WI0800036_Application_20021212

DRAFT
PILOT STUDY
WORK PLAN
SITE 78, OPERABLE UNIT 1
MARINE CORPS BASE
CAMP LEJEUNE, NORTH CAROLINA
CONTRACT TASK ORDER 0253
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SEPTEMBER 2002
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Preparedfor:
DEPARTMENT OF THE NAVY
ATLANTIC DIVISION
NAVAL FACILITIES
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ENGINEERING COMMAND
Norfolk, Virginia
Under the:
LANTDIV CLEAN Program
Contract N62470-89-D-6007
Prepared by:
C112M HILL FEDERAL GROUP, LTD.
Herndon, Virginia
BAKER ENVIRONMENTAL, INC.
Coraopolis, Pennsylvania

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TABLE OF CONTENTS
Page
LIST OF ACRONYMS AND ABBREVIATIONS ....................... "'
1.0 INTRODUCTION.........................................................................................................1-1
1.1 Project Overview................................................................................................ 1-1
1.2 Contractual Setting............................................................................................. 1-2
1.3 Work Plan Organization..................................................................................... 1-2
2.0 SITE BACKGROUND.................................................................................................. 2-1
2.1 Site Description.................................................................................................. 2-1
2.2 Site Geology/Hydrogeology............................................................................... 2-1
2.2.1 Surficial Sediments and Aquifer........................................................... 2-2
2.2.2 Castle Hayne Aquifer............................................................................ 2-3
2.3 Site Environmental Conditions........................................................................... 2-4
2.3.1 Previous Investigations ..................................... .-.................................... 2-4
2.3.2 Site Contamination................................................................................ 2-5
3.0 PILOT STUDY DESIGN..............................................................................................3-1
3.1
Pilot Study Objectives and Goals.......................................................................
3-1
3.1.1 Vinyl Chloride Plume -Plume 1...........................................................
3-1
3.1.2 Trichloroethene Plume - Plume 3..........................................................
3-1
3.2
Technology Description.....................................................................................
3-1
3.2.1 Vinyl Chloride Plume - Plume 1...........................................................
3-1
3.2.2 Trichloroethene Plume - Plume 3..........................................................
3-2
3.3
Pre -Pilot Study Implementation Activities.........................................................
3-3
3.3.1 Geoprobe® Groundwater Sampling......................................................
3-3
3.3.2 Pump and Treatment Systems...............................................................
3-4
3.4
Injection Points...................................................................................................
34
3.4.1 Basis for Design....................................................................................
34
3.4.2 Location.................................................................................................3-5
4.0 PILOT STUDY IMPLEMENTATION.......................................................................4-1
4..1
Monitoring Well Installation..............................................................................4-1
4.1.1 Monitoring Well Network...................................•--...............................4-1
4.1.2 Installation Procedures..........................................................................
4-1
4.2
Baseline Groundwater Sampling........................................................................4-1
4.3
Injection of ORC® and HRC®.......-----•............................................................
4-2
4.4
Post -Pilot Study Groundwater Sampling............................................................
4-3
4.5
Contingency Plans..............................................................................................
4-4
5.0 REPORTING.................................................................................................................5-1
5.1 Investigation/Installation Report ........................................................................ 5-1
5.2 Periodic Progress Reports ..................................
5.3 Pilot Study Report ................................................•------•-•-------............................. 5-2
6.0 SCHEDULE...................................................................................................................6-1
7.0 REFERENCES ........ .::....................................................................................................
11

TABLE OF CONTENTS
(Continued)
LIST OF TABLES
Table 2-1
Summary of Aquifer Data at Hadnot Point
Table 3-1
Summary of On -Site Laboratory Analytical Parameters
Table 4-1
Summary of Fixed Base Laboratory Analytical Parameters
Table 4-2
ORC® and HRC® Injection Summary
Table 6-1
Schedule
LIST OF FIGURES
Figure 1-1 Operable Unit and Site Location Map
Figure 2-1 Site 78, OU 1
Figure 2-2 Site 78 North, OU 1
Figure 2-3 Site 78 South, OU 1
Figure 2-4 Average Groundwater Contours, 1996 to 2002
Figure 2-5 Location of Possible Source Areas
Figure 2-6 Maximum TCE Concentrations - Site 78 North - September 2000 to January
2001
Figure 2-7 Maximum TCE Concentrations - Site 78 South - April 2001 to October 2001
Figure 2-8 Maximum Vinyl Chloride Concentrations - Site 78 North - September 2000 to
October 2001
Figure 2-9 Maximum Vinyl Chloride Concentrations - Site 78 South - April 2001 to October
2001
Figure 2-10 Maximum Total BTEX and Benzene Concentrations - Site 78 North - September
2000 to January 2001
Figure 2-11 Maximum Total BTEX and Benzene Concentrations - Site 78 South - April 2001
to October 2001
Figure 2-12 Cross -Section Location Map - Site 78 North
Figure 2-13 Cross -Section Location Map - Site 78 South
Figure 2-14 TCE Cross -Sections - Site 78 North - September 2000 to October 2001
Figure 2-15 TCE Cross -Sections - Site 78 South - May 2001 to October 2001
Figure 2-16 Vinyl Chloride Cross -Sections - Site 78 North - September 2000 to October 2001
Figure 2-17 Vinyl Chloride Cross -Sections - Site 78 South - May 2001 to October 2001
Figure 3-1
Plume 1 - Vinyl Chloride
Figure 3-2
Plume 3 - Trichloroethene
Figure 3-3
Proposed Geoprobe® Locations - Plume 1
Figure 3-4
Proposed Geoprobe® Locations - Plume 3
Figure 3-5
Proposed ORCO Injection Locations - Plume 1
Figure 3-6
Proposed HRC® Injection Locations - Plume 3
LIST OF ATTACHMENTS
Attachment A ORC® Design Spreadsheet
Attachment B HRC® Design Spreadsheet
Attachment C Geoprobe® Pre -pack Well Installation Guide
iii

LIST OF ACRONYMS AND ABBREVIATIONS
Baker
Baker Environmental, Inc.
bgs
below ground surface
BTEX
benzene, toluene, ethylbenzene, and xylenes
CERCLA
Comprehensive Environmental Response, Compensation and Liability Act
CS
Characterization Study
DCE Dichloroethene
DoN Department of the Navy
ESE Environmental Science and Engineering
FFA Federal Facilities Agreement
FSAP Field Sampling and Analysis Plan
gpd
gallons per day -
gpm
gallons per minute
HASP
Health and Safety Plan
HPIA
Hadnot Point Industrial Area
HRC®
Hydrogen Release Compound
IAS
Initial Assessment Study
IDW
Investigation Derived Waste
IR
Installation Restoration
IRA
Interim Remedial Action
LANTDIV
Atlantic Division Naval Facilities Engineering Command
LTM
Long -Term Monitoring
MCB Marine Corps Base
NA
Natural Attenuation
NCDENR
North Carolina Department of Environment and Natural Resources
NCWQS
North Carolina Water Quality Standards
NPL
National Priorities List
ORC®
Oxygen Release Compound
OU
Operable Unit
psi pounds per square inch
RCRA Resource Conservation and Recovery Act
RUFS Remedial Investigation/Feasibility Study
ROD Record of Decision
SWMU Site Waste Management Unit
TCE Trichloroethene
TCL Target Compound List
iv

LIST OF ACRONYMS AND ABBREVIATIONS
(Continued)
TOC total organic carbon
TS Treatability Study
µg/kg
micrograms per kilogram
ug/L
micrograms per liter
USEPA
United States Environmental Protection Agency
UST
Underground Storage Tank
VC
Vinyl Chloride
VOAs
Volatile Organic Analytes
VOCs
Volatile Organic Compounds
WAR Water and Air Research

1.0 INTRODUCTION
This Pilot Study Work Plan provides detailed information regarding the design and performance
specifications of the pilot studies to be performed at Plumes 1 and 3 at Operable Unit (OU) No. 1
Site 78, Marine Corp Base (MCB) Camp Lejeune, North Carolina. Based on the Technology
Evaluation Report (April 2002) prepared by Baker, Plumes 1 and 3 were chosen as the two "hot -
spot" areas to test technologies in the form of pilot scale tests at Site 78. Site 78 is defined as the
area bounded by Holcomb Boulevard to the northwest, Sneads Ferry Road to the northeast,
Duncan Street to the southeast, and Main Service Road to the southwest (see Figure 1-1). Due to
the industrial nature of the site, many spills and leaks have occurred over the years. Most of these
spills and leaks have consisted of petroleum -related products and solvents from underground
storage tanks (USTs), piping, and uncontained waste storage areas with no secondary
containment. These releases into the environment have resulted in extensive groundwater
contamination at Site 78.
1.1 Proiect Overview
Previous work at Site 78 has indicated that natural attenuation of chlorinated organic compounds
is occurring and that it is effectively reducing contaminant mass and downgradient groundwater
concentrations (Baker, 2001 and 2002). While this is the case, the Camp Lejeune Partnering
Team has determined that active remediation at "hot -spots" of contamination is required to reduce
the time needed to reach North Carolina Water Quality Standards (NCWQS or 2L). The intent is
to address "hot -spots" by removing a significant amount of contaminant mass from these areas
that are likely contributing to the dissolved groundwater plumes. Once the "hot -spots" have been
treated, monitored natural attenuation will serve as the final remedy to complete site remediation.
This Pilot Study Work Plan provides an overview of the remedial objectives of the technologies
that were chosen for implementation at Plumes 1 and 3 within Site 78 as well as the design and
performance specifications.
The scope of this Pilot Study is limited to two areas (Plumes 1 and 3) within Site 78. Refer to
Figures 3-1 and 3-2 for the plume areas. Plume 1 is located at Site 78 North near Buildings 902
and 903 and is primarily composed of vinyl chloride (VC). Plume 3 is located at Site 78 South
near Building 1601 and is primarily composed of trichloroethene (TCE). At Plume 1, the tests
will include installation of initial GeoprobeO points and sampling, installation of monitoring
wells, baseline sampling, installation of approximately 16 injection points, injection of,Oxygen
1-1

Release Compound® (ORC®), and four post -treatment sampling events. At Plume 3, the tests
will include installation of initial Geoprobe® points and sampling, installation of monitoring
wells, baseline sampling, installation of approximately 24 injection points, injection of Hydrogen
Release Compound® (HRC®), and four post -treatment sampling events. Specific details of the
pilot study design and implementation are presented in Sections 3.0 and 4.0 of this Pilot Study
Work Plan.
1.2 Contractual Setting
MCB, Camp Lejeune was placed on the Comprehensive Environmental Response,
Compensation, and Liability Act of 1980 (CERCLA) National Priorities List (NPL) effective
November 4, 1989. Subsequent to this listing, the United States Environmental Protection
Agency (USEPA) Region IV, North Carolina Department of Environment and Natural Resources
(NCDENR), the United States Department of the Navy (DoN) and the Marine Corps entered into
a Federal Facilities Agreement (FFA) for Camp Lejeune. The primary purpose of the FFA was to
ensure that environmental impacts associated with past and present activities at the Base are
thoroughly investigated, and that appropriate CERCLA response and Resource Conservation and
Recovery Act (RCRA) corrective action alternatives are developed and implemented as necessary
to protect public health and welfare, and the environment.
1.3 Work Plan Or{�anization
The following elements are presented in this Pilot Study Work Plan.
Section 2.0 - Site Background
Section 3.0 - Pilot Study Design
Section 4.0 - Pilot Study Implementation
Section 5.0 - Reporting
Section 6.0 - Schedule
Section 7.0 - References
Section 2.0 provides site background and history, as well as a site description including the
geology and hydrogeology, and site environmental conditions. The site environmental. conditions
include data to support the selection of the treatability tests. Section 3.0 provides. :a -detailed
description of the proposed pilot study design tasks including the technologies 'and' injection
1-2

points, but more importantly provides the study goals and objectives. More detailed descriptions
of the field activities are documented in the Field Sampling and Analysis Plan (FSAP). Section
4.0 discusses the pilot study implementation, including monitoring well installation, injection of
chemicals, and the project schedule. The project reporting schedule is provided in Section 5.0.
The proposed schedule for this work plan is found in Section 6.0, and references used in
developing the Work Plan are provided in Section 7.0.
Tables and figures are located after the text portion of this Work Plan. Supporting information is
contained within the attachments referenced throughout the document, which include
Attachments A through C.
1-3

2.0 SITE BACKGROUND
This section presents a brief description of the site setting including geology/hydrogeology, and
site environmental conditions. Detailed descriptions of the site conditions are presented in
previous documents referenced herein. The site environmental conditions presented in Section
2.3 provide an overview of the nature and extent of contamination. These site environmental
conditions have been used to support the treatment approaches at Site 78 leading up to this Pilot
Study Work Plan, and including the Technology Evaluation Report for Site 78 (Baker, April
2002). Information gathered at Site 78 after this point found to be -relevant and appropriate to the
pilot studies has been incorporated into this Work Plan.
2.1 Site Descri )tion
Site 78 encompasses the industrial area [Hadnot Point Industrial Area (HPIA)] of MCB, Camp
Lejeune and is located within OU 1. Figure 2-1 is an aerial photograph of the area around HPIA.
The site has been divided into two areas, referred to as Site 78 North and Site 78 South. The OU
was divided into the north and south areas because the contaminant plumes in each area are
separate from one another and are being contained/remediated by two different pump and treat
systems. Figures 2-2 and 2-3 provide an aerial view of the sites for the two areas.
The land within Site 78 is relatively flat with surface elevations ranging between 22 to 32 feet
above mean sea level. The installation of drainage ditches, storm sewers, buildings, and
extensive paving have altered natural drainage. Surface runoff from some areas of the site
appears to drain into Codgels Creek and/or Beaver Dam Creek.
2.2 Site Geology/Hydrogeology
The following provides general information on the geology and hydrogeology underlying the
HPIA. The information presented was taken from various report sources:
0 Cardinell, et al., 1993
a Geophex, 2002
0 Baker, 1994, 2001 and 2002
• ESE, 1990
• Law -Catlin, 1998
2-1

�t�

For additional detailed information concerning the geology and hydrogeology of the HPIA area
(Site 78) refer to Section 3.0 of the OU No. 1 Remedial Investigation (RI) Report (Baker, June
1994).
2.2.1 Surficial Sediments and Aquifer
The surficial sediments consist of interfngering beds of sand, clay, sandy clay and silt that
contain some peat and shells of Quaternary and Miocene age. These sediments commonly extend
to depths of 30 to 80 feet below ground surface (bgs) within the HPIA. Thickness of the surficial
aquifer, ranges from about 10 to 70 feet and, typically averages 25 feet. The clay, sandy clay, and
silt beds that occur in the surficial aquifer are thin and discontinuous throughout. A semi
confining unit has been reported underlying the surficial aquifer within some portions of the
HPIA, mainly in the north - northeastern areas (ESE, 1990). Other studies (Geophex, Law -
Catlin) have reported an absence of a continuous confining /semi -confining layer within the
BPIA.
Recharge to the surficial aquifer is by rainfall. The aquifer receives more recharge in the winter
than in the summer when much of the water evaporates or is transpired by plants before it can
reach the water table. Most of the surficial groundwater is discharged to local streams, but some
water passes through the underlying semi -confining unit. Recharge for the surficial aquifer is
based on an average rainfall of 52 inches per year and an average recharge of 30 percent, or an
annual recharge of approximately 16 inches per year. The remaining 70 percent of the rainfall is
lost as surface runoff or evapotranspiration. Sixteen inches of recharge equates to 760,000 gallons
per day (gpd) per square mile or approximately 114,000,000 gpd for all of MCB, Camp Lejeune
(based on 150 square miles of recharge area). Water levels in the wells tapping the surficial
aquifer vary seasonally. The water table is generally highest in the winter and spring, and lowest
in the summer and early fall. The average groundwater elevations from 1996 to the present,
measured during the Long Term Monitoring (LTM) events, are shown in Figure 2-4 for the
surficial aquifer.
Data from aquifer tests (slug tests and pump tests) performed within the HPIA were tabulated and
are presented on Table 2-1.. Based on information available from UST and Installation
Restoration (IR) .studies, the horizontal hydraulic conductivity ranges from approximately 0.3 to
2-2

17 ft/day. The average pumping rates used for pump tests were from 0.5 to 3 gallons per minute
(gpm)-
Although the aquifer is classified as GA (i.e., existing or a potential source of drinking water
supply for humans), it is not used as a potable water source at MCB, Camp Lejeune. The primary
reason for its non-use is because of its low yielding production rates which are typically less than
three gpm.
2.2.2 Castle Hayne Aquifer
The principal water supply aquifer for MCB, Camp Lejeune is the Castle Hayne aquifer. This
aquifer primarily resides within the River Bend Formation, which consists of sand, cemented
shells and limestone. The depth to the top of the aquifer ranges from 30 feet bgs to 80 feet bgs.
The depth variations are attributed to the interpreted occurrences of mound features within the
Castle Hayne, underlying collapse, and the top of the River Bend Formation being an erosional
surface). The thickness of the aquifer in the HPIA is more than 300 feet.
Estimated transmissivity, hydraulic conductivity and storage coefficient values for the Castle
Hayne aquifer range from 6,100 to 183,300 gpd/ft, 14 to 91 ft/d and 2 x 10-4 to 1.9 x 10"3,
respectively. An aquifer pump test conducted by ESE (1990) in the HPIA, using an existing
water supply well (HP642), indicates an average transmissivity and storage coefficient of 9,600
gpd/ft and 8.8 x 10-4, respectively (ESE, 1990).
The vertical hydraulic conductivity of the Castle Hayne confining unit was estimated to range
from 0.0014 to 0.41 ft/d. These values are comparable to those determined for silts and clays;
therefore, this unit may only be partly effective at retarding the vertical movement of
groundwater between the surficial and Castle Hayne aquifers (Cardinell, et al., 1993).
Recharge of the Castle Hayne aquifer at MCB, Camp Lejeune is primarily received from the
surficial aquifer. Natural discharge is to the Ne* River and its major tributaries. The Castle
Hayne aquifer provides roughly seven million ,ti allons of water to MCB, Camp Lejeune.
Groundwater pumping has not significantly affected natural head gradients in the aquifer.
2-3

