065, and 13W-032 are screened atelevations between 13.3 feet above sea level and 21.1 feetbelow sea level, and presumably monitor the secondwater-bearing zone. Potentiometric surface elevations in thewells range from 5.39 to 6.62 feet above sea level, which areconsistent with other water elevations in the secondwater-bearing zone.

.BR300652

1167B


TABLE 4-1

SUMMARY OF ELEVATIONS OF WELLS AND WATER LEVELS

Elevation Elevation Elevation Elevation ofWell of Top of of Land of Well PotentiometricNumber Casing Surface Screen Surface (1/13/87)*

FIRST WATER-BEARING ZONE

01W-0243 63.74 61.74 41.5 to 36.5C 48.7703W-0403 87.64 85.79 47.8 to 42.8° 81.2606P-027 71.91 70.28 62.3 to 42.3 57.4.309P-030 68.73 66.86 56.9 to 36.9 55.7210P-026 6-5.66 64.48 58.2 to 38.2 54.2311W-026 61.57 59.14 46.4 to 26.4 46.83

SECOND WATER-BEARING ZONE

W-0483'" 58.17 56.47 11.6 to 6.6C 18.6604W-108 86.76 84.58 -3.4 to -23.4 8.7405W-111 75.66 73.55 -16.4 to -36.4 9.3006W-118 72.55 70.38 -28.6 to -48.6 8.4508W-080 . 67.44 65.37 4.9 to -15.1 9.1810W-073 66.17 63.40 10.4 to -9.6 9.4111W-101 62.55 59.87 -21.1 to -41.1 5.94

THIRD WATER-BEARING ZONE

11W-145 62.24 59.81 -62.2 to -82.2 -1.86

OFF-SITE WELLS

12W-043 46.31 44.31 13.3 to -6.7 5.39"12W-065 45.94 43.94 -1.06 to -21.1 5.69d13W-032 24.37 22.37 11.4 to -8.63 6.62d

alnstalle<5 by Maryland Department of Health and Mental Hygiene.Screened in a sand lens above the second water-bearing zone.cEstimated."Water level taken September 10, 1986. Other water levels are listed in Table 4-r2.

*A11 elevations in feet above mean sea level. flR3006534-7

1167B


Well 11W-145 is the only well installed in the third water-bearing zone and is screened from 62.2 to 82.2 feet below sealevel. The measured elevation of the potentiometric surface isapproximately at sea level.

4.2.2 SYSTEM TESTING

Tests conducted on the ground-water monitoring system consistedof the measurement of water levels, the sampling of groundwater for chemical analysis, and the implementation of aquifertests (i.e., slug tests and short-duration pumping tests).

Ground-water elevations were collected to verify theeffectiveness of well installation and development, and toevaluate ground-water flow and hydraulic relationships betweenthe water-bearing zones. The elevations of the potentiometricsurface in the three water-bearing zones are summarized inTable 4-2. Additional measurements of water levels in wells01W-024, 02W-048, and 03W-040, collected by MDDHMH, arediscussed in Subsection 4.3.

Ground-water samples were collected from the wells during theweek of 25-29 -August 1986 using the procedures described inAppendix. A. Wells 01W-024 and 02W-048 were also sampled on 4June 1986. Well 03W-040 did not recharge within two days afterpurging and was not sampled on either occasion. All sampleswere analyzed by CLP laboratories as part of the RegularAnalytical Services (RAS) program. Required holding-time limitsfor the volatile organics analyses were not met for some of thesamples collected in August, as described in Appendix I.However, it does not appear that this deviation fromestablished procedures has significantly affected analysisresults. This assertion is based on the consistency of resultsfor samples from wells 01W-024 and 02W-048 taken in June (i.e.,when holding-time limits were met) and in August (i.e., whenholding-time limits were not met). However, the unknownimportance of this deviation limited the exclusive use of theorganic analyses in evaluating ground-water flow andcontaminant transport.

Aquifer tests as described in Appendix A, were conducted onselected on-site wells during the week of 8-12 September 1986,as described in Appendix A. The objective of conducting thesetests was to obtain estimates of hydraulic conductivity so that

AR30065lf1167B


TABLE 4-2

ELEVATIONS OF WATER LEVELS IN WELLS IN THETHREE WATER-BEARING ZONES*

WellNumbers 28 August 1986 9 September 1986 13 January 1987 17 February 1987

FIRST WATER-BEARING ZONE

01W-024 48.95a — 48.77 48.7303W-040 — — 81.2606P-027 46.45a 57.37 57.43 57.4309P-030 54.30a 55.40 55.72 55.7910P-026 48.67* 49.67a 54.23 53.6611W-026 46.82 46.82 46.83 46.81

SECOND WATER-BEARING ZONE . .

W-048B 18.00 ' ~ 18.66 19.07&4W-108 8.51 8.34 8.74 8.8605W-111 8.41 8.49 9.30 9.4606W-118 8.38 8.30 8.45 8.7608W-080 9.27 8.90 9.18 9.5110W-073 9.68 9.65 9.41 10..1711W-101 6.09 6.09 5.94 6.16

THIRD WATER-BEARING ZONE

11W-145 2.43 0.67 -1.86 -1.57

OFF-SITE WELLS

12W-043 6.23 5.39 -- 7.0412W-065 5.52 5.69 — 6.2613W-032 . -- 6.62 — 9.05

aWell probably not at equilibrium."Screened in a sand lens above the second water-bearing zone.

