NCD981927502_19950222_Geigy Chemical Corporation_FRBCERLA SPD_Downgradient Groundwater Investigation Work Plan-OCR

· obwngradient Groundwater
· Investigation Work Plan
Geigy Chemical Corporation Site
.. Aberdeen, North Carolina
February 1995
Project No. 88633.300
...... ENVIRONMENT & l~U>I INFRASTRUCTURE
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February 22, 1995
Mr. Luis Flores
Geigy Chemical Corporation Site
Aberdeen, North Carolina
Committee Correspondence
Rerµedial Project Manager
RECEIVED
FEB 2 31995
SUPERFUND secnorv
USEPA Region IV, North Superfund Remedial Branch
345
1
Courtland Street, N.E.
Atlanta, GA 30365 VIA FEDERAL EXPRESS
RE:I Downgradient Groundwater Investigation Work Plan
Geigy Chemical Corporation Site
Aberdeen, North Carolina
Dear Mr. Flores:
On I behalf of Olin Corporation, Ciba-Geigy Corporation, and Kaiser Aluminum & Chemical
Corporation (the Companies), please find enclosed two (2) copies of the Downgradient
Gro,undwater Investigation Work Plan. Revisions to the Work Plan have been made in accordance
with our February 10, 1995, Draft Comment Responses and per the agreements made during our
me~ting of February 16, 1995. To facilitate distribution, copies of the Work Plan have been sent
direttly to Mr. Randy McElveen of NCDEHNR (I copy) an.d Mr. Tim Eggert of COM Federal
Programs (2 copies).
we]appreciate the assistance you provided in coordinating our meeting of February 16th and look
forward toward working with you throughout the downgradient investigation. Please note that
property access activities will begin immediately following your approval of the Work Plan. If you
require additional copies of the Work Plan, or have any questions about the downgradient work,
pledse feel free to contact me at [phone].
I Regards,
~//~/
I /-+ I /11 ~
Garland Hilliard
Project Coordinator
I /Enclosure
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Mr. Luis Flores
I Page 2
c: T. Eggert (CDM)
CR. McE':lveen (NCDEHNR)'
J. Serfass (Olin)
H. Moats (Ciba)
G. Crouse (Ciba)
H. Grubbs. Esq. (WCS&R)
B. Vinzant (Kaiser)
M. Sheehan (RUST)
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DOWNGRADIENT GROUNDWATER INVESTIGATION
WORK PLAN
GEIGY CHEMICAL CORPORATION SITE
ABERDEEN, NORTII CAROLINA
FEBRUARY 1995
PREPARED BY:
RUST ENVIRONMENT & INFRASTRUCTURE
RUST E&I PROJECT NO. 88633.300
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TABLE OF CONTENTS
Page
1.0 INTRODUCTION . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 1-1
I.I PROJECT STATUS ................................. 1-1
1.2 PROJECT OBJECTIVES AND SCOPE ..................... 1-2
1.3 DOCUMENT ORGANIZATION ......................... 1-3
1.4 ADJUNCT DOCUMENTS ............................. 1-4
2.0 PREVIOUS INVESTIGATIONS ............................. 2-1
2.1 REMEDIAL INVESTIGATION .......................... 2-1
2.2 PRE-DESIGN FIELD INVESTIGATION .................... 2-2
2.3 RECORD SEARCH . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 2-3
2.4 HYDROGEOLOGIC SUMMARY . . . . . . . . . . . . . . . . . . . . . . . . 2-3
2.4.1 Uppennost Aquifer ............................. 2-4
2.4.2 Second Uppennost Aquifer ........................ 2-4
2.4.3 Third Uppennost Aquifer ......................... 2-5
2.4.4 Site Hydrogeologic Model . . . . . . . . . . . . . . . . . . . . . . . . . 2-5
3.0 FIELD SAMPLING PLAN ................................ 3-1
Rev. 0
3.1 INVESTIGATIVE APPROACH AND RATIONALE ............. 3-1
3.2 DOWNGRADIENT FIELD INVESTIGATION ACTIVITIES ........ 3-2
3.2.1
3.2.2
3.2.3
3.2.4
3.2.5
3.2.6
3.2.7
Groundwater Level Measurements .................... 3-3
Direct Push Technology Installations . . . . . . . . . . . . . . . . . . 3-3
Monitoring Well/Piezometer Installations ................ 3-7
3.2.3.1
3.2.3.2
Monitoring Well Installations . . . . . . . . . . . . . . 3-7
Piezometer Installations . . . . . . . . . . . . . . . . . . 3-8
Stratigraphic Characterization . . . . . . . . . . . . . . . . . . . . . . . 3-8
Groundwater Sampling . . . . . . . . . . . . . . . . . . . . . . . . . . . 3-9
Hydraulic Characterization . . . . . . . . . . . . . . . . . . . . . . . . 3-10
Stream Staff Gauges . . . . . . . . . . . . . . . . . . . . . . . . . . . 3-11
February 22, 1995
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3.4
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SAMPLE DESIGNATIONS ........................... 3-11
3.3.1 Groundwater Monitoring Wells . . . . . . . . . . . . . . . . . . . . . 3-12
3.3.2 DPT Groundwater Samples ....................... 3-12
3.3.3 DPT Geotechnical Samples ....................... 3-12
3.3.4 OAIOC Samples .............................. 3-12
PROCEDURES AND EQUIPMENT ...................... 3-13
3.4.1 Groundwater Level Measurements ................... 3-13
3 .4. 2 Groundwater Sampling . . . . . . . . . . . . . . . . . . . . . . . . . . 3-13
3.4.2.l
3.4.2.2
DPT Borings ....................... 3-14
Groundwater Monitoring Wells . . . . . . . . . . . . 3-15
3 .4. 3 Lithologic Logging/Subsurface Soil Sampling . . . . . . . . . . . . 3-17
3.4.4 Piezometer/Well Installations ...................... 3-18
3.4.4. l
3.4.4.2
Monitoring Wells . . . . . . . . . . . . . . . . . . . . 3-18
Piezometers . . . . . . . . . . . . . . . . . . . . . . . . 3-21
3.4.5 Well Development . . . . . . . . . . . . . . . . . . . . . . . . . . . . 3-21
3.4.6 Slug Tests . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 3-22
3.4.7 Decontamination .............................. 3-23
3.4.7.l
3.4.7.2
3.4.7.3
3.4.7.4
Sampling Equipment/Well Screens/Riser Pipe . . . 3-23
Surface Casings/Piezometers . . . . . . . . . . . . . . 3-24
Down-Hole Rotary Drilling Tools . . . . . . . . . . 3-24
DPT and Rotary Drilling Equipment . . . . . . . . . 3-25
3.4.8 Containment and Dis.posal of Wastes . . . . . . . . . . . . . . . . . 3-25
3.4.8.l
3.4.8.2
3.4.8.3
3.4.8.4
Spent Decontamination Fluids . . . . . . . . . . . . . 3-26
Spent Drilling Fluids and Purged Groundwater . . 3-27
Soil Cuttings . . . . . . . . . . . . . . . . . . . . . . . 3-28
Personal Protective Equipment and Disposable
Sampling Equipment . . . . . . . . . . . . . . . . . . 3-28
3.4.9 Documentation . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 3-29
ll February 22, 1995
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3.5 SAMPLE HAND UNG AND ANALYSIS 3-30
3-30
3-30
3-31
3. 5. I Sample Containers and Preservation . . . . . . . . . . . . . . . . . .
. 3.5.2 Sample Packaging and Shipment ................... .
3.5.3 Sample Documentation and Tracking ................ .
3.5.3.1
3.5.3.2
Field Records . . . . . . . . . . . . . . . . . . . . . . . 3-31
Chain-of-Custody Procedures . . . . . . . . . . . . . 3-31
3.5.4 Analytical Testing Program ....................... 3-32
3.5.4.1
3.5.4.2
Field Screening . . . . . . . . . . . . . . . . . . . . . 3-32
Laboratory Analysis of Groundwater Samples . . . 3-32
3.5.5 Geotechnical Testing . . . . . . . . . . . . . . . . . . . . . . . . . . . 3-32
3.6 QUALITY ASSURANCE SAMPLES . . . . . . . . . . . . . . . . . . . . . 3-32
3.6.1 Field Duplicates . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 3-33
3.6.2 F,quipment Rinsate Blanks . . . . . . . . . . . . . . . . . . . . . . . . 3-33
3.6.3 Matrix Spikes and Matrix Spike Duplicates . . . . . . . . . . . . . . 3-33
4.0 PROJECT DELIVERABLES AND SCHEDULE . . . . . . . . . . . . . . . . . . . 4-1
4.1 INFORMATIONAL MEETINGS ......................... 4-1
4.2 MONTHLY STATUS REPORTS ......................... 4-1
4.3 DATA SUMMARY REPORT ........................... 4-1
4.3 PROJECT SCHEDULE . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 4-2
APPENDICES
I APPENDIX A
' APPENDIX B
' APPENDIX C
' APPENDIX D
Rev. 0
HEALTH AND SAFETY PLAN ADDENDUM
UPDATED PROJECT ORGANIZATION CHART
GRAIN SIZE DISTRIBUTION CURVES FOR EB-I AND P-12
FIELD DATA FORMS
Ill February 22, 1995
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Table 2-1
I Table 2-2
I Table 3-1
I Table 3-2
I Table 3-3
I Table 3-4
Figure 1-1
I Figure 2-1
Figure 2-2
Figure 2-3
I Figure 2-4
I Figure 2-5
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1igure 3-1
Figure 4-1
Rev. 0
LIST OF TABLES
Well Construction Details for Selected Site and Downgradient Wells
Stratigraphic Data for Downgradient Area Hydrogeologic Conceptual Model
Proposed Exploration/Well Installation Rationale
Proposed Stream Staff Gauge Rationale
Proposed Groundwater and Geocone Sampling Locations and Analyses
Proposed QA/QC Samples
LIST OF FIGURES
Downgradient Groundwater Investigation Area
Relationship of Site Hydrogeologic Units with Regional Hydrogeologic and
Geologic Framework of the North Carolina Coastal Plain
Known Extent of Pesticides and Groundwater Flow Direction in the Second
Uppermost Aquifer
Uppermost Aquifer Zones of Infiltration
Isometric View of Site Conceptual Hydrogeologic Model
Plan View of Site Conceptual Hydrogeologic Model
Downgradient Sample Locations
Downgradient Groundwater Investigation Field Activities Schedule
IV February 22, 1995
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DOWNGRADIENT GROUNDWATER INVESTIGATION WORK PLAN
GEIGY CHEMICAL CORPORATION SITE
1.0 INTRODUCTION
jis Work Plan has been prepared for the Geigy Chemical Corporation Superfund Site ("Site")
lo6ated in Aberdeen, North Carolina. The Work Plan has been developed in accordance with
thb EPA Region IV Standard Operating Procedures and Quality Assurance Manual (SOPQAM;
FJbruary I, 1991) and Section IX of the Consent Decree (Quality Assurance, Sampling, and
Dita Analysis). The primary purpose of the Work Plan is to describe the technical approach
and detail tasks which will be used to investigate downgradient groundwater containing Site
cdntaminants of concern (i.e., Target Compound List pesticides). Infonnation obtained through
fiJld investigation and data analysis activities presented in this Work Plan will be used to
sJpplement findings of the Site remedial and pre-design field investigations. If warranted by the
re~ults of this investigation, the scope of the downgradient work will be expanded. The resulting
Jta will then provide a basis for evaluating the potential need to expand the scope of proposed
g)oundwater remedial activities to areas downgradient of the facility property boundary presented
inl the Preliminary Design Report (RUST E&I, January 1995).
I.I PROJECT STATUS
I Work at the Site is currently in the Remedial Design phase. The draft Preliminary Design
Rbort (PDR) was submitted to EPA on June 6, 1994. The results of the pre-remedial design
fi~ld activities were discussed in a meeting held between EPA, the State of North Carolina, and
t~e Companies on August 2, 1994. The parties agreed at the meeting that characterization of
d6wngradient groundwater would be accomplished under another plan of work; separate from
t~e design for the immediate vicinity of the facility. Based on this agreement, Olin Corporation,
I Ciba-Geigy Corporation, and Kaiser Aluminum & Chemical Corporation ("the Companies") are
iliitiating investigation of downgradient groundwater which may contain pesticides emanating
ffom the Geigy Site property boundary. Downgradient groundwater may also contain TCE
ohginating from a source upgradient of, and un-related to, the Site. This Work Plan is
slbmitted in accordance with Section VII, paragraph 15 of the Consent Decree to initiate the
d6wngradient efforts.
Rev. 0 1-1 February 22, 1995
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DOWNGRADIENT GROUNDWATER INVESTIGATION WORK PLAN
GEIGY CHEMICAL CORPORATION SITE
1.2 PROJECT OBJECTIVES AND SCOPE
Thi . b" . f h" fi Id . . . . . h . h f s· . e pnmary o ~ecuve o t 1s 1e mvesugatlon 1s to c aractenze t e extent o 1te contaminants
I ofl concern (COCs) previously determined to be present in the second uppermost aquifer at
locations immediately adjacent to and downgradient of the former Geigy Chemical Corporation
fability. Additional characterization of TCE, a contaminant that is not Site-related but may be
pd!sent in downgradient groundwater, will also be performed. Information on the hydrogeology
I ofl the Aberdeen, North Carolina area (see Section 2.4) indicates that the second uppermost
aquifer is regional in extent and separated from the underlying third uppermost aquifer by a
hcirizontal and laterally continuous clay confining unit (i.e., the second uppermost clay). Boring
loks obtained from monitoring wells and subsurface exploratory borings completed during the
Site remedial and pre-design field investigations, and from surrounding water supply wells and
uhited States Geological Service (USGS) monitoring well clusters, confirm the presence of the
sci:ond uppermost clay within the area surrounding the former Geigy Chemical Corporation
fa~ility. Regional hydrogeologic information additionally indicates that groundwater in the
sci:ond uppermost aquifer is ultimately discharged as base flow to surface water where incised
sth:am valleys intersect the aquifer water table. The second uppermost aquifer will therefore
bJ the focus of the work described in this plan.
Bted on published models of regional hydrogeology (Coble and Eimers, 1993), information on
tJe elevation of the second uppermost aquifer, and the direction and slope of local topography,
tJe second uppermost aquifer is anticipated to discharge to tributaries of Aberdeen Creek located
n6rth (i.e., Trough Branch) and south (i.e., McFarland's Branch) of the former facility. The
I tributaries flow west towards Aberdeen Creek. The area encompassed by these perennial
st~eams will therefore be the target of the downgradient groundwater investigation (Figure 1-1).
I The scope of this work includes the collection of stratigraphic, hydrogeologic and groundwater
q~ality data needed to define the downgradient extent of Site COCs present in the second
ubpermost aquifer above Performance Standards (including the identification of clean areas
d6wngradient of the extent of Site COCs), identify groundwater discharge areas for those
pbrtions of the second uppermost aquifer in which Site COCs are determined to be present,
Rev. 0 1-2 February 22, 1995
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DOWNGRADIENT GROUNDWATER INVESTIGATION WORK PLAN
GEIGY CHEMICAL CORPORATION SITE
evaluate the need for any additional remedial requirements and proceed with any additional
remedial design. Specific objectives of the downgradient groundwater investigation include:
• characterize groundwater flow in the second uppermost aquifer to the extent needed to
determine migration pathways for Site COCs;
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define the horizontal extent of the second uppermost aquifer in which Site COCs are
present at concentrations which exceed Site Performance Standards, including the
identification of clean areas downgradient of the extent of Site COCs;
delineate the horizontal extent of the second uppermost clay with respect to those portions
of the second uppermost aquifer in which Site COCs are determined to be present at
concentrations exceeding Site Performance Standards; and
identify contaminant migration pathways and discharge areas for groundwater in the
second uppermost aquifer.
,If warranted by the results of this investigation, the scope of the downgradient work will be
1expanded. Any necessary expansion to this scope of work would be presented to and reviewed
1with EPA.during scheduled meetings and presented in an addendum to this work plan.
11.3 DOCUMENT ORGANIZATION
I ITT!e remainder of this document is organized into the following major sections:
2 PREVIOUS INVESTIGATIONS
3 FIELD SAMPLING PLAN
4 PROJECT DELlVERABLES AND SCHEDULE
Section 2 presents a summary of the history and findings of the remedial and pre-design field
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investigations as they relate to the downgradient groundwater investigation. It is intended to
brovide the background of events leading to the development of this work plan. This section
ilso provides a summary of information gathered from files obtained from the Town of
I Aberdeen, North Carolina Department of Environment, Health and Natural Resources
I ~NCDEHNR) and the United States Geological Survey (USGS) on the construction of existing
I Rev. 0 1-3 February 22, 1995
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DOWNGRADIENT GROUNDWATER INVESTIGATION WORK PLAN
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water supply. wells, USGS piezometers, and EPA monitoring wells in the vicinity of the Site,
and presents a summary of Site hydrogeology.
Section 3 describes the objectives, investigative approach, rationale and methods to be used for
the downgradient groundwater investigation. It is intended to provide the basis for downgradient
sample locations, present the approach by which downgradient pesticide concentrations will be
determined, and describe data collection methods.
Section 4 describes project deliverables and schedule. It is intended to establish project reporting
requirements and present the anticipated duration and sequence of project activities.
1.4 ADJUNCT DOCUMENTS
COCs, _field investigation methods, and data quality objectives for the downgradient groundwater
investigation will be the same as those associated with the pre-design field investigation. Where
applicable, therefore, work to be performed for this investigation will incorporate site health and
safety protocol, sample collection methods and quality assurance/quality control procedures
developed for the pre-design field investigation and described in the Geigy Chemical Corporation
Site Health and Safety Plan (HASP), Field Sampling Plan (FSP), and the Quality Assurance
Project Plan (QAPP).
The HASP (RUST E&I, November 1993a) was presented as a separate document concurrently
submitted to EPA with the Site Remedial Design Work Plan (RDWP). With exception of traffic
control, drill site access, and underground/overhead utilities concerns, the type of field activities
and potential health and safety concerns associated with the downgradient groundwater
investigation are the same as those previously addressed for the pre-design field investigation.
An addendum to the HASP is provided in Appendix A of this work plan to address health and
safety concerns specific to the downgradient groundwater investigation. Accordingly, the
amended HASP will guide health and safety protocol for the field activities described in this
work plan.
Rev. 0 1-4 February 22, 1995
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DOWNGRADIENT GROUNDWATER INVESTIGATION WORK PLAN
GEIGY CHEMICAL CORPORATION SITE
The FSP and QAPP were submitted as subordinate documents bound with the Pre-Design Field
Investigation Sampling and Analysis Plan (RUST E&I, November 1993b). The FSP describes
the methods and equipment operating procedures approved by EPA for use during the pre-design
field investigation. The QAPP describes the policy, project organizational structure, functional
activities, and QA/QC procedures approved by EPA to achieve project data quality objectives
for the analytical, sample management, chain of custody and data validation activities associated
with the pre-design field investigation. Field methods and equipment to be used during this
investigation to obtain stratigraphic, potentiometric and groundwater quality data will be the
same as those used during the pre-design field investigation. Sample collection and equipment
operating procedures presented in the FSP are therefore incorporated in this Work Plan where
appropriate. Similarly, the QAPP will serve to guide data quality objectives for analytical,
sample management, chain of custody and data validation activities for this investigation.
QA/QC procedures specific to this phase of work are described in Section . An updated project
organization chart is provided in Appendix B of this work plan to reflect changes among the
Companies representatives since the QAPP was originally prepared.
Rev. 0 1-5 February 22, 1995
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DOWNGRADIENT GROUNDWATER INVESTIGATION WORK PLAN
GEIGY CHEMICAL CORPORATION SITE
2.0 PREVIOUS INVESTIGATIONS
Previous investigations which have been conducted at the Site include the remedial investigation
(RI) and the pre-design field investigation, which were conducted to determine the nature and
type of Site contaminants, and to obtain data needed to proceed with remedial design activities,
respectively. These investigations focused attention on the former operating area which is
immediately adjacent to the downgradient investigation area. Findings of these investigations
which pertain to the downgradient investigation are summarized below in Sections 2.1 and 2.2.