2.3 Site Environmental Conditions
2.3.1 Previous Investigations
Presented below are summaries of previous IR investigations performed at the HPIA.
Investigative activities at the HPIA began in 1983 with an Initial Assessment Study (IAS)
conducted by Water and Air Research (WAR, April 1983). Sites requiring further investigation
were advanced to additional studies and characterization, and were presented in the Site Summary
Report (ESE, 1990). Remedial Investigation/Feasibility Study (RI/FS) activities were conducted
at sites recommended for further action in the Site Summary Report.
The HPIA consists of IR Sites 21, 24, 78, and 94 and collectively compromise OUs 1 and 18.
Numerous investigations have been performed at these OUs since the IAS, and are currently
being performed under the IR and UST programs. There are also a number of Solid Waste
Management Units (SWMUs) being investigated within the HPIA under the RCRA program.
The following sections describe the previous investigations at Site 78 and its' present
environmental status.
A two-part Confirmation Study was conducted by Environmental Science and Engineering, Inc.
(ESE) from 1984 through 1986 (ESE, September 1990). The purpose of the Confirmation Study
was to investigate potential contaminant source areas identified in the IAS Report. Site 78 was
evaluated and consequently was determined to warrant further investigation. Supplemental
Characterization Steps were performed by ESE from 1990 through 1991, and in 1991 a
Characterization Study (CS) / RI was performed for the shallow soils, the surficial aquifer, and
the Castle Hayne aquifer. A Final Interim Remedial Action (IRA) Record of Decision (ROD)
was prepared for the surficial aquifer in 1992 by Baker Environmental, Inc. (Baker). A RI/FS
was prepared by Baker from 1993 through 1994. The Final ROD for OU No. 1 was prepared by
Baker in 1994 and stipulated remedial objectives for Site 78 including a pump and treat system
and a LTM program for groundwater. Pump and treat operations and LTM have been ongoing at
this site and continue today. Pump and treat operations were suspended at the South Plant during
the period of January 2002 through May 2002. The northern and southern pump and treat systems
are in operation near Plumes 1 and 3 in the surficial aquifer. Preliminary NA studies were
completed at Site 78 in 2001 and 2002 and a supplemental field investigation to evaluate the
extent of contamination in the ball field area of Site 78 South was _completed -in June 2002
WE

2.3.2 Site Contamination
The groundwater at Site 78 is contaminated with TCE, the products of its reductive
dechlorination, cis-1,2-dichloroethene (cis-1,2-DCE) and VC, and the benzene, toluene,
ethylbenzene and xylenes (BTEX) compounds. A complete summary of the contaminants and
their present-day concentrations can be found in the two Natural Attenuation Evaluation Reports
(Baker, 2001, 2002), and the Technology Evaluation Report (Baker, April 2002). In addition,
potential source locations within the HPIA based on review of historical records can be found in
Figure 2-5. Figures 2-6 and 2-7 depict the maximum TCE concentrations at Sites 78 North and
South in the form of contours on an aerial photograph. These concentrations are the maximums
found across the site from the most recent NA field investigations. Figures 2-8 and 2-9 depict the
maximum VC concentrations across the site. Benzene and Total BTEX concentrations at both
the north and south areas of the site are found in Figures 2-10 and 2-11. It should be noted that
data from the July 2002 LTM event was not available for the preparation of this Work Plan.
Accordingly, the plume maps presented for Site 78 South do not depict data collected from the
new monitoring wells installed in the ball field area.
Cross -sections of concentrations in the vertical direction were also prepared. Again, only the
maximum concentrations were contoured. Figures 2-12 and 2-13 show the cross-section
(� locations at Site 78 North and Site 78 South, respectively. Figure 2-14 is the vertical depiction of
the north, and Figure 2-15 is the vertical depiction of TCE in the south. Figures 2-16 and
2-17 depict VC concentrations in the north and south, respectively.
It should be noted that historical data for some wells indicate that groundwater concentrations
across the site have decreased or remained steady since the inception of RI at the site. This is due
in part to the presence of the pump and treatment systems installed in the north and south portions
of the sites during 1995. However, it is interesting to note that concentrations had been
decreasing prior to that implementation probably as a result of natural attenuation through
dechlorination of the contaminants. A summary of historical trends for some of the older wells at
the site can be found in the Site 78 Technology Evaluation (Baker, April 2002).
Soil concentrations of TCE and its daughter products at discrete locations at the site were found
during a soil gas survey conducted by ESE in 1987 and subsequent soil samples collected by ESE
(1987), Baker (1993), R.E. Wright(1995), and Law Engineering (1997). This information is.
summarized in the Site 78 Technology Evaluation (Baker,'April '2002): Soil sample analyses
2-5

from the various studies did not result in significant detections of TCE in soil from the limited
locations sampled. Most recently at Site 78 in June 2002, discrete soil samples were collected
with a Geoprobe within Plumes 1 through 4. There were no evident detections in the soil that
would represent a continuing source of contamination. One sample indicated a detection of 350
micrograms per kilogram (µg/kg) TCE at the one -foot interval (note that the sample from 7.5 feet
did not detect VOCs). This sample was taken at Plume 3 and was drilled diagonally under
Building 1601. For the purposes of this evaluation, soil contamination was not considered in
terms of a remedial action.
2-6

3.0 PILOT STUDY DESIGN
3.1 Pilot Studi Objectives and Goals
The objective of these pilot studies is to determine if the applied in -situ technologies are effective
in remediating the chlorinated compounds in the groundwater at two locations at Site 78.
3.1.1 Vinyl Chloride Plume - Plume 1
The area to be considered for this pilot scale treatability test is the area under the footprint of the
1000 micrograms per liter (ug/L) vinyl chloride isoconcentration contour emanating from the
corner of Building 903 as shown on Figure 3-1. The clean up goal in this footprint for the
purpose of this pilot study is an order of magnitude reduction in concentration at the wells within
the plume footprint. While this will still be above the NCDENR 2L standard of 0.015 ug/L, it is
considered reasonable to use this standard for a pilot scale test. Because this is a pilot scale
treatability test, it is recognized that this goal may or may not be reached with the proposed
technology within the time frame of the pilot scale test.
3.1.2 Trichloroethene Plume - Plume 3
The area to be considered for this pilot scale treatability test is the area under the footprint of the
1000 ug/L TCE isoconcentration contour near the comer of Building 1601 as shown on
Figure 3-2. The clean up goal in this area for the purpose of this treatability test is an order of
magnitude reduction in concentration at the wells within the plume footprint. It is recognized that
this goal may or may not be reached with the proposed technology within the time frame of the
pilot scale test.
3.2 Technologv Description
3.2.1 Vinyl Chloride Plume - Plume.-1
Oxygen Release Compound (ORCO), manufactured by Regenesis, Incorporated, has been
selected as a potential in -situ remedial technology for the vinyl chloride groundwater plume and
will be used in this pilot test. ORCO is a .patented formulation of magnesium dioxide that slowly
releases oxygen upon hydration from six to •nine months. The "time -release" f6ature of-ORCO is
3-1

accomplished with the use of a food grade phosphate that is intercalated within the magnesium
dioxide. The phosphate both inhibits water from immediately permeating the magnesium dioxide
and also allows the crystalline structure to remain open for complete dissolution with time. The
by-products of the ORC® reaction with water are oxygen gas and magnesium hydroxide. With
this technology, the oxygen that is released is used for direct aerobic or co -metabolic
biodegradation of vinyl chloride, resulting in carbon dioxide, water, and chloride. ORCO's
original use was to provide oxygen for in -situ biodegradation of petroleum hydrocarbon plumes.
It has since been used to also treat dissolved vinyl chloride plumes.
ORC® is available as a white powder. It is mixed with water to form a slurry which is injected
under pressure into an aquifer. Once it is mixed, it is injected into the aquifer at grid points
located in the area of the vinyl chloride plume using Geoprobe® technology. Configuration of
the injection can also be in the form of a permeable "oxygen barrier" for controlling plume
migration downgradient of the source area.
ORC's effectiveness does not rely on direct contact with target contaminants. Rather, the
diffusion and dispersion processes in the groundwater deliver oxygen to the targeted areas. In
tight soils, diffusion plays a significant role. It is a greater challenge to allow dispersion to carry
the oxygen, but this challenge can be overcome by varying the spacing of the grid points and the
amount of ORC® injected. Another limitation of ORC® when used for vinyl chloride plumes
may be its inability to remediate the vinyl chloride to acceptable levels. This is site -specific and
can only be determined through pilot testing. ORC® is expected to last from six to nine months
in a subsurface aqueous environment.
3.2.2 Trichloroethene Plume - Plume 3
Hydrogen Release Compound (HRC®), manufactured by Regenesis, Incorporated, has been
selected as a potential remedial technology for the TCE groundwater plume and will be used in
this pilot test. With this passive in -situ technology, HRC® slowly releases lactic acid upon
contact with water. The lactic acid is then consumed by microbes, and a steady hydrogen supply
is released for direct anaerobic biodegradation, or reductive dechlorination of TCE. The resulting
by-products are the daughter products of reductive dechlorination: cis 1,2-DCE, vinyl chloride,
ethylene, and ethane. Daughter products of PCE and TCE dechlorination (1,2-DCE and vinyl
chloride) may increase as the parent compounds are being degraded. Because the :hydrogen
concentrations, resulting from the slow -release .HRC®: are moderate and' not excessively high;
3-2

dechlorinators can make efficient use of the hydrogen for TCE reduction, and complete reduction
to ethene and ethane can occur.
HRC® is available as a viscous fluid. To overcome the viscosity, it must be heated prior to
injection in order to deliver it to a subsurface environment. It is usually injected directly into an
aquifer area of concern at various grid points using Geoprobe® technology. Once injected,
HRC® remains in place due to a viscosity increase upon contact with groundwater, where it
slowly dissolves over time. Depending on site conditions, the configuration of the injections can
be in the form of in -situ source treatment, post -excavation source treatment, permeable "barriers,"
and plume cut-off barriers. HRC® is expected to last from nine months to more than one year in
a subsurface aqueous environment.
One potential issue with HRC® injection is the formation of hydrogen sulfide in the groundwater.
Because sulfate -reducing conditions are also optimum reductive dechlorination conditions, often
the sulfate reducers are simultaneously at work in the aquifer, producing hydrogen sulfide. While
this is not a problem in situ, some odor may emanate while sampling.
Another potential issue with HRC® injection technology would be the incomplete degradation of
the TCE at the site, as would be indicated by a build-up of the DCE compounds. Kean, et al.
(2002) report that geochemical conditions of the groundwater during reductive dechlorination
may inhibit complete mineralization of the chlorinated compounds to ethene.
3.3 Pre -Pilot Study Imtalementation Activities
3.3.1 Geoprobe® Groundwater Sampling
Prior to implementation of the pilot tests, groundwater samples will be collected at approximately
10 to 12 locations within the vinyl chloride plume and at 8 to 10 locations in the TCE plume.
Three to four depths at each location will be sampled using a Geoprobe in -situ sampler. Figures
3-3 and 3-4 depict the approximate locations of these sampling points. An on -site laboratory will
be used to analyze the groundwater for Target Compound List (TCL) VOAs. The TCL is given
in Table 3-1. The results of this sampling will be used for 1) a more accurate delineation of the
horizontal and vertical extent of the VC and TCE plumes for pilot scale test implementation; and
2) a basis for selecting permanent well locations to be used for baseline and post -treatment
monitoring.
3-3

3.3.2 Pump and Treatment Systems
At a minimum of two months prior to implementation of the pilot scale tests, the active pump and
treatment systems will be taken off line so that the groundwater can recover to non -pumping
equilibrium before the start of the tests. It is estimated that these pilot tests will occur in January
2003. Therefore, in early November 2002, the pump and treat systems will be shut down. It is
important to establish a natural (non -pumping) gradient by monitoring nearby wells during this
two month period. It is expected that taking the pumping wells off-line will result in a return to
pre -pumping water levels and flow directions. This will be confirmed prior to the start of the
pilot tests with the collection of a round of water levels from the wells in the test areas.
3.4 Injection Points
3.4.1 Basis for Design
Regenesis, Inc. has developed software in the form of Excel spreadsheets for assistance in
designing the injection scenario for both ORCO and HRCO. These spreadsheets were used for
the initial design of both pilot studies. Further refinement of the design was done in collaboration
with Regenesis, Inc. The spreadsheets are shown in Attachments A and B for ORCO and HRCO,
respectively.
Several factors are incorporated into the injection design, including soil type in the aquifer,
hydraulic gradient and hydraulic conductivity, concentrations of contaminants of concern, depth
of the treatment zone, and the presence of any other compounds that may interfere with the
reaction. Also considered in the design is the sorbed phase component of the targeted
compounds, assuming mobilization of the sorbed phase occurs when the dissolved phase is
reduced or destroyed. The organic carbon partition coefficient for each compound and the
fraction organic carbon in the aquifer were used to determine the sorbed phase concentrations.
All these variables and their assumed values (Weidemeier, et al, 1998 and U.S. EPA, 1998) can
be seen in the spreadsheets. Based on Regenesis' input into the design of the grid spacing, a
spacing of 10 to 15 feet was used in the design of the injection locations. This tight spacing is
due to the very slow groundwater movement in the area of Hadnot Point.
34

For the case of ORC®, total organic carbon in the soil matrix is oxygen consuming, and this is
accounted for in the amount of ORC® suggested for use. Chemical and biological oxygen
demand concentrations are also included in the design. These values are assumed if unknown.
At Site 78, the chemical oxygen demand was measured in several locations in the south side of
the site during the June 2002 Additional Data Collection Investigation. The upper 95%
confidence limit based on a lognormal distribution of these results was used as an estimate of the
chemical oxygen demand at Plume 1. The stoichiometry of each reaction is taken into account.
After the amount of ORC® required is calculated to satisfy the known stoichiometry, a safety
factor of 1 — 10 is multiplied by the calculated amount to account for unknown°:conditions or
additional demand.
In the vinyl chloride plume, there is localized area of high vinyl chloride (6,700 ug/L maximum
detected, currently 2,300 ug/L) at the corner of Building 903. A concentration of 5,000 ug/L was
used as the design concentration. Section 4 discusses the amount of ORC® to be injected.
For the case of HRC® injection at Plume 3, the demand by the different electron acceptors is
accounted for in the amount of hydrogen necessary to reduce the chlorinated compounds.
Therefore, the amount of dissolved oxygen, nitrate, ferrous iron, and sulfate currently in the
aquifer at that location is also used in the design. A concentration of 5,000 ug/L TCE was used in
the design spreadsheets. In general, a safety factor of 1 to 4 is used to account for uncertainty in
the hydrogen demand. Section 4 discusses the amount of HRC® to be injected. Due to the slow
movement of the groundwater in this location, a safety factor of 3 and a tight grid spacing of 10 to
15 feet was used in this design.
3.4.2 Location
These pilot tests will focus treatment on the groundwater plume footprint within the lateral 1000
ug/L contour level for Plume 1 and the lateral 1000 ug/L contour level for Plume 3. Figures 3-5
and 3-6 depict the designed locations of the injection points based on the current understanding of
the plumes' geometry. It should be noted that slight changes in the locations and the number of
these injection points may be necessary when the results of the pre -pilot study on -site
groundwater analyses described in Section 3-3 are known. Current site conditions are assumed to
accommodate these locations. However, unforeseen site conditions may cause some locations to
be adjusted. It should be noted that the Regenesis, hic. software designs the injection locations:in
a grid format, with so many rows and so many injection points per row. This °configuration will
3-5

i jI

be adjusted to spread out the injection points in the plumes' footprints. In some cases the result is
not a uniform grid, but the plumes' footprint is covered.
Both plumes are located near the corner of buildings. Plume 1 is located near Building 903 and
Plume 3 is located near Building 1601. Because of this, the Geoprobe® tool will be angled near
the buildings in one or more locations in order to deliver the ORC® and HRC® to any dissolved
vinyl chloride or TCE that may be in the aquifer directly under these buildings. This is only a
precautionary measure as no groundwater samples have been obtained from directly under these
building comers to confirm the presence of vinyl chloride or TCE.
At Plume 1, the vertical extent of the pilot test will be the known extent of the vertical plume of
vinyl chloride above the NCDENR 2L standard. The water table is approximately 8 feet below
the ground surface at this location. The approximate depth of the known 1000 ug/L vinyl
chloride plume is 32 feet bgs at monitoring wells 78-GW43 and 78-GW44. This may or may not
be adjusted once the additional groundwater sampling results are obtained. It is expected that 32
feet will be the minimum treatment depth for Plume 1. As shown in Figure 3-5, a dense spacing
of ORC® injection points was designed around 78-GW44, including some points that will be
angled to deliver ORC® under a small portion of Building 903. A total 0 25 injection point are
planned at Plume 1.
At Plume 3, the approximate depth of the 1,000 ug/L contour is 34 feet below the ground surface.
However, the lower extent of the known plume above the NCDENR 2L standard is
approximately 50 feet bgs. Analysis of additional groundwater samples may or may not require
the depth of the injections to be adjusted. The water table is found approximately 10 feet bgs at
this location. As shown on Figure 3-6, approximately 38 injection points are planned in the area
of Plume 3, including some that will be angled to deliver HRC® under a sma portion of
Building1601. This number is slightly less than shown on the Regenesis HRC® spreadsheet and
may be adjusted in the field depending on site conditions.
3-6