*A11 elevations in feet in reference to MSL

AR300655• • > 4_g - .... - _ . _ .7B


horizontal ground-water flow rates could be calculated.(Vertical ground-water flow rates were calculated usinglaboratory-measured hydraulic conductivities from Shelby-tubesamples, as summarized in Appendix D.) Both slug tests andshort-duration pumping tests were conducted to evaluate thevariability of the water-bearing zones. The results of theaquifer testing are summarized in Appendix F.

4.3 FLOW IN THE FIRST WATER-BEARING ZONE

4.3.1 GROUND-WATER FLOW

Ground-water . flow in the first water-bearing zone isconsistently towards the northeast corner of the site, based onwater levels measured in August and September 1986, and Januaryand February 1987 (Table 4-2). Figure 4-3 is a contour map ofwater levels measured on 13 January 1987. The trend of thissurface is very similar to the trend of the Arundel claysurface (Figure 2-6). This similarity of trends supports thecontention that ground-water flow in the first water-bearingzone is controlled at least in part by the surface of theArundel clay.

Table 4-3 summarizes information on ground-water flow in thefirst water-bearing zone. Hydraulic gradients ranged from 0.025(between wells 06P-027 and 11W-026) to 0.046 (between wells03W-040 and 11W-026). In general, the water table gradient isfairly uniform across most of the site. There was very littlechange in the hydraulic gradient between August 1986 andFebruary 1987 when water levels were measured.

Hydraulic conductivities estimated at wells 06P-027, 09P-030,and 11W-026 (as shown in Table 4-3) varied by approximately oneorder of magnitude. This magnitude of variation is notuncommon, especially for materials as heterogeneous as the filllayer. The values for the three wells are relatively high,being characteristic of a sand and gravel aquifer. Thissuggests that the fill is poorly compacted and has manyinterconnected void spaces.

4_10 AR3006561167B

LegendMonitor Well

55.7 Ground Water Elevation (Ft ASL)—*- Presumed Direction of GroundWater

3°°6574-11

Section No:, 4Revision No kDate: 5/15/J PPage: 12

•

TABLE 4-3

SUMMARY OF CALCULATIONS OF HORIZONTAL GROUND-WATER FLOW RATES IN THE FIRSTWATER-BEARING ZONE

FlowInterval(well sites)

01 to 11

03 to 11

06 to 11

09 to 11

10 to 11

Distance Test and(feet) Location

66 Slug/llW-026

740 Slug/llW-026

417 Slug/06P-027Slug/llW-026

244 Slug/09P-030Slug/llW-026

220 Slug/llW-026

HydraulicConductivity(ft/day)

76.81

76.81

5.2376.81

6.1276.81

76.81

Calculated0•Ground -Water

Hydraulic VelocityGradient8 (ft/day)

0.029 7.52

0.046 11.78

0.025 0.446.50

0.036' ' 0.22 JB9.14 P

0.034 8.60

aThe calculated hydraulic gradients assume that ground water migrates directly betweenthe two wells specified. Actual gradients may be lower.* - Assuming an effective porosity of 0.30 for the fill unit.

AR3006581167B


Given the values for hydraulic gradient and conductivitydescribed previously and assuming an average effective porosityof 30 percent, the velocity of ground-water seepage in thefirst water-bearing zone ranges from 0.22 ft/day to 11.78ft/day. At these rates, water in the first water-bearing zonewould migrate across the site (i.e., approximately 750 feet) in64 to 3,409 days (0.2 to 9.3 years).

The northeast flow of ground water may be at least in partcontrolled by a former stream bed and a 36-inch storm sewer,which are located in the northeast portion of the site (seeFigures 1-3 and 1-5) . Using the hydraulic gradients summarizedin Table 4-3 and the water level elevations summarized in Table4-2, the elevation of the water table in the northeast cornerof the site can be extrapolated to be approximately 40 feetabove sea level. Both the stream bed and the inlet to the stormsewer routes lie at an elevation of approximately .40 feet abovesea level. Therefore, it is probable that both the buriedstream valley and the sewer line inlet exert an influence onground-water flow.

4.3.2 CONTAMINANT OCCURRENCE AND MIGRATION

The patterns of occurrence of both organic and inorganicsubstances in the ground water of the first water-bearing zoneare very similar, as shown in Figures 4-4 and 4-5. Furthermore,the patterns indicate that the contaminants originate in thenorthern quarter of the site, primarily in the areas of testpits B, M, P, R, T, and W (Figure 2-3), and follow the top ofthe Arundel clay surface (Figure 2-6) and ground-water flow(Figure 4-3). Although all the contaminants detected in groundwater do not correlate highly with the contaminants detected innearby soil samples, as illustrated in Table 4-4, the patternof ground-water contamination does correspond to the patternsexhibited in many of the isometric diagrams of the soil-contaminant clusters (Figures 3-3 through 3-9). Differences inthe properties of the contaminants, summarized in Table 4-5, orheterogeneities in the fill layer, could easily account forvariations. Furthermore, -these results are based on only oneset of samples and, therefore, do not take natural andanalytical variation into account.

4-13 ' flR3006591167B

v •

l*g«nd•$• Monitor Well5OO Concentration of Total

Organ ics (jjg/l)

NOTE Locations of ContoursBased in Part on Analysesof Test Pit Soils.

200

11nch - 130 Fact

flR3

FIGURE 4-4 CONTOUR MAP OF TOTAL ORGANICS (ug/l) IN THEFIRST WATER-BEARING ZONE ON AUGUST 28,1986

"•"- 4-lV-

Legend•$• Monitor WeU764 Total Soluble Inorganics

(mg/1)NOTE Locations of Contours

Based in Part on Analysesof Test Pit Soils.