Findings of a record search conducted to obtain additional data needed for development of this
work plan are included in Section 2.3. A description of the regional hydrogeologic setting
determined from Site and regional investigations is included in Section 2.4.
2.1 REMEDIAL INVESTIGATION
!The remedial investigation (RI) was conducted to
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contamination at the Site. The RI report was
(ERM-Southeast, January 1992).
characterize the nature and extent of
submitted to EPA in January 1992
I re RI evaluated three aquifers underlying the Site. Results of the RI indicate that
contamination in the uppermost aquifer in the vicinity of the facility property is limited to select
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:rarget Compound List (TCL) pesticide constituents. No volatile constituents, including
I trichloroethene (TCE), or semi-volatile constituents were detected in the uppermost aquifer. No
ksticides were detected in the second uppermost aquifer or third uppermost aquifer at locations
directly underlying (PZ-1) or immediately adjacent to the former facility property (MW-4D or
I MW-6D). Pesticides were detected at MW-11D completed in the second uppermost aquifer
ipproximately 375 feet south of the facility property. TCE was detected in the second
~ppermost aquifer at MW-4D and MW-6D. TCE was also detected upgradient of the Site in
I . 11 two pnvate we s.
Rev. 0 2-1 February 22, 1995
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DOWNGRADIENT GROUNDWATER INVESTIGATION WORK PLAN
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2.2 PRE-DESIGN FIELD INVESTIGATION
Pre-Design field activities were conducted to verify the presence and extent of Site COCs
previously detected during the RI in the uppermost and second uppermost aquifers, determine
if TCE previously detected during the RI in the second uppermost aquifer was Site-related,
determine if pesticides are present in the second uppermost aquifer at locations hydraulically
upgradient of the Site, and characterize the hydraulic properties of the second uppermost aquifer
to the extent needed to proceed with remedial design.
Based on results of the Pre-Design field activities, the presence and extent of pesticides in the
:uppermost aquifer determined during the RI was confirmed. Pesticides in the uppermost aquifer
have not migrated north of Highway 211, and the extent of groundwater exceeding Performance I .
Standards is limited to the former area of active use (i.e., from approximately 300 feet west of I .
MW-6D to MW-4D) and extends southward to the edge of the uppermost aquifer.
I ,The hydraulic properties of the uppermost aquifer were determined by conducting a constant-rate
bumping test in well PW-1 S. Results of the test indicate that the average hydraulic conductivity
~nd specific yield of the aquifer are 3 ft/day and 0.08, respectively.
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The source of Site-related pesticides in the second uppermost aquifer was determined to be a
1one of groundwater recharge from the uppermost aquifer to the second uppermost aquifer where
/he thickness of the uppermost clay is not sufficiently thick to prevent leakage. This zone of
fecharge was determined to be located approximately 250 to 350 feet south of the former area
6f active use and in the vicinity of MW-llD (Figure 2-3). Results of the Pre-Design field
lctivities indicate that the downgradient extent of pesticides in the second uppermost aquifer is
Jndefined. Pre-Design and RI findings conclusively demonstrate that the source of TCE detected
i1n the second uppermost aquifer is located hydraulically upgradient of the Site and that
Jroundwater in the uppermost aquifer is not contributing TCE to the second uppermost aquifer.
I The hydraulic properties of the second uppermost aquifer were determined by conducting a
donstant-rate pumping test in well PW-ID. Results of the test indicate that the average hydraulic
donductivity and specific yield of the aquifer are 19 ft/day and 0.28, respectively.
I Rev. 0 2-2 February 22, 1995
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DOWNGRADIENT GROUNDWATER INVESTIGATION WORK PLAN
GEIGY CHEMICAL CORPORATION SITE
2.3 RECORD SEARCH
A record search was conducted in September 1994 to obtain available hydrogeologic information
for the area downgradient of the former facility property. This was done in order to facilitate
a better understanding of area hydrogeology and use of this information in development of the
Work Plan. Records searched included NCDEHNR and USGS files. Based on results of the
search, the State of North Carolina has no monitoring wells in the downgradient area (personal
communication, Jim Bailes, NCDEHNR, September 12, 1994). Six monitoring wells and
piezometers installed by EPA in 1989 were located in the downgradient area: PZ-1, PZ-2, PZ-3,
PZ-4, PZ-5, and 6-MW-1 (see Figure 1-1). Construction data and boring log information for
these wells indicate that PZ-1 through PZ-5 are completed in the third uppermost aquifer (i.e.,
lower Black Creek aquifer), and 6-MW-1 is completed in the fourth uppermost aquifer (i.e.,
Upper Cape Fear aquifer). Construction specifications and completion depths for the EPA wells
are provided in Table 2-1. Construction data for USGS well clusters GS-02 and GS-08, which
1are in the downgradient area, are also included in Table 2-1. Aquifer designations for screen
1zones and any surface casings for EPA and USGS wells were determined based on a comparison
1of the approximate elevations of the casings and screen intervals with the stratigraphy beneath
~he Site and are presented in Table 2-1.
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2.4 HYDROGEOLOGIC SUMMARY
I The RI identified and evaluated three aquifers underlying the Site. These include the surficial
I (uppermost) aquifer, the second uppermost aquifer, and the third uppermost aquifer. Each
iquifer is underlain by a clay unit with a corresponding designation (e.g., uppermost clay
Jnderlies the uppermost aquifer, etc.). Based on information obtained from these investigations,
Jnd a preliminary interpretation of the strata at well cluster GS-02 included in the regional
iroundwater study conducted by the USGS for the EPA (Coble and Eimers, 1993), the
Jppermost, second uppermost, and third uppermost aquifers correspond to the surficial, upper
I Black Creek, and lower Black Creek regional hydrogeologic (i.e., aquifer) units, respectively.
I The relationship of the Site hydrogeologic units with regional hydrogeologic and geologic units J presented in Figure 2-1. A brief summary of the information obtained to date for the
ubpermost, second uppermost and third uppermost aquifers is presented in the following sections.
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2.4.1 Uppermost Aquifer
The uppermost aquifer in the vicinity of the former area of active use is a perched water table
system which is present only where the uppermost clay is sufficiently thick to prevent leakage.
Based on results of the remedial investigation and Pre-Design field activities, the extent of Site
COCs in the uppermost aquifer has been defined. The distribution of pesticides in the uppermost
aquifer is limited and controlled by the discharge of groundwater in the uppermost aquifer
through the uppermost clay in the vicinity of MW-11D. Pesticides have not migrated north of
Highway 211, and the extent of pesticides exceeding Performance Standards in the uppermost
1aquifer is limited to the former area of active use (i.e., from approximately 300 feet west of I MW-6D, to MW-4D) and extends southward to the edge of the uppermost aquifer (i.e.,
hpproximately 100 feet north of MW-I ID). Because the extent of Site COCs has been defined,
hnd because the zone in which pesticides discharge from the uppermost aquifer to the second
hppermost aquifer has been determined to be a limited area located approximately 250 to 350 I
feet south of the former facility, further investigation of the uppermost aquifer has not been
I proposed.
I 2.4.2 Second Uppermost Aquifer
I The second uppermost aquifer is a laterally continuous unconfined system in which flow I directions are controlled by regional recharge and discharge areas coinciding with topographic
I ridges and stream valleys, respectively. Based on results of the remedial investigation and
Je-Design field activities, the extent of Site COCs in the second uppermost aquifer exceeding
P~rformance Standards downgradient of the facility property has not been defined (see Figure
212). Pesticides have migrated into the second uppermost aquifer via the leakage through the
uppermost clay in the vicinity of MW-11D. The direction of groundwater flow in the second
uJpermost aquifer in the vicinity of the facility property is from the east-southeast to the
w~st-northwest (Figure 2-2). The hydraulic gradient in the second uppermost aquifer in the
viLnity of the facility property (as measured between MW-17D and MW-18D) is 0.0036 ft/ft.
Ttle orientation and spacing of equipotential lines indicate that the direction of groundwater flow
an6 horizontal hydraulic gradient of the second uppermost aquifer is uniform throughout the area
in the vicinity of the facility property. The thickness of the second uppermost aquifer in the
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DOWNGRADIENT GROUNDWATER INVESTIGATION WORK PLAN
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vicinity of the facility property is approximately 40 feet. The saturated thickness of the aquifer
is approximately 20 feet. Based on information obtained during the RI, Pre-Design field
activities, and regional studies, the second uppermost clay which underlies the second uppermost
aquifer is laterally continuous, present throughout the region near the Site, and has a median
thickness of approximately 10 feet. As previously stated, the primary objective of this
investigation will be to characterize the extent of Site COCs in the second uppermost aquifer and
verify the lateral extent of the second uppermost clay.
2.4.3 Third Uppermost Aquifer
The third uppermost aquifer is a laterally continuous confined system which is approximately
1
60 feet in thickness in the vicinity of the facility property. One Site monitoring well, PZ-1, was
installed in the third uppermost aquifer during the RI. Based on the results from a groundwater
~ample collected from this well, Site COCs are not present in the third uppermost aquifer in the
licinity of the former facility property. The well was abandoned in 1994 during the Pre-Design I field activities. Based on data collected during the RI and information presented in regional
ltudies, the direction of groundwater flow in the third uppermost aquifer in the vicinity of the I
facility property is to the northwest. The third uppermost aquifer is underlain by the third
<lppermost clay. This clay unit is interpreted to be part of the Upper Cape Fear confining unit,
thich is laterally continuous and considered to be a regional confining unit. Additional
I characterization of the third uppermost aquifer will not be conducted unless warranted by the
I I f h. . . . resu ts o t 1s mvestJgatJon.
2.4.4 Site Hydrogeologic Model
Tl facilitate development of this work plan and aid in the selection of proposed downgradient
sdmple locations, information on the elevations of the uppermost, second uppermost and third
uJpermost aquifers, locations and completion depths of existing Site and area monitoring wells,
aJd area topographic information was compiled to develop a conceptual three-dimensional
p~ysical model of Site hydrogeology. Compiled information (Table 2-2) was imported into a
I
Silicon Graphics workstation and processed using Dynamic Graphics Earth-Vision software to
prbject the lateral extent of Site aquifers and estimate the position of their intersection (i.e.,
I Rev. 0 2-5 February 22, 1995
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DOWNGRADIENT GROUNDWATER INVESTIGATION WORK PLAN
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outcrop) with land surface. The projected extent and outcrop of the uppennost, second
uppennost and third aquifers is shown in Figure 2-4. An exaggeration of ten times the
horizontal scale has been applied to the vertical scale to assist in presentation of the model. A
plan view of the model is shown in Figure 2-5.
As shown in Figure 2-4, the elevation of the ground surface in the downgradient area ranges I from approximately 450 to 500 feet in the vicinity of the facility property, to 330 to 350 feet
11ong Aberdeen Creek. Topography has been incised by stream channel erosion. Regional
~echarge areas for both the second uppennost and third uppennost aquifers, are believed to
~oincide with topographic ridges which lie east of the fonner facility property. Based on
dlevations reported for the second and third uppennost aquifers beneath the fonner facility
Jroperty, the entire thickness of the second uppennost aquifer, and a portion of the third
Jppennost aquifer, is cut by the valley fonned by Aberdeen Creek. The base of the projected
o~tcrop area for the second uppennost aquifer is located approximately 40 feet above the I elevation of Aberdeen Creek. Groundwater from the second uppennost aquifer is therefore
Jlieved to be in hydraulic contact with (i.e., discharges to) small streams which serve as
I tributaries to Aberdeen Creek. The third uppennost aquifer is believed to discharge directly to
I Aberdeen Creek.
iughout the course of the downgradient investigation, findings regarding the elevation, extent
an~ outcrop of the uppennost and second uppennost aquifers will be used to update and refine
th~ physical model of Site hydrogeology so that the model may more accurately reflect the actual I subsurface conditions in the area downgradient of the fonner facility property.
Rev. 0 2-6 February 22, 1995
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3.0 FIELD SAMPLING PLAN
The downgradient groundwater investigation will be conducted for the purpose of further
defining the extent of Site COCs in the second uppermost aquifer. Field data collection activities
to fulfill these goals include:
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measurement of groundwater levels at existing and newly installed wells;
collection of groundwater quality screening and stratigraphic characterization samples via
direct push technology borings;
installation of monitoring wells and piezometers;
installation of stream staff gauges; and
collection of groundwater samples from newly installed and selected existing monitoring
wells.
This section outlines the investigative approach and rationale for the proposed field activities,
d~scribes specific tasks which will be conducted to accomplish the goal of the downgradient
gioundwater field investigation, and presents the proposed schedule for field activities.
\ 3.1 INVESTIGATIVE APPROACH AND RATIONALE
Ob\. . f h d ct· fi l.d . . . . . . . I d . ~ectives o t e owngra 1ent 1e mvestlgatlon act1v1t1es me u e:
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Rev. 0
defme the extent of the second uppermost aquifer in which Site COCs are present at
concentrations above Performance Standards;
determine the lateral continuity of the second uppermost clay;
characterize groundwater flow directions and horizontal hydraulic gradients in the second
uppermost aquifer;
identify contaminant migration pathways and discharge areas for groundwater in the
second uppermost aquifer; and
obtain information on the downgradient extent and concentration of TCE in the second
uppermost aquifer.
3-1 February 22, 1995
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The rationale for proposed sampling locations and stream staff gauge installations is summarized
in Tables 3-1 and 3-2, respectively.
3.2 DOWNGRADIENT FIELD INVESTIGATION ACTIVITIES
re downgradient groundwater investigation will include the following activities aimed at
meeting the field investigation objectives set forth in Section 3. I :
\ •
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collection of groundwater level measurements from existing monitoring wells within the
downgradient area;
• installation of eight direct push technology (DP'D borings to obtain groundwater quality
and stratigraphic data for the second uppermost aquifer (P-18 through P-25);
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installation of three additional DPT borings to obtain additional stratigraphic data for the
second uppermost clay (P-26 through P-28);
contingent installation of up to seven additional DPT borings to obtain groundwater
quality and stratigraphic data based on initial groundwater quality screening results (P-29
through P-35);
installation of monitoring wells into the second uppermost aquifer where groundwater
samples collected from DPT borings indicate Site COCs are present at concentrations
above Performance Standards and at the first downgradient DPT locations where
sampling results do not exceed Performance Standards;
installation of well point piezometers at the remaining DPT borings which indicate Site
COCs are present at concentrations below Performance Standards;
collection of subsurface soil samples to characterize formation grain size distributions;
and
installation of stream staff gauges in Trough Branch and McFarland's Branch .
Proposed sample locations are shown on Figure 3-1.
\ 7• rega«Ung <he "°';n' rasks as=Wed wi<h =h of <h= acti,fo = pnwidoo bel=
Rev. 0 3-2 February 22, 1995
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3.2.1 Groundwater Level Measurements
The first task of the field investigation will be to obtain a comprehensive round of groundwater
level measurements from within the downgradient area. Groundwater level measurements will
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be obtained from existing Site monitoring wells MW-ID, MW-4D, MW-6D, MW-11D,
MW-14D, MW-15D, MW-16D, MW-17D, and MW-18D; USGS well clusters GS-02, GS-08;
~nd EPA monitoring wells PZ-1, PZ-2, PZ-3, PZ-4, PZ-5 and 6-MW-1. Total well depth
~easurements will be obtained for USGS and EPA wells to confirm reported completion depths.
I Survey data, including top of casing elevations and northing and easting coordinates, will be
dbtained for USGS and EPA wells at this time. Survey data will be referenced to the same
cbntrol used for monitoring wells and piezometers installed during the remedial and Pre-Design
iAvestigations. Collection of water-level measurements and survey data from USGS and EPA
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ells will be contingent upon receipt of access agreements. Groundwater level data obtained
from existing wells will be used to produce potentiometric maps for the second uppermost and
I third uppermost aquifers, confirm groundwater flow directions previously determined during the
rehiedial and pre-design field investigations, and adjust the locations of additional DPT
exblorations and/ or monitoring wells locations ( described below), where appropriate.
cJmprehensive groundwater level measurements will also be obtained from the above wells I following the completion of the initial round of DPT boring installations and from existing and
all \ newly installed wells or piezometers upon completion of field work, thus providing a
minimum total of three rounds of groundwater level measurements during the downgradient
inv~stigation. Groundwater level measurements will be obtained in accordance with the methods
des6ribed in Section 3.4.1.
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3. 2. 2 Direct Push Technology Installations
I Additional information on the downgradient extent of Site COCs in the second uppermost aquifer
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will be obtained using DPT methods. DPT explorations will be the conducted following the
collJtion and evaluation of initial water-level measurements. DPT explorations will be
I completed in areas anticipated to be hydraulically downgradient of the currently defined extent
of Si/e COCs in the second uppermost aquifer. Initial water-level data will be evaluated to
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confinn anticipated groundwater flow directions in the second uppennost aquifer. If observed
groundwater flow directions are significantly different from those shown on Figure 2-2, this
infonnation will be communicated with EPA and proposed DPT locations will be revised as
needed to achieve project objectives.
iDPT installations will be used to screen groundwater quality in the second uppennost aquifer
\ind to select locations for the installation of groundwater monitoring wells to confinn screening
~esults. Monitoring wells will be installed at locations where analytical results for DPT samples I
indicate Site COCs are present in groundwater at concentrations above Perfonnance Standards,
lnd at the first subsequent downgradient DPT locations where sampling results do not exceed
I .Perfonnance Standards. Groundwater samples will be collected from these wells and used to
~enerate analytical results which meet · Superfund process definitive data quality objective
I standards (EPA, 1993).
iJ addition to groundwater quality data, DPT installations will be used to obtain the following
. I,. . h I . m,onnat10n at eac ocatton:
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thickness of the uppennost aquifer, where present;
depth to and thickness of the uppennost clay, where present;
depth to and thickness of the second uppennost aquifer;
water-level elevation of the second uppennost aquifer;
saturated thickness of the second uppennost aquifer;
grain size distribution of the second uppennost aquifer; and
depth to the second uppennost clay .
Lithologic data will be recorded using the piezocone every centimeter during installation of the
I DPT borings, as described in Section 3.4.3. Infonnation on the presence and thickness of the
upptbnnost aquifer will be obtained for the purpose of estimating monitoring well surface casing
quaiitities, as described in Section 3.4.4.1, and for refinement of the physical hydrogeologic
I ~J~ 34 Fobru,ry 22, 1~5
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Groundwater samples collected using DPT methods will be obtained by hydraulically advancing
a sealed stainless steel and Teflon sampling device into the second uppe1111ost aquifer, opening
the sampling device and allowing the sample chamber to fill under static conditions, and
retrieving the device to surface for sample collection. Info1111ation on the depth to and saturated
thickness of the second uppe1111ost aquifer will be obtained at each DPT location using the
methods described in Section 3.4.3 immediately prior to sample collection.
Proposed and contingent locations for the collection of groundwater samples using DPT methods
1are shown on Figure 3-1. Proposed groundwater sampling and analysis to be conducted at each
I location is presented in Table 3-3.
I DPT installations in the second uppe1111ost aquifer will be conducted in two steps. Step one will
~onsist of the collection of groundwater screening samples at locations P-18 through P-25 and
I the completion of piezocone borings at locations P-26 through P-28 to obtain additional
ilrl"o1111ation on the lateral continuity of the second uppe1111ost clay. Step two activities include
I the installation of some or all contingent DPT borings P-29 through P-35 if the downgradient
eltent of Site COCs exceeding Perfo1111ance Standards in the second uppe1111ost aquifer has not
~n defined based on the results of DPT borings P-18 through P-25. The contingent borings
Jill be installed based on the following criteria (see also Table 3-1): P-29 will be installed if I
Site contaminants of concern exceed Perfo1111ance Standards at P-20; P-30 will be installed if Site
cdntaminants of concern exceed Perfo1111ance Standards at P-22; P-31 will be installed if Site
cdntaminants of concern exceed Perfo1111ance Standards at P-19; P-32 will be installed if Site
cdntaminants of concern exceed Perfo1111ance Standards at P-19 or P-24; P-33 will be installed
if 1Site contaminants of concern exceed Perfo1111ance Standards at P-23 or P-24; P-34 will be
inJtalled if Site contaminants of concern exceed Perfo1111ance Standards at P-23; P-35 will be
· inJtalled if Site contaminants of concern exceed Perfo1111ance Standards at P-23 or P-25.