mi

4.0 PILOT STUDY IMPLEMENTATION
4.1 Monitoring Well Installation
4.1.1 Monitoring Well Network
Approximately four additional monitoring wells located in or near Plume 1 and six additional
monitoring wells located in or near Plume 3 will be installed in locations suitable for monitoring
the plumes during the pilot scale tests. Locations will be determined after the results of the pre -
pilot study Geoprobe® sampling are known. It is anticipated that wells 78-GW43, 78-GW44, 78-
RW11, and 78-GW24-1 will also be sampled during the Plume 1 pilot scale test monitoring.
Monitoring well 78-GW60, installed in June 2002, and recovery well 78-RW15 will be sampled
during the pilot scale test monitoring at Plume 3. Two monitoring wells will be sentinel wells,
one placed outside and downgradient of each treatment area, for the purpose of ascertaining
whether additional contamination is mobilized during treatment. The monitoring wells will be
located to monitor the plume with the original, pre -pumping flow directions.
The new monitoring wells will be labeled in consecutive numerical order beginning with 78-
GW69.
4.1.2 Installation Procedures
Geoprobe® prepack, one -inch, monitoring wells will be used for the additional wells necessary
for this pilot study. These well types have been used since September 2000 at Site 78. They are
simple to install and develop, and sampling is expedited with the one -inch diameter. A five-foot
screen will be used with these wells and the screen will be placed in the zone o" f highest
contaminant concentration according to the results of the Geoprobe® groundwater investigation
during the pre -pilot test sampling. Attachment C contains the installation procedure for these
wells.
4.2 Baseline_ Groundwater Samplint„,
Once the new monitoring wells are in place, all wells in this pilot study program will be sampled
for baseline concentrations. The samples will be sent to a fixed -base laboratory and analyzed for. , .
TCL VOAs, chloride; and dissolved gases as shown -in Table 4-1. Field parameters such'as
4-1

dissolved oxygen, conductivity, pH, temperature, and oxidation-reduction potential will also be
taken. At Plume 3 ferrous iron and alkalinity will be analyzed in the field using a Hach
Spectrophotometer and digital titrator. Also at Plume 3, total organic carbon (TOC), sulfate,
sulfide, metabolic acids, nitrate, and nitrite will be analyzed at a fixed base laboratory.
4.3 Injection of ORC® and HRC®
Both ORCO and HRC® will be injected in a single application into the aquifer using Geoprobe®
direct push technology. In Plume. Lthe injection zone will be from 10.to 40 feet bgs. In Plume 3
the injection zone will be from 10 to 50 feet bgs. The quantities of ORC® and HRC® to be
injected at each location are summarized in Table 4-2. Refer to Figures 3-5 and 3-6 for the
approximate locations of the injection points.
ORC® is available in 30-pound buckets. It is in the form of a white powder and must be mixed
with water to form a slurry with 30% (20% - 40%) solids content by weight. The amount of
water needed to mix with each bucket is slightly more than 8 gallons. The quantities to be
injected at Plume 1 once mixed are also given in Table 4-2.
HRC® is available in the form of a viscous fluid. It, too, is shipped to the site in 30-pound
buckets. It must be heated to 95' F prior to injection in order to overcome the viscosity for
pumping. The quantities to be injected at Plume 3 are given in Table 4-2. Based on the amount
of HRC® necessary per foot of injection, approximately 12 buckets will be used at each injection
point.
For both ORCO and HRC®, the injection is performed from the bottom of the injection zone to
the top. The Geoprobe® point is advanced to the maximum depth needed. The injection occurs
continuously while the point is being retracted. Retraction and pumping are halted every four
feet to remove a rod. Some adjustment is made initially to determine appropriate pumping rates
and retraction speed in order to deliver the correct amount of the ORC® and HRC® in a uniform
manner to the formation with depth. Typical injection rates are 2 to 40 gallons per minute.
The injection pressures vary depending on the formation of the aquifer and the amount of ORC®
and HRC® to be injected. In general, the pressures are less with an unconsolidated aquifer
formation such as sand, and increase with decreasing grain size. Regenesis, Inc. recommends a
1,000 pounds per square inch (psi) pump -for ORCO and a 2,000-psi pump for HRC®. These
4-2

pressures are the maximum attainable and may or may not be reached during the actual injection
process.
Backfilling of the injection points above the water table may or may not be necessary, depending
on the soil. If a hole remains at an injection point, it will be filled with bentonite.
4.4 Post -Pilot Stud► Groundwater Samplim,
z_ After injection of the ORC® and HRC®, all wells in this.pilot study program will be sampled
four times to provide post -application results. The samples will be sent to a fixed -base laboratory
and analyzed for TCL VOAs, chloride, and dissolved gases as shown in Table 4-1. Field
parameters such as dissolved oxygen, conductivity, pH, temperature, and oxidation-reduction
potential will also be taken.
At Plume 3, ferrous iron and alkalinity will be analyzed in the field using a Hach
Spectrophotometer and digital titrator. Also at Plume 3, TOC, sulfate, sulfide, nitrate, nitrite, and
metabolic acids will be analyzed at a fixed base laboratory. Hydrogen analyses will be performed
at Plume 3 twice during the post -pilot study monitoring in order to assess the effectiveness of the
HRCO and to establish if hydrogen is present in the quantities necessary for reductive
dechlorination to occur.
The frequency of sampling will be as follows. One sampling round will be completed two weeks
after the injections. This sampling round will include hydrogen sampling at the existing
monitoring wells only, since hydrogen cannot be analyzed until 3 months after well installation
(Microseeps, October 2001). Two months after the injection, another sampling round will occur.
The next round will take place 6 months post -injection, and will include hydrogen sampling at all
the wells. The last event will occur 12 months post -injection. It should be noted that additional
groundwater data beyond one year will also be collected during the regularly scheduled
semiannual LTM events.
It is expected that the ORC® will last from six to nine months in the aquifer. The final sampling.
rounds are expected to occur after the ORC® has been depleted and will help identify any vinyl
chloride concentration rebound. HRC® will last approximately one year in the subsurface. The
final sampling round will .be used to provide. an indication of whether TCE concentrations
rebound.
4-3

4.5 Contingency Plans
In some cases, overflow of ORC® and HRC® onto the ground occurs while injecting at too high
a pressure in tight soils. If this happens, it will be dispersed and diluted with water. Some
contractors have a specially equipped injection nozzle that closes when the backpressure gets too
high, thereby avoiding this situation.
While not expected during remediation with HRC®, vinyl chloride build-up can occur during
reductive dechlorination. Careful attention to the post -pilot study sampling results at Plume 3
will be used to assess any locations where the complete reduction of the chlorinated compounds
is not occurring. If the levels are great enough, it may be necessary to treat these with a separate
remedial technology, not included in this scope.
The formation of hydrogen sulfide in the aquifer is a concern while sampling; however, all wells
will be located out doors, and odor is not expected to be a problem.
4-4

5.0 REPORTING
Three different types of reports will be produced during the course of the pilot tests. These are:
• Investigation/installation report;
• Periodic progress reports; and
• Pilot study report.
Each of these is described below.
5.1 Investigation/Installation Report
The pilot scale remediation tests contain work elements that involve pre -testing investigation,
installation of permanent monitoring wells, and injection of chemicals within plume "hotspots".
The results of these tasks will be summarized in a report to be provided at the completion of field
activities. The report will contain:
• Results of the pre -test sampling;
• A discussion of well location selection;
• A summary of well installation activities;
• A discussion of any changes to the injection point configuration based on site conditions;
and
• A summary of the chemical injection process including injection point surveyed locations
and quantity of chemical injected.
This report will be used to form a part of the final pilot test report; therefore, only a draft edition
will be prepared. Any comments received on the draft will be addressed in the final pilot study
report.
5.2 Periodic Pro+-ress Reports
Three periodic progress reports are envisioned with one provided after each of the first three post -
application sampling events.
5-1

These reports will be brief, letter -style documents. The results of the most recent sampling event
will be provided and briefly discussed. Time trends for contaminant concentrations will be
provided as appropriate.
5.3 Pilot Study Retort
This report will provide complete details of the pilot study from pre -application investigation
through a full year of post -application sampling. Included will be:
• The Investigation/Installation Report (with comments addressed as appropriate);
• The complete analytical data from pre -application through a full years worth of post -
application sampling;
• A detailed analysis of the effectiveness of the remedial approach in reducing contaminant
concentration and in removing contaminant mass; and
• Recommendations regarding future site activities.
The report will be issued in two editions — draft and final. A comment period will be allowed for
in the schedule between the two documents and any comments received will be addressed in the
final version.
5-2

6.0 SCHEDULE
The schedule for this pilot study project is presented in Table 6-1.
6-1

7.0 REFERENCES
Baker Environmental, Inc. (Baker). April, 2002. Technoloa:.,. Evaluation_ OU No. 1, Site 78..
Marine Corps Base Camp Lejeune. North Carolina. Prepared for the Department of the Navy,
Naval Facilities Engineering Command Atlantic Division, Norfolk Virginia. April 25, 2001.
Baker Environmental, Inc. (Baker). February, 2002. Draft Natural Attenuation Evaluation, OU
No. 1. Site 78 South, Marine Corps Base Camp Lejeune. North Carolina. Prepared for the
Department of the. Navy,: Naval Facilities Engineering Command Atlantic Division, Norfolk
Virginia. April 25, 2001.
Baker Environmental, Inc. (Baker). 2001. Draft Natural Attenuation Evaluation and Remedial
Action Review._ OU No. 1. Site 78 North. Marine Corps s Base CaMp Lejeune. North Carolina.
Prepared for the Department of the Navy, Naval Facilities Engineering Command Atlantic
Division, Norfolk Virginia, July, 2001.
Baker Environmental, Inc. (Baker). 1997 through 2001. Long, Term Monitoring Report for OU
No. 1 ( Site 78). Prepared for the Department of the Navy, Naval Facilities Engineering Command
Atlantic Division, Norfolk Virginia.
Baker. June 1994. Remedial InvestEation Report.. Operable Unit No. 1__(Sites 21, 24, & 78),
Marine Corps Base. Camp Lejeune. North Carolina. Prepared for the Department of the Navy,
Naval Facilities Engineering Command Atlantic Division, Norfolk Virginia.
Baker. September 8, 1994..Final Record of Decision for Operable Unit No. 1 (Sites 21. 24, & 78),
Marine Corps Base. Camp Lejeune. North Carolina. Prepared for the Department of the Navy,
Naval Facilities Engineering Command Atlantic Division, Norfolk Virginia.
Camp Lejeune Federal Facilities Agreement (FFA). December 6, 1989.
Cardinell, A.P., Berg, S.A., and Lloyd O.B., Jr. 1993. Hydrogeologic Framework of U.S. Marine
Corps Base at Camp Lejeune, North Carolina. USGS. Water -Resources Investigations
Report 93-4049.
7-1

Environmental Science and Engineering (ESE). April, 1992. Final Remedial Investigation Report
for Hadnot Point Industrial Area Operable Unit Shallow Soils and Castle Hayne Aquifer
Characterization Studv to Determine Existence and Possible Migration of Specific Chemicals In
Situ. Marine Corps Base, Camp Lejeune, North Carolina. Prepared for the Department of the
Navy Atlantic Division, Naval Facilities Engineering Command. ESE Project No. 49-02036.
Environmental Science and Engineering (ESE). May, 1988. Characterization Step Report for
Hadnot Point Industrial Area Confirmation Studv to Determine Existence and Possible Migration
of 5pecific Chemicals In Situ. Marine Corps Base, Camp Lejeune, North Carolina. Prepared for
the Department of the Navy Atlantic Division, Naval Facilities Engineering Command. ESE
Project No. N62470-83-C-6106.
Environmental Science and Engineering (ESE). September, 1990. Site Summary Report Final.
Marine Corps Base, Camp Lejeune, North Carolina. Prepared for the Department of the Navy
Atlantic Division, Naval Facilities Engineering Command. ESE Project No. 49-02036.
Geophex, 1991. Wellhead Management Program Engineerim�,. Study 91-36. Prepared for Officer
in Charge of Construction, MCB, Camp Lejeune, North Carolina. January, 1991.
Kean, J.A., Graves, D., Bishop, K., Mott -Smith, E., and Lodato, M., "Obstacles to Complete PCE
Degradation During Reductive Dechlorination," Remediation of Chlorinated and Recalcitrant
Compounds, Battelle Conference, May 2002 (in press).
Microseeps, Inc., October 2001. Sampling Method SM9, Collection of Dissolved Gases from
Water Usin• the 'Bubble Strip" Sampling Technique at the Well Site.
Water and Air Research (WAR). April, 1983. Initial Assessment Study of Marine Corps Base
Camp Lejeune, North Carolina. Marine Corps Base, North Carolina. Prepared for the Naval
Energy and Environmental Support Activity.
USEPA, 1998a. Final Technical Protocol for Evaluating Natural Attenuation of Chlorinated
Solvents in Groundwater. EPA/600/R-98/128. United States Environmental Protection Agency.
Office of Research and Development. Washington DC 20460. September 1998.
7-2

Wiedemeier, T.H., Rifai, H.S., Newell, C.J., and Wilson, J.T., 1998. Natural Attenuation of
Fuels and Chlorinated Solvents in the Subsurface, John Wiley and Sons, New York.
7-3

Baker Environmental, Inc.
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TABLE 3-1
SUMMARY OF ON -SITE LABORATORY ANALYTICAL PARAMETERS
PILOT STUDY WORK PLAN, CTO-0253
OPERABLE UNIT NO. 1, SITE 78
MCB, CAMP LEJEUNE, NORTH CAROLINA
VOCmit
5etection
1,1,1-Trichloroethane1,1-Dichloroethane1,1-DichloroetheneBenzene1
Cis-1,2-Dichloroethene
1
Ethylbenzene
I
Tetrachloroethene
1
Toluene
1
Trans-1,2-Dichloroethene
1
Trichloroethene
1
Vinyl Chloride
1
Xylenes O
1
Xylenes WP
1

TABLE 4-1
SUMMARY OF FIXED BASE LABORATORY ANALYTICAL PARAMETERS
PILOT STUDY WORK PLAN, CTO-0253
OPERABLE UNIT NO. 1, SITE 78
MCB, CAMP LEJEUNE, NORTH CAROLINA
Plume 1
Plume 3
Detection
Limit
Volatile Organic Compounds
Volatile Or anic Compounds
(u r ,)
1, 1, 1 -Trichloroethane
1,1,1-Trichloroethane
5
1,1,2,2-Tetrachloroethane
1,1,2,2-Tetrachloroethane
5
1,1,2-Trichloroethane
1,1,2-Trichloroethane
5
1,1-Dichloroethane
1,1-Dichloroethane
5
1,1-Dichloroethene
1,1-Dichloroethene
5
1,2-Dichloroethane ..;
1,2-Dichloroethane
5
1,2-Dichloro ro ane
1,2-Dichloro ro ane
5
2-Butanone
2-Butanone
10
2-Hexanone
2-Hexanone
10
4-Meth0-2-Pentanone
4-Meth 1-2-Pentanone
10
Acetone
Acetone
5
Benzene
Benzene
5
Bromodichloromethane
Bromodichloromethane
5
Bromoform
Bromoform
5
Bromomethane
Bromomethane
5
Carbon Disulfide
Carbon Disulfide
5
Carbon Tetrachloride
Carbon Tetrachloride
5
Chlorobenzene
Chlorobenzene
5
Chloroethane
Chloroethane
5
Chloroform
Chloroform
5
Chloromethane
Chloromethane
5
Cis-1,2-Dichloroethene
Cis-1,2-Dichloroethene
5
Cis- 1,3-Dichloro ro ne
Cis- 1,3-Dichloro pro gene
5
Dibromochloromethane
Dibromochloromethane
5
Ethvlbenzene
Ethvlbenzene
5
Methylene Chloride
Methylene Chloride
5
Sh7ene
Stvrene
5
Tetrachloroethene
Tetrachloroethene
5
Toluene
Toluene
5
Total1,2-Dichloroethene
Total1,2-Dichloroethene
5
Trans-1,2-Dichloroethene
Trans-1,2-Dichloroethene
5
Trans- 1,3-Dichloro ro ene
Trans- 1,3-Dichloro ro ene
5
Trichloroethee
Trichloroethee
5
Vinyl Chloride
Vinyl Chloride
2
Xylenes (Total)
Xylenes (Total)
5
Dissolved Gases
Dissolved Gases
u = 1.
Ethane
Ethane
10
Ethene
Ethene
10
Methane
Methane
10
Anions
Anions
mg/L
Chloride
Chloride
10
Nitrate
10
Sulfate
10
Sulfide
1.0
Other (as noted)
Total Organic Carbon (me/l-)
10
Hydrogen (nM)
0.1
Metabolic Acids (mg/L)
0.1"