11nch = 130 Fstt

FIGURE 4-5 CONTOUR MAP OF TOTAL SOLUBLE INORGANICS (mg/l) ItFIRST WATER-BEARING ZONE ON AUGUST 28, 1986

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The level of the organic contaminants in the ground water(Table 4-4 and Appendices H and I) are significant but do notexceed the standard health-related criteria summarized in Table4-5, with the exception of dichloroethene in wells 06P-027 (7ug/L) and 10P-026 (4 ug/L). Key inorganics detected in theground water (above or near the standards summarized in Table4-5) in the first water-bearing zone include soluble cadmium inwells 01W-024 (10 ug/L) and 11W-026 (9.3 ug/L); chromium inwells 01W-0245 (45 ug/L) and 11W-026 (49 ug/L); and nickel inwells 06P-027 (221 ug/L) and 10P-026 (630 ug/L). Thesignificance of these contaminants will be assessed in thepublic health evaluation to be conducted as part of thefeasibility study.

4.4 FLOW BETWEEN THE FIRST AND SECOND WATER-BEARING -ZONES

Wells at sites 06, 10, and 11 were used to evaluate flowbetween the upper two water-bearing zones. At these threelocations, elevations of the potentiometric (i.e., waterpressure) surfaces are 40 to 50 feet higher in the firstwater-bearing zone than in the second, lower zone. Downwardhydraulic gradients ranged from 0.94 (at site 10 in January1987) to 0.56 (at site 6 in September 1986 and January 1987).Vertical hydraulic conductivities determined from falling-hea'dpermeability tests on Shelby-tube samples (Appendix D)typically ranged from 3.0 x 10"5 ft/day (1.1 x 10"8 cm/sec)at site 6 to 4.26 x 10"s ft/day (1.5 x 10"8 cm/sec) at site11. One sample from site 11, however, had a verticalpermeability of 0.12 ft/day (4.4 x 10"s cm/sec) which is morecharacteristic of a silt or fine sand than a silty clay. Giventhese measurements, the velocity of ground-water movementbetween the two water-bearing zones would typically be on theorder of 5.1 x 10~4 ft/day (1.8 x 10"7 cm/sec). Downwardground-water velocities in sandier more permeable lenses withinthe confining zone could be several orders of magnitude higher.These calculations are summarized in Table 4-6.

Using the range of velocities calculated in Table 4-6 and anestimate of 16 years (5,844 days) since the wastes were buriedin the site (based on the aerial photographs discussed inSection 1), ground water may have moved downward between 1.6and 37 feet. Given these calculations, it is not likely thatcontaminants from the fill layer could migrate through thesilty clays into the second water-bearing zone under normalconditions. Five possibilities exist that would allow thisdownward migration of contaminants:

4_181167B


TABLE 4-6

SUMMARY OF CALCULATIONS OF VERTICAL GROUND-WATERFLOW RATES BETWEEN THE FIRST AND SECOND WATER-BEARING ZONES

Site

6

10

11

»AllSites(Below

Estimate

Low andHigh

Low andHigh

LowHigh

Extreme LowExtreme High

VerticalHydraulicConductivity(ft/day)

3.04 x 10"5

3.46 x 10~5

4.26 x 10"54.26 x 10"5

2.47 x 10"53.33 x 10""

VerticalGradient

0.56

0.790.94

0.580.61

0.56.0.94.

CalculatedVerticalVelocity(ft/day)a

3.4 x 10~*

5.5 x 10~*6.5 x 10 "*

4.9 x 10 ~*5.2 x 10""

2.7 x 10~46.3 x 10~3

DistanceTraveledin 16Years (feet)"

2.0

3.23.8

2.9. 3.0

1.636.6

30 Feet)

aCalculated using an effective porosity of 0.05 for silty clay (based on data inJohnson, 1967).Based on the Kane and Lombard site being excavated and refilled with hazardous wastesbetween 1969 and 1971.

HR300S65S7B . . _ . - - . . . ,,- ,


• The true vertical hydraulic conductivity is actuallythe extreme high value (i.e., 0.006 ft/day). This isnot likely given the large differences in water levelsbetween the two zones and the high clay content of thesoils observed during well installation (see AppendixC for boring logs). Furthermore, all of the highvalues for hydraulic conductivity (Appendix D) wereobtained from samples taken at depths less than 30feet. All samples taken below a depth of 30 feet hadhydraulic conductivities between 3.3 x 10" * and 2.5x 10~5 ft/day (1.2 x 10"7 and 8.7 x 10'9cm/sec). Shelby-tube samples could not be obtainedbelow a depth of 40 feet because of the density of theclays, thus suggesting even lower hydraulicconductivities.

• The silty clays have microscopic fractures that allowdownward migration of ground water and contaminants.This is possible but not likely given the differencesin water levels and the weak correlation betweencontaminants in well clusters tapping the two zones,as shown in Table 4-7.

• Contaminants in the ground water of the upper water-bearing zone have degraded the clays of the ArundelFormation, allowing downward migration. This ispossible but not likely for the same reason givenpreviously, and illustrated in Table 4-7.

• The confining clay unit has been breeched on theeastern and northern sides of the site by formerstream beds, shown in Figures 1-2 and 1-3. This ispossible because the difference in elevation betweenthe top of the second water-bearing zone and theseformer stream beds is about 30 feet, and sea leveldropped several hundred feet during the Pleistoceneage (as described in Subsection 2.3) which would allowthe stream to have downcut considerably more than this30 feet.