Pilocone logs obtained from step one DPT sample location P-18 will be used to plan the
coJstruction of monitoring well MW-19D, which will be installed during step three.
Thl anticipated total depth of each exploration is presented in Table 3-3. Because of the large
sa~ple volume required for the analysis of aqueous samples by EPA method 8080 (l liter) and
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8240 (3 40-ml vials), and the typical volume of groundwater samples obtained using DPT
methods (600-700 ml), two groundwater grab samples will need to be collected from the target
aquifer at each screening location. One groundwater grab sample will be collected within the
upper one-third of the aquifer and a second groundwater grab sample will be collected within
the lower one-third of the aquifer, where practical, to allow better comparison of DPT analytical
results with groundwater samples collected from monitoring wells screened in the interval.
Actual sample collection depths will be determined following review of subsurface soil behavior
~nd potentiometric data obtained from piezocone logs and will be recorded in accordance with
I Section 3.5.3. The distance between vertically segregated grab samples will not exceed 13 feet.
I l'he two vertically segregated groundwater grab samples collected at each location will be
I independently containerized and shipped to the analytical laboratory where they will be
6omposited on a volumetric basis to form one screening sample for analysis of TCL pesticides
Jsing SW-846 method 8080. Samples to be analyzed for TCE will not be composited. TCE
~mples will be collected from the lower one third of the second uppermost aquifer.
I Groundwater screening samples will be submitted to the analytical laboratory for rush
ciim-around analysis to expedite the receipt of data and subsequent selection of locations for
I piezometers and monitoring well installations.
il the event the uppermost clay, which separates the uppermost and second uppermost aquifers,
is\ too dense and/or thick to penetrate using DPT methods, surface casings will be installed
tiough the uppermost clay using air rotary, mud rotary, or hollow stem auger drilling methods.
Fbllowing the installation of surface casings, groundwater screening samples from the target
aJuifer will be obtained using DPT methods.
~edures for obtaining groundwater samples using DPT methods are presented in Section
I 3.4.2.1. Additional data to be collected using DPT methods include lithologic logs, subsurface
I soil samples, and water levels (see Section 3.4.3).
IJtallation of all proposed DPT explorations will be contingent upon the establishment of
prdperty access agreements. Additionally, penetration depths of the DPT method are limited by
sutisurface conditions including formation density and sorting, and friction effects (i.e., presence
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of silts and clays, ability of grains to move, overburden pressure, etc.); therefore, installation
of the DPT explorations, including sample collection, is contingent upon favorable subsurface
conditions.
3.2.3 Monitoring Well/Piezometer Installations
Groundwater monitoring wells and piezometers will be installed to confirm contaminant
~oncentrations and ground-water flow directions, respectively. The installations are contingent
bn the criteria presented in Section 3 .1 and will be installed at the proposed DPT locations
~hown on Figure 3-1. Installation of all wells and piezometers will require property access
lgreements. Well construction specifications for existing Site wells are shown in Table 2-1.
I Well and piezometer construction methods will be conducted in accordance with the procedures
Jresented in Section 3.4.4.
\ 3. 2. 3. 1 Monitoring Well Installations
I 9ne additional second uppermost aquifer monitoring well (MW-l 9D) will be installed to a depth
of approximately 80 feet for the purpose of verifying screening results, and to serve as a
Jonitoring point for the proposed extraction system design presented in the Draft PDR. Based
oA available Site potentiometric data, this well is anticipated to be installed approximately 500
feht northwest of DPT sample location P-11 (Figure 3-1).
I Additional monitoring wells will be installed in the second uppermost aquifer at the locations
wtlere DPT groundwater screening results exceed Site Performance Standards and at the first
do~ngradient DPT sample locations where DPT sampling results do not exceed Site
Peh-ormance Standards. Groundwater samples collected from newly installed monitoring wells
I will be used to verify DPT screening results. If none of the initial DPT sample locations exceed
Peiformance Standards, three additional second uppermost aquifer monitoring wells will be
insialled at DPT sample locations P-18 (i.e., well MW-19D), P-19 and P-22 for the purpose of
I verifying DPT screening results.
Rev. 0 3-7 February 22, 1995
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DOWNGRADIENT GROUNDWATER INVESTIGATION WORK PLAN
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Piezometer Installations
Additional piezometers will be installed in the second uppermost aquifer for the purpose of
obtaining potentiometric data to confirm groundwater flow directions. Piezometers will be
installed at initial and contingent DPT sample locations which do not exceed Performance
Standards. Groundwater quality samples will not be collected from piezometers.
Piezometers will be installed using DPT methods where feasible following the procedures
described in Section 3.4.4.2. If subsurface conditions do not favor the use of DPT methods,
piezometers will be installed using reverse air rotary, hollow stem auger, or conventional rotary
anlling methods. .
lctual locations for the piezometers will be dependent on property access agreements, but
6urrent general locations are shown on Figure 3-1.
I 3. 2. 4 Stratigraphic Characterization
I
As part of the downgradient groundwater investigation activities, a specially equipped tool (i.e.,
Jiezocone or equivalent) will be advanced through the subsurface u~ing DPT methods to log
slratigraphic formation differences at DPT sampling locations. Soil behavior data generated
ffom the piezocone will be correlated with boring logs already recorded in the vicinity of the
fJrmer facility property, and used to develop an increased understanding about the lateral
cJntinuity of the second uppermost clay.
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Piezocone logs will be generated for the total depth of each proposed DPT location. Proposed
pi~zocone locations, and anticipated completion depths, are included on Figure 3-1 and Table
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3-3, respectively. The piezocone logs will be compared to the lithologic logs previously
cobpieted in the vicinity of the former facility property to perform stratigraphic correlation in
th~ downgradient area. Procedures for obtaining piezocone logs using DPT methods are
pr~sented in Section 3.4.3.
Rev. 0 3-8 February 22, 1995
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Stratigraphic characterization data will also be obtained during the installation of monitoring
wells and used to update the Site conceptual hydrogeologic model. Grab samples of soil cuttings
will be collected if wells are installed using reverse air rotary methods. Split spoon samples will
be collected if wells are installed using hollow stem auger or conventional rotary drilling
methods. Boring logs generated from cuttings or split spoon samples will be compared to
1borings previously completed in the vicinity of the fonner property facility and downgradient
1areas to perfonn stratigraphic correlation. Available stratigraphic data recorded during the
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installation of EPA monitoring wells PZ-1, PZ-2, PZ-3, PZ-4, and PZ-5 will also be used for
borrelation purposes. Procedures for obtaining stratigraphic data during well installation
lctivities are presented in Section 3.4.3.
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3.2.5 Groundwater Sampling
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Groundwater samples will be collected from all monitoring wells installed as part of the I
downgradient investigation and from select existing Site monitoring wells completed in the
s~ond uppennost aquifer. All groundwater samples collected from monitoring wells will be
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obtained in accordance with the procedures presented in Section 3.4.2.2 and will be analyzed
fdr field parameters, TCL pesti~ides and TCE in accordance with Sections 3.5.4.1 and 3.5.4.2,
I . I respective y.
Glundwater samples will be collected from existing monitoring wells completed in the second
up~nnost aquifer at locations hydraulically downgradient of the Site. Locations from which
gr6undwater samples are to be collected include wells MW-4D, MW-6D, MW-11D, and
I MW-18D.
G1undwater samples will also be collected from newly installed monitoring wells. Results of
grJundwater samples collected from newly installed monitoring wells will be used to confirm I findings of DPT screening activities.
Rev. 0 3-9 February 22, 1995
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3.2.6 Hydraulic Characterization
\ In-situ hydraulic testing (rising head slug tests) will be conducted to determine if significant
~hanges in the hydraulic conductivity of the second uppermost aquifer occur in the downgradient
Jrea. Slug tests will be conducted in newly installed monitoring wells which, based on DPT
s1ample results, are installed in areas of the second uppermost aquifer that exceed Site
I Performance Standards.
In addition to the above, undisturbed soil samples will be obtained during completion of the DPT
i<lstallations to determine the grain size distributions of representative downgradient portions of
tJe second uppermost aquifer. The grain size distribution of the samples will be compared to
tJe grain size distribution data obtained from undisturbed soil samples collected during the
in1sta11ation of exploratory boring EB-I and DPT installation P-12 in the vicinity of the former
fability property (see Figure 1-1). Grain size distribution curves for EB-I and P-12 are included
in\ Appendix C. Information obtained from this comparison will be used to qualitatively
determine if the permeability of the second aquifer in the downgradient area, which is a function
of\grain size distribution, varies from the permeability of the second uppermost aquifer in the
vicinity of the facility property. This comparison is intended to be used solely as a qualitative
ba~is for determining the need to conduct additional aquifer testing of the second uppermost
aqJifer. Additional factors which will be evaluated to determine the need for additional aquifer
tesiing include distribution and concentrations of Site COCs, slug test results, and property
acc~ss restrictions. Grain size distribution information obtained from the soil samples will also
be hsed to design monitoring well screen slot sizes.
\ Soil samples will be obtained by hydraulically advancing a specially equipped DPT tool (geocone
or t/quivalent) into the aquifer, retracting the drive point to expose the sample tube, and filling
the ~be with soil by hydraulically advancing the sampler an additional I. 5 to 2 feet into the
aqu~er. The device will then retrieved to the surface to obtain the sample.
The \proposed locations for the collection of subsurface soil samples using DPT methods are
shoJn on Figure 3-1. Proposed collection depths for geotechnical samples are included in Table
3-3. Soil samples for geotechnical testing from the second uppermost aquifer will be collected
Rev. 0 3-10 February 22, 1995
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DOWNGRADIENT GROUNDWATER INVESTIGATION WORK PLAN
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at each of the proposed DPT sampling locations except P-26, P-27 and P-28 where piezocone
logs only will be generated. Following completion of the piezocone logs (see Section 3.2.2),
geotechnical sample depths will be determined and used to obtain one sample of the target
aquifer. Procedures for obtaining geotechnical samples using DPT methods are presented in
\Section 3.4.3.
3.2.7 Stream Staff Gauges
I Two stream staff gauges will be installed in the downgradient area at the locations shown on
I Figure 3-1. Staff gauge SG-1 will be installed on McFarland's Branch at a location anticipated
io be near a groundwater discharge point for the second uppermost aquifer. Staff gauge SG-2
lill be installed on Trough Branch at a location which is also anticipated to be near a
iroundwater discharge point for the second uppermost aquifer. Following their installation, a
ritarked reference point on both staff gauges will be surveyed to the same datum used for Site
~onitoring wells and piezometers. Staff gauges will be marked in 0.10-foot increments. Water
l~vel measurements will be obtained from both staff gauges each time comprehensive
g~oundwater level measurements are obtained from monitoring wells and piezometers and will
b~ recorded to the nearest 0.01-foot. Water level data obtained from stream staff gaug~s will
b~ used to determine groundwater flow directions in the second uppermost aquifer. Stratigraphic
ctlta obtained from DPT borings and monitoring well and piezometer logs will be used to
cJnfirm that the stream staff gauges are installed at locations which are in direct hydraulic
cdmmunication with the second uppermost aquifer.
I 3.3 SAMPLE DESIGNATIONS
GLundwater samples from the second uppermost aquifer will be collected at selected existing
anh newly installed Site monitoring wells, and DPT exploration locations. Quality
coiitroUquality assurance samples will also be collected in association with the above samples.
Tub sample designation scheme for each of these categories is discussed in Sections 3.2.1, 3.2.2,
I and 3.2.3, respectively.
Rev. 0 3-11 February 22, 1995
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DOWNGRADIENT GROUNDWATER INVESTIGATION WORK PLAN
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\3.3.1 Groundwater Monitoring Wells
I Groundwater samples collected from Site monitoring wells will be identified using the prefix I i'MW-" to denote the well type, followed by a two-digit well number and a suffix to serve as
a depth qualifier. The depth qualifier "D" will be used to denote wells screened in the second
tppermost aquifer (i.e., MW-06D).
I 3.3.2 DPT Groundwater Samples
I Groundwater samples collected using DPT methods will be identified using the prefix "P-",
I followed by a two-digit sequential location number and the depth below ground surface from
Jhich the sample was collected. In accordance with this system, a groundwater sample collected
u~ing DPT methods at location P-18 from a depth of 67-feet would be designated "P-18-67".
3.3.3 DPT Geotechnical Samples
slbsurface soil samples for geotechnical testing obtained using DPT methods will be identified
uJing the prefix "SB-" followed by a two-digit boring location number and the depth interval
bJlow ground surface from which the sample was collected. Depth interval information will be
edclosed in parentheses to separate it from the boring location number. In accordance with this
sy~tem, a subsurface soil sample collected from location P-18 starting from a depth of 67 feet
an6 terminating at a depth of 69 feet below ground surface would be designated "SB-18
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3.3.4 OA/OC Samples
QlQC samples will include field duplicates, equipment blanks and matrix spike/matrix spike
duJlicates in accordance with the QA/QC sample collection frequencies specified in Section 3.6.
QJQc samples may also potentially include EPA performance samples. The QA/QC samples
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will be designated in the same manner as the primary sample with the following extensions
ideAtifying the type of QA/QC sample:
Rev. 0 3-12 February 22, 1995
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DOWNGRADIENT GROUNDWATER INVESTIGATION WORK PLAN
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field duplicate
equipment rinsate
blind regulatory performance evaluation sample (e.g., EPA spike/blank)
-ms matrix spike
-msd matrix spike duplicate
Following the above system, a groundwater sample field duplicate collected from monitoring
well MW-I 8D would be identified as "MW-l 8D-a".
,3.4 PROCEDURES AND EQUIPMENT
I Field activities procedures are specified below. Equipment needs for discrete tasks are also
~rovided below. The procedures have been developed in accordance with the stated objectives
ilf the downgradient groundwater investigation and are based on available information of Site
6onditions. Any significant procedural and/or equipment modifications required in the field will
&: provided to EPA for review.
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1
.4.1 Groundwater Level Measurements
Groundwater level measurements will be recorded with the date and time of each measurement
o~ a Water Level Data Summary form (see Appendix D). Measurements will be made using
ah electronic water-level meter to an accuracy of 0.01-foot. Measurements will be made to the
~arked measuring point on the well casing or to the highest point on the well casing if no
pfeviously specified measuring point is indicated. This point will then be permanently marked,
sJrveyed to establish its elevation, and used for future water-level measuring efforts. + 2 G~ndw,red=plino
As discussed in Section 3.2.5, groundwater samples will be collected from all newly installed
mbnitoring wells, existing Site monitoring wells MW-4D, MW-6D, MW-11D and MW-18D,
an6 from up to 15 locations using DPT methods. Procedures for the collection of groundwater
~pies from monitoring wells and DPT installations are provided below.
Rel. 0 3-13 February 22, 1995
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DOWNGRADIENT GROUNDWATER INVESTIGATION WORK PLAN
GEIGY CHEMICAL CORPORATION SITE
DPT Borings
Groundwater samples obtained using DPT methods will be collected using the Hydrocone HC-1
groundwater sampler or equivalent device. The HC-1 groundwater sampler has an outside
diameter of about I. 4 inches and an inside diameter of about O. 9 inches and a length of 2. 0
\meters. The maximum sample volume of the model HC-1 is 700 ml. The sampler is
fonstructed only of 3 I 6 stainless steel and Teflon to insure high-quality groundwater samples.
re sampler is activated by argon gas, and the entire filling process is monitored in real time
using a computer and cathode ray tube (CRT). The standard operating procedures for the I
Hydrocone HC-1 sampler are denoted below.
I -1. The sampler is disassembled and cleaned. Disassembly consists of removing the
\ retractable tip, lower unit valve mechanism and upper unit sensor package.
2. A new or decontaminated stainless steel screen is placed on the stainless steel mandrel. I 3. The lower valve unit is assembled, the mandrel and screen unit are assembled and the
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lower unit is retracted. In the retracted position, the stainless steel screen is contained
within the sampler and is uncontaminated during thrusting to the sampling depth.
The downhole sensor package is installed in the upper portion of the sampler.
The assembled sampler operations are checked using the on-board computer system to
ensure that argon gas pressure in the sampler is monitored properly. This check is
determined by varying the argon gas pressure and monitoring the response on the CRT.
The sampler is checked for leaks and to ensure that the tip opens on pressurization. The
sample tip is retracted inside the sampler.
The sampler is hydraulically pushed to the required sampling depth using the hydraulic
load frame.
When the sampler is at the depth required for sampling, the argon gas pressure is
activated to greater than the hydrostatic pressure in the aquifer. At this point, the
hydraulic load frame pulls upward on the rods to enable exposure of the stainless steel
screen. The sampler is now ready for filling.
The argon gas pressure within the sampler is lowered to less than hydrostatic, or a
vacuum is applied and water flows into the sampler with monitoring carried out in real
time on the CRT.
3-14 February 22, 1995
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DOWNGRADIENT GROUNDWATER INVESTIGATION WORK PLAN
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When sufficient sample volume has been obtained, as monitored on the CRT, the sample
is repressurized to greater than hydrostatic and withdrawn to the surface. During
withdrawal, the rods are disassembled and decontaminated.
The sampler is pulled to the surface and held vertically within the load frame. The tip
is removed and disassembled for cleaning. The sampler is now ready for evacuation.
The groundwater sample is removed from the sampler by utilization of a sample release
valve. The sample release valve enables the flow of water from the sampler into the
sample containers to be regulated.
Sample containers will be packaged and shipped in accordance with Section 3.5.2.
I ~ause DPT groundwater samples are being collected for screening purposes only, level ill
decontamination procedures will be utilized. All downhole equipment will be decontaminated
Jrior to use at each location according to procedures outlined in Section E.9 of EPA's Region
I If, Environmental Services Division Environmental Compliance Branch Standard Operating
Procedures and Quality Assurance Manual (SOP) with the omission of steps 3, 4, and 5 as
s~ggested in Section 3.3.3 of the SOP (EPA, 1991).
3.4.2.2 Groundwater Monitoring Wells
lor to any artificial water level disturbance, depth to water measurement will be recorded
I using a electric water-level meter, accurate to 0.01-foot. The sampling procedure will consist
I of\ groundwater level measurements, field monitoring of indicator parameters (groundwater
temperature, pH, SC, and visual assessment of turbidity), completion of Field Data Information
Ldgs for Ground Water Sampling (included in Appendix D), and collection of groundwater
saihples for laboratory analysis.
Ealh well will be purged prior to sample collection to ensure that the samples collected are
rajresentative of the groundwater quality in the aquifer at each well. The volume of water to
be 1evacuated from each well will be calculated in the field; a minimum of three well volumes
I will be purged before sampling occurs. No greater than five well volumes will be purged. The
vol~me of water to be evacuated from each well will be calculated using the following equation:
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V = (n2h) x 7.481
where:
71" = 3.14159
r = radius of well casing, in feet
h = height of water column, in feet
V = volume of water in well, in gallons
Minimum Purge Volume = V x 3
I The height of the water column in the well will be determined by subtracting the depth to water
I from the total well depth. The depth to water will be measured using an electronic water level
ipe. The total well depth will be measured using a stainless-steel tag bar attached to a
~raduated tape and compared against construction records to ensure that silt or debris has not
Jccumulated in the base of the well.