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6
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Attachment A:
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ORC Design il. mare for Grid Applications Using Sluri , Alection #REF!
Regenesis Technical Support: USA [phone], www.regenesis.com
Site Name: Plume 1
Location: VC - 78 North
Consultant: Michael Baker, Jr., Inc.
Site Conceptual Model/Extent of Plume Requiring Remediation
Width of plume (intersecting gw flow direction)
Length of plume (parallel to gw flow direction)
Depth to contaminated zone
Thickness of contaminated saturated zone
Nominal aquifer soil (gravel, sand, silty sand, silt, clay)
Total porosity
Hydraulic conductivity
Hydraulic gradient
Seepage velocity
Treatment Zone Pore Volume
Dissolved Phase Oxygen Demand:
Individual species that represent ox, en demand:
benzene
toluene
ethylbenzene
xylenes
MTBE
dichloroethene
vinyl chloride
User added, also add stoichiometric demand
User added, also add stoichiometric demand
reduced metals: Fe (+2) and Mn(+2)
Measures of total oxrren demand
Total Petroleum Hydrocarbons
Biological Oxygen Demand (BOD)
Chemical Oxygen Demand (COD)
Estimates for Sorbed Phase Oxygen Demand:
Soil bulk density
Fraction of organic carbon: foc
(Estimated using Soil Conc=foc'Koc"Cgw)
(Adjust Koc as nec. to provide realistic est.)
Individual sr ecies lhat._rei-resent oxygen demand:
benzene
toluene
ethylbenzene
xylenes
MTBE
dichloroethene
vinyl chloride
User added, also add stoichiometric demand
User added, also add stoichiometric demand
50
ft
50
ft
= 2,500 sq. ft.
10ft
30
ft
silty sand
0.3
Eff. porosity
0.25
3
ft/day
=
1.1E-03 cm/sec
0.005
Wit
21.9
ft/yr
=
0.060
fUday
22,500
fts
=1
168,323 Igallons
Contaminant Stoich- (wUM) ORC (lb)
Conc (mg/L) Mass (lb) 02/contam. (10% O2)
0.00
0.0
3.1
0
0.01
0.0
3.1
0
0.00
0.0
3.2
0
0.01
0.0
3.2
0
0.00
0.0
2.7
0
0.52
0.7
0.7
5
5.00
7.0
1.3
91
0.00
0.0
0.0
0
0.00
0.0
0.0
0
10-001
14.01
0.10
14
0.00 0.01 3.11 0
30.00 42.1 1 421
50.00 70.2 1 702
1.76]glcro3 = 1101b/cf
0.005-range: 0 to 0.01
Koc Contaminant Stoich. ORC (lb)
(Ukg) Conc (mg/kg) Mass (lb) OZ/contam. (10% O2)
83
0.00
0.0
3.1
0
135
0.01
0.1
3.1
2
95
0.00
0.0
3.2
0
240
0.01
0.1
3.2
3
12
0.00
0.0
2.7
0
80
0.21
1.7
0.7
12
2.5
0.06
0.5
1.31
7
0.0
0.00
0.0
0.0
0
0.0
0.00
0.0
0.0
0
Measures of total ox•,r;en demand
Total Petroleum Hydrocarbons 1781 0.001 0.0 3.1 0
Biological Oxygen Demand (BOD): Use a multiple of dissolved phase -> 1.00 42.1 1 421
Chemical Oxygen Demand (COD): Use a multiple of dissolved phase -> 1.00 70.2 1 702
ORC for Dissolved
ORC for Sorbed
Add Dem Factor
ORC Total w/
ORC Cost at
Summary of Estimated ORC Requirements
Phase flbs
Phase Ibs
1 to 10x
Add Dem Factor
$ 10.00
Individual Species: Total BTEX, MTBE
0
111 1
24
5
675
$ 6,754 <-
Total Petroleum Hydrocarbons
C
2
$
Biological Oxygen Demand (SOD)
421
421
2
1.684
$ 16,842
Chemical Oxygen Demand (COD)
(f
7021
702
1
1,404
$ 14,035
Select above measure (button) to specify required ORC quantity (in 30 lb increments) ----->
Delivery Design for ORC Slurry
Spacing within rows (ft)
10.0
feet
# points per row
5
pointsfrow
Spacing between rows (ft)
10.0
ft
# of rows
5
rows
Advective travel time bet. rows (days)
167
days
Number of points in grid
25
points
Required ORC per foot Minimum Dose Override->
3.0
lbs/foot
Total ORC Minimum Dose Override->
2,250
Ibs of ORC
ORC bulk material for slurry injection (Ibs)
2,250
Number of 30 lb ORC buckets
75.0
ORC bulk material cost
$
9-50
Cost for bulk ORC material
$
21,375
Shipping and Tax Estimates in US Dollars
Sales Tax rate: 6%
$
1,283
Total Mafl. Cost
$
22,658
Shippinq:(call for amountl
¢
-
690 1pounds ORC
Slurry Mixing Volume for Injections
Pounds per location
Buckets per location
Design solids content (20-40% by wt. for injections)
Volume of water required per hole (gal)
Total water for mixing all holes (gal)
Simple ORC Backfilling: min hole dia. for 67% slurry
Feasibility for slurry injection in sand: ok up to 15 lb/ft
Feasibility for slurry injection in silt: ok up to 10 lb/ft
Feasibility for slurry injection in clay: ok up to 5 lb/ft
90.
3.0
30%
_ 25
_ 629
2.9
1ok
ok
ok
3mpyRegenesis - Plume 1 - VC-ORC 100x1s, 9/6/2002

M-=
Baker Environmental, Inc.
Attachment B:
HRC® Design Spreadsheet

• ..� a"fl 1 11 . .!� - � � f LSD d` yr �'x-�- • Y , •�'"� '�`"=' l � 1�7,',�tif
yk
�I� '•" � �T r�r,+r -�i �r ��'C-� I �;"'k1�' �� J� `� � r'71� � 1�" I �-��ir�;►�� ��T'.�'^" -'� .� �'� r�� �
r_V�I •Y P::J N• j Ta ri lr.- `r�-��-'-P,4y
���,f •4� 'j'��L�1.✓wr ,y!�-yam;
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., 4 -- ►+ ]^.JJ -"V "! l• • - �l l ; Iy�r I ll1y� y'� . 91 I
-� p� `]fir? ;� �I I s. � � � S\h • 1 • � i
- ��rc � ti, i`�►�•{� � ��"1��4 "/r" " 0;'II- Y � �iF J.. � li�,�2�- ,�_'. ,r �� �.
��.� I �i��r � `7 4�L�y,} ` �� �, „-, ,t� � � � - yli � I'111'.'►F•• � ."4} f�,", }j7� I I. y ':r 'i"\f-j�. �'7. r,;1 .a:Tri.,l+^� y -e�. .� •:'�7 � i74wiV�'6� I�f LT
s �i,�`jj f �' �'� '� 1" l � '�7� � n ��.rfr• y T " � �, .,y J. I } . � !y � {'` �'
.7yq�-•y f "_'1•�LJr : [ ?�.�I]-:.�+� � �Y7 I 1. lr,���u. �• ..G�rLyr � r �Y ��'. �i#.���►f� r+'p ��,1y ��.���s k, iT„�I�IF_
1 -11 •rf'�r J V , -� I c ♦ r I. . r �i 9� �dl.r� ,. �� r r ._ .+ it: ♦ .1�
y -I-, -!` r :$�{ l }- �j l'_. i r,.. �.r, -, -;�1 I �. •� ".dyT -, fi }. ..
At-1
- Jf �11 I,� C'h Y�� _ t 7r �Sv , 7f ' •1i_•
- --I i%,r. _��� �:� �:1. t� � �u IAA• +,e ```1i. ` , ��,"�J 4 `•Y •�a.-..,�tl'-, � r' It�i kT I ��•' . 11ty� 1".'li �r
_`fir ,�y.t`.;�+•�; -.

Page 1 of 1
HRC Design Software for Plume Area/Grid Treatment
RBgeneSis Technical Support.: USA-[phone], www.regenesis.com
Site Name: Site 78
Location: Plume 3A
Consultant:
Site Conceptual Model/Extent of Plume Requiring Remediation
Width of plume (intersecting gw flow direction)
Length of plume (parallel to gw flow direction)
Depth to contaminated zone
Thickness of contaminated saturated zone
Nominal aquifer soil (gravel, sand, silty sand, silt, clay)
Total porosity
Hydraulic conductivity
Hydraulic gradient
Seepage velocity
Treatment Zone Pore Volume
Dissolved Phase Electron Donor Demand
Tetrachloroethene (PCE)
Trichloroethene (TCE)
cis-1,2-dichloroethene (DCE)
Vinyl Chloride (VC)
Carbon tetrachloride
Chloroform
1,1,1-Trichloroethane (TCA)
1,1-Dichlorochloroethane (DCA)
Hexavalent Chromium
User added, also add stoichiometric demand
User added, also add stoichiometric demand
Sorbed Phase Electron Donor Demand
Soil bulk density
Fraction of organic carbon: foe
(Values are estimated using Soil Conc=foc'Koc'Cgw)
(Adjust Koc as nec. to provide realistic estimates)
Tetrachloroethene (PCE)
Trichloroethene (TCE)
cis- 1,2-dichloroethene (DCE)
Vinyl Chloride (VC)
Carbon tetrachloride
Chloroform
1,1,1-Trichloroethane (TCA)
1,1-Dichlorochloroethane (DCA)
User added, also add stoichiometric demand
User added, also add stoichiometric demand
Competing Electron Acceptors
Oxygen
Nitrate
Est. Mn reduction demand (potential amt of Mn2+ formed)
Est. Fe reduction demand (potential amt of Fe2+ formed)
Estimated sulfate reduction demand
Microbial Demand Factor
Safety Factor
Injection Point Spacing and Dose:
Injection spacing within rows (ft)
Injection spacing between rows (ft)
Advective travel time bet. rows (days)
6,000
Eff. porosity: 0.25
=I 1.1E-03
0.060
538,632
Contaminant Stoich. (wt/wt)
Conc (mg/L) Mass (lb) contam/1-12
0.00
0.0
20.71
5.00
22.5
21.9
0.49
2.2
24.2
0.00
0.0
31.2
0.00
0.0
19.2
0.00
0.0
19.9
0.07
0.3'
22.2
0.03
0.1
24.7
0.00
0.0
17.3
0.00
0.0
0.0
0.00
0.0
0.0
1.76 q/cm3 = 110I
0.005 range: 0.0001 to 601
Koc Contaminant Stoich. (wVwt)
(Ukg) Cone (mq/kq) Mass tlbj contam/1-12
2631
0.00
0.0
20.7
107
2.68
70.5
21.9
80
0.20
5.2
24.2
2.5
0.00
0.0
31.2
110
0.00
0.0
19.2
34
0.00
0.019.9
183
0.06
1.7
22.2
183
0.031
0.7
24.7
0
0.00
0.0
0.0
0
0.00
0.0
0.0
Electron Acceptor Stoich. (wt/wt)
Cone (mg/L) Mass (lb) elec acceptor/Hz
3.50
16
8.0
0.00
0
12.4
5.00
22
27.5
10.00
45
55.9
160.00
719
12.0
33Recommend 1-4x
Recommend 14x
10.0 # points per row: 10
15.0 # of rows: 4
250 Total # of points: 40
Minimum req. HRC dose per foot (lb/ft) 6.9
Number of HRC delivery points (adjust as nec. for site)
40
HRC Dose in lb/foot (adjust as nec. for site)
6.9
Corresponding amount of HRC per point (Ib)
277
Number of 30 lb HRC Buckets per injection point
9-2
Total Number of 30 lb Buckets
370
Total Amt of HRC (lb)
11,100
HRC Cost
$
5.50
Total Material Cost
$
61,050
Shipping and Tax Estimates in US Dollars
Sales Tax rate: 6%
$
3,663
Total Mail. Cost
$
64,713
3mpyRegenesis - Plume 3 - TCE-HRC 1000.xis, 916/2002

Baker Environmental, Inc.
Attachment C:
Geoprobe® Prepack Well Installation Guide

r
I�� t ��'t~ r� �lnu,...� , � .� 1 p•• �r , r, � rl ' p + ��„ I � a•�ii� t ,I
_ +���' t _.1 �T' .1 �.r 'lam ��^�i r— l � tis 4��t�- '.. ��'�,�, �•I
'lTR r' y' T� •'�� FF
r�I u,'a-,1 JS-!lr•y�(7-.ai,-n ', 1n 1 7r114
Jai l 1 'f-
=��� Ti Ili-' c, r1
P v ry
.r`a ° L A C[ r• It � �� fii „W! n• t �
'���i r-' �� I . "ti.t Icy , :,�• 1 � 1

FAV
--.GEbPR0RE6 1.0-IN..x 2.5-1N. OD PREPACK SCREEN MONITORING WELL
STANDARD OPERATING PROCEDURE
Technical Bulletin No. 99-2500
PREPARED: August, 1999
GEOPROBE 1.0-In. x 2.5-in. O.D. PREPACK SCREEN MONITORING WELL

0 G eoproM Systems
A DIVISION OF KEJR, INC.
Geoprobe® and Geoprobe Systems® are Registered Trademarks of
Kejr, Inc., Salina, Kansas
COPYRIGHT© 1999 by Kejr, Inc.
ALL RIGHTS RESERVED.
No part of this publication may be reproduced or transmitted in any
form or by any means, electronic or mechanical, including photo-
copy, recording, or any information storage and retrieval system,
without permission in writing from Kejr, Inc.
Standard Operating Procedure Page 2 1.0-in. x 2.5-in. OD Prepack Screen Monitoring Well

1.0 OBJECTIVE
�+ The objective of this procedure is to install a permanent, small diameter groundwater monitoring well that can
be used to collect water quality samples, conduct hydrologic and pressure measurements, or perform any other
sampling event that does not require large amounts of water at any given time.
2.0 BACKGROUND
2.1 Definitions
Geoprobe® Soil Probing Machine: A vehicle -mounted, hydraulically -powered machine that uses static
force and percussion to advance small diameter sampling tools into the subsurface for collecting soil
core, soil gas, or groundwater samples. The Geoprobe brand name refers to both machines and tools
manufactured by Geoprobe Systems, Salina, Kansas. Geoprobe tools are used to perform soil core and
soil gas -sampling, groundwater sampling, soil conductivity and contaminant logging, grouting, materials
injection, and to install small diameter permanent monitoring wells or temporary piezometers.
1.0-in. x 2.5-in. OD Prepack Well Screen: This Geoprobe well screen is available in 5-foot (1,5 m)
sections with a 1.0-inch (25,5 mm) inside diameter (113) and a 2-5-inch (63,5 mm) outside diameter (OD).
The inner component of the well screen consists of 1.0-inch Schedule 40 PVC with _010-inch (.25 mm)
slots. The outer component of the screen is stainless steel wire
mesh with a pore size of 0.011 inches. These screens are
shipped without sand and are designed to be packed with 20-
40 grade silica sand before installation.
2.2 Discussion
This procedure describes the installation of a permanent moni-
toring well using 1.0-inch x 2.5-inch OD prepack well screens,
a Geoprobe percussion probing machine, and Geoprobe tool-
ing. Well installation begins by using a Geoprobe percussion
probing machine to advance 3.25-inch OD probe rods to a pre-
determined depth. Next, the prepack well screen is assembled
and lowered through the 2.625-inch ID of the probe rods. The
process continues by installing a grout barrier, grouting the
well annulus while retrieving the probe rods, and installing a
surface cover. After installation, the well is developed and
water samples are collected. These wells may also be used to
conduct slug tests or as observation wells during pumping tests
to determine aquifer parameters.
As mentioned above, well installation begins by advancing
3.25-inch OD probe rods to a predetermined depth with a
Geoprobe percussion probing machine. Once the rods are set
at depth, the prepack screen is lowered through the 2.625-inch
(38mm) ID of the probe rods on the leading end of a PVC riser
string (Fig. 2.1). After the prepack is lowered to depth, the
probe rods are retracted. As the rods are retracted above the
screen, either natural formation collapse or a fine -grade sand
Plastic Plug
(13227)
1.0-in. Sch 40 PVC
Riser Pipe
(12876)
1.0-in. Pipe x 2.5-in. OD
Prepack
(1167s)
1.0-in. Pipe x 2.5 in. OD
Prepack
(1167s)
PVC Bottom Plug•
(12881)
�x\,_ Expendable Point, 3.6-in. OD
(AT3215)
FIGURE 2.1
Insertion of Prepack Screens
Standard Operating Procedure Page 3 1.0-in. x 2.5-in. OD Prepack Screen Monitoring Well

installed by gravity through the rod and PVC pipe annulus, forrns a barrier above the prepacked screen
(Fig. 2.2). This sand or natural formation barrier preventg be tonite 'grout from penetrating into the
screened interval. Granular bentonite or bentonite slurry is then installed in the annulus to form a well
seal. .A high=pressure grout pump (Geoprobe Model GS1000 or GS500) may be -used to pump high -
solids bentonite slurry or neat cement grout to fill the well annulus as the probe rods are retracted (Fig.
2.3). The grout mixture must be pumped from the bottom up to accomplish a tight seal and to meet
regulatory requirements.
In certain formation conditions, the prepacked screens may bind inside the probe rods as the rods are
retracted. This is most common in sandy formations that produce conditions sometimes referred to as
Flush Mount
Well Cover
J Plug
(Locking Plug)
Plastic Plug
(13227)
High Solids Bentonite Slurry
or Neat Cement Grout
Grout Barrier
(20/40 Sand or Collapsed
Natural Formation)
Thickness: > 2 feet above top
of screens
Expendable Point, 3.6 in. OD
(AT3215)
Concrete Pad
Thickness: > 4.0 in.
PVC Pipe
2.0 in. Sch 40
24-in. length
PVC Riser
1.0-in. Sch 40
5-ft. lengths
(12876)
Bentonite Well Seal
Thickness: > 2 feet
1.0-in. Pipe x 2-5-in. OD
Prepack Well Screen
PVC Bottom Plug
(12881)
FIGURE 2.2
Installed Geoprobe 1.0-in. x 2.5-in. OD Prepack Screen Monitoring Well
Standard Operating Procedure Page 4 1.0-in. x 2.5-in. OD Prepack Screen Monitoring Well

flowing or heaving sands. This bind-
`ing can-
.:generally be overcome by
lowering extension rods down the
inside of the well riser and gently,
but firmly, tapping the extension
rods against the base of the well as
the rods are slowly retracted. If the
binding persists, clean tap water or
distilled water may be poured down
the annulus of the rods to increase
the hydraulic head inside the well.
This step, combined with the use of
extension rods, will free up the
prepacked screen and allow for
proper screen placement.
Once the well is set, conventional
flush -mounted or aboveground well
protection can be installed to prevent
tampering or damage to the well
head (Fig. 2.2). Prepack screen
monitoring wells can be sampled by
several available methods (peristal-
tic pump, mini -bailer, Geoprobe's
tubing check valve, etc.) to obtain
high integrity water quality samples.
These wells also provide accurate
water level measurements and can
be used as observation wells during
aquifer pump tests. Additionally,
commercially available interface
probes can be used to detect and
measure the thickness of free prod-
uct (LNAPL and DNAPL) inside the
wells.
Geoprobe Model GS1000
Grout Machine
Plastic Plug
(13227) f
W-11 11
1) Fill Probe Rods with
grout from bottom up.
2) Continue operating Grout
Pump while retracting rods.
High Solids
Bentonite Slurry
or Neat Cement Grout
Grout Barrier
Side -Port Tremie Tube
(Flexible Tubing, 14299)
- Bentonite Seal
FIGURE 2.3
Grouting Well Annulus with
Geoprobe Grout Machine
When installed properly, these small diameter wells generally meet regulatory requirements for a perma-
nent monitoring well. While a detailed installation procedure is given in this document, it is by no meaps
totally inclusive. Always check local regulatory requirements ,and modify the procedure accordingly.
Standard Operating Procedure Page 5 1.0-in. x 2.5-in. OD Prepack Screen Monitoring Well