• The Arundel clay was breeched off-site when it wasexcavated to the north and east of the Kane andLombard site, as shown in Exhibits 1 through 7 at theend of the Section 1.

flR3006664-20

1167B

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4-21


Given the arguments just presented, and the fact that thehorizontal movement of ground water in the first water-bearingzone (i.e., 0.2 to 9.1 ft/day) was calculated to be two to sixorders of magnitude greater than the vertical movement ofground water between the two water-bearing zones (i.e., 1.5 x10"5 to 1.1 x 10"J ft/day), it is not likely thatcontaminants in the fill layer would migrate through the claylayer to the second water-bearing zone. Therefore, it may betechnically feasible to physically isolate the wastes in thefill layer.

4.5 FLOW IN THE SECOND WATER-BEARING ZONE

4.5.1 GROUND-WATER FLOW

Ground-water flow in the second water-bearing zone is con-sistently towards the northeast, based on water levelscollected on 28 August and 9 September 1986, and 13 January and17 February 1987 (Table 4-2). Figures 4-6 through 4-9 arecontour maps of these potentiometric surfaces. A comparison ofthese four maps indicates the following:

• Off-site ground water appears to flow beneath the Kaneand Lombard site from the southeast (Figures 4-6through 4-9).

• Ground-water flow beneath the western portion of thesite appears to change seasonally given that it waswestward in August-September (Figures 4-6 and 4-7) andeastward in January-February (Figures 4-8 and 4-9).

• A ground-water divide appears to exist at leastseasonally between the southeast corner of the siteand well 08W-080 that corresponds to the elevation ofthe top of the water-bearing zone (Figure 4-10).

• The majority of the flow beneath the site probablymoves to the northeast although minor flow componentsappear to exist to the southwest, west, and north.

4-22 flR3006681167B - - -

%---;

L«gendMonitor Well

9.7 Potentiometric Surface Elevations (Ft ASL)- Presumed Direction of Ground Water Flow

200

1 1nch * 130 Feet

FIGURE 4-6 CONTOUR MAP OF THE POTENTIOMETRIC SURFACEELEVATIONS (FEET ASL) IN THE SECOND WATER-BEARINGZONE ON AUGUST 28, 1986

4-23

Legend4- Monitor Well9.2 Potentiometric Surface

Elevations (Ft ASL)_ . Presumed Direction of

Ground Water Flow200

AR3J06JOFIGURE 4-7 CONTOUR MAP OF THE POTENTIOMETRIC SURFACE

ELEVATIONS (FEET ASL) IN THE SECOND WATER-BEARINGZONE ON SEPTEMBER 9,1986

ai(

LegendMonitor Well

9.4 Potentiometric Surface Elevations (Ft ASL)—*• Presumed Direction of Ground Water Flow

100

ScateinFMt1lnch = 130 Feet

LegendMonitor Well

10.2 Potentiometric Surface Elevations (Ft ASL)—*• Presumed Direction of Ground Water Flow

11nch - 130 Feat AR300672

FIGURE 4-9 CONTOUR MAP OF THE POTENTIOMETRIC SURFACEELEVATIONS (FEET ASL) IN THE SECOND WATER-BEARINGZONE ON FEBRUARY 17,1987

" ' 4-26

Legend•$- Monitor Well10 Elevation of the Top of

Water-Bearing Zone (Ft ASL)

100 200ay '..ScaieinFttt

1 Incti « 130 Feet

FIGURE 4-10 CONTOUR MAP OF THE TOP OF THE fiRSO 0673SECOND WATER-BEARING ZONE (FEET ASL) - .

4-27


The potentiometric surfaces (Figures 4-6 through 4-9) arerelatively flat in the western and central portions of thesite. Gradients in these areas are between 0.004 and 0.006. Inthe northeast portion of the site, between wells 08W-080 and11W-101 and between wells 10W-073 and 11W-101, hydraulicgradients range from about 0.018 to 0.019, which isapproximately an order of magnitude greater than for thewestern portion of the site.

The direction of ground-water flow in the second water-bearingzone appears to be controlled, in part, by the elevation of thetop of the unit (or the bottom of .the Arundel clay) . Figure.4-10 is a contour map of the .elevation of the top of the water-bearing zone. The general pattern of this figure is somewhatsimilar to the patterns in Figures 4-6 through 4-9 (the contourmaps of the elevation of the potentiometric surface) althoughthere is not a direct correlation. The thickness of the unitmay also be a factor in controlling ground-water flow but thereis insufficient data to evaluate this possibility.

The hydraulic conductivity of the second water-bearing zone isfairly consistent across the majority of the site, ranging from0.092 foot/day (3.2 x 10"s cm/sec), to 0.685 foot/day (2.4 x10~4 cm/sec) . At site 11, however, the hydraulic conductivityis an order of magnitude greater being approximately 1.79feet/day (6.3 x 10~4 cm/sec). Given the values of hydraulicconductivity and gradient mentioned previously and assuming aneffective porosity of 0.20, typical velocities of ground-waterflow in the second water-bearing zone would be 8.2 x 107Jfeet/day on the western portion of the site and 0.12 foot/daynear the northeast corner of the site. This difference can beexplained by the thinning of the second water-bearing zonetoward the northeast, as described in Subsection 4.1.2. Thecalculations of ground-water flow rates in the secondwater-bearing zone are summarized in Table 4-8.