I rell purging will be accomplished by pumping or bailing. If a well is purged dry before three
well volumes can be removed, well purging will be considered complete and the well will be
s~mpled as soon as it has sufficiently recharged to collect the samples. After each well has been
p~rged, groundwater sample collection will occur within three hours. Indicator parameters will
J measured during the well purging process. A minimum of three well volumes will be purged
fibm the well. If the field parameters have not stabilized prior to five volumes being purged,
t~e sample will be collected. Groundwater samples will be collected with a decontaminated
Tbflon bailer suspended by a five to ten-foot section of Teflon-coated stainless steel leader and
nJw polypropylene or nylon rope. Sample containers will be filled by directly decanting
gibundwater from the bailer. The well will be sampled from the top of the water column to
I minimize the introduction of suspended sediments into the sample.
Salple containers will be packaged and shipped in accordance with Section 3.5.2.
Dkontamination of sampling equipment will be performed as detailed in Section 3.4.6. A Field
Rev. 0 3-16 February 22, 1995
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Data Information Log for Ground Water Sampling will be completed for each well purged and
sampled.
3.4.3 Lithologic Logging/Subsurface Soil Sampling
Lithologic logging and subsurface soil sampling will be conducted by advancing piezocone and
geocone tools, respectively, into the second uppermost aquifer at the DPT locations shown on
I 1Figure 3-1. The piezocone measures soil parameters and soil types using the static Dutch cone
I instrument (ASTM D3441). An electronic cable connects the cone penetrometer to a
~icrocomputer. In addition, the cone penetrometer has the capability to measure pore pressures.
I Testing proceeds by inserting the instrument into the soil in one meter increments at a constant
hite of 2 cm/sec. The procedure is repeated until the target depth is reached. The
~easurements (points stress, local sleeve friction, and pore pressure) are recorded every
Jentimeter with the various sensors and relayed to a computer which correlates the measurements
tb provide soil-type and density and evaluates pore saturation conditions. Soil types are
domputed following basis guidelines for use and interpretation of the electronic cone penetration
tlst (Robertson et al., 1984). When penetration is halted, the time required to stabilize the I disturbed groundwater pressure and final equilibrium valve is a measure of relative soil
pbrmeability and the in-situ piezometric pressure. I .
The computer monitored electric piezocone utilizes a hydraulic load frame capable of exerting
I 50,000 pounds to thrust the stainless steel sensing device into the ground. The minimum
o~rating procedures and data quantity and quality exceed the requirements of ASTM D-3441.
D~ta obtained from this methodology are analyzed pursuant to Robertson et al., 1984.
TL standard operating procedure for the electric piezocone will be as follows:
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Disassemble all elements within the downhole piezocone and steam clean thoroughly.
Reassemble the downhole component of the piezocone and check for response
(saturation). Proper response occurs when zero air voids are found within the piezocone
element as determined by a CRT readout based on the software package.
3-17 February 22, 1995
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DOWNGRADIENT GROUNDWATER INVESTIGATION WORK PLAN
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Thrusting of the piezocone will be carried out as per ASTM D-3441 with real time CRT
display. Data obtained will be stored on floppy disks and used to develop plots.
Geocones are a modified split spoon with a cone shaped plug in the end that can be retracted
when a soil sample is to be obtained. After retracting the cone plug, the split spoon is pushed
18 to 24 inches. The spoon is then pulled to the surface and the sample is retrieved. With the
exception of DPT locations P-26, P-27 and P-28, geocone samples will be collected from the
1second uppermost aquifer at DPT locations shown on Figure 3-1. Geocone soil samples will
brovide geotechnical data for correlation with piezocone data as well as grain size data for
~xtraction and monitoring well design. The grain size analyses will be performed at a
~eotechnical testing laboratory.
I 3.4.4 Piezometer/Well Installations
I Additional monitoring wells and well point piezometers will be installed to further characterize
I the groundwater flow directions and concentrations of Site COCs in areas downgradient of the
fbrmer Geigy Chemical Corporation facility. All wells/piezometers will be installed by a driller
I licensed in the State of North Carolina. Well/piezometer construction will be in accordance with I NCDEHNR regulations. Appropriate well/piezometer installation approvals will be obtained
ffom NCDEHNR prior to installation. Installations details of the proposed additional monitoring
w~lls and piezometers are discussed in Sections 3.3.4.1 and 3.3.4.2, respectively. Proposed
wbll installation diagrams are shown in Appendix D. All monitoring well/well point piezometer
inktallations will take place following the completion of initial and contingent DPT explorations.
Ji experienced geologist will oversee drilling and well construction operations.
\ 3.1.4.1 Monitoring Wells
Additional monitoring well installations will be completed using a truck-mounted drilling rig
I using reverse air rotary, hollow stem auger, and/or mud-rotary techniques. If reverse air rotary
m~thods are used, soil cuttings will be collected at a minimum of 5-foot intervals for
cla~sification purposes. If hollow stem auger or mud rotary methods are used, split spoon
sadiples will be collected at a minimum of 5-foot intervals for classification purposes. Reverse
ReL O 3-18 February 22, 1995
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air and hollow stem auger methods will be the preferred method to install wells where feasible.
Standard air rotary methods may be used to install surface casings into the uppermost clay.
Wells which penetrate the uppermost clay will be constructed using multiple casings such that
a hydraulic interconnection between the uppermost and second uppermost aquifers is not created.
Wells completed into the second uppermost aquifer will therefore be double-cased where the
uppermost aquifer is determined to present. Surface casings will be installed a minimum of five
feet into the uppermost clay where the thickness of the unit is sufficiently great to permit such
1construction. Surface casings will be constructed of carbon steel or Schedule 40 PVC. The I
inner diameter of surface casings will be of sufficient size to contain the well riser pipe and
baintain a 2-inch annular space. The borehole will be of sufficient size to contain the surface
6asing and maintain a 2-inch annular space.
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Wells will be completed using slotted screen. All monitoring well casings and screens placed
tletow the water table of the second uppermost aquifer will be constructed of 2-inch inner I
diameter stainless steel. All other screen and/or casing will be constructed of 2-inch diameter I
1vc, as per the well construction design approved for the pre-design field investigation. This
type of construction will allow groundwater within the well and the formation to be in contact
ohly with stainless steel. The screen slot size will be determined based on the results of the
gi:otechnical testing of undisturbed soil samples as described in Section 3.4.4.1. Screen lengths
Jm be IO feet. Final well locations and completion depths will be based on the data available
fr6m the DPT explorations. All well materials will be new and will be delivered to the Site in
fabtory packaging. Test boring logs (see Appendix D) will be completed for each well
. I tall . ms at10n.
FJllowing the installation of applicable surface casings, monitoring wells completed in the
se6ond uppennost aquifer will be installed as described below:
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A borehole having a nominal diameter of 6 inches will be advanced using rotary drilling
techniques to within 3 to 5 feet of the base of the targeted aquifer.
The lengths of all casing sections, screen, bottom plugs, etc. will be measured and
recorded.
3-19 February 22, 1995
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Assemble the well screens, riser pipe and centralizers and lower to the bottom of the
borehole.
Install washed silica filter sand via tremie pipe using potable water. Progress of the filter
pack installation will be frequently monitored using the tremie pipe. The filter pack will
extend to approximately 2-feet above the top of the screen.
Install a one-foot-thick layer of very fine silica sand via tremie pipe using potable water.
Install a minimum two-foot-thick bentonite seal above the fine sand by pouring bentonite
pellets or chips into the annular space. Bentonite pellets or chips will be allowed to
hydrate for a minimum of eight hours or, if greater, per manufacturer's instructions,
prior to grouting. Potable water will be added to the pellets to hydrate the bentonite seal.
The bentonite seal will be emplaced in 6-inch lifts. The emplacement of bentonite pellets
or chips will not be required if a pure bentonite grout is used as the annular sealant.
Grout will be emplaced into the remaining annular space via the tremie method from the
top of the bentonite seal to within two feet of ground surface with cement/bentonite grout
(Portland Type I cement and 3 % bentonite powder by weight) or with a pure bentonite
grout. The remaining two feet of the annular space will be filled with concrete while
constructing the pad or flush-mounted well vault.
A temporary locking cap will be installed to secure the well; custody tape will be affixed
around any exposed casing joints.
After allowing the grout to set a minimum of 24-hours, the well will be completed either
by installing as a flush-mounted vault equipped with water-tight seal or by installing a
4 -inch minimum ID locking cover and constructing a 3-foot square by 6-inches thick
concrete pad around the well. Identically keyed locks will be provided for the wells.
Protective posts will be installed as needed around above-grade locking covers where
potential damage due to vehicular traffic is a concern.
Final well construction details will be prepared on the Groundwater Monitoring Installation
oJtail form shown in Appendix D. Upon completion, the well will be developed according to
thJ procedures described in Section 3.4.5.
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DOWNGRADIENT GROUNDWATER INVESTIGATION WORK PLAN
GEIGY CHEMICAL CORPORATION SITE
Piezometers
Piezometers will be installed as well points using DPT methods where subsurface conditions
permit. The piezometers will be constructed of one-inch I.D. Schedule 40 PVC riser pipe and
1stotted well screen. The screen slot size will be 0.0IO-inch and screen lengths will be 10 feet.
I Final completion depths will be based on piezocone data obtained from the direct push
~xplorations. All well materials will be new and delivered to the Site in factory packaging.
I Piezometers constructed using DPT methods will be completed as flush-mounted installations
I d ill . . an w not reqmre protective posts.
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n the event subsurface conditions do not allow piezometers to be installed using DPT methods,
the piezometers will be installed using air rotary, mud rotary, or hollow stem auger methods I fpllowing procedures similar to those used for monitoring well installations (see Section 3. 3. 4 .1).
Any piezometer which breaches a confining layer will be double cased. The piezometers and
I observation wells will be utilized for the collection of static water-level data only (i.e., no water
q~ality samples will be collected).
314.5 Well Development
Dlvelopment of newly installed monitoring wells will be conducted within two weeks after a
w~ll has been constructed but no sooner than 48 hours after grouting. Well point piezometers
I will be installed using DPT methods and therefore will not require development.
Mlnitoring wells will be developed to the fullest extent practical to remove drill cuttings or other
mlterials introduced during drilling activities. The development process will also condition the
sai\d-pack and adjacent portions of the borehole to minimize pumping of fine-grained formation
mlterials. Development will be accomplished by bailing, surging, pumping or air lift methods.
I Actual development methods used will depend on well yield, depth, and sediment loading. Field
peJsonnel will measure groundwater temperature, pH, specific conductivity (SC), and turbidity
I as indicator parameters during the development process. Turbidity will be measured using a
corhmercially available, nephelometric turbidity meter. Indicator parameters will be recorded
apJroximately every 30 minutes during development. Well development will be considered
I Rev. 0 3-21 February 22, 1995
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DOWNGRADIENT GROUNDWATER INVESTIGATION WORK PLAN
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complete when the above parameters have stabilized (i.e., values are within 10% of previous
reading) and turbidity has been minimized to the fullest extent practical. A Monitoring Well
Development Log (see Appendix D) will be completed for each well that is developed.
1Purge water generated during development will be containerized and managed as described in
I . Section 3.4. 7.
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3.4.6 Slug Tests
I Equipment required for conducting slug tests will include:
•
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field log book
electronic data logger and pressure transducers
electronic water level tape
PVC displacement slug
decontamination solution and equipment
Prior to introducing any equipment into a well, the static water level will be measured and
rdcorded in the field log book. A decontaminated pressure transducer will then be lowered 10
td 15 feet below the static water level or approximately one foot from the bottom of the well if
thb water column is less than 10 feet in height. The static water level will again be measured
a~d recorded. A decontaminated cylinder of known volume will then be attached to clean, new
rol,e and lowered into the well so the cylinder will be completely submerged when the water
teteJ returns to static conditions. When static conditions are attained, the data logger will be
aciivated and immediately thereafter the cylinder will be quickly removed from the well. The
re/nova! of the cylinder simulates the removal of a "slug" of water. The recovery of the water
in ~he well will then be monitored and recorded with the pressure transducer and electronic data
Ioiger until the water level has recovered a minimum of 90 percent.
SJg test data will then be downloaded in the field from the electronic data logger to a computer.
Serili-logarithmic plots of the change in water level versus time will be generated and analyzed
us~g the techniques of Bouwer and Rice (1976) and Bouwer (1989).
I Rev. 0 3-22 February 22, 1995
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3.4.7 Decontamination
Equipment cleaning will be perfonned at an existing concrete decontamination pad located
adjacent to the fonner Geigy Chemical Corporation facility office. Equipment and personnel
decontamination activities will be centralized in this area. Decontamination water will be
collected in the decontamination pad sump and pumped as needed into the above-ground tanks
for storage and future disposal.
3 4 7 I Sampling Equipment/Well Screens/Riser Pipe I -. -
Sampling equipment which may come in contact with groundwater samples, well screens and
hser pipe will be decontaminated prior to each use in accordance with the following cleaning
I procedures:
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Clean with tap water and phosphate-free laboratory detergent (Liquinox or equivalent)
using a brush to remove particulate matter and surface films.
Rinse thoroughly with tap water.
Rinse thoroughly with deionized water.
Rinse twice pesticide grade isopropanol.
Rinse thoroughly with organic-free water and allow to air dry as long as possible.
If organic-free water is not available, allow equipment to air dry as long as possible. Do
not rinse with deionized or distilled water.
Wrap with aluminum foil, if appropriate, to prevent contamination if equipment is going
to be stored or transported.
Printed or written markings on all well casing (riser pipe and screen) will be removed prior to
inltallation. Pesticide grade isopropanol will be used as the solvent to clean sampling
eqhipment, well screens, and riser pipe. Pesticide grade isopropanol will not be applied to PVC
or\ plastic materials. Dedicated Teflon ballers will be used for the collection of groundwater
samples and will be cleaned using the above procedures at RUST E&I's equipment center prior
to lransport to the Site. Electric water level meters will be cleaned by washing the sensor and
Rev. 0 3-23 February 22, 1995
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DOWNGRADIENT GROUNDWATER INVESTIGATION WORK PLAN
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first five feet of tape with tap water and phosphate-free laboratory detergent and rinsing with
deionized water.
Clean, disposable gloves will be worn while handling sampling equipment well materials during
the final stages of decontamination. Pesticide grade isopropanol and organic free water will be
stored in either glass or Teflon containers and applied via Teflon squeeze bottles or decanted
\directly from storage containers. Deionized water will be stored in plastic containers and
similarly applied.
I 3.4. 7.2 Sutface Casings/Piezometers
I
Surface casings that will be used to isolate the uppermost aquifer, where present, from the
Jecond uppermost aquifer will be decontaminated by steam cleaning. Surface casings will be
I
delivered to the Site in factory packaging or wrapped in plastic. Decontaminated surface casings
Jill be stored and transported to the well site in clean plastic.
3.4.7.3
I
Down-Hole Rotary Drilling Tools
Down-hole drilling equipment that will be used for the installation of surface casings will by
d~fault used only in intervals that are to be isolated from the targeted zone of groundwater
s./mple collection. Accordingly, decontamination of down-hole drilling equipment that will be
u~ed for the installation of surface casings will be limited to steam-cleaning between locations.
Dbwn-hole drilling equipment that will be used for the final stage of well installation (i.e.,
in~ermost boring in single and multiple cased wells) will be decontaminated prior to each use
in !accordance with the following cleaning procedures:
I.
2.
Rev. 0
Clean with tap water and laboratory grade, phosphate-free detergent using a brush, if
necessary, to remove particulate matter and surface films. Steam cleaning and/or high
pressure hot water washing may be necessary to remove matter that is difficult to remove
by brushing. Hollow stem augers, drill rods, etc. that are hollow or have holes that
transmit water or drilling fluids, will be cleaned on the inside and outside surfaces.
Rinse thoroughly with potable water.
3-24 February 22, I 995
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DOWNGRADIENT GROUNDWATER INVESTIGATION WORK PLAN
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Rinse thoroughly with deionized water.
Rinse twice with pesticide grade isopropanol.
Rinse thoroughly with organic free water and allow to air-dry. Deionized water or
distilled water will not be used as a rinsate following the application of the solvent rinse.
Wrap with aluminum foil, if appropriate, to prevent contamination if equipment is going
to be stored or transported. Clean plastic will be used to wrap augers, drill stems,
casings, etc., if they have been air dried.
All downhole augering, drilling and sampling equipment will be sandblasted before Step
#1 if painted, and/or if there is an excessive buildup of rust, hard or caked matter, etc.,
that can not be removed by steam-cleaning. All sandblasting will be performed prior to
arrival on site.
3.4.7.4 DPT and Rotary Drilling Equipment
I DPT and rotary drill rigs will be free from excess grease, oils, and soils from previous work
phor to arrival at the Site. Equipment which leaks fuel, coolant, and lubricants will be removed
fr6m the Site and repaired prior to use. The working area of DPT and rotary drill rigs will be
stbm cleaned upon arrival at the Site and between DPT boring and/or well locations.
E4uipment such as pumps, flow lines, etc. will be flushed thoroughly with potable water from
a treated municipal supply prior to use. Equipment or materials not used immediately after
ctcl:ontamination will be placed on a plastic sheet, covered with plastic, and secured to avoid
po~ential contamination. Clean, disposable gloves will be worn while handling sampling
eqhipment or downhole DPT or rotary drilling tools during the final stages of decontamination.
I 3.4.8 Containment and Disposal of Wastes
D I ct· d ...... ill h"ll" ft owngra 1ent groun water mvest1gat10n act1v1t1es w generate t e 10 owmg types o was e:
•
•
Rev. 0
spent decontamination water;
drilling fluids and purged groundwater generated during the installation, development and
sampling of monitoring wells; and
3-25 February 22, 1995
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• soils from cuttings generated during installation of the monitoring wells . I
i This section addresses the management, containment and disposal of the investigation derived
personal protective equipment and disposable sampling equipment.
iastes. Disposal requirements outlined below are based on procedures presented in previously
lpproved Work Plans for the Site, anticipated contaminant concentrations where wastes will be
~enerated, Site Performance Standards, and future remedial activities.
3.4.8.1 Spent Decontamination Fluids
slnt decontamination fluids will be pumped from the sump draining the Site decontamination
p!d into two existing above ground steel tanks located adjacent to the decontamination pad. The
tahks were previously used to store spent decontamination fluids during the remedial and
Pie-Design investigations. Spent decontamination fluids are anticipated to contain isopropanol,
ac~tone and potentially may also contain trace levels of pesticides and/or TCE. Isopropanol will
bel used during the downgradient remedial investigation for the decontamination of certain
salnpling equipment and well materials and therefore will likely be present in spent
de6ontamination fluids.. There are no promulgated Federal or State levels for isopropanol or
its \degradation product, acetone. The proposed RCRA Subpart S action level for acetone is 4
mg/I. There is no proposed action level for isopropanol. Isopropanol rapidly volatilizes or
deJrades to acetone and will be used in minor quantities relative to water as a decontamination
I fluid. Significant concentrations of isopropanol are thus not expected to be present in spent
decbntamination fluids. Similarly, concentrations of pesticides in spent decontamination fluids
are not expected to exceed Site surface soil or groundwater Performance Standards.
Spent decontamination fluids in the on-site storage tanks will be routed through an activated
cart!on canister prior to discharge to land surface on the facility property. Water will be
I discharged in a manner that does not cause soil erosion. Activated carbon canisters were
preJiously approved for use at the Site to treat purge water generated during hydraulic testing
of ttle second uppermost aquifer. To a prevent potential "blinding" of the activated carbon, a
I cartridge-type filter will be plumbed upstream of the activated carbon canister. The filter
I cartridges will be replaced as necessary (i.e., when a noticeable drop in water flow occurs).
Rev. 0 3-26 February 22, 1995
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I rater sent to land surface will be analyzed for TCE and acetone using SW-846 method 8240
to confinn the following criteria are met prior to being sent to land surface.
\ • I TCE:
acetone:
< 3 ug/1
< 0.7 mg/I i Acetone is not effectively adsorbed by activated carbon. If the above criteria are not met, I discharge options will be evaluated and a preferred approach will be presented to EPA for
I approval.