3.0 REQUIRED EQUIPMENT
The following equipment is required to install a permanent monitoring well with the Geoprobe 1.0=it� x 2.5-in
OD Prepack Well Screens and probing system. Figure 3.1 identifies the major monitoring well components.
MONITORING WELL PARTS
Prepack Screen, 1.0-inch x 2.5-inch OD
PVC Riser, 1.0-inch Schedule 40 (5-foot lengths)
PVC Bottom Plug, 1.0-inch Schedule 40
Plastic Plug for 1.0-inch Schedule 40 PVC Riser
O-Rings for 1.0-inch PVC Riser (Pkg. of 25)
GEOPROBE TOOLS
Probe Rod, 3.25 x 48 or 60 inches
Probe Rod, 3.25 inches x I meter (optional)
O-Rings for 3.25-inch Probe Rods (Pkg. of 25)
Expendable Point Holder, 3.25 x 48 or 60 inches
Expendable Point Holder, 3.25 inches x I meter (optional)
Expendable Point Assembly, Steel, 3.6-inch OD
Drive Cap, 3.25-inch Probe Rods, GH40 or GH60 Hammer
Rod Grip Pull Handle, GH40 or GH60 Hammer
Extension Rod, 48 or 60 inch
Extension Rod, 1-meter (optional)
Extension Rod Coupler
Extension Rod Handle
Extension Rod Quick Links (optional)
Screen Push Adapter
Grout Machine
Grout System Accessories
Water Level Indicator
Stainless Steel Mini -Bailer (optional)
Tubing Bottom Check Valve
Polyethylene Tubing, 3/8-inch OD (for purging, sampling, etc.)
Flexible Tubing (for tremie tube grouting)
ADDITIONAL TOOLS AND EQUIPMENT
Locking Pliers
Pipe Wrench
Volumetric Measuring Cup
PVC Cutting Pliers
Weighted Measuring Tape (optional)
Small Funnel or Flexible Container (for pouring sand)
Duct Tape Roll
Bucket or Tub (for dry material, water, and mixing)
PVC Pipe, 2-inch Schedule 40 (24-inch section)
J Plug (locking plug), 2-inch
Well Cover (aboveground or flush -mount)
Sand, 20-40 grade
Bentonite, Granular (8 mesh)
Bentonite, Powdered (200 mesh)
Portland Cement, Type I
Concrete Mix (premixed cement and aggregate)
Clean Water
QUANTITY
PART NUMBER
Variable
11679
Variable
12876
- 1 -
12881
- 1 -
13227
Variable
13196
Variable
10594 or 9040
Variable
13925
Variable
9960
- 1 -
10596 or 9796
- 1 -
13926
-I-
AT3215
- 1 -
10605 or 9742
- 1 -
12235 or 9757
Variable
AT671 or 10073
Variable
AT675
Variable
AT68
- I -
AT69
Variable
AT694K
- I -
GW1535
- 1 -
GS500 or GS1000
- 1 -
GS1010 or GS1012
- I -
GW 1200, GW1205, or GW 1220
- 1 -
GW41
- i -
GW42
Variable
TB25L
Variable
14299
- 2 -
FA210
-2-
_
-1-
-
-1-
-
-1-
_
-1-
_
-1-
—
-i-
_
-1-
—
Variable
AT95
Variable
AM I
Variable
AT92
Variable
—
Variable
—
Variable
—
Standard Operating Procedure Page 6 1.0-in. x 2.5-in. OD Prepack Screen Monitoring Well

O-Ring
(13196)
PVC Riser
1.0-in. Sch 40
5-foot lengths
(12876)
Standard Operating Procedure
O-Ring
(13196)
Prepack Screen
1.0 in. x 2.5-in. OD
5-foot lengths
(11679)
i
i
i
O-Ring
(13196)
PVC Bottom Plug
(12881)
FIGURE 3.1
Geoprobe 1.0-in. x 2.5-in. OD Prepack Well Screen Parts
Page 7 1.0-in. x 2.5-in. OD Prepack Screen Monitoring Well

4.0 SAND INSTALLATION IN 1.0 IN. X 2.54N. PREPACK WELL SCREEN
Due to their physical size, 1.0-1n. x 2.5-in. OD Prepack Well Screens are shipped without -sand. It is d*efore
necessary to install sand within the screen prior to use. A specific packing procedure must be followed in order
to prevent the sand from settling in the screen after well installation. This section describes the procedure for
property installing sand in a 1.0-in. x 2.5-in. OD Prepack Well Screen.
4.1 Required Equipment
1 Quart (1 L) Container (1)
Phillips -Head Screwdriver (1)
20-40 Mesh Sand (lgallon / 3.75 L)
Prepack Screen Assembly, P/N 11679 (1):
Red Plastic Plug, (1)
Stainless Steel Screw, (2)
Gray PVC Cap, (1)
Sand Cylinder, (1)
4.2 Procedure
1. Ensure that the red plastic plug is pushed
into the top of the PVC riser and both
screws are threaded into the gray bushing
(Fig. 4.1).
2. Slide the clear sand cylinder over the
screen such that the leading end of the cyl-
inder is approximately 1.25 inches below
the top of the gray PVC bushing (Fig. 4.1).
Sand Cylinder
(12890)
Red Plastic Plug
(13227)
Stainless Steel Screw
(12347)
1.25 in_
Gray PVC Bushing
FIGURE 4.1.
Selected components of a 1.0-in. x 2.5-in. OD
Prepack Well Screen
important: vo not pusti the sand cylinder tar-
ther onto the screen than indicated as this
will make it difficult to remove once the screen is packed with sand.
Caution: Use care when handling the prepacked screen with bare hands. Small wires protruding from
the screen can easily puncture the skin.
3. Pour 3 quarts (3 L) of sand into the sand cylinder. This will fill the screen approximately 3/4 to 7/8
full.
4. The screen must now be tapped on the ground to settle (pack) the sand.
a) Gently grasp the screen and raise it approximately 2 inches (5 cm) off the ground.
Important: Be careful when gripping the screen to squeeze it just hard enough to lift it from the ground.
The screen may be damaged if too much pressure is applied before the screen is packed with sand.
b) Release the screen and allow it to fall back to the ground.
Important: Do not drop the screen more than 2 inches (5 cm) as this can damage the screen.
Standard Operating Procedure Page 8 1.0-in. x 2.5-in. OD Prepack Screen Monitoring Well

l
c) Repeat Stets 4.2.4-A and B for a total of 15 "drops".
P Y $ . y approximately
om letel . fill the screen with': sand. Add enou h; sa_ nd -to also fill the sand cylinder
three/quarters full.
Note: The screen will hold approximately 4 quarts (3.75 L) of sand when all has settled after packing
6. Lift and drop the screen an additional 60-80 times to finish packing the sand. Remember not to drop
the screen from a height of more than 2 inches (5 cm). After this step, the screen should feel very firm.
7. Remove the sand cylinder by rocking it from side -to -side while pulling upward. Let the excess sand
drain from the bottom of the cylinder. Brush any remaining sand from the top of the gray bushing.
8. Remove the stainless steel screws (Fig. 4.1) from the gray bushing using the phillips-head screw-
driver.
9. Place the gray PVC cap on top of the screen with the countersunk holes facing up as shown in Figure
4.2.
Important: Ensure that no sand is trapped between the cap and bushing as this may allow sand to leak
from the screen during handling.
10. Attach the PVC cap to the PVC bushing by installing the two stainless steel screws (Figs. 4.2).
Installation of sand in the prepack screen is now complete. Remember to remove the red plastic plug from the
top of the screen before attaching the first section of riser pipe. Do not throw away the plug as it may be used to
keep grout and other materials from entering the top of the riser during well installation.
Stainless Steel Screws
(12347)
PVC Cap
(12539)
PVC Bushing
Completed Prepack Screen
FIGURE 3.2.
+L The PVC cap is attached to the top of the screen with two stainless steel screws.
Standard Operating Procedure Page 9 1.0-in. x 2.5-in. OD Prepack Screen Monitoring Well

Sand Installation Quick Reference Guide
Step 1 ...
Stainless Steel
Screw
1.25 in.
i
1. Position sand Cylinder.
Step 3 ...
Sand Cylinder
Red Plastic Plug
Red Plastic Plug J
1. Remove sand cylinder.
2. Remove stainless steel screws.
3. Position PVC cap.
4. Replace and tighten stainless steel screws.
5. Remove red plastic plug.
Step 2 ...
1. Fill screen with sand.
2. Tap screen on ground to pack sand.
3. Add more sand to completely fill screen.
Screen will hold about 4 quarts (3.75 L) of sand.
PVC Cap
Standard Operating Procedure Page 10 1.0-in. x 2.5-in. OD Prepack Screen Monitoring Well

5.0 WELL INSTALLATION
Monitoring well installation can be broken into seven main steps:
Packing the 1.0-inch x 2.5-inch OD Well Screen with sand
• Driving the probe rods to depth
• Deploying the screen and riser pipes
• Installing a sand/grout barrier
- Installing a bentonite seal above the screen
• Grouting the well annulus
• Installing surface protection
Size and material options have resulted in an extensive list of Geoprobe part numbers. To simplify the instruc-
tions presented in this document, part numbers are listed in the illustrations only. Refer to "Section 3.0: Re-
quired Equipment" for complete part descriptions.
5.1 Packing the 1.0-in, x 2.5-in OD Well Screen with Sand
The 1.0-inch x 2.5-inch OD Well Screen can be packed with sand before arriving at the job site or at the
job site. However, to help make the well installation pro-
cess more efficient, Geoprobe Systems recommends pack-
ing all well screens with sand before mobilizing to the job
site. Each box of 1.0-inch x 2.5-inch OD Prepack Screens
comes with a complete set of sand filling instructions. In-
structions for filling the screens with sand are described in
Section 4.0.
5.2 Driving Probe Rods to Depth
Locate the Geoprobe probing machine over the proposed
monitoring well. Unfold the probe and place it in the
proper probing position as shown in the unit Owner's
Manual. Since access to the top of the probe rods is
required, it is important to allow room for derrick retrac-
tion when positioning the unit for probing.
2. Insert a 3.6-inch OD Expendable Point Assembly into
the unthreaded end of a 3.25-inch Expendable Point
Holder. See Figure 5.1.
Place a 3.25-inch Drive Cap over the threaded end of the
expendable point holder.
4. Place the expendable point holder under the probe ham-
mer in the driving position (refer to unit Owner's
Manual). Drive the point holder into the ground, using
percussion if necessary. To install an accurately placed
monitoring well, it is important to drive the rod string as
straight as possible. If the point holder is not straight,
retract the assembly from the ground and start over with
Step 1.
3.25-in. Drive Cap
(9742 or 10605)
3.25-in. Expendable
Point Holder
(13925, 10599,
9040)
Expendable Point,
3.6-in. OD
(AT3215)
FIGURE 5.1
Drive Cap, Expendable Point Holder
and Expendable Point Assembly
Standard Operating Procedure Page 11 1.0-in. x 2.5-in. OD Prepack Screen Monitoring Well

5. Remove the drive cap from the expendable point holder. Install an 0-ring on the point holder in the
groove' located at the base of the male threads (Fig. 5.2).
IMPORTANT: O-rings must be used to seal the 3.25-inch Probe Rod joints.
NOTE: Make sure the O-ring groove and O-ring mating surface are clean. Any foreign material located
in these areas will prevent the O-ring from sealing properly.
6. Lubricate the 0-ring and 0-ring mating surface (Fig. 5.3) with a small amount of clean water. Apply
the water with either a moist cloth or a spray bottle.
7. Thread a 3.25-inch Probe Rod onto the expendable point.
8. Place the drive cap on the probe rod and advance the rod string.
O-Ring Groove
3.25-in. Probe
Rod or
Expendable Point
Holder
FIGURE 5.2
Probe Rod O-Ring Groove
0-ring
Mating
Surface
;;• O-Ring
(9960)
FIGURE 5.3
Lubricating O-Ring and Mating Surface
9. Remove the drive cap. Again, install an 0-ring in the probe rod's 0-ring groove. Lubricate the 0-ring
and the 0-ring mating surface (Fig. 5.3). Add the next probe rod, replace the drive cap, and advance
the rod string.
10. Repeat Step 8 until the leading end of the rod string is 1.5 inches (3.8 cm) below the bottom of the
desired screen interval. The additional depth adjusts for the extra height created by the expendable
point and the PVC Bottom Plug. The top probe rod must also extend at least 15 inches (38 cm) above
the ground surface to allow room for the rod grip puller used later in this procedure. (An additional
rod may be added if necessary.) Move the probe foot back to provide access to the top of the rod
string.
5.3 Deploying the screen and riser pipe
1. With the probe rods driven to the proper depth, the next step is to deploy the screen and riser pipe.
Inspect the 1.0-in. x 2.5-in. OD Prepack Screen(s) to make sure that:
a) the plastic plug is removed.
b) the stainless steel screws are snug.(See Fig. 5.4)
V
Standard Operating Procedure Page 12 1.0-in. x 2.5-in. OD Prepack Screen Monitoring Well

Plastic Plug) , Stainless Steel
(13227) Screws
(12347)
IMPORTANT!
Remove plastic
plug from well
screen before ¢
-sr
installing.
FIGURE 5.4
Inspecting Prepack Screen
Tape with I
hand usi
open pa
Have
assistant hold
on to top of
well screen or
first section of
riser.
with right
id using
3n palm
FIGURE 5.6
Inserting Prepack into Rod String
i
^ Ring.
)tional)
3196)
1.0-in. x
2.5-in- OD
Well Screen
(11679)
O-Ring (optional)
(13196)
r.
PVC Bottom Plug
(12881)
3.25-in. Probe Rod
(10594 or 9040)
FIGURE 5.5
Inserting Prepack Screen Assembly
into Rod String
2. Thread a PVC Bottom Plug into a 1.0-in. x 2.5-in. OD prepack screen. An 0-ring may be used on the
plug if desired.
3. Insert the prepack screen assembly into the top of the probe rod string with the bottom plug facing
toward the bottom of the rods (Fig. 5.5). If the prepack does not slide easily into the rods, do not force
it. With the prepack's lower end in the probe rod, hit the screen simultaneously with both hands using
a clapping motion (Fig. 5.6). With this technique, the screen will drop by gravity into the probe rods.
Have an assistant hold onto the top portion of the screen to prevent the screen from unexpectedly
falling down hole.
Standard Operating Procedure Page 13 1.0-in. x 2.5-in. OD Prepack Screen Monitoring Well