An extrapolation of on-site data suggests that the clay unitseparating the second and third water-bearing zones pinches outto the northeast in the direction of ground-water flow. Thisassertion is based on the following:

ftR30067tf4-28

1167B


TABLE 4-8

SUMMARY OF CALCULATIONS OF HORIZONTAL GROUND-WATERFLOW RATES IN THE SECOND WATER-BEARING ZONE

FlowInternal Distance(Well Sites) (feet)

04 to 11 694

05 to 11 570

06 to 11 . 417

PI to 11 164

10 to 11 220

TestandLocation

Slug/04W-108Pump/04W-108Pump/ 11W- 101

Pump/05W-lllSlug/05W-lll

Pump/06W-118Pump/llW-101

Pump/08W-080Pump/ 11W- 101

Pump/lOW-073Slug/lOW-073Pump/llW-101

HydraulicConductivity Hydraulic(ft/day) Gradient

0.402 0.0040.4461.788

0.211 0.0050.471

0.235 0.0061.788

0.985 0.0191.788

0.0916 0.0180.6851.788

Calculated*Ground-WaterVelocity(ft/day)

8.0 x 10"'8.9 x 10"J3.6 x 10~2

5.3 x 10"31.2 x 10"2

7.0 x 10"J5.4 x 10"2

9.4 x 10~21.7 x 10"'

8.2 x 10"36.2 x 10"21.6 x 10"'

*Assuming an effective porosity of 0.20.

AR300675

Section No: 4Revision No: 1 xDate: 5/15/87 _j____)Page: 30

• Elevations of the potentiometric surface in well11W-101 (5.94 to 6.16 feet above sea level (asl)) areintermediate to those of other wells in the secondwater-bearing zone (8.30 to 10.17 feet asl; see Table4-2) and wells in third water-bearing zone (-1.86 to2.43 feet asl). This convergence of potentiometricsurface elevations in the direction of ground-waterflow suggests a hydraulic connection of the second andthird water-bearing zones.

• The storage coefficients (s) calculated from short-duration pumping tests on selected wells in the secondwater-bearing zone indicate semi-confined conditions(s between 0.004 and 0.027) across the site, except atsite 11W-101 where less confined conditions (s equals0.12) are indicated. These less confined conditionsmay be more representative of the Patuxent Formation,which is unconfined north of the site.

This assertion is important because it implies that anycontamination entering the second water-bearing zone couldenter the third water-bearing zone downgradient. of the Kane andLombard site.

4.5.2 CONTAMINANT OCCURRENCE AND MIGRATION

The patterns of occurrence of both organic and inorganicsubstances in the ground water of the second water-bearing zonelends support to. the contention that ground water flows towardthe Kane and Lombard site from the southeast and discharges tothe northeast. Figure 4-11 is a contour map of total organicHSL compounds in the ground water of the second water-bearingzone.

The pattern of contamination shown in this figure suggests asource of organics either to the southeast of the site or onthe eastern border of the site. An off-site source southeast ofthe site is possible based on excavations made in this areabetween 1947 and 1959 (Exhibits 2, 3, and 4). A line source onthe eastern border of the site may correspond to where theformer stream bed (Figure 1-3, Exhibit 1) might have cutthrough the Arundel clay. In this case, contamination in thesecond water-bearing zone would be attributable to contaminants

AR3006764-30 - - - - - - - —-

1167B

126 Concentration of Total Organics(ug/l)

FIGURE 4-11 CONTOU, OF TOTAL ORGAN.CS (ug,,) ,N THESECOND WATER-BEARING ZONE ON AUGUST 28 1986

4-31


in the first water-bearing zone. The weak correlation betweencontaminants in the first and second water-bearing zones atwell site 11 and the lack of correlation at well sites 6 and 10(summarized in Table 4-7) do not clearly support one hypothesisover the other. Both contaminant transport routes may, in fact,be important.

It is also possible that there is a source of organiccontaminants to the west of the Kane and Lombard site. Well05W-111 was found to contain 22 mg/L of xylene, 4 mg/L oftoluene, and 3 mg/L of ethylbenzene that is not likely to havecome from the Kane and Lombard site, given the ground-waterflow directions in the second water-bearing zone.

Figure 4-12 is a contour map of total inorganic HSL compoundsin the ground water of the second water-bearing zone. Thepattern of contamination shown in this figure suggests sourceareas between well 08W-080 and the southeast corner of thesite. This pattern may be related to the thinning of the siltyclay layer between the first two water-bearing zones near well08W-080, or a breech in the silty clay layer caused bydowncutting along a former stream bed (shown in Figure 1-2). Anof.f-site source to the southeast may account for some but notall of the contamination given the flow directions illustratedin Figures 4-6 through 4-9.

The levels of contaminants in the ground water of the secondwater-bearing zone are significant but do not exceed standardhealth-related criteria (Table 4-5) with the followingexceptions:

• The samples from well 02W-048 had 170 ug/L of vinylChloride, 250 ug/L of dichloroethene, and 7 ug/L oftrichloroethene. The concentrations of thesecontaminants have been fairly consistent over the twoyears that the well has been sampled by the MDDHMH.The sample also contained 142 ug/L nickel and 64 ug/Lof cadmium.

• The sample from well 08W-080 had 13 ug/L of trichloro-ethene, 7 ug/L of dichloroethene, 6 ug/L of beryllium,12 ug/L of cadmium, and 1,530 ug/L of nickel.

4.32 AR3006781167B

Legend4- Monitor Well48 Concentration of Total

Soluble Inorganics (mg/l)

FIGURE 4-12 CONTOUR MAP OF TOTAL SOLUBLE INORGANICS (mg/l)—————frK 3 0 0 6 7 9IN THE SECOND WATER-BEARING ZONE ON AUGUST 28, 1986

.4r33


• The sample from well 10W-073 had 91 ug/L of trichloro-ethene and 35 ug/L of dichloroethene.