31.4.8.2 Spent Drilling Fluids and Purged Groundwater
sknt drilling fluids and purged groundwater generated during the installation, development and
s./mpting of Site monitoring wells may contain pesticides and potentially TCE. Pre-Design
inlestigations have shown that TCE is not a Site-related contaminant but is expected to be
p~sent in purge water generated from wells MW-llD and MW-18D, and may potentially be
prbsent in· spent drilling fluids and/or purge water generated from monitoring wells installed at
ddwngradient locations in the second uppennost aquifer.
slnt drilling fluids will be containerized in portable tanks and transported to the fonner facility
pr6perty for transfer into a lined rolloff container(s). Spent drilling fluids will be held in rolloff
coAtainers to allow suspended solids (i.e., drilling mud and/or silt and clay-sized cuttings) to
I settle and pennit collected water to be periodically transferred to the on-site storage tanks for
disj,osal with spent decontamination fluids. Storage and disposal of settled solids will be in
accbrdance with the procedures for managing soil cuttings, described below. To facilitate the
I settlement of solids, a flocculant may be periodically added to the spent drilling fluids.
Purled groundwater will be containerized in portable tanks and transported to the fonner facility
property for transfer to the on-site storage tanks. Purged groundwater will be treated on-site
usirig an activated carbon canister (equipped with cartridge-type sediment filter) prior to
I discharge to land surface on the facility property. Maximum pesticide levels for groundwater
the ~econd uppennost aquifer are in the low ppb levels as shown in Table l. 1 of the RDWP
Revl 0 3-27 February 22, 1995
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(RUST E&I, .1993c). Downgradient concentrations of pesticides in groundwater are anticipated
I to be lower than those reported for groundwater near the fonner source areas. For all
p~sticides, the soil Perfonnance Standard exceeds the equivalent groundwater Perfonnance
I Standard (see Table 1.2 of the RDWP); therefore, the disposal of treated drilling fluids and
p~rged groundwater at the Site cannot exceed soil or groundwater Perfonnance Standards. I
Direct disposal of groundwater at the Site will therefore not affect the soil or groundwater
re~edies. Water will be discharged in a manner that does not cause soil erosion.
\
3.4.8.3 Soil Cuttings
No\,~ mooioori,g wells o, pi=maera will be ooo•ructed =' forme, p,,ticide lraodli,g o,
storage areas or in areas where pesticides are present in the uppennost aquifer. Soil cuttings
genlrated from the uppennost aquifer and the uppennost clay (where present), and the
unsiturated portion of the second aquifer, will therefore be clean. Soil cuttings generated from
satuiated portions of the second uppennost aquifer may contain low ppb levels of pesticides.
All ~oil cuttings will be transported to the fonner facility property. Soil cuttings from the
uppehnost aquifer and the unsaturated portion of the second uppennost aquifer will be placed
on th~ facility property in areas outside of defined surface soil excavation limits. Soil cuttings
from ~he saturated portion of the second uppennost aquifer will be placed in a lined roll-off box
locatJi on Site. At the completion of well installation activities, soil cuttings stored on Site will
be sa~pled and analyzed for TCL pesticides using SW-846 Method 8080. Soil cuttings with
pesticihe concentrations below Site surface soil Perfonnance Standards will be placed in areas
outsid~ of defined surface soil excavation limits. Soil cuttings with pesticide levels above Site
Perfodnance Standards for surface soils will be held on-site for disposal during the surface soil
I removal effort.
3.4.8.4 Personal Protective Equipment and Disposable Sampling Equipment
Within the immediate vicinity of the facility property, pesticide concentrations in the second
uppenndst aquifer are in the low part-per-billion range. Downgradient concentrations of
pesticide~ in groundwater are anticipated to be lower than those reported for groundwater near
the fonn~r facility property. Spent personal protective equipment and disposable equipment will
Rev. 0 3-28 February 22, 1995
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DOWNGRADIENT GROUNDWATER INVESTIGATION WORK PLAN
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therefore be placed in a dumpster or roll-off box, located on the facility property, for disposal
to a solid waste landfill. Miscellaneous refuse associated with well installation activities (e.g.,
hardboard boxes, empty cement sacks, plastic sheeting, etc.) will also be placed in the dumpster
br roll-off box for disposal. The actual quantity of spent PPE and disposable equipment is
lnticipated to be minimal.
j.4. 9 Documentation
j logbook will be maintained by field personnel during all field activities. Logbook entries will
bd made with indelible ink, and entries will be as descriptive and detailed as possible, yet remain
fahtual and objective. The beginning of each daily entry shall include the following infonnation:
•
•
•
•
•
•
Date
Time
Weather conditions
Personnel on site
Level of personal protection
Signature of person making entry in logbook
The cover of the logbook will be labeled with the name of the person and company in charge
of the book, the project name and number, and the dates of field activity duration.
E \ . d I ill . inf . d' h I . f ntnes concerrung groun water samp es w contam onnatton regar mg t e ocatton o
I sampling, sample identification numbers, time of sample collection, analytical parameters,
analJical laboratory, field parameter measurements, and any field observations.
To as~ure consistency, standard forms will be used to document activities in the field. These
stancta¼ fonns will include the following:
• Field Data Infonnation Log for Groundwater Sampling
• Test Boring Report
• Groundwater Monitoring Installation Detail
Rev. 0 3-29 February 22, 1995
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DOWNGRADIENT GROUNDWATER INVESTIGATION WORK PLAN
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I i Water Level Data Summary
.
1
Monitoring Well Development Log
Copies of these forms are provided in Appendix D.
J5 SAMPLE HANDLING AND ANALYSIS
Ptcedures governing the handling and analysis of environmental samples collected during the
dorngradient groundwater investigation are provided below.
3. 5. 1 Sample Containers and Preservation
Ce~ified clean sample containers will be furnished by the analytical laboratory. Container
pre~ervation and storage requirements are presented in Table 3.2 of the QAPP (Section 3.0) and
willlbe in accordance with EPA Region IV.SOPs (EPA, February 1, 1991).
3.5.2 Sample Packaging and Shipment
Samtes will be packed for shipment in a protected and controlled environment to insure sample
integhty. Samples will be packaged in individual "ziplock" baggies followed by wrapping in
I
bubble wrap. The samples will be cooled to approximately 4 ° C by enclosing several bags of
wet i2e securely enclosed in double "ziplock" baggies. These measures will be taken to prevent
heatin~ of samples during shipment which may accelerate degradation of contaminants. Sample
security will be insured by taping the cooler, with one signed and dated custody seal placed on
the frdnt of the cooler across the seal of the lid and another signed and dated custody seal placed
across ~he cooler hinge. The sample coolers will be shipped via overnight express carrier to the
laboratbry. A copy of the shipping bill will be retained by RUST E&I and become part of the
sample \custody documentation. Concurrent with shipping, the sampler will call the laboratory
to confirm shipment and arrival. Additional information regarding sample packaging and
shipme~t may be found in Sections 3.5.3.1 and 3.5.3.2 of the QAPP.
Rev. 0 3-30 February 22, 1995
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I 3.5.3 Sample Documentation and Tracking
\
Sample collection and sample custody are designed so that field custody of samples is fully and
cbntinuously documented. These procedures provide complete identification and documentation
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of the sampling event from shipment of sample bottleware, through sample collection, to receipt
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of the samples by the contracted laboratory. When used in conjunction with the laboratory's
cJstody procedures and the sample bottleware documentation, these procedures establish full
1eka1 custody and allow complete traceability of sample history.
A \ I . 'd red . od if .. samp e 1s cons1 e m cust y 1t 1s:
•
•
In a person's actual possession,
In view after being in physical possession,
•
•
Sealed so that no one can tamper with it after having been in physical custody, or,
In a secured area, restricted to authorized personnel.
3. 5 .'3. l Field Records
\
Field records of equipment calibrations, daily activities, and physical data collected will be
recotded in bound notebooks as part of the field effort. The detailed description of records kept
in th~ field regarding sample collection are presented in Section 3. 5. 2 of the QAPP.
3.5.J2 Chain-of-Custody Procedures
Infolation regarding sample analysis is recorded on the Chain of Custody Record including
sampl~ identification, sampling time and date, location of sampling point, sampling personnel,
and Jialytical parameters (see Appendix D). This form will be packed with the samples.
Copie~ of each of these forms will be maintained in the project file.
Rev. 0 3-31 February 22, 1995
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3.5.4 l\nalytical Testing Program
AnalytiLl parameters include TCL pesticides, TCE, and field indicator parameters
I . ed. temperature, etc.). EPA methodologies are present m Table 3.1 of the QAPP.
3.5.4.1 Field Screening
(pH,
Field screening for temperature, pH, and specific conductance of aqueous samples will be
conductdl. Detailed accounts of these procedures are discussed in the QAPP.
3.5.4.2 Laboratory Analysis of Groundwater Samples
Groundwater samples will be analyzed by Quanterra (formerly Enseco, Inc.) using SW-846
methodol6gies. Enseco conducted sample analyses for the pre-design investigation. TCL
pesticides \will be analyzed using EPA SW-846 methods 3520/8080. TCE will be analyzed using
EPA SW-846 methods 5030/8240.
3. 5. 5 Gltechnical Testing
GeotechniL testing will be conducted in general accordance with standards of the American
Society for\ Testing and Materials (ASTM). These procedures are recognized as the basis for
uniformity and consistency in the geotechnical engineering profession. Grain size distribution
will be detJrmined in accordance with ASTM method D-422.
I
3.6 QUALITY ASSURANCE SAMPLES
Quality As1rance/Quality Control (QA/QC) samples will include field duplicates, equipment
rinsate blaJs, and matrix spike/matrix spike duplicates. A summary of the QA/QC samples
to be collecied for the downgradient investigation are included in Table 3-4. The following
sections defi1e QC sample types and collection frequencies.
Rev. 0 3-32 February 22, 1995
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I 3. 6.1 Field. Duplicates
Duplical samples collected in the field provide precision information for the entire measurement
system iJcluding sample acquisition, homogeneity, handling, shipping, storage, preparation, and
analysis.\ Samples for duplicate analysis will be selected at random by the Field Task Manager,
and submitted blind to Quanterra for analysis. Duplicate analyses will be performed for one out
I of every 20 investigative samples for groundwater or one per analytical batch, whichever is more
"""''"'\
3.6.2 Equipment Rinsate Blanks
Equipmel rinsate blanks are defined as samples which are obtained by pouring analyte-free or
deionized\ water through non-dedicated sample collection equipment (e.g., H ydrocone) after
decontamination, and placing it in appropriate sample containers for analysis. These samples
are used 16 determine if field decontamination procedures have been sufficient. Rinsate blanks
I will be submitted at a rate of one out of every ten samples collected.
3.6.3 Malrix Spikes and Matrix Spike Duplicates
I A Matrix Spike (MS) is an environmental sample to which known concentrations of analytes
have been ~dded. The MS is taken through the entire analytical procedure and the recovery of
the analyte~ is calculated. MS analyses will be performed for one out of every 20 investigative
samples fo~ groundwater. Results are expressed as percent recovery. The MS is used to
evaluate th~ effect of the sample matrix on the accuracy of the analysis.
A Matrix slike Duplicate (MSD) is an environmental sample that is divided into two separate
aliquots, ea6h of which is spiked with known concentrations of analytes. MSD analyses will be
I performed for one out of every 20 investigative samples for groundwater.
Rev. 0 3-33 February 22, 1995
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4.0 PROJECT DELIVERABLES AND SCHEDULE
jis section presents a description of deliverables which will be provided to EPA and the I
NC!:DEHNR throughout the perfonnance of the downgradient groundwater investigation and I following completion of field activities. Anticipated submittal dates for each deliverable, and
a Jchedule showing the anticipated duration and timing of field activities, is also presented
h I . erein.
4.1 INFORMATIONAL MEETINGS
We are proposing to have infonnational meetings at predetennined points during the
doJngradient groundwater investigation to enhance communication. The proposed meetings are
sho~n on the project schedule (see Figure 4-1).
4.2 MONTHLY STATUS REPORTS
Progress and findings of the downgradient groundwater investigation, proposed modifications
to slunple locations, and an assessment of the need to proceed with or revise contingent field
actitities will be provided to EPA as part of the Remedial Design monthly project status reports,
whi~h are submitted to the Agency by the tenth day of each month.
4.3 DATA SUMMARY REPORT
Results of the downgradient groundwater investigation will be summarized in a report to be
I provided to EPA. The objective of this submittal will be to summarize findings of the
dowAgradient investigation with respect to the project objectives listed in Section I. 2 of this
worJ plan, and to define the basis for any additional remedial design efforts, or recommend I
additional investigative activities (if warranted). Submittal of the downgradient groundwater
inve~tigation report will be in accordance with the project schedule discussed in Section 4.3.
Rev. 0 4-1 February 22, 1995
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I Information presented in the Data Summary Report will include:
I •
•
•
•
•
•
•
•
•
•
•
•
Potentiometric maps of the second uppermost aquifer showing groundwater flow I
directions and hydraulic gradients;
I Positions of all downgradient sample locations with respect to observed groundwater flow
I directions and former contaminant source areas;
I Analytical results for all groundwater and quality assurance/quality control samples;
I Test results for all geotechnical samples;
I H ydrostratigraphic and lithostratigraphic cross-sections oriented parallel to and
rierpendicular to observed groundwater flow directions;
I Plan view maps showing the lateral extent of COCs above Performance Standards in the
kcond uppermost aquifer;
I DPT, piezometer and monitoring well boring logs;
I Piezometer and monitoring well construction records;
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(Qualitative evaluation of aquifer hydraulic properties;
I Summary of investigation completeness with respect to project objectives;
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Summary of any necessary additional pre-design studies; and
I Presentation of a design schedule, if required, for downgradient groundwater remedial
I • rtIOn.
4.3 PROJECT SCHEDULE
The estilated schedule for completion of the downgradient groundwater investigation is given
in FiguJ: 4-1. Implementation of the major work tasks has been divided into discrete, definable
I tasks to indicate the coordination of parallel and consecutive elements through completion of the
. . I . mvesugallon.
The schLule presumes that the work to be accomplished is that identified in this Work Plan
without changes or modification. Major changes may significantly impact the schedule. Any
changes or modifications which are deemed appropriate based on the data collected and/or
interim results of field activities, and their effect on the estimated schedule, will be reviewed
Rev. 0 4-2 February 22, 1995
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DOWNGRADIENT GROUNDWATER INVESTIGATION WORK PLAN
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with EPA at the earliest opportunity. Such changes or modifications, including schedule
revisions,! will be implemented after written approval by EPA.
Schedule dates are contingent on the receipt of EPA comments and/or (dis)approvals, where
required. Schedule dates are also contingent on the procurement of property access agreements,
where required, weather and contractor availability.
Rev. 0 4-3 February 22, 1995
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REFERENCES
Bouwer, H., 1989, The Bouwer and Rice Slug Test -An Update, Ground Water Journal #3,
p. 304-309.
Boo we<,\ H. Md R. 1"re, I 976, A Slog TOO fo, Dc«~i,i,g Hydraolic Coodoc!isi<y of
Unconfined Aquifers with Completely or Partially Penetrating Wells, Water Resource
I Research, V.12, No. 3, p. 423-428.
\ Coble and Eimers, 1993. Hydrogeology and Simulation of Ground-water Flow in Aquifers at
th~ Aberdeen Superfund Sites, North Carolina; prepared for the U.S. Environmental
Pr~tection Agency.
\ Durway, !Daniel, 1993, Hydrogeology of a Contaminated Sandhills Aquifer System; Thesis,
Nohh Carolina State University.
EPA, Regtn IV, Standard Operating Procedures and Quality Assurance Manual, February
I
1991.
ERM-Southlst, Inc., January 1992, Remedial Investigation Study, Geigy Chemical Corporation ""· I Abemre,, North C=lina
Robertson, and Campanella, September 1984, Guidelines for Use and Interpretation of the
Electbc Cone Penetration Test.
RUST E&I, I November 1993a, Health and Safety Plan; Geigy Chemical Corporation Site,
Aberdeen, North Carolina.
\ RUST E&I, November 1993b, Pre-Design Field Investigation Sampling and Analysis Plan;
Geigy Chemical Corporation Site, Aberdeen, North Carolina.
Rev. 0 REF-I February 22, 1995
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DOWNGRADIENT GROUNDWATER INVESTIGATION WORK PLAN
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REFERENCES (continued)
RUST E&I, November 1993c, Remedial Design Work Plan.
I RUST E&I, January 1995, Preliminary Design Report; Geigy Chemical Corporation Site,
I Aberdeen, North Carolina.
Rev. 0 REF-2 February 22, 1995
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' c:::::::J
> • I! N
L::::J
c:::::J
/'v'
i ~
, ,,
c:::::::J
/'Y'
I /'v'
Pond
Swamp
Building
Paved Roads
Unplr\/8d Roads
IMJoded Area
Railroads
'o
I ~
• "' 0 ( .
. I~ V I h
~ , , IMcF · w ', I [/ ~·s, ', \.,:,~ . ,,
' Q ' ~ : ' ... ... ' \ • • . . . . . . ' : ... :\ ... • • •
......
. ·-i . ~~"'r • ~ • t.£';,.::::--3, \_ _ __J ,__ __ , ~ • ·~~ -__s:, .,J. ~
Legend 800 0 800
./"\/' Stream (Air Photo) ---
,/''v" Stream (USGS Quadrangle)
SCALE IN FEET
• USGS Well Cluster Contour Interval = 10 FT
:J8l: USGS Well Cluster {Abandoned)
14' US EPA Monitoring Well/Piezometer FIGURE 1-1
1600
♦ Town of Aberdeen Municipal Well REGIONAL TOPOGRAPHY AND EXISTING WELLS
lopographic Contour
-' Geigy Chemical Corporation Site
Monitoring Well/Piezometer/Boring
..... ENVIRONMENT & l~U>I INFRASTRUCTURE
GEIGY CHEMICAL CORPORATION SITE
,\8.EROEEN. NORTH CAROLINA
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Figure 2-1
Relationship of the Site Hydrogeologic Units with
the Regional Hydrogeologic and Geologic Framework of
the North Carolina Coastal Plain (1)
UPPERMOST AQUIFER
UPPERMOST CONFINING
LAYER
SECOND UPPERMOST
AQUIFER
SECOND UPPERMOST
CONFINING LAYER
NOTE:
THIRD UPPERMOST
AQUIFER
THIRD UPPERMOST
CONFINING LAYER
SURFICIAL AQUIFER
UPPER BLACK CREEK
CONFINING UNIT
UPPER BLACK
CREEK AQUIFER
LOWER BLACK CREEK
CONFINING UNIT
LOWER BLACK
CREEK AQUIFER
UPPER CAPE FEAR
CONFINING UNIT
(1) Correlation of regional hydrogeologic units and geologic
formations with the site hydrogeologic units is based upon information
from Winner and Coble (1989) and Coble (1991)
UNDIFFERENTIATED
SURFICIAL SANDS
MIDDENDORF
FORMATION
(ON-SHORE FACIES
OF BLACK CREEK
FORMATION)
U88633/Figure 2-1
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LEGEND
=
l•:-:-:-:-:-:-:-:-:-:-:-:-:-:-:-:1
U.S. GEOLOGICAL SURVEY WELL
MONITORING WELL
PIEZOIAETER
OBSERVATION WELL
AQUIFER TEST WELL
APPROXIMATE LOCATION OF ALLRED WELL
DIRECT PUSH TECHNOLOCY BORING
WELL POINT PIEZOMETER
RAILROAD
FENCE
KNOWN AREA OF SECOND UPPERMOST AQUIFER EXCEEDING
SITE PERFORMANCE STANDARDS FOR PESTICIDES
0 150 300 600 ------
SCALE IN FEET
900
ffll Hiil' ENVlIRONMENT & 111«.U> II INFRASTRUCTURE
NOT£S,
1. TOPO MAPPING BY WOOLPERT CONSULTANTS BASED ON
AERIAL PHOTOGRAPHY FLOWN MARCH 26, 1989 WITH
GROUND CONTROL TIED TO THE STATE Pt.AN£ COORDINATE
SYSTEM.