Caution: Be careful when "kneading" the screen. Sudden screen slippage can pinch hands between the screen
and' the probe rod. To prevent screen slippage; have an � assistant hold onto the prepack during the
"kneading" operation.
4. Add additional five-foot prepacks to obtain the desired -screened interval. 0-rings can be installed
between the prepack sections if desired-
5'. With the assistance of a second person, attach five-
foot sections of 1.0-inch Schedule 40 PVC Riser
to the top of the screen assembly. O-ringsare re-
quired at each riser joint to prevent groundwater,
located above the desired monitoring interval,
from seeping into the well. Continue to add riser
sections until the assembly reaches the bottom of
the probe rods (Fig. 5.7). At least one foot (0.3
m) of riser should extend past the top probe rod.
Place the plastic plug into the top riser. Duct tape
may be used to help keep the plug in the riser.
6. It is now time to pull up the probe rods from around
the well screen and riser. Reposition the probe
unit so that the Rod Grip Puller can be attached to
the rod string.
7. Retract the rod string the total length of all the
screens plus an additional 3 feet (1 m). While
pulling the rods, observe whether the top PVC
riser stays in place or moves up with the rods.
a) If the riser stays in place, stable formation con-
ditions are present. Continue retracting the rods
to the depth specified above. Go to Section 4.4.
b) If the riser moves up with the probe rods, have
a second person hold it in place while pulling up
the rods. An additional section of PVC riser may
be helpful. Once the probe rods have cleared the
lower section of screen, the screen and riser as-
sembly should stop rising with the rods. Con-
tinue retracting to the depth specified above. Go
to Section 5.4.
c) If the risers continue to move up with the probe
rods and cannot be held in place by hand, sand
heave has most likely caused the screen to bind to
the inside of the rods. Extension rods are now
required_ (Refer to Figure 5.8 for an illustration
of extension rod accessories.)
Plastic Plug
13227)
1.0-in_ Sch 40 PVC
Riser Pipe
(12876)
-in. x 2.5-in. OD
:pack Screen
679)
0-in. x 2.5 in. OD
epack Screen
1679)
PVC Bottom Plug
(12881)
:ndable Point,
- - .-i. OD
(AT3215)
FIGURE 5.7
Prepack Assembly Inside Probe Rods
Standard Operating Procedure Page 14 1.0-in. x 2.5-in. OD Prepack Screen Monitoring Well

Extension Rod, 1 meter (AT675), 48-inch (AT671), or 60-inch (10073)
A
W® '
`11�xtension Rod Coupler (AT68)
Extension Rod Quick Links (AT694K), includes (1) AT696 and (1) AT695
Female Quick Link \ Male Quick Link
Extension Rod Coupler -~ `4xtension Rod Coupler
(AT696) (AT695)
Extension Rod Jig — Top Extension Rod Jig — Side View Extension Rod Handle
View (AT690) (AT69)
(AT690)
FIGURE 5.8
Geoprobe Extension Rods and Accessories
d) Place a Screen Push Adapter on the end of an Extension Rod. Insert the adapter and extension rod
into the PVC riser and hold either by hand or with an Extension Rod Jig. Attach additional extension
rods with Extension Rod Couplers or Extension Rod Quick Links until the push adapter contacts the
bottom of the screens (Fig. 5.9). Place an Extension Rod Handle on the top extension rod after
leaving 3 to 4 feet (1 to 1,2m) of extra height above the last probe rod-
e) Slowly retract the probe rods while another person pushes and taps on the screen bottom with the
extension rods (Fig. 5.9). To ensure proper placement of the screen interval and to prevent well
damage, be careful not to get ahead while pulling the probe rods. The risers should stay in place once
the probe rods are withdrawn past the screens. Retrieve the extension rods. Place the plug back into
the top riser and secure it with duct tape if necessary.
5.4 Installing grout barrier
The natural formation will sometimes collapse around the well screens and PVC riser as the probe rod
string is pulled back. This provides an effective barrier between the screens and grout material used to
seal the well annulus. If the formation does not collapse, a sand barrier must be installed from the
surface. This portion of the well installation procedure is important because an inadequate barrier will
allow grout to reach the well screens. Grout contamination can produce non -representative samples and
retard groundwater flow into the well.
1. Using a Water Level Indicator or flat tape measure, determine the depth from the top of the PVC riser
to the bottom of the riser and probe rod annulus. Two scenarios are possible:
Standard Operating Procedure
Page 15 1.0-in. x 2.5-in. OD Prepack Screen Monitoring Well

a) Measured depth is 2 to 3 feet (0,6 to 0,9 m)
-lessthan riser' length: This indicates that unstable
conditions have resulted in formation collapse. A
natural grout barrier was formed as material col-
lapsed around the PVC riser when the probe rods
were retracted. This commonly occurs in sandy
formations. No further action is required. Proceed
with Section 5.5 and perform Step 2 (unstable for-
mation)_
b) Measured depth is equal to or greater than
riser length: This indicates that stable conditions
are present. The probe hole has remained open and
void space exists between the riser (and possibly
the screen) and formation material. Clean sand must
be placed downhole to provide a suitable grout bar-
rier. Continue with Step 2.
2. Begin slowly pouring 20/40 grade sand down the
annulus between the PVC riser and probe rod string.
Reduce spillage by using a funnel or flexible con-
tainer as shown in Figure 5.10. Add approximately
1.3 gal. (5,0 Q for each 5-foot (1,52 m) screen sec-
tion, plus 0.9 gal. (3,4 Q for a 2-foot (0,6 m) layer
of sand above the screen section.
3. Measure the annulus depth after each 1,5 liters of
sand. The sand may not fall all the way past the
screen due to the tight annulus and possible water
intrusion. This is acceptable, however, since the
prepacked screens do not require the addition of
sand. The important thing is that a sand barrier is
provided above the screens.
4. Sand may also bridge within the annulus between
the risers and probe rods and consequently fail to
reach total depth (Fig. 5.10). This most likely oc-
curs when the sand contacts the water table during
deep well installations. Wet probe rods also con-
tribute to sand bridging. If the annulus is open,
skip to Section 5.5, Step 1. If bridging is evident,
continue with Step 5.
Extension Rod Handle
(AT69) _
Extension Rod
(AT67 or AT671)
Extension Rod
(AT67 or AT671)
Screen Push Adapter
(GW1535)
FIGURE 5.9
Using Extension Rods to
Tap Out Wedged Screens
5. In case of a sand bridge above the screens (wet rods, high water table, etc.), insert clean extension rods
into the well annulus to break up the sand (Fig. 5.10). Simultaneously retracting the probe rods
usually helps. Check annulus depth again. If sand is no longer bridged, proceed to Section 5.5. If
bridging is still evident, continue with Step 6.
6. If the sand bridge cannot be broken up with extension rods, inject a small amount of clean water into
the annulus using a Geoprobe GS500 or GS1000 Grout Machine and 3/8-in. (9,5mm) OD polyethy-
Standard Operating Procedure Page 16 1.0-in. x 2.5-in. OD Prepack Screen Monitoring Well

lene tubing. Simply insert the poly tub-
'�iug down; the well annulus until the
'~ sand' bridge is contacted. Attach the
tubing to the grout machine and pump
up to one gallon of clean water while
moving the tubing up and down. The
jetting action of the water will loosen
and remove the sand bridge. Check
the annulus depth again. The distance
should be 2 to 3 feet (0,6 to 0,9 m)
less than the riser length. Proceed
with Section 5.5.
5.5 Bentonite Seal Above Screen
Bentonite is an expanding clay which
exhibits very low permeability. When
properly placed, bentonite prevents con-
taminants from moving into the well
screens from above the desired monitor-
ing interval. The seal is formed either
by pouring granular bentonite into the
annulus from the ground surface, or by
injecting a high -solids bentonite slurry
directly above the grout barrier. The use
r of granular bentonite is limited to cases
in which the top of the screen ends above
the water table (no water is present in the
probe rods). Whichever method is used,
at least 2 feet (0,6 m) of bentonite must
be placed above the sand pack.
Plastic Plug
. (13227)
Extension Rods
used to dislodge
sand bridge
Void space
resulting from
stable formation
(Must fill with
sand from
surface)
20/40 Grade
Sand
(AT95)
Probe Rod string
withdrawn 3-ft. above
screen
Sand placed above
screen to provide
grout barrier
1. Stable Formation. Granular bento-
nite is recommended if the following
conditions are met:
• Top of screen interval is above the FIGURE 5.10
water table Installing Grout Barrier from Ground Surface
Formation remained open when with 20/40 Grade Sand
probe rods were retracted
• Bridging was not encountered while
installing sand for the grout barrier in Section 5.4
a) Withdraw the probe rod string another 3 to 4 feet (0,9 to I m) and ensure that the PVC riser does
not lift with the rods. It is important that the bottom of the rod string is above the proposed seal
interval.. If positioned too low, dry bentonite will backup into the expendable point holder. Bridging
then results if moisture is present inside the probe rods.
b) Pour bentonite between the probe rods and PVC riser as was done with the sand in Section 5.4. To
properly hydrate the granular bentonite, it is necessary to periodically add water through a tremie tube
while installing the bentonite. To accomplish this, repeat adding six inches of granular bentonite
Standard Operating Procedure Page 17 1.0-in. x 2.5-in. OD Prepack Screen Monitoring Well

followed by 1.0 gallon (3,8 L) of water through a tremie tube until a 2-foot (0,6 in) bentonite layer is
created. Use the following procedure:
i. Pour 0.8 liters of granular bentonite into the annulus. This volume of bentonite will fill approxi-
mately 6 inches (15 cm) of annular space.
ii. Check for bridging inside the annulus. Measure the riser depth to the bottom of the annulus.
The depth should equal the riser length minus the 2-foot sand pack and the added bentonite. If the
treasured depth is significantly less than expected, the bentonite has more than likely bridged
somewhere inside the rod string. A procedure similar to that identified for bridged sand (Section
5.4, Steps 5 and 6) may be used to dislodge the granular bentonite.
iii. Hydrate the bentonite by adding I gallon (3,8 L) of water to the annulus through a tremie tube.
Do not pour water directly into the annulus. A tremie tube will help prevent bridging by keeping
the rod string dry.
iv. Repeat this procedure an additional three times or until the 2-foot (0,6 m) thick bentonite layer
is completed.
2. Unstable formation. A grout machine is required to install the bentonite seal if the formation col-
lapsed when the rods were retracted or the sand bridged when installing the grout barrier. The grout
machine can pump a high -solids bentonite slurry under sufficient pressure to displace collapsing soil.
Void spaces often develop when poured (gravity installed) granular bentonite is used under these
conditions, resulting in an inadequate annular seal. Wet rods will often lead to bridging problems as
well. Use the following procedure to install a bentonite seal with a grout pump.
a) Mix 1.5 gallons (5,7 L) of high -solids bentonite (20 to 25 percent by dry weight) and place in the
hopper of the grout machine.
b) Insert flexible tubing to the bottom of the annulus between the probe rods and well riser. Leaving
at least 25 feet (8 m) extending from the top of the rod string, connect the tubing to the grout machine.
This extra length will give needed slack for rod extraction (completed later in the procedure).
NOTE: The side -port tremie method is recommended to prevent intrusion of grout into the sand
barrier. To accomplish side -port discharge of grout, cut a notch approximately one -inch (25,4 mm) up
from the leading end of the tubing and then seal the leading end with a threaded plug of suitable size.
c) Reposition the probe unit and attach the 3.25-inch Rod Grip Puller.
d) Activate the pump and fill the tremie tube with bentonite. Begin slowly pulling the rod string
approximately 3 feet (1,0 m) while operating the pump (Fig. 5.11). This will place bentonite in the
void left by the retracted rods before it is filled by the collapsing formation. Continue to watch that
the PVC riser does not come up with the rod string.
NOTE: When removing the retracted probe rod, slide the rod over the tremie tube and place it on the
ground next to the grout machine. This eliminates cutting and reattaching the tubing for each rod
removed from the string. Take care not to "kink" the tremie tube during this process as it will create
a weak spot which may cause the tubing to burst when pressure is applied.
e) Measure the annulus depth to ensure that at least 2 feet (0,6 m) of bentonite was delivered. Pump
additional bentonite slurry if needed.
Standard Operating Procedure Page 18 1.0-in- x 2.5-in. OD Prepack Screen Monitoring Well

5.6' Grouting the well ate!' us
;-i-The'placement of grout material within j
the remaining well annulus provides ad-
ditional protection from vertical doptami-
nant migration. Most grout mixes are
composed of neat cement, high -solids
bentonite slurry, or a combination of ce-
ment and bentonite_ Such mixes must
be delivered with a high-pressure grout
pump. When stable formations exist, the
well may be sealed by pouring dry granu-
lar bentonite directly into the annulus
from the ground surface. Consult the
appropriate regulatory agency to deter-
mine approved grouting methods. This
section presents the procedure for grout-
ing the well` annulus with the Geoprobe
Model GS500 or GS1000 Grout Ma-
chine. Refer to Figure 5.12 as needed.
1. Mix an appropriate amount of grout
material and place it in the hopper of
the grout machine.
NOTE: It is recommended that an addi-
tional 20 to 25 percent of the calculated
annulus volume be added to the total
grout volume. This additional amount
allows for grout that either remains in the
grout hose or moves into the formation
during pumping. Including the additional
20 percent, it will take approximately
0.54 gallons (2,0 Q of grout for each foot
of riser below ground surface.
Plastic Plug
(13227)
Pumped
Bentonite slurry
fills void as rods
are slowly
withdrawn
Geoprobe Grout
Machine
(GS1000)
Tremie Tube
(Flexible Tubing,
14299)
High solids
Bentonite slurry
forms well seal Grout Barrier
(20/40 Grade Sand or
Natural Formation)
FIGURE 5.11
Installing Bentonite Seal with
Geoprobe GS1000 Grout Machine
J
2. Insert tremie tube into the well annu-
lus until the end of the flexible tubing
reaches the top of the bentonite seal. Ensure that at least 25 feet (8 m) of tubing extends from the top of
the rod string. This extra length allows rod retraction with the tubing attached to the pump.
3. Attach the tubing to the grout machine and begin pumping. If the bentonite seal was below the water
table (deep well installation), water will be displaced and flow from the probe rods as the annulus is filled
with grout. Continue operating the pump until undiluted grout flows from the top probe rod.
4. Reposition the probe unit and prepare to pull rods.
5. Begin pulling the probe rods while continuing to pump grout. Match the pulling speed to grout flow
so that the rods remain filled to the ground surface. This maintains hydraulic head within the probe rods
and ensures that the void left by the withdrawn rods is completely filled with grout.
Standard Operating Procedure Page 19 1.0-in. x 2.5-in_ OD Prepack Screen Monitoring Well

NOTE: Slide the probe rods over
the tremie tube, and place neatly on
the ground next to the grout machi ne.
Be. careful to not pinch or bind the
flexible tubing as this forms weak
spots which may burst when pressure
is applied.
NOTE: Try to avoid filling the up-
per 12 inches (305 mm) of well an-
nulus with grout when pulling the ex-
pendable point holder. This will
make for a cleaner well cap installa-
t1oI1.
6. When all probe rods have been
retrieved and the well is adequately
grouted, unstring the tremie tube and
begin cleanup. It is important to
promptly clean the probe rods, grout
machine, and accessories. This is
especially true of cement mixes as
they quickly set up and are difficult
to remove once dried.
S.7 Surface Cover/Well Protection
A surface cover protects the PVC
well riser from damage and tamper-
ing. Although aboveground and
flush -mount well covers may be used,
most Geoprobe monitoring wells
have been installed with flush -mount
covers (Fig. 5.13). Consult the
project planners and/or appropriate
Geoprobe Grout
Plastic Plug
(13227)
Machine
(GS1000)
0
1. Fill Probe Rods
with grout from
bottom up_
2. Continue
operating grout
machine while
withdrawing rods.
Tremie Tube
High solids
_ (Flexible Tubing,
Bentonite slurry
14299)
forms well seal
Bentonite Seal
Grout Barrier J'
FIGURE
5.12
GroutingWell
Annulus with
Geoprobe GS1000
Grout Machine
regulators to determine the approved
well cover configuration for your specific application.
1. In order to fit under a flush -mount cover, the top of the well riser must be below the ground surface.
Place the well cover over the riser and push it into the ground to mark the cover diameter. Remove the
cover and dig out approximately 6 inches (152 mm) of soil from within the cover mark.
2. Remove the plug from the 1.0-inch PVC riser. The top of the riser should be approximately 2 inches
(51 mm) above the bottom of the hole. If a joint is near this level, unthread the top riser. If a joint is not
positioned near the specified level, cut off the riser with PVC cutters. Cut at a slight angle to make it
easier to remove the plug. Place a plug (13227) in the well riser. Do not apply duct tape at this time.
NOTE: Do not cut off the riser with a hacksaw as cuttings will fall down into the screens.
Standard Operating Procedure Page 20 1.0-in. x 2.5-in. OD Prepack Screen Monitoring Well

Flush Mount
Well Cover Concrete Pad
Thickness: > 4.0 in.
L. --- ��
J Plug PVC Pipe
(Locking Plug) - 2.0 in. Sch 40
Plastic Plug
24-in. length
(13227)
PVC Riser
1.0-in_ Sch 40
5-ft. lengths
(12876)
High Solids Bentonite Slurry
or Neat Cement Grout
Bentonite Well Seal
Thickness: > 2 feet
Grout Barrier /
(20/40 Sand or Collapsed
Natural Formation)
Thickness: > 2 feet above top
of screens
1.0-in. x 2.5-in. OD
Prepack Well Screen
PVC Bottom Plug
(12881)
Expendable Point, 3.6 in. OD
(AT3215)
FIGURE 5.13
Properly Installed Geoprobe 1.0 in. x 2.5 in. OD Prepack Screen Monitoring Well
3. Push a 24-inch (610 mm) section of 2-inch PVC pipe over the well riser. Position the top of the 2-inch
pipe 1.5 to 2.0 inches (38 to 51 mm) above the top of the riser. This will provide adequate -room to install
the locking cap on the 2-inch pipe and still allow removal of the riser cap.
4. Insert the locking cap into the 2-inch PVC pipe. Tighten the wing -bolt until the cap fits snugly.
5. Position the well cover so that it is centered over the PVC pipe. Push the cover into the ground using
the foot of the probe unit if needed. Provide at least 0.5 inches (13 mm) of space between the top of the
locking cap and bottom of the well cover lid. Do not push the cover so deep as to place the top of the lid
below the surrounding ground surface_
Standard Operating Procedure Page 21 1.0-in. x 2.5-in. OD Prepack Screen Monitoring Well