• The sample from well 11W-101 had 15 ug/L of trichloro-ethene and 4 ug/L of benzene.

These results are based on only one set of samples and,therefore, do not take natural or analytical variations intoaccount. The significance of these contaminant levels will beassessed in the public health evaluation to be conducted aspart of the feasibility study.

4.6 FLOW BETWEEN THE SECOND AND THIRD WATER-BEARING ZONES

Wells 11W-101 and 11W-145 were used to evaluate flow betweenthe second and third water-bearing zones. At this location, theelevation of the potentiometric surface in the secondwater-bearing zone was 3.7 to 7.8 feet higher than in the thirdwater-bearing zone. Downward hydraulic gradients ranged from0.09 (August 1986) to 0.18 (January 1987).

No Shelby-tube samples could be obtained from this unit becauseof the high density of the silty clays. However, using theextreme values of vertical hydraulic conductivity and for(samples below 30 feet deep, (given in Table 4-6), the velocityof vertical ground-water movement through this confining zonewas estimated to be between 4.4 x .10~s and 1.2 x 10"3feet/day (1.6 x 10~8 to 4.2 x 10"7 cm/sec). These valuesare one to four orders of magnitude lower than in the secondwater-bearing zone, and about an order of magnitude lower thanin the confining layer between the first two water-bearingzones. Given the absence of contamination in well 11W-145(Table 4-7), it is unlikely that the third water-bearing zonehas been contaminated by wastes within the Kane and Lombardsite. However, this zone may be susceptible to contamination tothe northeast of the Kane and Lombard site if the lowerconfining unit pinches out.

The direction of ground-water flow in the third water-bearingzone is not known but may be northeast as in the upper twowater-bearing zones, east to the Back River estuary, or southto the Patapsco River estuary.

4-341167B

SR30Q68Q


4.7 AQUIFER CLASSIFICATION

Based on the information detailed in the previous subsectionsand the February 1986 draft "Guidelines for Ground WaterClassification Under the EPA Ground Water Protection Strategy,Mthe three water-bearing zones were classified as follows:

• Tne first water-bearing zone was designated Class IIIA — insufficient yield. Although wells in thiswater-bearing zone may be capable of sustaining ayield of 150 gallons per day (0.1 gallon per minute),the zone is an artificial perched layer developedwithin fill deposits of limited areal extent that donot have the storage capacity to be able to sustainthis yield for multiple users over time.

• The second and third water-bearing zones weredesignated Class I1B — potential source of drinkingwater. This classification was based on evidence thatthe two zones could provide sufficient yield, couldprobably be treated to acceptable water qualitylevels, are probably interconnected near the Kane andLombard site, and are probably not used for drinkingwater. Domestic wells identified approximately twomiles north and east of the site (i.e./ map numbers19, 59, 62, 64, and 65 in Figure 1-7) may require thata classification of Class II A — current source ofdrinking water — be applied if these wells are stillin use.

4.8 SUMMARY

The key points discussed in Section 4 include the following:

• There are three relatively permeable water-bearingzones underlying the Kane and Lombard site to a depthof 150 feet. The first water-bearing zone consists offill, sandy silt, and silty clay between 10 and 40feet deep. A 25- to 80-foot thick layer of silty clay,clay, and sandy silty clay separates the first andsecond water-bearing zones. The 'second water-bearingzone consists of sandy silt and silty sand between 50and 120 feet deep. A layer of clay to sandy silty clayapproximately 20 feet thick separates the second andthird water-bearing zones. The third water-bearingzone consists of sand and silty sand over 130 feetdeep.

HR300684-35 . - „ _ . - _ -1167B

Section No : 4Revision No: 1Date: 5/15/87Page: 36

Ground water in the first water-bearing zone flowstowards the northeast corner of the site between 0.2and 11.8 feet/day. Ground water from off-site probablyenters the zone from the south and southeast, andpossibly the northwest. Contaminants in the zoneprobably originate from both the fill zone of the Kaneand Lombard site and areas to the northwest andsoutheast. Ground-water flow probably discharges to astorm sewer or buried stream valley in the northeastcorner of the site.

Ground water flows downward through the silty clayseparating the first and second water-bearing zones ata rate between 2.7 x 10"" and 6.3 x 10"3 feet/day.Higher rates are possible where the silty clay layermay have been breeched by natural fractures,excavations, or stream downcutting.

Ground water in the second water-bearing zone flowstoward the northeast corner of the site between 8.2 x10" 3 and 1.2 x 10~' feet/day. Ground water fromoff-site probably enters the zone from the west,northwest, south, and southeast. Contaminants in thezone probably originate from both the Kane and Lombardsite and areas to the north, west, and east.

Ground water flows downward through the sandy siltyclay separating the second and third water-bearingzones at a rate between 4.4 x 10" 5 and 1.2 x 10" 'feet/day. Higher rates are possible where the sandysilty clay layer pinches out.

AR3006824-36 '

1167B


5.0 CONCLUSIONS

5.1 CONCLUSIONS REGARDING SOURCE CHARACTERIZATION

Prior to about 1960, the Kane and Lombard site was undevelopedand showed few signs of surface activity. However, between 1922and 1938 the site was regraded, and approximately ten feet ofsoil fill may have been added. Between 2 September 1970 and 5November 1971, the Kane and Lombard site was filled withapproximately 67,000 cubic yards of solid and hazardous wastes.The fill material is a heterogeneous mix of constructiondebris, domestic trash, and industrial wastes from a variety ofsources possibly including the nearby railroad yards, thehospital, and local industries.