2. PLANIMETRIC FEATURES WERE FIELD IDENTIF'l£D
ON MAY 18, 1989 BY WOOLPERT CONSULTANTS.
5. THIS DRAWING HAS BEEN MODIFIED BY MURPHY YELLE
ASSOCIATES, REGISTtRED LAND SURVEYORS. AS FURNISHED,
THE FILE WAS NOT ORIENTED OR REGISTERED TO STATE
PLANE. 8Y USE OF COORDINATES FURNISHED TO US BY RUST, WE flELD LOCATED VISIBLE ITEMS AND ROTATED/
TRANSLATED THIS f'ILE TO BE CLOSELY ALIGNED WITH
STATE PLANE.
FIGURE 2-2
KNOWN EXTENT OF PESTICIDES AND GROUNDWATER FLOW DIRECTION IN
SECOND UPPERMOST AQUIFER
GEIGY CHEMICAL CORPORATION SliE
ABERDEEN, NORTH CAROLINA
N:\86619\ 6619HG40.DWG
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0 \
~-'" -, :,w,,
---------
LEGEND
4cs-02-2
4Mw-1so
4Pz-1
40W-10
♦PW-10
U.S. GEOLOGICAL SURVEY WELL
MONITORING WELL
PIEZOMETER
OBSERVATION WELL
AQUIFER TEST WELL
$ ALLRED APPROXIMATE LOCATION Of ALLRED WELL
& P-6
,$-WP-15
. DIRECT PUSH TECHNOLOGY BORING
WELL POINT PIEZOMETER
PROPOSED EXTRACTION WELL
RAILROAD
-~-~-FENCE
ZONE OF INFILTRATION FROM UPPERMOST TO
SECOND UPPERMOST AQUIFERS
0
-75
r..r ...
/
ZONE OF INFILTRATION
100 200 400
SCALE IN FEET
600
..
P-7 PROPOSED INFILTRATION
CALLERY LOCATION
IPIII llt9ENVIRONMENT &
l~U>I INJFRASTR.UcruRE
..
P-3
NOTES:
1. TOPO MAPPING BY WOOLPERT CONSULTANTS BASED ON
A!RIAL PHOTOGRAPHY FLOWN MARCH 26. 1989 WITH
GROUND CONTROL TIED TO THE STATE PLANE COOROIMATE SYSTEM.
2. PLAHIMETRtC FEATURES WERE nELD IDENTIFIED
ON MAY 18, 1989 BY WOOLPERT CONSULTANTS.
3. THIS DRAWING HAS BEEN MODIFIED BY MURPHY Y£Lll ASSOCIATES,
REGtsTERED LAND SURVEYORS. AS FURNISHED, THE flt£ WAS NOT
ORIENTED OR REGISTERED TO STATE PLANE. BY USE Of COORDINATES
rtJRNtSHED TO US BY RUST, WE Ff£LD LOCATED VlSCBLE ITEMS AND
ROTATED/TRANStATED THIS f'ILE TO B[ CLOSELY AUGNED WITH STATE
PLANE.
~
El> ALLR£D
FIGURE 2-3
UPPERMOST AQUIFER
ZONE OF INFILTRATION
GEIGY CHEMICAL CORPORATION SITE
ABERDEEN. NORTH CAROLINA
N:\86619\6619HG41 .OWG
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7
6
5
4
3
2
1
LEGEND
D
D ' ' ~-7 I , -----
surficial sands
uppermost clay
2nd uppermost aq
2nd upmst aq-wl
2nd upmst clay
3rd uppermost aq
3rd upmst clay
4th uppermost aq
Z exaggeration: 10.0
Note: The hydrogeologic model has been constructed with currently
available data and projections of lithology and aquifer
saturated thicknesses. The model will be refined based
on actual field data during the course of the Downgradient
Investigation.
PROJECT: 88633.300
FILENAME: umlitho.faces
VUENAME: 3 loct94.isometric.vue
-----------
...... ENVIRONMENT & ~I INFRM,TRlX:TURE
FIGURE 2-4
ISOMETRIC VIEW REGIONAL
HYDROGEOLOGIC MODEL
GEIGY CHEMICAL CORPORATION SITE
ABERDEEN. NORTH CAROLINA
550
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N • t
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E B > ·" • I ~ u
' c::::J
► • ~ ~::::i ~ c::::J
/V'
i ,f
, ,,
c::::J
/V
I /V'
Pond
Swamp
Building
Paved Roads
Unpaved Roads
Wooded Area
Railroads
• • • . . •• ·1 .. . . . . . . • • • • •
lopographic Contour
/V
/✓,,/ ,
• )&
i:.
+
"'
Legend
Stream (Air Photo)
Stream (USGS Quedranglel
USGS Well Cluster
USGS Well Cluster (Abandoned)
US EPA Monitoring Well/Piezometer
lawn of Aberdeen Municipal Well
Geigy Chemical Corporation Srte
Monitoring Well/Piezometer/Boring
3r-::::·77 /7~ ---~ 1/; 'i:"i] -.. ..... .. ,,,,.-,-__,,,,.. _./ ' .. ~ ~ ' \~ •
•
Oowngradient Investigation Sample Locations 800 0 800 1600
■ Proposed Second Uppermost Aquifer
Direct Push Exploration (P-18 through P-25I
Proposed Second Uppermost Aquifer
Piezooone Exploration IP-26 through P-28)
Proposed Contingent Second Uppermost Aquifer
Direct Push Exploration (P-29 through P-35)
Proposed Monitoring Well
Proposed Stream Staff Gauge ..... ENVIRONMENT & l~U>I INFRASTRUCTURE
-==--SCALE IN FEET
Contour Interval = 10 FT
FIGURE 3-1
EXISTING WELLS AND PROPOSED DOWNGRADIENT
INVESTIGATION SAMPLE LOCATIONS
GEIGY CHE~ IXIAPORAnON snE
AB(FIOHJC, "'OIITH CAROLINA
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Row Task Name #
1 WORK PLAN
2 Submit Draft Work Plan to EPA
3 EPA Review and Comments
4 Res ....... nse to Comments
5 Meetinn with EPA to Review Work Plan
6 EPA Annroval of Res--ses
7 Submit Final Work Plan to EPA
8 Receiot of EPA Annroval of Work Plan
9 OBTAIN PROPERTY ACCESS AGREEMENTS
10 PROPERTY ACCESS OBTAINED
11 FIELDWORK
12 STEP ONE
13 MOBILIZATION
14 WATER LEVEL MEASUREMENTS
15 SURVEY EXISTING DOWNGRADIENT WELLS
16 DIRECT PUSH INVESTIGATIONS
17 Verifv Direct Push Locations
18 Survev Direct Push Locations
19 Clear Sites
20 Piezocone/Hvdrocone/Geocone Borinas
21 Set Surface Casinns
22 Samnle Anal•=.,..,,
23 STREAM STAFF GAUGE INSTALLATIONS
24 EVALUATE STEP ONE RESULTS
25 INFORMATION EXCHANGE MEETING WITH EPA
26 STEP TWO
27 OBTAIN PROPERTY ACCESS AGREEMENTS
28 PROPERTY ACCESS OBTAINED
29 DIRECT PUSH INVESTIGATIONS
30 Survev Direct Push Locations ~
31 Clear Sites
32 Piezocone/Hvrtrocone/Geocone Borinas
33 Set Surface Casinas
34 Samole Ana1vc:.es
35 EVALUATE STEP TWO RESULTS
36 INFORMATION EXCHANGE MEETING WITH EPA
37 STEP THREE
38 WELL INSTALLATIONS
39 Obtain Well Permits
40 Piezometers
41 Monitorina Wells
42 Well Develooment
43 Samnle Monitorinn Wells
44 Samele Ana"----
45 Water Level Measurements
4e DATA SUMMARY REPORT
47 Prenare Draft Data Summarv ReFV'lrt
48 Submit Draft Data Summarv ReFV'lrt to EPA
49 EPA Review and Comments
50 Resnnnse to Comments
51 EPA A'"'nroval of Data Summarv Re,v,,rt
FIGURE 4-1
DOWNGRADIENT INVESTIGATION FIELD ACTIVITIES SCHEDULE
GEIGY CHEMICAL CORPORATION SITE -ABERDEEN, NORTH CAROLINA
Duration Start End 1994 1995
Oct Nov Dec Jan Feb Mar Apr May Jun Jul Aug Sep Oct Nov Dec
121.00 d Nov/01/94 Mar/02/95
0.OOd Nov/01/94 Nov/01/94
84.00 d Nov/01/94 Jan/23195 [ '
21.00 d Jan/24195 Feb/13/95 r.., -0.OOd Feb/16195 Feb/16195 LJ,
0.OOd Feb/20/95 Feb/20/95
0.OOd Feb/23/95 Feb/23/95
0.OOd Mar/02/95 Mar/02/95 )J
30.00 d Mar/02/95 Mar/31195
O.OOd Mar/31195 Mar/31195 c;
216.00 d 4n•/03/95 Nov/04/95
64.00 d Aor/03/95 Jun/05/95
1.00 d Aor/03195 Aer/03195 ·~
1.00 d Anr/04/95 Aor/04/95 l!J
7.00d Anr/05/95 Anr/11/95 -
47.00 d Aor/06/95 Mav/22/95
1.00 d Aor/06195 Anr/06/95 ll 5.00d Aor/07195 Aor/11/95
10.00d Aor/08/95 Aor/17/95
20.00 d Anr/09/95 Aor/28/95
10.00d Anr/19195 Anr/28/95 ) -43.00d Anr/10/95 Mav/22195
1.00d Aor/10/95 Anr/10/95 c:; l 0.OOd Mav/29195 Mav/29/95
0.00d Jun/05/95 Jun/05/95 ;')1
90.00 d Jun/06/95 Seo/03/95
30.00d Jun/06/95 JuV05195 c:;:
0.00d JuV05/95 Jul/05195 j'\
46.00d JuV06/95 Au,.f"'>l"l/95
5.00d Jul/06/95 Jul/10/95
10.00d JuV07/95 JuV16/95 ,-
20.00 d JuV08/95 JuV27/95 -10.00d JuV18/95 JuV27/95 ,7-
43.00 d JuV09/95 Auo/20/95
0.OOd Au-"'7195 Aug!,17195 L,,,
0.OOd Sen/03195 Sen/03195
122.00 d JuV06/95 Nov/04/95
122.00 d JuV06/95 Nov/04/95 ASSL MES Fl E PIEZC METER ~AND ENWE LSWIL BEINS 1.-ALLED
7.00d JuV06195 JuV12/95 ,~ I
3.00d JuV28/95 JuV30/95 •
94.00 d JuV09/95 OcU10/95
5.00d OcU11/95 OcU15/95 \.~ 4.00d OcU17/95 OcU20/95
14.00 d Oct/21/95 Nov/03/95
1.00 d Nov/04/95 Nov/04/95 •
111.00 d s--195 Jan/17196 ~.
60.00 d Sen/29/95 Nov/27195
0.OOd Nov/27195 Nov/27195 [ti
30.00d Nov/28/95 Dec/27195
21.00 d Dec/28/95 Jan/17/96
0.00d Jan/17196 Jan/17196
1996
Jan Feb Mar Apr May
c;i.,_,
s
Milestone 6 Note: This schedule ts contingent on the receipt of EPA comments and/or (dis)approvals, and the establishment of property access agreements, where required.
Printed: Feb/22195 Page 1 RUST Submittal/Meeting -== Summary Task --
Jun Jul Aug
Summary ~
EPA Reviev-1/Approval --.
--- ---- - - --l!!l!I liiiii -Table 2-1
Well Construction Details for Selected Site and Downgradicnt \Veils
Geigy Chemical Corporation
Aberdl>en, North Carolina
'->· ~;·;:_;.:. ·:~'~\_.'."'::·_ \ /; .. : / GROUNif~: :·t'.,\TQP:6f;_;::; \T01:~·-:: -SURFACE" ,-:·,,..CASING' ,
.. , : ,, :; D,\TI<;i; ; n ii!vili:·r• ;;CASING 'c: DEPTH OF ' ;fasiNc;i: ico~tPLETiON
:.,WELL'; ,c~MPiirriii>; ELE"AV~N: ii&!X~'f!9N: ;;,w~i.t}{ iNrnlivAi •.~.,joNEi. ~--':?. f:::t ·: :-;_ ;J:; ;,~{t::0tts•-,;_·:s; \\-1,{ft. ·ms1>'"*;:iti t«U~msif-:S?; ~,-!:(ti.' hoi);;: ~J _:'(f1'tb'e'1j' ''. ., : 1'; -~: ;t ,~
Gei0 v Chemical Cornoralion Site Wells
MW-ID 10-8-90 482.00 484.83 109.30 0-7,0-65 IA, JC
MW-4D 9-25-90 470.80 473.99 95.20 0-9,0-52 IA, IC
MW-61) 9-16-90 462.60 465.49 89.10 0-9,0-48 IA, IC
MW-I ID 5-28-91 461.02 463.41 73 0-8.5 IA
MW-14D 6-26-91 484.59 486.87 101.97 0-9.8,0-67.8 IA. IC
MW-15D 6-25-91 489.64 491.03 104.30 0-9.5,0 71.8 IA, IC
MW-16D 1-10-94 484.16 487.55 120.18 0-68.67 IC
MW-l7D 1-11-94 486.95 489.60 120.52 0-75.15 IC
MW-18D 12-30-93 444.75 447.41 69.75 0-24.25 IC
PW-ID 1-8-94 463 .. 26 465.89 88.94 0-53.76 IC
WP-ID 2-13-94 471.77 472.73 99.62 0-70.17 2A
WP-,:,D 2-13-94 442.20 442.96 67.32 0-39.71 2A
OWID 1-8-94 461.87 46').99 89.61 N/A N/A
OW-21) I -7-94 464.86 465.59 92.20 N/A NIA
USGS Wells
GS-02-1 4-18-90 450 NR 148 TBD TRD
GS-02-2 4-27-90 450 NR 165 TBD TBD
GS-02-3 4-28-90 450 454.54 29 TBD TBD
GS-0'1-4 6-21-90 450 NR 114 TBD TBD
GS-02-5 6-21-90 450 454.45 78.80 TBD TBD
GS-08-1 6/13/90 440 NR 176 TBD TBD
GS-08-2 6/14/90 440 444 141 TBD TBD
GS-08-3 6/14/90 440 444.6 95.4 TBD TBD
GS-08-4 6/14/90 440 443.8 51.2 TBD TBD
GS-08-5 6/15/90 440 443 22 TBD TBD
,WELL SCREEN
: OPEN HOLE' WELL SCREEN
. : .INTERVA°C,.:' . _:ELEVATION'•
~ :'<tt.--llgi) .• 4 :~-:. . -. -(ft.·-~;1) .
87.1-107.1 394.9-37-1-.9
73.0-93.0 397 .8-377 .8
66.9 86.9 395.7 375.7
59.4-69.6 401.22-391.4
88.36-98.3 396.41-385.92
90.9-100.7 399.14-388.64
110.15-120.18 374.01-363.98
110.26-120.52 376.69-366.43
59.43-69.75 385.32-375.00
48.49-88.94 414.77-374.32
89.54-99.62 382.23 37,.,_ I 5
57.31-67.31 384.89-374.89
79.42-89.61 382.45-37')_'16
82.16-92.20 382.7-372.M
127-147 323-303
16')-165 288-'185
18-28 432-422
94.5-114 355.5-336
68.8-78.8 381.2-371.2
166-176 274-264
131-141 309-299
85.4-95.4 354.6-34-l.6
41.')-51.2 398.8-388.8
22-Dcc 428-418
SCREENED
"ZONE
2A
2A
2A
2A
2A
2A
2A
'A
'A
'A
'A
2A
2A
2A
3A
3C
IA
3A
2A
4A
3A
3A
'A
IA
-.. iiiiii
, PLANE COORDINATr:s
NORTHING I , EASTING
501.031.8 I 8 1,878,81-lS.899
500,9'10.890 1,871-l, 708.280
501.112.721 1,871-l. ')31 _,.,90
500.709.536 J ,878.226.636
500.795.460 1,879,()63.418
500,939.531 1,879,177.822
500,60--l.540 l.879,01--t240
5(){),J:,8.970 l.879,(l-i4.67U
501,079.560 1.877 .85•L I 50
500,693.4')() 1.878,21,.,_720
500,588.,.,45 1.878.118.864
500,891.51 ') 1,877,795.828
500.716.160 1,878,198.700
500.659.590 1,878, J35.230
501,453.244 1,877,471.943
501,456.070 I .877A63.958
501,444.861 1.877,478.068
501.437.908 1,877,482.771
501,431.365 1,877 A79.6'10
TBD TBD
TBD TBD
TBD nm
TBD TBD
TBD TB!>
-- - - - -- - - --11!!!!1!!1 liili
Table 2-1 (continued)
\Veil Construction Detail for Selected Site and Downgradicnt \\'ells
Geigy Chemical Corporation Site
FPA Wells -
PZ-1 8-23-89 330
PZ-2 8-21-89 345
PZ-3 8-28-89 380
PZ-4 8 23-89 357
PZ-5 8-29-89 335
6-MW-01 6-28-89 398
Nole.~:
I A -Uppermost (Surficial) Aquifer
2A -Second Uppennost (Upper Black Creek) Aquifer
3A -Third Uppermost (Lower Black Creek) Aquifer
-I.A -Fourth Uppermost ( Upper Cape Fear) Aquifor
NR
NR
NR
NR
NR
398.00
IC -Uppermost Clay ( Upper Black Creek Confining Unil)
2C -Second Uppermost Clay (Lower ll\ack Creek Confing Unit)
JC -Third Uppennost Clay (Upper Cape Fear Confining Unit)
NIA -Not Applic1hk
NR -Nol n.:..:u1tkd
TBD -Tu ht! Je1crn11ncd
1w,I -~kan '>l!a li.:\'d
Aberdeen, North Carolina
15 TBD TBD
37 TBD TBD
64 TBD THD
42 TBD TBD
30 TBD TBD
144 TBD THD
5-15
25-35
51-61
30 40
18-28
99-109
'. WELL SCREEN
-_ELEVATION"
:-, (fl. msl) ';,
3''5-315
:P0-310
329<,19
J27-317
317-307
299-289
-
SCREENED
ZONE.
3A
3A
3A
3A
3A
4A
liil
PLANE COORDINATES
NORTIIING I . EASTING
TBD THD
THI> TBD
TBD TBD
TBD THD
TBD TRD
TBD TBD
bgl -Bdow ground le\'d
Surface casing complclinn zones and a4uifr:r screened zones for USG$ and EPA wells based on comparison of the approximate elevations of the casing and screen intervals with the stratigraphy
bcncalh the silc.
Survey darn for EPA and USGS wells will be obtained during the Downgradient Investigation.