6. Support the well cover by installing a concrete pad according to project requirements. Pads are
;commonly square -shaped with a thickness of 4 inches;(102 mm) and sides measuring 24 inches (610
mm) or greater. Finish the pad so that the edges slope awayfirom the center to prevent ponding of surface
water on the well cover.
7. Fill the inside of the well cover with sand up to approximately 2 to 3 inches (51 to 76 roil) from the top
of the PVC pipe with locking cap.
6.0 WELL DEVELOPMENT
"The development serves to remove the finer
grained material from the well screen and fil-
ter pack that may otherwise interfere with
water quality analyses, restore groundwater
properties disturbed during the installation
(probing) process, and to improve the hydrau-
lic characteristics of the filter pack and hydrau-
lic communication between the well and the
hydrologic unit adjacent to the well screen,"
(ASTM D 5092).
The two most common methods of well de-
velopment are purging (bailing or pumping)
and mechanical surging.
6.1 Purging involves removing at least
three well volumes of water with either
a Tubing Bottom Check Valve (Fig.
6.0, Stainless Steel Mini -Bailer As-
sembly or Peristaltic Pump. Include the
entire 3.6-inch (91 mm) diameter of dis-
turbed soil at the screen interval when
calculating the well volume.
6.2
Polyethylene Tubing
3/8-in. OD
(TB25L)
1. Oscillate tubing up and
down to bring sample to the _
surface, or
2. Insert Check Valve
(without check ball) to
.�E
sampling interval. Drop
check ball in tubing from
surface. Check valve is
sealed- Retrieve and
collect sample from poly
tubing.
Check Ball
(GV
Tubing
Bottom
Check
Valve
(GW42)
Mechanical Surging uses a surge
block which is attached to extension
rods and lowered inside the riser to the
screen interval. The extension rods and
surge block are moved up and down,
forcing water into and out of the screen.
Water and loosened sediments are then
removed using one of three methods listed in 6.1.
FIGURE 6.1
Sampling with Polyethyler
Tubing Bottom Che
Water Level
NOTE: Mechanical surging may damage the well screen and/or reduce groundwater flow across the filter pack
if performed incorrectly or under improper conditions. Refer to ASTM D 5521, "Standard Guide for
Development of Groundwater Monitoring Wells in Granular Aquifers" for a detailed discussion of me-
chanical surging.
Development should continue until consecutive samples yield representative water- "Representative water is
assumed to have been obtained when pH, temperature, and specific conductivity readings stabilize and the water
is visually clear of suspended solids," (ASTM D 5092).
Standard Operating Procedure Page 22 1.0-in- x 2.5-in. OD Prepack Screen Monitoring Well

7-0 SAMPLE COLLECTION
('iXpundwatersamples are,easily obtained with a tubing bottom check valve. (with a 3/8-inch OD Polyethylene
tubing as .shown in Figure 6.1), a stainless steel mini -bailer assembly, or a peristaltic pump. While the check
_valve is -the more economical sampling device, some field operators still prefer the traditional mini -bailer or
peristaltic pump.
NOTE: The up and down motion of the check valve may cause loss of volatile compounds from the sample. To
avoid volatiles loss, lower the check valve and tubing to the target monitoring zone without the check ball. Drop
the check ball to the bottom of tubing from the ground surface- This seals the check valve and captures the
sample inside the tubing without stripping away volatiles. To collect the sample, simply retrieve the tubing from
the well riser, remove the check valve, and place the groundwater in an approved container.
8.0 REFERENCES
American Society for Testing and Materials (ASTM), 1992. ASTM D 5092 Standard Practice for Design and
Installation of Ground Water Monitoring Wells in Aquifers: 1993 Annual Book of ASTM Standards, Vol. 0408.
Philadelphia, PA.
American Society for Testing and Materials (ASTM), 1995_ ASTM D 5521 Standard Practice for Development
of Ground Water Monitoring Wells in Granular Aquifers: 1996 Annual Book of ASTM Standards, Vol. 0409.
Philadelphia, PA.
Geoprobe Systems, 1997_ 1998-99 Tools and Equipment Catalog.
Geoprobe Systems, 1998. Geoprobe Prepacked Screen Monitoring Well, Technical Bulletin No. 96-2000, Au-
gust, 1998.
Surndard Operating Procedure
Equipment and tool specifications, including weights, dimensions,
materials, and operating specifications included in this brochure are
subject to change without notice. Where specifications are critical to
your application, please consult Geoprobe® Systems.
COPYRIGHTO 1999 by Kejr, Inc.
ALL RIGHTS RESERVED.
No part of this publication may be reproduced or transmitted in any
form or by any means, electronic or mechanical, including photocopy,
recording, or any information storage and retrieval system, without
permission in writing from Keir, Inc.
Page 23 1.0-in. x 2.5-in. OD Prepack Screen Monitoring Well

MO
[LGeeoprobe`system,s
A DIVISION OF KCFJR, INC-
Corporate Headquarters
601 N. Broadway - Salina, Kansas 67401 - 1-800-GEOPROBE (1-800-436-7762) - Fax [phone]
Fastern Regional Office
Lc, -es, Delaware - [phone] - Fax [phone]
Midwestern Regional Office
Nashville, Indiana - (812) 988-88Q - Fax [phone]
Southcentral Regional Office
St. Amain, Louisiana - [phone]-TeVFax [phone]
Southeastern Regional Office
Cfystal Ri ver. Florida - [phone] - TOVFax [phone]
Western Regional Office
Recallcy. Califomia - [phone] - Fax [phone]

DRAFT
PILOT STUDY
FIELD SAMPLING AND ANALYSIS PLAN
SITE 78, OPERABLE UNIT 1
MARINE CORPS BASE
CAMP LEJEUNE, NORTH CAROLINA
CONTRACT TASK ORDER 0253
SEPTEMBER 2002
Prepared for:
DEPARTMENT OF THE NAVY
ATLANTIC DIVISION
NAVAL FACILITIES
ENGINEERING COMMAND
Norfolk, Virginia
Under the:
LANTDIV CLEAN Program
Contract N62470-89-D-6007
Prepared by:
C112M HILL FEDERAL GROUP, LTD.
Herndon, Virginia
BAKER ENVIRONMENTAL, INC.
Coraopolis, Pennsylvania

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TABLE OF CONTENTS
Page
ACRONYMS AND ABBREVIATIONS.....................................................................................iv
1.0 INTRODUCTION.........................................................................................................1-1
1.1 Field Sampling and Analysis Plan Organization ................................................ 1-1
2.0 SITE BACKGROUND.................................................................................................. 2-1
3.0 SAMPLING OBJECTIVES......................................................................................... 3-1
4.0 SAMPLING LOCATIONS AND FREQUENCY.......................................................
4-1
4.1
Surveying...........................................................................................................
4-1
4.2
Geoprobe® Borings...........................................................................................
4-2
4.2.1 Sampling Locations...............................................................................
4-2
4.2.2 Analytical Requirements.......................................................................
4-2
4.3
Monitoring Well Installation..............................................................................
4-2
4.3.1 Well Construction and Locations..........................................................
4-3
4.3.2 Baseline Sampling and Analytical Requirements .................................
4-3
4.4
Treatment Injection of ORC® and HRC®........................................................
4-3
4.4.1 Injection Locations................................................................................
4-4
4.5
Post Treatment Groundwater Monitoring..........................................................
4-4
4.5.1 Sampling Locations............................•................•.................................
4-4
4.5.2 Analytical Requirements.......................................................................
4-4
4.6
Quality Assurance/Quality Control Samples ......................................................
4-5
4.7
Investigation Derived Waste (IDW) Handling ...................................................
4-6
5.0 SAMPLE DESIGNATION........................................................................................... 5-1
6.0 INVESTIGATIVE PROCEDURES............................................................................
6-1
6.1
Geoprobe® Groundwater Sample Collection....................................................
6-1
6.2
Permanent Monitoring Well Installation............................................................
6-1
6.3
Well Development..............................................................................................
6-2
6.4
Groundwater Sample Collection........................................................................
6-3
6.4.1 Selection of Water Quality Indicator Parameters ..................................
6-4
6.4.2 Purge Requirements..............................................................................
6-4
6.4.3 Purging and Sampling Procedure..........................................................
6-4
6.5
Decontamination................................................................................................
6-6
6.6
Monitoring and Data Collection Equipment......................................................
6-6
6.7
Investigation Derived Waste Handling..............................................................
6-7
6.7.1 Responsibilities.....................................................................................
6-7
6.7.2 Sources of Investigation Derived Wastes ..............................................
6-8
6.7.3 Designation of Potentially Hazardous and Non -hazardous Investigation
DerivedWastes.....................................................................................
6-8
6.7.4 Investigation Derived Waste Sampling and Analysis ........................... 6-9
6.7.5 Labeling.................................................................................................6-9
6.7.6 Container Log...................................................................................... 6-10
6.7.7 Container Storage................................................................................ 6-10
6.7.8 Container Disposition..............:...........:................................................ 6-10..
6.7.9 Disposal ofContaffiinated Materials....................................................6-11
m

i`
■

TABLE OF CONTENTS
(Continued)
Page
7.0 SAMPLE HANDLING AND ANALYSIS................................................................... 7-1
7.1 Sample Preservation and Handling.................................................................... 7-1
7.2 Chain-of-Custody...............................................................................................7-1
7.3 Field Logbook.................................................................................................... 7-1
8.0 SITE MANAGEMENT................................................................................................. 8-1
8.1 Field Team Responsibilities............................................................................... 8-1
8.2 Reporting Requirements..................................................................................... 8-1
9.0 REFERENCES
LIST OF TABLES
Table 4-1 Sampling Program Summary
Table 7-1 Summary of Sampling and Analytical Objectives
LIST OF APPENDICES
Appendix A Pre -Pack Screen Monitoring Well SOP
Appendix B Groundwater Sample Acquisition
Appendix C Decontamination of Sampling and Monitoring Equipment
Appendix D Decontamination of Drill Rigs and Monitoring Well Materials
Appendix E On -Site Water Quality Testing
Appendix F Water Level, Water -Product Level Measurements and Well Depth Measurements
Appendix G Photo ionization Detector (PID) H-Nu Models PI 101 and DL 101
Appendix H Bacharach Oxygen/Combustible Gas Meter
Appendix I Sample Preservation and Handling
Appendix J Chain -of -Custody
Appendix K Field Logbook
U

ACRONYMS AND ABBREVIATIONS
ASTM American Society for Testing and Materials
Baker
Baker Environmental, Inc.
bgs
Below Ground Surface
CFR
Code of Federal Register
CLP
Contract Laboratory Program
COC
Chain of Custody
CTO
Contract Task Order
ECBSOPQAM Environmental Compliance :Branch Standard Operating Procedures and
Quality Assurance Manual
EQB Environmental Quality Branch
FSAP Field Sampling and Analysis Plan
GPS Global Positioning System
HASP Health and Safety Plan
HRCO Hydrogen Release Compound®
HSA Hollow -Stem Augers
ID Inside Diameter
IDW Investigation Derived Waste
Lhnin liter per minute
LANTDIV Atlantic Division, Naval Facilities Engineering Command
MCB
Marine Corps Base
MS/MSD
Matrix Spike/Matrix Spike Duplicate
NCDENR
North Carolina Department of Environment and Natural Resources
NFESC
Naval Facilities Engineering Service Center
NTU
Nephelometric Turbidity Unit
OVLEL
Oxygen/Combustible Gas Meter
ORCO
Oxygen Release Compound®
ORP
Oxidation -Reduction Potential
OU
Operable Unit
PID
Photo Ionization Detector
PVC
Polyvinyl Chloride
QA/QC Quality Assurance/Quality Control
QAPP Quality Assurance Project Plan
RCRA Resource Conservation and Recovery Act
SOP Standard Operating. Procedure
SP 15 Screen Point 15
iv

ACRONYMS AND ABBREVIATIONS
(Continued)
TAL
Target Analyte List
TCE
Trichloroethene
TCL
Target Compound List
TCLP
Toxicity Characteristic Leaching Procedure
TOC
Total Organic Carbon
USEPA United States Environmental Protection Agency
VOA Volatile Organic Analysis
VOCs Volatile Organic Compounds
VC Vinyl Chloride
WQP Water Quality Parameter

1.0 INTRODUCTION
This Field Sampling and Analysis Plan (FSAP) presents the Pilot Studies that are to be conducted
at Operable Unit (OU) No. 1, Site 78 at Marine Corps Base (MCB), Camp Lejeune, North
Carolina. The field activities will include the advancement of Geoprobe® borings, the
installation of additional permanent monitoring wells, groundwater sampling, and the
implementation of the pilot scale treatment injections of Oxygen Release Compound (ORC®) in
Plume 1 and Hydrogen Release Compound (HRCO) in Plume 3. The FSAP is part of the Project
Plans, which also include the Work Plan, Quality Assurance Project Plan (QAPP), and Health and
Safety Plan (HASP).
The primary purpose of the FSAP is to provide guidance for all project field activities by
describing in detail the sampling and data collection methods to be used in implementing the
various field tasks identified in the Pilot Study Work Plan for Site 78. This document also helps
to ensure that project activities are carried out in accordance with the United
States Environmental Protection Agency (USEPA) Region IV and Naval Facilities Engineering
Service Center (NFESC) standard operating procedures (SOPs), so that data obtained during the
field investigation are of sufficient quantity and quality to evaluate baseline groundwater
concentrations and post -treatment groundwater monitoring of the volatile organic compounds
(VOCs) at Plumes 1 and 3.
1.1 Field Samplin;= and Anah-sis Plan Or!_,anization
The following elements are presented in this Pilot Study FSAP.
Section 2.0 - Site Background
Section 3.0 - Sampling Objectives
Section 4.0 - Sampling Locations and Frequency
Section 5.0 - Sample Designation
Section 6.0 - Investigative Procedures
Section 7.0 - Sample Handling and Analysis
Section 8.0 - Site Management
Section 9.0 - References

Section 2.0 refers to the Pilot Study Work Plan for a detailed description of site background and
history, as well as a site description including the geology and hydrogeology, and site
environmental conditions. Section 3.0 provides a description of the proposed pilot study
sampling objectives and goals. Details regarding the technology design and implementation are
included in the Pilot Study Work Plan. Section 4.0 discusses the sampling locations and
analytical requirements for the Geoprobe® Borings, monitoring wells, treatment injections, post
treatment groundwater monitoring, and Quality Assurance/Quality Control (QA/QC). Sample
designation and identification are outlined in Section 5.0. Section 6.0 details the investigative
procedure tasks for the pilot study including- groundwater sample collection, monitoring well
installation and development, equipment decontamination and data collection, and investigation
derived waste (IDW) handling. Sample handling and analysis is described in Section 7.0
including sample preservation and documentation. The project site management and reporting
schedule is provided in Section 8.0, and references used in developing the FSAP are provided in
Section 9.0. Tables are located after the text portion of this FSAP. Supporting information is
contained within the appendices referenced throughout the document, which include Appendix A
through K.
1-2

2.0 SITE BACKGROUND
A description of the history and setting of Site 78 is contained in Section 2.0 of Pilot Study Work
Plan.
2-1

it

3.0 SAMPLING OBJECTIVES
The initial Geoprobe® groundwater sampling objectives are to provide data that will be used for
1) a more accurate delineation of the horizontal and vertical extent of the vinyl chloride (VC) and
trichloroethene (TCE) plumes for pilot scale test implementation; and 2) a basis for selecting
permanent well locations to be used for baseline and post -treatment monitoring. Once the new
wells are installed they will be sampled along with existing monitoring wells to provide baseline
groundwater concentrations before implementation of the pilot scale tests. The post -treatment
groundwater monitoring will be used to monitor thesplumes after the injections are completed.
Detailed sampling and data objectives are presented in Sections 3.0 and 4.0 of the Pilot Study
Work Plan.
3-1