Fifty organic and 19 inorganic HSL compounds were detected.Most concentrations were less than 1 mg/kg, although somesamples from the fill layer were several orders of magnitudehigher. Aromatic hydrocarbons were detected at concentrationsabove 1,000 mg/kg in two test pits. PCBs were detected in 13 of25 test pits at concentrations up to 14 mg/kg.

Each of the major associations "of contaminants .exhibits adifferent spatial distribution pattern, although most of thesoil contamination detected tends to be located in the northernquarter of the site near Lombard Street.

Several properties adjacent to the western, northern andeastern borders of the site were excavated prior to 1970 andmay also have been used for the disposal of solid'and hazardouswastes. There are also at least ten other hazardous waste siteslocated within two miles of the Kane and Lombard site -thatMDDHMH has identified as potential health threats.

5.2 CONCLUSIONS REGARDING SITE CHARACTERIZATION

Three distinct water-bearing zones were identified underlyingthe site: a perched zone 10 to 40 feet deep; a semi-confinedzone approximately 100 feet deep; and a second semi-confinedzone approximately 130 feet deep.

5-11167B

AR300683


The first water-bearing zone consists of the lower portion ofthe fill layer and a silty layer at the top of the Arundelclay. Ground water in this zone flows to the northeast at arate between 0.2 and 11.8 feet/day. Ground water from the sitemay flow through a drainage culvert and a buried stream valleytoward Herring Run. The ground water in the zone is somewhatcontaminated by aliphatic (up to 67 ug/L) and aromatic up to647 ug/L) HSL organics. The zone has been designated as a ClassIII A aquifer because it probably does not have a sufficientareal extent to provide an adequate yield for domestic watersupplies.

The second water-bearing zone consists of a fine sand and sandysilt that probably represents the top of the PatuxentFormation. Ground water in this zone flows to the northeast ata rate between 0.01 and 0.1 foot/day. Recharge to the zoneappears to come primarily from the southeast and west. The zonemay be hydraulically connected to 'the first water-bearing zoneto the north and east. The ground water in this zone issomewhat contaminated by aliphatic (up to 72 ug/1) and aromatic(up to 126 ug/1) HSL organics. The zone has been designated asa Class II B aquifer or perhaps a Class II A aquifer if thedomestic wells identified within two miles of the site arestill in use.

The third water-bearing zone consists of fine sand and siltysand of the Patuxent Formation. The direction and rate ofground-water flow in this zone were not determined as part ofthis RI. The third water-bearing zone may be hydraulicallyconnected to the second water-bearing zone northeast of thesite. No evidence of ground-water contamination was detected inthe one well screened in this zone. The zone has beendesignated as a Class II B or a Class II A aquifer.

The alluvial deposits of Herring Run and other surfacedrainageways downgradient of the site may be more extensivethan previously thought. The alluvial deposits under HerringRun intercept the outcrop zone of the Patuxent Formation andmay allow contaminants to migrate to the Back River or to otherareas of the Patuxent aquifer.

AR3006845-2

1167B

ReferencesRevision No: 1Date: 5/15/87Page: 1

REFERENCES

Work Plan Memorandum for Kane and Lombard Site; Anon.; REM IIDocument No. 191-WP1-WM-AZDE-1; April 1985.

Initial Site Inspection Memorandum for the Kane and LombardSite; Anon.; REM II Document No. 191-WP1-RT-BBNE-1; May 1985.

Existing Information Memorandum/Initial Site Evaluation ReportKane and Lombard Site; Anon.; REM II Document NO.

191-WP1-RT-BBKD-1; May 1985.

Work Plan for the Kane and Lombard Site in Baltimore, Maryland;Remedial Investigation Feasibility Study; Volume I Draft;Anon.; REM II Document No. 191-WP1-WP-BBNX-1; June 5, 1985.

Work Plan for the Kane and Lombard Site in Baltimore,Maryland: Remedial Investigation/Feasibility Study; Volume 1(Draft Revision No. 2); Anon.; REM II Document No.191-WPl-WP-CHBE-l; March 11, 1986.

"A Slug Test for Determining Hydraulic Conductivity ofUnconfined Aquifers with Completely or Partially Penetrating-"Wells," Bouwer, H. and Rice, R; Water Resources Research; v.12.No. 3; June, 1976.

CERCLA - EPA Region III Immediate Removal Project; Kane andLombard Streets Drum Site; Baltimore, Maryland; On-SceneCoordinator's Report; Caron, R.E.; June 1984.

A Solute-Transport Simulation of Brackish-Water Intrusion NearBaltimore, Maryland; Chapelle, Francis H., Ground Water, Vol.24, No. 3, May-June 1986.

The Geology of the Crystalline Rocks Near Baltimore and itsBearing on the Evolution of the Eastern Maryland Piedmont;Crowley, W.P.; Maryland Geological Survey Report ofInvestigations No. 27; 1976.

Geologic Map of Baltimore County and City; Crowley, W.P.;Reinhardt, J. Cleaves, E.T.; Maryland Geological Survey, 1976.

Specific Yield - Compilation of Specific Yields for VariousMaterials; Johnson A.I.; U.S. Geological Survey Water-SupplyPaper 1662-D, 1967.

R-l1167B

AR30Q685

ReferencesRevision No: 1Date: 5/15/87Page: 2

Stratigraphic Nomenclature of Non-Marine Cretaceous Rocks ofIntermargin of Coastal Plain in Delaware and Adjacent States;Jordan, Robert R.; Delaware Geological Survey; Report ofInvestigations No. 37; June 1983.