Surface ca,.ing data for USGS and EPA wells will be obtained prior lo stun of Downgrndienl lnvestigmion.
liiiiiiil
- ----
Ground, Depth to', E!ev.i1io·n Depth to
WELL Level : top iir'iiM top.UM bottom of
Elevation Clav, ,clav UMclav
MW-IS 48L40 62.4 419.00 NE
MW-ID 482.00 62.5 419.50 73,2
MW-2S 472,70 55 417.70 NE
MW-3S 459.70 4L2 41850 NE
MW-4D 470.80 5L8 419.00 55.5
MW-5S 468.20 47,5 420.70 50.5
MW-6D 462.60 44.9 417.70 50.2
MW-7S 449.60 263 42330 NE
MW-9S 469.60 46.9 422.70 NE
MW-I ID 46L02 49 412.02 51
MW-14D 484.59 64 420.59 87
MW-15D 489.64 68 42L64 86
MW-16D 484.16 65 419.16 85
MW-17D 486.95 68,5 418,45 72
MW-18D 444.75 23 42L75 37
PW-ID 463,26 45 418.26 46
PW-IS 466.29 46.8 419,49 NE
WP-IS 454,40 4L9 412,50 NE
P-1 484.16 65 419.16 85
P-2 486.95 685 418.45 72
P-7 47634 60 41634 64
P-11 452.92 30.6 42232 43.5
P-13 47L77 56 415.77 62
P-15 442,20 20 422.20 30
EB-I 479.00 61 418.00 68.7
MUW-1 430.00 18 412.00 30
MUW-2 395.00 14 38LOO 26
MUW-3 430.00 44 386.00 54
MUW-4 465.00 46 419.00 55
L: 88633/visionla ble
- - -
l!aJ -l!l!!!I
Table 2-2
Stratigraphic Data for Downgradient Area
Hydrogeologic Conceptual Model
Geigy Chemical Corporation Site
Aberdeen, North Carolina
Elevation Depth to Elevation Depth to
bottoin of top of 2nd top or 2nd bot1om 2nd
. UMclav UM Cla, UM clav UM clav
NE NE NE NE
408.80 82 400.00 NE
NE NE NE NE
NE NE NE NE
41530 95.2 375.60 97
417,70 NE NE NE
4J?AO 82,5 380.10 NE
NE NE NE NE
NE NE NE NE
4 I0,02 NE NE NE
397.59 NE NE NE
403.64 NE NE NE
399. 16 NE NE NE
414.95 1225 364A5 123
407.75 70.1 374-65 NE
417,26 90A5 372,81 90
NE NE NE NE
NE NE NE NE
399.16 NE NE NE
414.95 NE NE NE
412,34 111 365,34 NE
409A2 NE NE NE
409.77 NE NE NE
412.20 NE NE NE
410.30 108 37LOO I 16
400.00 80 350.00 90
369.00 62 333.00 72
376.00 102 328.00 I 13
410.00 91 374.00 100
Elevation Dcplh lo
bouom 2nd top 3rd
UM clav UM clav
NE NE.
NE NE
NE NE
NE NE
NE NE
NE NE
NE NE
NE NE
NE NE
NE NE
NE NE
NE NE
NE NE
363,95 NE
NE NE
NE NE
NE NE
NE NE
NE NE
NE NE
NE NE
NE NE
NE NE
NE NE
363.00 180.60
340.00 155.00
323.00 116.!Xl
311.m NE
365.00 148.00
---iiiil
Elevation Depth to Elcvalion
lop 3rd bollom 3rd bottom 3rd
UMclav UM clav UM clav
NE NE NE
NE NE NE
NE NE NE
NE NE NE
NE NE NE
NE NE NE
NE NE NE
NE NE NE
NE NE NE
NE NE NE
NE NE NE
NE NE NE
NE NE NE
NE NE NE
NE NE NE
NE NE NE
NE NE NE
NE NE NE
NE NE NE
NE NE NE
NE NE NE
NE NE NE
NE NE NE
NE NE NE
298.40 NE NE
275.00 165.00 265.IXl
279.00 118.00 277.(X)
NE NE NE
317.00 155.00 310.!Kl
__._ -----
Ground EleValion Depth to
...., --
Table 2-2 (continued)
Stratigraphic Data for Downgradicnt Arca
Hydrogeologic Conceptual Model
Geigy Chemical Corporation Site
Aberdeen, North Carolina
Elevation Depth to Elevation Depth to
9!IS
Elevation Depth to Elevation Depth to Depth to
WELL Level top of UM top UM bottom o bottom of top of 2nd top of 2nd bottom 2nd bottom 2nd top 3rd IOp 3rd. bottom 3rd
ElcVation 'Clay'' , : _c,lav UM cla, 'UM clav UMC!av
GS-02-1 461-00 31 430,00 45 416,00 80
GS-02-2 461-00 30 431-00 39 422,00 82
GS-02-4 461-00 28-5 432-50 84 377,00 90
GS-01-1 335,00 NA NA NA NA NA
GS-8-1 445,00 22 423,00 26 397,00 95
EPA PZI 330,00 NA NA NA NA NA
EPA PZ2 345,00 NA NA NA NA NA
EPA PZ3 380,00 NA NA NA NA 15
EPA PZ5 335,00 NA NA NA NA NA
6-MW-01 398,00 NA NA NA NA 13
NOTES:
Lithology for town wells taken from Coble and Eimers, 1993 report.
Lithology for EPA-PZ wells and 6-MW-01 taken from Daniel Ourway Thesis.
Lithology for wells in USGS-02 duster arc based on the USGS-02-2 boring logs.
UM clav UM clav UM clav UM cla, UM clav UM clav
381-00 85 376,00 NE NE NE
379,00 91 370,00 15, 309,00 I 6CUJO
37LOO NE NE NE NE NE
NA NA NA 32 303,00 48,00
350,00 104 341-00 150 295,00 158,00
NA NA NA 15,5 314,50 NE
NA NA NA 35 3l!UJO NE
365,00 17 363,00 NE NE NE
NA NA 335,()() 29 306,00 NE
385,00 29 369,00 87 31 UXI 95_1)0
Lithology for all other wells taken from the Preliminary Design Report prepared by RUST E & I and from lhc Remedial lnves1igation S1udy
prepared by ERM-Southeast, Inc.
Based on lithologic data collecled from soil borings which intersected the 2nd and 3rd uppermost clays, the following lithologies have been projected:
For well IDs MW-17O and P-7 -The 2nd UM clay has been assigned a ten foot thickness, with the top of clay at 375 feet above mean sea level.
For well IDs EB-I. MUW-2, MUW-4, GS-08-1, and EPA PZ 5 -A ten foot thickness has been assigned to the 3rd UM clay.
L :88633/visi on table
liiil
Elcv:Hion
bottom JnJ
UM clav
NE
30L<Xl
NE
287JXl
285,IXl
NE
NE
NE
NE
303JXJ
--
Exploration/
Well
P-18
P-19
P-20
P-21
P-22
P-23
P-24
P-25
---·--
TABLE 3-1
Proposed Exploration/Well Installation Rationale
Geigy Chemical Corporation Site
Aberdeen, North Carolina
Target Contingent Contingency
Aquifer Task Rationale
2ND No NA
Uppermost
2ND No NA
Uppermost
2ND No NA
Uppermost
2ND No NA
Uppermost
2ND No NA
Uppermost
2ND No NA
Uppermost
2ND No NA
Uppermost
2ND No NA
Uppermost
liiiiil
Exploration/Well
Rationale
Determine presence of Site contaminants of
concern northwest of MUW-4
Determine presence of Site contaminants of
concern, and groundwater flow direction,
north ·of MUW-4
Determine presence of Site contaminants of
concern, and groundwater flow direction,
south of MUW-4
Determine presence of Site contaminants of
concern, and groundwater flow direction,
northwest of P-18
Determine presence of Site contaminants of
concern, and groundwater flow direction,
southwest of P-21
Determine presence of Site contaminants of
concern, and groundwater flow direction,
east of MUW-I
Determine presence of Site contaminants of
concern, and groundwater flow direction,
south of MUW-2
Determine presence of Site contaminants of
concern, and groundwater flow direction,
southwest of P-24
--__ ,_
Exploration/ Target
Well Aquifer
P-26 2ND
Uppermost
P-27 2ND
Uppermost
P-28 2ND
Uppermost
P-29 zND
Uppermost
P-30 2ND
Uppermost
P-31 2ND
Uppermost
P-32 2ND
Uppermost
P-33 2ND
Uppermost
1iiiiliili -
TABLE 3-1 (Continued)
Proposed Exploration/Well Installation Rationale
Geigy Chemical Corporation Site
Aberdeen, North Carolina
Contingent Contingency
Task Rationale
No NA
No NA
No NA
Yes Site contaminants of concern exceed
Performance Standards at P-20
Yes Site contaminants of concern exceed
Performance Standards at P-22
Yes Site contaminants of concern exceed
Performance Standards at P-19
Yes Site contaminants of concern exceed
Performance Standards al P-I 9 or
P-24
Yes Site contaminants of concern exceed
Performance Standards at P-23 or
P-24
----liliiil
Exploration/Well
Rationale
Determine lateral continuity of second
uppermost clay southeast of MUW-1
Determine lateral continuity of second
uppermost clay east of MUW-1
Determine lateral continuity of second
uppermost clay northeast of MUW-1
Determine presence of Site contaminants of
concern, and groundwater flow direction,
southwest of P-20
Determine presence of Site contaminants of
concern, southwest of P-22
Determine presence of Site contaminants of
concern, and groundwater flow direction
northeast of P-19
Determine presence of Site contaminants of
concern northwest of P-19 and northeast of
P-24
Determine presence of Site contaminants of
concern, north of P-23 and northwest
of P-24
-----
Exploration/ Target
Well Aquifer
P-34 2ND
Uppermost
P-35 2ND
Uppermost
Notes:
NA ~ Not Applicable
TABLE 3-1 (Continued)
Proposed Exploration/Well Installation Rationale
Geigy Chemical Corporation Site
Aberdeen, North Carolina
Contingent Contingency
Task Rationale
Yes Site contaminants of concern exceed.
Performance Standards at P-23
Yes Site contaminants of concern exceed
Performance Standards at P-23 or
P-25
11111· - --
Exploration/Well
Rationale
Determine presence of Site contaminants of
Concern northwest of P-23
Determine presence of Site contaminants of
concern, and groundwater flow direction
west of P-23 and P-25
--
Staff Gauge Location
SG-1 McFarland's Branch,
southern tributary to
Aberdeen Creek, south of
P-25 and west of P-30
SG-2 Trough Branch, northern
tributary to Aberdeen
Creek, northeast of P-32
-
TABLE 3-2
Proposed Stream Staff Gauge Rationale
Geigy Chemical Corporation Site
Aberdeen, North Carolina
Contingent Contingency Rationale
Task
No NA
No NA
---
Staff Gauge Rationale
Determine if McFarland's Branch is
second uppermost aquifer discharge
boundary
Determine if Trough Branch is second
uppermost aquifer discharge boundary
-_, ..
Exploration/ Target Contingent
Well-Aquifer Task
P-18 2ND No
Uppermost
P-19 2ND No
Uppermost
P-20 2ND No
Uppermost
P-21 2ND No
Uppermost
P-22 2ND No
Uppermost
P-23 2ND No
Uppermost
P-24 2ND No
Uppermost
liiil ·----
TABLE 3-3
Proposed Sampling and Analysis
Geigy Chemical Corporation Site
Aberdeen, North Carolina
Anticipated Anticipated Number, Type, and
Total Depth Logging/ Anticipated Depth of Sample
(ft bgl) Sampling Tools Collection
80 P,H,G Lithologic log from 0-80 ft, 1
TCL Pesticides (composite), 1
TCE, and I Geotechnical (soil)
sample between 67 and 74 ft
85 P,H,G Lithologic log from 0-85 ft, 1
TCL Pesticides (composite), 1
TCE, and I Geotechnical (soil)
sample between 67 and 74 ft
80 P,H,G Lithologic log from 0-80 ft, 1
TCL Pesticides (compostie), 1
TCE, and I Geotechnical (soil)
sample between 75 and 80 ft
90 P,H,G Lithologic log from 0-90 ft, 1
TCL Pesticides (composite), 1
TCE, and I Geotechnical (soil)
sample between 77 and 84 ft
95 P,H,G Lithologic log from 0-95 ft, 1
TCL Pesticides (composite), 1
TCE, and I Geotechnical (soil)
sample between 78 and 86 ft
65 P,H,G Lithologic log from 0-{i5 ft, 1
TCL Pesticides (composite), 1
TCE, and I Geotechnical (soil)
sample between 50 and 58 ft
60 P,H,G Lithologic log from 0-{i0 ft, 1
TCL Pesticides (composite), I
TCE, and I Geotechnical (soil)
sample between 43 and 51 ft
Contingent
Installation/Task
Monitoring well and
water quality sample for
pesticides and TCE*
Monitoring well and
water quality sample for
pesticides and TCE*/well
point
Monitoring well and
water quality sample for
pesticides and TCE/well
point
Monitoring well and
water quality sample for
pesticides and TCE/well
point
Monitoring well and
water quality sample for
pesticides and TCE"/well
point
Monitoring well and
water quality sample for
pesticides and TCE/well
point
Monitoring weJI and
water quality sample for
pesticides and TCE/well
point
--
Exploration/ Target Contingent
Well Aquifer Task
P-25 2ND No
Uppermost
P-26 2ND No
Uppermost
P-27 2ND No
Uppermost
P-28 2ND No
Uppermost
P-29 2ND Yes
Uppermost
P-30 2ND Yes
Uppermost
P-31 2ND Yes
Uppermost
P-32 2ND Yes
Uppermost
-----
TABLE 3-3 (Continued)
Proposed Sampling and Analysis
Geigy Chemical Corporation Site
Aberdeen, North Carolina
Anticipated Anticipated Nwnber, Type, and
Total Depth Logging/ Anticipated Depth of Sample
(ft bgl) Sampling Tools Collection
15 P,H,G Lithologic log from 0-15 ft, 1
TCL Pesticides (composite), 1
TCE, and 1 Geotechnical (soil)
sample between 5 and IO ft
70 p Lithologic log from 0-70 ft
90 p Lithologic log from 0-90 ft
75 p Lithologic log from 0-75 ft
35 P,H,G Lithologic log from 0-35 ft, 1
TCL Pesticides (composite), 1
TCE, and 1 Geotechnical (soil)
sample between 25 and 30 ft
30 P,H,G Lithologic log from 0-30 ft, 1
TCL Pesticides (composite), I
TCE, and I Geotechnical (soil)
sample between 20 and 25 ft
95 P,H,G Lithologic log from 0-95 ft, I
TCL Pesticides (composite), I
TCE, and 1 Geotechnical (soil)
sample between 75 and 85 ft
65 P,H,G Lithologic log from 0-65 ft, I
TCL Pesticides (composite), I
TCE, and 1 Geotechnical (soil)
sample between 45 and 55 ft
Contingent
Installation/Task
Monitoring well and
water quality sample for
pesticides and TCE/well
point
None
None
None
Monitoring well and
water quality sample for
pesticides and TCE/well
point
Monitoring well and
water quality sample for
pesticides and TCE/well
point
Monitoring well and
water quality sample for
pesticides and TCE/well
point
Monitoring well and
water quality sample for
pesticides and TCE/well
point
--
----
Explorati~n/ Target
Well Aquifer
P-33 2ND
Uppermost
P-34 2ND
Uppermost
P-35 2ND
Uppermost
Notes:
bgl = below ground level
P = Piezocone
H = Hydrocone
G = Geocone
-----
Contingent
Task
Yes
Yes
Yes
TABLE 3-3 (Continued)
Proposed Sampling and Analysis
Geigy Chemical Corporation Site
Aberdeen, North Carolina
Anticipated Anticipated Number, Type, and
Total Depth Logging/ Anticipated Depth of Sample
(ft bgl) Sampling Tools Collection
25 P,H,G Lithologic log from 0-25 ft, I
TCL Pesticides (composite), I
TCE, and I Geotechnical (soil)
sample between 15 and 20 ft
25 P,H,G Lithologic log from 0-25 ft, I
TCL Pesticides (composite), I
TCE, and I Geotechnical (soil)
sample between I 5 and 20 ft
5 P,H,G Lithologic log from 0-5 ft, I
TCL Pesticides (composite), I
TCE, and I Geotechnical (soil)
sample between 2 and 4 ft
-.. --
Contingent
Installation/Task
Monitoring well and
water quality sample for
pesticides and TCE/well
point
Monitoring well and
water quality sample for
pesticides and TCE/well
point
Monitoring well and
water quality sample for
pesticides and TCE/well
point
* Monitoring well will be installed and sampled for pesticides if results of direct push explorations P-18 through P-25 indicate Site contaminants of concern
are not present in the downgradient area.
-
--------·-- -- ----- -
Media .Parameter
Groundwater Pesticides
Groundwater TCE
Notes:
TABLE 3-4
Summary of Laboratory and Field Control Samples
Geigy Chemical Corporation Site
Aberdeen, North Carolina
Field Duplicate Equipment Rinsate
I Per Every 20 Samples · 1 Per Every 10 Samples
1 Per Every 20 Samples 1 Per Every 10 Samples
MS/MSD: Matrix Spike/Matrix Spike Duplicate Samples
Project Specific
MS/MSD
1 Set Per Analytical Batch
1 Set Per Analytical Batch
Analytical Batch: number of samples (including QC samples) processed as a group during parameter testing. Actual batch size will be determined by
laboratory.
-
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DOWNGRADIENT GROUNDWATER INVESTIGATION WORK PLAN
GEIGY CHEMICAL CORPORATION SITE
APPENDIX A
HEALTH AND SAFETY PLAN ADDENDUM
February 22, 1995
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ADDENDUM TO HEALTII AND SAFETY PLAN
GEIGY CHEMICAL CORPORATION SITE
ABERDEEN, NORTII CAROLINA
This addendum to the Geigy Chemical Corporation Pre-Design Field Site Health and Safety Plan
has been prepared to address environmental monitoring, personal protective equipment, and
accident prevention procedures relevant to the Downgradient Groundwater Investigation and
which were not applicable during development of the original HASP. This addendum is
therefore intended to modify and/or supplement environmental monitoring, personal protective
equipment and accident prevention procedures presented in Sections 6.0, 7.0 and 9.0 of the
HASP.
Field work associated with the downgradient investigation will be conducted outside of soil
excavation areas and therefore will not require the same level of environmental monitoring or
personal protection as work conducted in the exclusion zone (i.e., soil excavation areas). The
level of PPE stated in Section 7. 0 and environmental monitoring procedures presented in Section
9.0 of the HASP are specific to the exclusion zone and will not apply to work performed in the
downgradient area. Personal protective equipment for field work associated with the
Downgradient Groundwater Investigation will therefore be limited to hard hats, safety glasses,
and steel toed boots. Chemical resistant gloves and safety glasses with side shields will be worn
by field personnel while collecting acidified samples. Monitoring for combustible gases and
particulates will not be performed during the downgradient investigation. Occasional monitoring
for volatile organic compounds using a flame ionization or photoionization detector will be
conducted.
Because drilling operations may take place in or close to residential areas, the following safety
measures will be taken to secure the drill site:
• the drill rig will be secured when daily drilling activities have concluded, the mast will
be lowered, and caution tape and or barricades will be placed around the drill site;
• traffic cones will be placed around the drill rig to delimit the area in which hard hats,
safety glasses and steel-toed boots must be worn; and
• open holes will be secured in a manner to prevent accidental entry .
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Utility line clearance will be obtained in advance of drilling at each sample location. As an
extra precaution, a post hole digger will be used to excavate a hole approximately three feet in
depth prior to drilling in order to verify that utility lines are not present.
Drill sites will be set back a minimum of 50 feet from roads, where feasible. Work which will
be performed close to roads will be done in accordance with the following guidelines:
• Employees will face the direction of approaching traffic as much as possible when required
to work near a traffic lane. Employees will never enter or cross a traffic lane without first
watching for approaching vehicles and waiting for approaching traffic to clear. Traffic
flagmen and signs will be posted to warn approaching vehicles of work areas, where
appropriate.
• Safety vests -Fluorescent orange vests with reflectorized trim attract the attention of the
approaching motorists and thus afford additional protection to the employee. Such vests shall
be used by flaggers and by other personnel who are required to work in or adjacent to lanes
carrying traffic.