Result of Inspection of Existing Wells; Kufs, C.; REM IIDocument No. 191-WP1-IO-BXVM-1; November 15, 1985..

Result of Site Erosion Assessment; Kufs, C., REM II DocumentNo. 191-WP1-EP-BYRQ-1; November 25, 1985.

Result of Site Erosion Assessment; Kufs, C.; REM II DocumentNo. 191-WP1-EP-BZXL-1; December 11, 1985.

Result of the Geophysical Survey of the Kane and Lombard Sitein Baltimore, Maryland; Kufs, C., REM II Document No.191-WP1-EP-BZYL-1; December 1985.

Result of Site Contamination Survey at the Kane and LombardSite in Baltimore, Maryland, Kufs, C.; REM II Document No.191-WP1-EP-CCQL-1; January 16, 1986.

Recommendations for Revised Remedial Investigation Activities;Kufs, C.; REM II Document No. 191-WP1-EP-CEAV-1; February 2,1986.

Statistical Modeling of Geophysical Data, Kufs, C.T.;Messinger, D.J.; Del Re, S.; Proceedings of the 7th NationalConference on Management of Uncontrolled Hazardous Waste Sites,December 1-3, 1986.

Records of Wells and Springs in Baltimore County, Maryland;Laughlin, C.P.; Maryland Geological Survey, Water ResourcesBasic Data Report No. 1; 1966.

Source_Information on the Priority Pollutants; Lee, C.K. ;(unpublished).

Hydrologic Data for the Potomac Formation in New Castle Co.,Delaware; Martin, M.M.; Denver, J.M.; USGS Water ResourcesInvestigation Open File Report No. 81-916; 1982.

Well Applications Progressed Since 1969, Report Number D130DRS1; Maryland Department of Health and Mental Hygiene,Division of Residential Sanitation.

AR300686R-2

1167B

UNITED STATES ENVIRONMENTAL PROTECTION AGENCYREGION III

'«< ••K-.it0 CENTRAL REGIONAL LABORATORY^ 839 BESTGATE ROAD 301-224-2740

ANNAPOLIS, MARYLAND 21401 FTS-922-3752

DATE : October 1, 1986SUBJECT: inorganic Analysis of Kane & Lombard

Super-fund Remedial; (9/2/86-9/4/86); Samples 860829-01-10 and 860903-03-09

FROM : Tangie BrownLab Analyst

TO : Daniel K. DonnellyChief, Annapolis Lab

THRU : Norman Fn'tscheActing Team Leader, Inorganic Analysis Section

Received ten samples (860829-01-10) from Kane and Lombard for TSS determination,These samples were analyzed on September 2, 1986. Samples 860903-03-09 weremissed on computer assignment printout. Holding time was exceeded so sampleswere not run. ,

Sample Description;

Lab No. Description

860829-01 Kane & Lombard, Case 6350, STA MW-1S-02 Kane & Lombard, Case 6350, STA MW-3S-03 Kane & Lombard, Case 6350, STA MW-6S-04 Kane & Lombard, Case 6350, STA MW-11M-05 Kane & Lombard, Case 6350, STA MW-8S-06 Kane & Lombard, Case 6350, STA MW-10S-07 Kane & Lombard, Case 6350, STA MW-11D-08 Kane & Lombard, Case 6350, STA MW-13S-09 Kane & Lombard, Case 6350, STA MW-12S-10 Kane & Lombard, Case 6350, STA 6-P

860903-03 Kane & Lombard, Case 6350, STA MW-12D-04 Kane & Lombard, Case 6350, STA 9-P-05 Kane & Lombard, Case 6350, STA MDHMH-1-06 Kane & Lombard, Case 6350, STA MDHMH-2-07 Kane & Lombard, Case 6350, STA MW-11S-08 Kane & Lombard, Case 6350, STA MW-11S-2-09 Kane & Lombard, Case 6350, STA MW-RB-2

AR300687

Kane & Lombard - Samples 860829-01-10 and 860903-03-09

Results:

TSSLab No. mg/L

124308374

169+1244"3494587203350LALALALALALALA

LA = Lab Accident

TBrer

cc: B. B. Fletcher, QCO

fl.R 300688Page 2 of 2

.,. ^ CENTRAL REGIONAL LABORATORY339 BESTGATE ROAD 301-224-2740

ANNAPOLIS, MARYLAND 21401 FTS-922-3752

DATE : October 2, 1986

SUBJECT: Analytical Report for Kane & Lombard

FROM : Daniel K. Donnelly (3ES21) J *"Chief, Annapolis Laboratory^

TO : Stephanie Del Re (3HW21)

Enclosed please find the analytical report for Kane & Lombard. Thisreport consists of the two sampling dates of August 29th and September 3rd.Unfortunately the samples for September 3rd were never run do to analysterror. The holding time was exceeded so these samples were never run. Sorrythis had happened at all to samples which we received. If you need toresample, please let me know so I can schedule the analysis.

DKD:jr

Enclosurea/s

AR30069!

-,:.,.,.. • . • ----•.; .--.-,ii\r5t j &? - «-i**:sSia«i id !y 3_|_j ^ g__aww a . ^

PLATE 1 1987 SURVEY OF THE KANE AND LOMBARD SITE

KANE ft LOMEBALTIMORE,'

MI-PSmiiilStigirS!!'

AR300692

Documents

PERFORMAHdE^OF REMEDIAL RESPONSEWESTON WAY WEST CHESTER. PA 19380 PHONE. 215-692-3030 TELEX: 83-5348 MANAGERS \^^ OESGNSB/CONSULT/WTS May 19, 1987 Mr. J. Steven Paquette Technical