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OOWNGRADIENT GROUNDWATER INVESTIGATION WORK PLAN
GEIGY CHEMICAL CORPORATION SITE
APPENDIX B
UPDATED PROJECT ORGANIZATION CHART
February 22, 1995
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Pre-Design
Field Activities/
Downgradient Investigation
Coordinator
M. Sheehan
Project Administration
J. Cloonan. P.E.
• Planning
• Cost Control
• Document Control
• Procurement
• Cost Estimating
• Scheduling
EPNRPM
Luis Flores
Project Coordinator
Garland Hilliard
Olin Corporation
Technical Review Team
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Scoping /Work Plans
Task Coordinator
M. Sheehan
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• Work Plan
• QAPP
• SAP
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Site Characterization
Task Coordinator
Stacv Sargent
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• Well Insral/ation
-RUST
-Subcontractors
• Sampling/Analysis
-RUST -
-Contract Lab
• Aquifer Testing
• Report
-RUST
• Garland Hilliard (Olin)
• H. Moats (CIBA
• J. Serfass {Olin)
• J. Cloonan (RUST)
• B. Vinzant (Kaiser)
Health & Safety
H. Moore
• HASP
• Oversight
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Pre-Design Evaluation
Task Coordinator
J. Murphree, P.E.
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• RD Work Plan
• Modeling
• Design Basis
• Permitting
• TCE Delineation
• Treatibility Testing
Remedial Design
Coordinator
J. Murphree, P.E.
Process Engineering
Task Coordinator
J. Murphree, P.E.
• Preliminary Design
Technical Review Team
• Garland Hilliard (Olin)
• H. Moats (CIBA)
• B. Vinzant (Kaiser)
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Detail Engineering
RUST Engince1ing
G. Ewoldsen, P.E.
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• J. Serfass (Olin)
• J. Cloonan (RUST)
• Instrumentation
• Intermediate Design • Electrical
• Prefinal/Final
Design
• PS\IP
• Strucwral
• Mechanical
111..-ENVIRONMENT &
l"U>I INFRASTRUCTURE
Geigy Chemical Corporation Site
Project Organization
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DOWNGRADIENT GROUNDWATER INVESTIGATION WORK PLAN
GEIGY CHEMICAL CORPORATION SITE
APPENDIX C
GRAIN SIZE DISTRIBUTION CURVES FOR EB-1 AND P-12
February 22, 1995
----
:: t/-JIO ~---1--------·
~! ~);,
·1.. '50 ----------··· ' ► ,.,.
t' I,'\':; /}'40 · · -,f---l•-----• -·
! -----·
-----
-- -
-1---~---
1
ii-- ---~-1--1'--I-
10
BORING NO ELEY. OR DEPTH NAT WC LL PL Pl
EB-I 79 .0-81 .0
SM-19
---------- ---
. --.. ------11-•-H
-1-1-1--------1----l ll-l-l-l
LL
-·---------
. . --1----''--· -------------
-I---
-.. -1-+-•-----1---1-----1-1-1--1-l-l
- -----I----· · ---1--1--1-------11 U-1--1-l
.. - - -___ .,_ __
--'---'~-'----ll.L.L.L
1-•+-1--1-+--I----. -1--f-
---1-1---1----l 1-H+I
I
I. 0 0.1 ;J.01 0.001
8AAIN SIZE IN MILLIMETERS
OflCRIPTION OR CLASSIFICATION
Tan-Brown Silty SAND GRAIN SIZE DISTRIBUTION
JOI NO. 023-90-04 3
TRIG0N ENGINEERING CotlSULTAIITS, INC.
-
j
- ------
.Ji! V/o'>(J,/4 ,y-,,>·) ,· r,~ I ,:
c) 100 1 I I
Iv 901-11-+--l-----o.
'""' 2-1z%
"'.J) 10 -
-1----
50 --·
,,
'-l( ~ L"> 4 0 -1 -1---
~~: -·----
? .-lti 301-----· ·~ e ------··
~ :·10 20 t----· ---·· ' ..
- ---
I ""j .•. ------.
--• -------.. I -1, -1 --' . I. ·j --.
I _,.._, __
8flAIN SIZE IN MILLIMETER&
- - ---
• J:1-1-1--+-11---J----J-i '-++·1--l--+---llel---1--+-l
I --I-
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----
__ L.......___._ ___ _
-,·---··--
-'----
-·-----·
-1--------·-
L .. _.__ l---
·· -------IH-H..J
L --1--
-·-----· .
-•-----------'.U..J
--· ----H--He--1
0.001
j;;iuL C0BILE 5 [ 1------a-•_
0
A~V_E_L ____ , _________ s_A_N_o ___ L__ __, ________ .;..F_10 Nc..c.E.:.s ____
1
_____ -J,
~-•-s~-----[~A~ s E .. ~l.__f_l_ N_£ __ _.__c_o_A_A_S_f_,j.__;_ll.cf_o_1u_M___ __0F-'-IN.;...:.E__ _ SILT s I H s c LAY SIZES •
BORING NO ELEV.OROfPTH NAT WC LL PL Pl DESCRIPTION OR CLASSIFICATION
GRAIN SIZE DISTRIBUTION
Ell-I 88.0-90.0 Tan-Brown Silty SAND
~OI NO, 023-90-04 3
TRIG0N ENGINEERING COIISULTAllTS, INC.
SM-19
- ----- - -- -
8AAIN SIZE IN UIL.LINETEAS
---
-·•---------
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----1-.---.
---
------· .L..
· ·· -· ·· ------IH--H-l
~ ----1--11---ll-H-+~-I
-•-•------~H-H-1
,~UL COOIL[S I. a.a_v_E_L ____ , _____ 1~---'s~~-.----_ , _________ FINES
~-•-"-s._ _____ [~_:'_!!SE _ I FINE coAR9f I u£01uw _J_ ___ F_IN_E__ _ SILT s1 zts
-
1----,,--~--.== ..... ·•,=-::-"'r.::--F"=:~:-:::~~~~=~=----r-------------l IOAING NO ELEV.OR DEPTH NAT WC L~ ,L Pl DESCRIPTION OR CLASSIFICATION
EB-I 97.0-99.0 Tan-Brown Silty SAND GRAIN SIZE DISTRIBUTION
~01 NP. 02)-90-043
TRIG0N ENGINEERING COtlSULTAllTS, INC.
SM-19
-------------------~ allanta testing & engineering GRAIN SIZE DISTRIBUTION TEST REPORT
PROJECT JOB NO. G-3583 REPORT NO. Gei= Chemical Rust #86619.300 G-49172
DATE 12-21-93 .1 BORING/PIT NO. SB-12 DEPTH/ELEV. 83.5-85.5' REVIEWED
TEST PROCEDURE AS'Il1 l}--422 SAMPLE TYPE Grab SAMPLE NO. 3
SOIL DESCRIPTION Lioht Grav Siltv Sard (SM)
INDEX PROPERTIES I LL I Pl IMC,% 22.l FINES,% 14 .6 las ---
I GRAVEL
llcoARsEI
SAND II FINES I COARSE I FINE MEDIUM I FINE SILT I CLAY
. " U 8, &andatd Bltvt Nllfflberl -6lu 0...-mn«l 8)' ltyli'OIT\Nf M~ . ---. . .
3 2 1 V, 1 '• V, 6 10 1416 20 30 .tlO 50 70 100 140 200 0 100 ' . ' ~ .
! rl I
I I " I
90 "\
10 : I
I
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I I 20 -0 80 ' m I-I I -I :0
I ()
<.') I I I m
[ij 70 30 ~ 3: ! I I
>-! 1! 1, ()
0 00 60 " ◄O :,,, ! I ~ a: I I :0 ~~ : (/) m
LL·--so 50 :0
I-"' d Ol
z"' : -< wc.f: ,! I ::E U ◄O 50
a: I! I 1: [!! w~ I G>
n.• I! I \ ~ 30 70
,! I ' I
,! I 0--.. I
20 1 80
I ,!
-------'' I! I I-
10 90
! I I
d ,! I JOO 0
1 0 ,o 10 5 0.5 0.1 0.05 0.01 0.005 0.001
GRAIN SIZE IN MILLIMETERS
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DOWNGRADIENT GROUNDWATER INVESTIGATION WORK PLAN
GEIGY CHEMICAL CORPORATION SITE
APPENDIX D
FIELD DATA FORMS
February 22, 1995
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--------..... ENVIRONMENT &
1'-U>I INFRASTRUCTURE Field Data Information Log for Ground Water Sampling
Page of
Date (yr/mo/day) ______________________ _ Casing Diameter ______________________ lnches
Field Personnel ______________________ _ Casing Material _______________________ _
Site Name ________________________ _ Measuring Point Elevation __________________ 1/100 ft
RUST Environment & Infrastructure Job # _____________ _ Height of Riser (above land surface) 1/100 ft
Well ID# _________________________ _ Land Surface Elevation 1/100 ft
__ Upgradlent __ Downgradient Screened Interval 11100 ft
Weather Conditions _____________________ _ Dedicated Pump or Baller YES __ ND __ Type __
Air Temperature ______________________ 'C Steel Guard Pipe Around Casing YES _NO __
Total Well Depth (lWD) = _________________ 1/100 ft Locking Cap YES NO
Depth to Ground Water (DGW) = 1/100 ft Protective Post/Abutment YES __ NO
Length of Water Column (LWC) =TWO· DGW = __________ 1/100 ft Well Integrity Satisfactory YES __ NO
1 Casing Volume (OCV) = LWC x _______________ gal Well Yield LOW __ MODERATE __ HIGH
3 Casing Volumes = __________ gal = Standard Evacuation Volume Remarks __________________________ _
Method of Well Evacuation ___________________ _
Method of Sample Collection __________________ _
Total Volume of Water Removed gal
FIELD ANALYSES
VOLUME PURGED (gallons)
TIME (military)
pH (S.U.)
Eh (mV)
Sp. Cond. (µmhos/cm)
Water Temp. ( °C)
TURBIDITY (subjective) •
• (1) Clear (2) Slight (3) Moderate (4) High
COMMENTS/OBSERVATIONS:-----------------------------------------------------
-
Re\•. 4/93 Field Data for GW
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mm ENVIRONMENT & TEST BORING REPORT BORING NO. INFRASTRUCTURE
PROJECT: JOB NO:
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CLIENT: PAGE NO: CONTRACTOR:
EQUIPMENT USED: LOCATION:
CORE ELEVATION: GROUND WATER DEPTH TO: CASING SAMPLER BARREL DATE START:
DATE HRS AFTER WATER BOTTOM BOTTOM TYPE '\. / COMP OF CASING OF HOLE DATE FINISH:
SIZE ID '\./ DRILLER:
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HAMMER WT ....... ./ / "' / ....... / ' PREPARED BY: HAMMER FAU
OEPTii CASING SAMPLER SAMPLE SAMPLE
IN BLOWS BLOWS NUMBER DEPTI< FIELD CLASSIFICATION AND REMARKS FEET PER PER RANGE FOOT 6 INCHES
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I L-10.0
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L-15.0
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L-20.0
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BLOWS/FT. DENSITY BLOWS/FT. CONSISTENCY SAMPLE ID. COMPONENT% GROUND WATER ABBREV.
0•4 VERY LOOSE 0-2 VERY SOFT s SPLIT SPOON MOST\.Y 50-100% WO. WHILE DRILLING
5-10 LOOSE 3.4 SOFT T TUBE SOME 30-45% NE • NOT ENCOUHTEREO
11 • 30 MEDIUM DENSE s.' MEDIUM STIFF u UNDISTURBED PISTON LITTLE 15-25% UR • NOT READ 9-15 STIFF G GRAB SAMPLE 31. 50 DENSE 16· 30 VERY STIFF X OTHER FEW 5-10% Sh VERY DENSE 31• HARD NA NO RECOVERY TRACE <5% BORING NO.
Rn. 4193 TB pg.I
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Ill.Kl' ENVIRONMENT & BORING NO. TEST BORING REPORT INFRASTRUCTURE PAGE 2 of 2
DEPT>< CASING SAMPLER SAMPLE SAMPLE
IN BLOWS BLOWS NUMBER DEPT>< FIELD CLASSIFICATION AND REMARKS FEET PER PER RANGE
I FDOT & INCHES
20.0
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L..._ 25.0
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I -30.0
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I L--35.0
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L_ 40.0
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I L-45.0
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BLOWS/FT. DENSITY BLOWS/FT. CONSISTENCY SAMPLE ID. COMPONENT% GROUND WATER ABBREV.
0-4 VERY LOOSE 0-2 VERY SOFT s SPLIT SPOON MOSTLY 50 -100% WO· WHILE DRIWNG
5-10 LOOSE 3.4 SOFT T TlJBE SOME 30 • 45% NE • NOT ENCOUNTERED
11-30 MEDIUM DENSE 5.' MEDIUM STIFF u UNDISTURBED PISTON LITTLE 15-25% UR • NOT READ
31-50 DENSE 9-15 STIFF G GRAB SAMPLE FEW 5-10% ,,. VERY DENSE 16 • 30 VERY STIFF X OTHER TRACE '"' BORING NO. 31, HARD NR NO RECOVERY
Rn. 4NJ TR p,:. 2
L_ __ ENVIRONMENT & •lllftl INFRASTRUCTURE
I Note:
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Piezometer shown installed using direct
push methods. Piezometer will be
installed using hollow stem auger or
mud rotary methods and procedures
similar to those for monitoring well
installations if subsurface conditions
TYPICAL PIEZOMETER
INSTALLATION DETAIL
1--,.,,--------;--,----,--,~G:..R.:.O:..U:.:_ND SURFACE
//ef~~
-ill+---RISER CASING , . . , ,. ~~ MATERIAL: PVC SCHEDULE 40
":;. I.D.: 1 INCH ,.
~ , . . , ~-, . . , , . . ,
":;. , . . , , . . , ,.
:,:C ., , . . , , . . , , . . , , . . , , . . , , . . ,
~;._:i--,,.._ __ NATIVE SAND ":;. ,. :.-c ., , . . ,. ,.
WELL SCREEN
MATERIAL: PVC SCHEDULE 40
SLOT WIDTH: 0.010 INCHES
LENGTH: 10 FEET
I.D.: 1 INCH
(NO SCALE) I unfavorable for direct push methods. .___ __________ ____.
I ..... ENVIRONMENT & l~U>I INFRASTRUCTURE TYPICAL MONITORING WELL
I INSTALLATION DETAIL --------------,
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WASHED PEA GRAVEL
CONCRETE PAD
SLOPED AWAY FROM
CASING
~-----'---PROTECTIVE CASING
W/CAP & LOCK
P~-----cAP
,-ljt-------v;ENT
1/4 IN. WEAP HOLE 6 IN. ABOVE GROUND
/j'.ef~.ff: GROUND SURFACE
•--GROUT: CEMENT/BENTONITE
t----RISER CASING
MATERIAL: PVC SCHEDULE 40
I.D.: 2 INCH
14---6 INCH NOMINAL DIAMETER BOREHOLE
--RISER CASING
MATERIAL: STAINLESS STEEL
I.D.: 2 INCH
-----2 FT. BENTONITE PELLET SEAL
r,<,; ... --1 FT. WASHED FINE SILICA SAND (FX 30)
WELL SCREEN
MATERIAL: STAINLESS STEEL
SLOT WIDTH: TO BE DETERMINED•
LENGTH: 10 FEET
I.D.: 2 INCH
(NO SCALE)
•will be based on results of grain size analyses of subsurface soils.
Note: Well will include installation of Schedule 40 PVC surtace casing ii uppermost confining unit
present.
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I'll ..-ENVIRONMENT & I._U>I INFRASTRUCTURE
GROUND WATER MONITORING INSTALLATION DETAIL
PROJECT: JOB NO
LOCATION: INSTALLATION NO
CLIENT: TYPE OF INSTALLATION
CONTRACTOR: BORING NO.
DRILLER: CERTIFICATION NO: LOCATION
RUST FIELD REPRESENTATIVE: INSTALLATION DATE
SURVEY ~ TOP OF PROTECTIVE CASING (CAP OPEN) DATUM:
GROUND EL STICKUP
SURFACE ELEVATION: TOP OF WELL CASING OR RISER PIPE
! ,, EL. STICKUP
TYPE OF SURFACE SEAL
w
...J
! THICKNESS OF SURFACE SEAL
ct : 0 TYPE OF PROTECTIVE CASING U)
0 ' -INSIDE DIAMETER
f--
f--! TOT AL LENGTH
0 !
=-BOTTOM OF PROTECTIVE CASING U)
...J EL DEPTH ct UJ
U)
C z TYPE OF WELL CASING OR RISER PIPE ct
...J INSIDE DIAMETER ...J u::
l<:
0 .. ct APPROXIMATE DIAMETER OF BOREHOLE
ID
(I) z TOP OF WELL POINT 0 ~ ~ EL DEPTH
0 z TYPE OF WELLPOINT
0 -SCREEN GAUGE OR SIZE OF OPENINGS 0 E ...J INSIDE DIAMETER 0 E TYPE OF BACKFILL AROUND POINT U) ~ UJ
N 1i: -BOTTOM OF WELL POINT ct :;; EL. DEPTH :;; ::, BOTTOM OF BOREHOLE U)
• FIGURES ABOVE REFER • ALL DEPTHS ARE REFERENCED EL. DEPTH
TO DEPTH IN FEET TO GROUND SURFACE
+ = BENTONITE SEALS
LENGTH OF RISER PIPE LENGTH OF POINT TOTAL W$~
GW Mom. Derail
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PIii M9ENVIRONMENT & l•U>I INFRASfRUCTURE
PROJECT:
LOCATION:
CLIENT:
SURVEY DATUM:
MEASURING DEVICE:
MEASURING POINT
WELL
NUMBER Description Elevation (FT)
Rl'l'. l1!/IJ3
PAGE 1 OF 1
WATER LEVEL DATA SUMMARY
JOB NUMBER
DATE
MEASURED BY
DEPTH TO ELEVATION OF
WATER (FT) WATER (FT) COMMENTS
-----..... ENVIRONMENT & l•U>I INFRASTRUCTURE --- ---- - -- - --
Monitoring Well Development Log
Page __ ol __
Date Started (yr/mo/day) _____ Date Completed (yr/mo/day) ____ _ Total Well Depth (TWO) -_________________ 1/100 ft
Field Personnel, _______________________ _ Depth to Ground Water (DGW) = _______________ 1/100 ft
Site Nam,.,_ ________________________ _ Length of Water Column (LWC) =TWO• OGW = __________ 1/100 It
SEC Job#, _________________________ _ 1 Casing Volume (OCV) = LWC x _ _________ gallons
Well ID#, _________________________ _ 5 Casing Volumes= ___________________ gallons
__ Upgradient __ Downgradient Method of Well Development __________________ _
Weather Conditions _____________________ _
Air Temperatur Total Volume of Water Removed gallons
Date/Time Discharge Rate Volume Purged Water Temperature Specific Conductivity Turbidity/Color Sand Content Remarks pH Eh
(gpm) (gallons) ("C) (µmhos/cm) (%)
COMMENTS/OBSERVATIONS:
Mam. W,11 On·.
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-Page of ------lllKr ENVIRONMENT &
INFRASTRUCTURE Chain Of Custody Record RUST Project No.
Custody No.
Project/Location: SAMPLE ANALYSIS (x) F•Fillered P•Preserved
~ FIP Fl FIP FIP IP IP IP FIP FIP F(P
Client Name: ~ ~ Analytical Program: C -d ·a; C V U) w w w :, CWA SDWA CMP RCRA
Collected By: c 0 0 0 ;;,: a: w () 0 w --' 0 U) ... "' [j [j 0 0 0 () C. < --' i= 1ii z l?J U-z 0. .0 0 U) u: a: < :J E () >< () ... U) a: w < Sample ID Date Time 0 ~ -a; Sample Location :i 0 0 ... 0 w w w :,: [j 0 >-REMARKS u "' ,: ~ 0. ... ... [j z > :, a. :,: a. < u u
Custody Transfers Prior to Receipt By Lab Sample Delivery Details/Laboratory Receipt
Relinquished by/(Signed) Received by/(Signed) Date Tlme Delivered Directly to Lab □ Shipped □ (Organization) (Organization)
1. ----Method of Shipment: Airbill #:
2. --Analytical Lab: Location: --
3. Lab Recipient: Date: Time: __ ----(Signature)
Additional Remarks:
(Condition Upon Lab Receipt, Etc.)
Rev. 9/92 Original Report. White; Client Copy -Yellow; Laboratory Copy -Pink; File Copy -Gold Chnin ofCu1.