0- 1

4.0 SAMPLING LOCATIONS AND FREQUENCY
This section of the FSAP describes the location and frequency of environmental samples to be
collected during the sampling program. Support activities, sampling locations, sample matrix,
constituents to be analyzed for QA/QC requirements are discussed within this section. Detailed
investigation procedures, sampling, handling, and analytical requirements are provided in
Sections 6.0 and 7.0, respectively.
The following pilot study support activities will be conducted at Site 78:
• Surveying
• Geoprobe® advancement and on -site groundwater sampling
• Monitoring well installation and baseline groundwater sampling
• Injection of ORCR and HRC®
• Post treatment groundwater monitoring
• QA/QC Samples
• IDW Handling
Each activity is described in the subsections that follow.
4.1 Surveying
This task will involve the surveying of the Geoprobe® borings, permanent monitoring wells, and
injection points. The location of each boring and the corresponding elevation will be surveyed.
The location and elevation of a reference point on top of the well riser and the elevation of the
ground surface will be surveyed for each newly installed monitoring well and injection point.
Survey points will include latitude and longitude coordinates, and an elevation expressed in feet
above mean sea level. The vertical accuracy of the survey will be within 0.01 feet and the
horizontal accuracy will be within 0.1 feet. All survey points will be correlated to the North
Carolina State Plane Coordinate System.
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4.2 GeoprobeO Boring
Groundwater samples will be collected prior to treatment injections in the VC plume (Plume I at
Site 78 North) and the TCE plume (Plume 3 at Site 78 South). The results of the sampling will
provide 1) a more accurate delineation of the horizontal and vertical extent of the VC and TCE
plumes for the pilot scale implementation; and 2) a basis for selecting permanent monitoring well
locations to be used for baseline and post -treatment monitoring. A utility clearance will be
conducted prior to boring installation. The subsections that follow provide a description of the
proposed sampling.
4.2.1 Sampling Locations
Approximately 10 to 12 Geoprobe® borings will be advanced in the VC plume (Plume 1), and
approximately 8 to 10 Geoprobe® borings will be advanced in the TCE plume (Plume 3). Refer
to Section 3.3.1 of the Pilot Study Work Plan for the proposed Geoprobe® locations.
Groundwater samples will be collected throughout the depth of each boring, and it is expected
that three to four samples will be collected at each boring. Each boring is expected to be
approximately 40 to 50 feet deep.
4.2.2 Analytical Requirements
An on -site laboratory will be used to analyze the samples for Target Compound List (TCL)
VOCs. Analytical requirements are summarized on Table 4-1. Section 8.0 of the Pilot Study
QAPP discusses the methods for the analyses.
4.3 Monitorin+, Well Installation
Approximately four additional monitoring wells located in or near Plume 1 and six additional
monitoring wells located in or near Plume 3 will be installed at locations suitable for monitoring
the plumes during the pilot scale tests. The purpose of the monitoring wells is to provide base-
line groundwater sampling for the pilot scale implementation and post - treatment groundwater
monitoring. The subsections that follow provide a description of the monitoring wells and the
analytical requirements.
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4.3.1 Well Construction and Locations
The locations of the new monitoring wells will be determined after the results of the pre -pilot
study Geoprobe® sampling are known. The monitoring wells will be located to monitor the
plume concentrations following the treatment injections. Two monitoring wells will be sentinel
wells placed outside and downgradient of the plumes for the purpose of ascertaining whether
contamination is mobilized during treatment. The new monitoring wells will be labeled in
consecutive numerical order beginning with 78-GW69.
4.3.2 Baseline Sampling and Analytical Requirements
Upon completion of the permanent monitoring well installation, one round of baseline
groundwater samples will be conducted. Samples will be collected using low flow purging and
sampling methodology. Section 6.4 presents specific details on procedures for groundwater
sampling. Groundwater measurements will be taken to confirm groundwater flow directions.
It is anticipated that wells 78-GW43, 78-GW44, 78-RW11, and 78-GW24-1 will also be sampled
during the Plume 1 pilot study monitoring. Monitoring well 78-GW60, installed in June 2002
and recovery well 78-RW 15 will be used during the pilot study monitoring at Plume 3.
All groundwater samples from the wells will be analyzed by a fixed -base laboratory for TCL
VOCs, dissolved gases (ethene, ethane and methane), and chloride. The monitoring wells at
Plume 3 will also be analyzed for nitrate, nitrite, total organic carbon (TOC), sulfate, sulfide, and
metabolic acids. Refer to Table 4-1 for a summary of sampling parameters. Routine, 21-day
analytical turnaround time will be requested for all groundwater samples. Groundwater field
measurements, including pH, conductivity, dissolved oxygen, reduction/oxidation potential,
turbidity, and temperature (Level I quality), also will be collected. Plume 3 will also include
groundwater field measurements for ferrous iron and alkalinity using a Hach Spectrometer and
digital titrator, respectively.
4.4 Treatment Injection of ORC® and HRCO
The subsections that follow provide a description of the pilot scale treatment injections of ORCO
at Plume 1, and HRC®-at Plume 3. Information regarding the design and implementation of the.
4-3

ORCO and HRC® injections are detailed in Sections 3.0 and 4.0 of the Pilot Study Work Plan,
respectively.
4.4.1 Injection Locations
Both ORC® and HRC® will be injected in a single application into the aquifer using Geoprobe®
direct push technology. In Plume i the injection zone will be from 10 to 40 feet below the ground
surface (bgs). In Plume 3 the injection zone will be from 10 to 50 feet bgs. Refer to Section 3.4.2
of the Pilot Study Work:Plan .for the approximate locations of the injection points.
4.5 Post Treatment Groundwater Monitorin�d
After injection of the ORC® and HRC®, all wells in this pilot study program will be sampled
four times to provide post-test results.
4.5.1 Sampling Locations
Refer to Section 4.3 for locations of monitoring wells that will be sampled after the treatment
injections.
4.5.2 Analytical Requirements
The samples will be sent to a fixed -base laboratory and analyzed for TCL volatiles, chloride, and
dissolved gases as shown in Table 4-1. Field parameters such as dissolved oxygen, conductivity,
pH, temperature, turbidity and oxidation-reduction potential will also be taken.
At Plume 3 ferrous iron and alkalinity will be analyzed in the field using a Hach
Spectrophotometer and digital titrator. Also at Plume 3, TOC, sulfate, sulfide, nitrate, nitrite, and
metabolic acids will be analyzed at a fixed base laboratory. Hydrogen analyses will be performed
at Plume 3 twice during the post -pilot study test in order to determine the effectiveness of the
HRC® and to determine if hydrogen is present in the quantities necessary for reductive
dechlorination to occur.
The frequency of sampling will be as follows. One sampling round will be completed two weeks
after the injections. This sampling round swill include hydrogenr sampling -at: ilhe zexisting
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monitoring wells only, since hydrogen sampling cannot be performed at newly installed wells
until three months after installation (Microseeps, October 2001). Two months after the injection,
another sampling round will occur. The next round will take place six months post -injection, and
will include hydrogen sampling at all wells. The last event will occur twelve months post -
injection.
4.6 Quality Assurance/Oualitr Control Samples
QA/QC requirements for this investigation are presented in the Pilot Study QAPP. The following
QA/QC samples will be collected during field sampling activities:
Trip Blanks
Trip blanks are defined as samples which originate from the analyte-free water taken from the
laboratory to the sampling site, kept with the investigative samples throughout the sampling
event, and returned to the laboratory with the VOA samples. The blanks will only be analyzed
for TCL VOCs. The purpose of a trip blank is to determine if samples were contaminated during
storage and transportation back to the laboratory. One trip blank will accompany each cooler
containing samples for VOA.
Equipment Rinsates
Equipment rinsates are defined as samples that are obtained by running organic -free water
over/through decontaminated sample collection equipment. One equipment rinsate sample will
be collected for each media. Virgin equipment will be used for collection of groundwater
samples (polyethylene tubing). One rinsate sample for each sampling device is sufficiently
representative of the entire lot. The results from the rinsates will be used to evaluate the
decontamination methods. This comparison is made during data validation and the rinsates are
analyzed for the same parameters as the related samples.
Field Blanks
Field blanks consist of the source water used in decontamination. Field blanks will be collected
by pouring organic -free water from the container directly into sample bottles. Field blanks will
not be collected in dusty environments and/or from areas where; volatile organic contamination is
4-5

present in the atmosphere and originating from a source other than the source being sampled.
One field blank will be prepared at the commencement of the project.
Field Duplicates
Groundwater duplicate samples will be collected simultaneously. The water samples will not be
composited. Field duplicates will be collected at a frequency of 10 percent.
Matrix Spike/Matrix Spike Duplicates
Matrix Spike/Matrix Spike Duplicate (MS/MSD) samples will be collected to evaluate the matrix
effect of the sample upon the analytical methodology. A matrix spike and matrix spike duplicate
must be performed for each group of samples of a similar matrix. MS/MSD samples will be
collected at a frequency of 5 percent.
4.7 Investigation Derived Waste IDW Handling
Soil cuttings will be collected and contained in a roll -off box. One rigid storage tank with a
capacity of 1,000 gallons will be stationed on site for containing groundwater development and
purge water. The Remedial Action Contractor (RAC), Shaw Environmental, will be responsible
for collecting the IDW samples. It is expected that a composite soil sample from drums will be
collected and analyzed for full Toxicity Characteristic Leaching Procedure (TCLP) organic and
inorganic compounds and Resource Conservation and Recovery Act (RCRA) hazardous waste
characterization (corrosivity, reactivity, and ignitability). Although significant concentrations of
inorganics are not expected, analysis for inorganics is typically requested by waste disposal
facilities, including the Base landfill. Additional details regarding IDW handling and disposal are
provided in Section 6.10_
Based on previous investigation information, it is expected that IDW will not exhibit hazardous
characteristics associated with metals, corrosivity, reactivity, or ignitability. Accordingly, it is
anticipated that the soils will be disposed of in the Base landfill.
4-6

5.0 SAMPLE DESIGNATION
In order to identify and accurately track the various samples, all samples collected during this
investigation, including QA/QC samples, will be designated with a unique number. The number
will serve to identify the investigation, the site, the sample media, sampling location, the depth
(soil) or round (groundwater) of sample, and QA/QC qualifiers.
The sample designation format is as follows:
Site#-Media/Station# or QA/QC-Depth/Round
An explanation of each of these identifiers is given below.
Site# This investigation includes Site 78. This will include either the prefix
"IR" meaning Installation Restoration Program, or "UST" meaning
Underground Storage Tank Program.
Media MW = Monitoring Well Boring
GW = Groundwater
IS = In -Situ Sampled Soil Boring
Station# Each soil test boring or monitoring well will be identified with a unique
identification number.
QA/QC FB = Field Blank
D = Duplicate Sample (following depth/round)
TB = Trip Blank
ER = Equipment Rinsate
MS/MSD = Matrix Spike/Matrix Spike Duplicate
Depth/Round Depth indicators will be used for soil samples.
The number will reference the. depth interval of the sample. For example:
03 = 5 to 7 feet below ground surface
5-1

04 = 7 to 9 feet below ground surface
05 = 9 to 11 feet below ground surface, etc.
Round indicator will be used for groundwater samples. For example:
02A = sampling conducted in the first quarter of 2002
02B = sampling conducted in the second quarter of 2002
02C = sampling conducted in the third quarter of 2002
02D = sampling conducted in the forth quarter of 2002
Under this sample designation format, the sample number IR78-GW05IWD-02D refers to:
IR78-GW05IWD-02D
Site 78
IR78-GW05IWD-02D
Groundwater sample
IR78-GW05IWD-02D
Monitoring well #5
IR78-GW05IWD-02D
Intermediate monitoring well
IR78-GW05IWD-02D
Sample Collected in the third quarter of 2002
IR78-GW05IWD-02D
Duplicate (QA/QC) sample
The sample designation IR78-ISO1-08D refers to:
IR78-IS01-08D Site 78
IR78-IS01-08D In -Situ Sampled Soil Boring
IR78-IS01-08D Boring #1
IR78-IS01-08D Sample depth interval 15 to 17 feet bgs
IR78-IS01-08D Duplicate (QA/QC) sample
The sample designation IR78-ERSB-0I refers to:
IR78-ERSB-01 Site 78
IR78-ERSB-01 Equipment Rinsate
IR78-ERSB-01 Rinsate taken from soil sampling equipment
IR78-ERSB-01 Equipment Rinsate Sample #i
5-2

This sample designation format will be followed throughout the project. Required deviations to
this format in response to field conditions will be documented.
5-3

6.0 INVESTIGATIVE PROCEDURES
The investigative procedures to be used for Site 78 are discussed in the subsections that follow.
These procedures include Geoprobe® installation and groundwater sampling, permanent
monitoring well installation, well development, groundwater sample collection, decontamination
procedures, and handling of site IDW. All of these procedures will comply with the field
methods described in the USEPA, Region IV, Environmental Services Division (ESD),
Environmental Compliance Branch Standard Operating Procedures and Ouality Assurance
Manual (ECBSO.PQAM), May 1996 (updated in 1997). Additional guidance from other sources
such as American Society for Testing and Materials (ASTM) may be used, but if the ASTM and
ESD methods conflict, the ESD procedure will be used. Additionally, in instances where the
ESD has no SOP, other guidance sources will be used, such as manufacturer's SOP manuals.
Field deviations will be recorded in the field logbook and discussed with the project manager.
6.1 Geo robe® Groundwater Sample Collection
Groundwater samples will be collected by a Geoprobe® rig. All boring locations will be
screened for the presence of utilities.
Groundwater samples will be collected using the Geoprobe© Screen Point 15 (SP15). The SP15
is a 4-foot long stainless steel screen inside a stainless steel tube (1 inch diameter). The sampler
is driven to the desired depth in the formation using a disposable drive point. This device can be
driven into unconsolidated material using a percussion hammer. The inside diameter of the rods
and sampler is about 0.5 inch to allow insertion of tubing for sampling both dissolved compounds
and non -aqueous phase liquids via a peristaltic pump. The rods are pulled up to expose the screen
at any desired length (up to 4 feet).
An on -site laboratory will be used to analyze the samples for TCL VOCs. Groundwater samples
will be collected throughout the depth of each boring, it is expected that three to four samples will
be collected at each boring. Each boring is expected to be approximately 40 to 50 feet deep.
6.2 Permanent Monitoring] Well Installation
During this field investigation, permanent monitoring wells may :be installed. The subsections
that follow contain monitoring well instal latiowprocedures_
6-1

I_�

Monitoring wells will be installed to monitor the water -bearing zones (water table) of the
treatment injection. It is estimated that these monitoring wells will be installed to a depth of
approximately 35 to 45 feet bgs. The procedure for the installation and construction of the
monitoring wells is presented below:
Monitoring wells will be installed using the same equipment employed for the initial sampling.
Geoprobe® "Prepack Screen Monitoring Wells" (or equivalent) will be used at all locations. This
type of installation utilizes direct -push equipment to advance the hole. A one -inch well, with a
pre -packed, five-foot long screen is inserted into the rods and the rods are withdrawn. Standard
well installation procedures and well development for these wells will follow the manufacturer's
recommendations as detailed in Appendix A. It should be noted that this type of installation (for
purposes of this type of study) has been approved by North Carolina (Baker, personal
communication, 2000).
Wells will be surveyed in the field using mapping grade Global Positioning System (GPS)
equipment to determine horizontal location. A lock level will be used to obtain elevation. The
locations will be surveyed by a state licenses professional surveyor at some point in the future in
conjunction with field investigations performed at other areas within Camp Lejeune.
6.3 Well Development
All permanent monitoring wells which are to be sampled will be developed as specified in the
ECBSOPQAM. The purpose of monitoring well development is:
• To stabilize and increase the permeability of the filter pack around the well screen
• To restore the permeability of the formation which may have been reduced by the drilling
operations
• To remove fine-grained materials that may have entered the monitoring well or filter
pack during installation.
6-2

U

The selection of the monitoring well development method typically is based on drilling methods,
monitoring well construction and installation details, and the characteristics of the formation.
Well development will not be initiated until a minimum of 48 hours has elapsed subsequent to
monitoring well completion. This time period will allow the cement grout to set. The monitoring
wells will be developed using a Wattera pump in combination with surging. All monitoring wells
will be developed until well water runs clear of fine-grained materials. Note that the water in
some monitoring wells does not clear with continued development. Typical limits placed on
monitoring well development may include any one of the following:
• Clarity of water based on visual determination
• A maximum time period (typically one to two hours)
• Stability of pH, specific conductance, and temperature measurements (typically less than
10 percent variation between three successive measurements from different well
volumes)
• Clarity based on turbidity measurements (typically less than 10 Nephelometric Turbidity
Units [NTU])
A record of the monitoring well development will be completed to document the development
process. Section 6.6 provides information on the use of monitoring and data collection equipment
for water level measurements, pH, specific conductance, and temperature.
6.4 Groundwater Saml7le Collection
Permanent monitoring wells. will be sampled via reduced flow rate methods. A peristaltic pump
will be used to purge the monitoring wells and collect the samples. VOC loss through suction
degassing is expected to be insignificant due to the very slow flow rates to be used. Baker
personnel report observance of no to minimal bubbling in the groundwater stream during
peristaltic pump use at ECBSOPQAM recommended flow rates. The procedure for collecting
groundwater samples is detailed in this section, and is based on ECBSOPQAM procedures.
ME

6.4.1 Selection of Water Quality Indicator Parameters
ECBSOPQAM SOPS call for the use of turbidity, pH, temperature, and specific conductance as
water quality indicator parameters (WQPs) for stabilization. This investigation will include those
WQPs plus dissolved oxygen. Use of dissolved oxygen has precedence in USEPA and other
studies. Dissolved oxygen and turbidity are more sensitive indicators of "fresh" groundwater than
pH, specific conductance, and temperature (Puls and Powell, 1992). Barcelona et. al., 1994,
suggest that dissolved oxygen and specific conductance are good indicators of stabilization with
respect to VOA sampling.
6.4.2 Purge Requirements
Consistent with ECBSOPQAM SOPs, a minimum of three well volumes will be purged.
6.4.3 Purging and Sampling Procedure
The following is a reduced flow rate purge and sampling procedure that will be used at Site 78:
1 The protective casing (for existing monitoring wells) will be unlocked, the well cap will
be removed, and escaping gases will measured at the well head using a photo ionization
detector (PID). This will determine the need for respiratory protection.
2. The monitoring well will be allowed to equilibrate to atmospheric pressure in the event
that a vent hole was not installed in the monitoring well.
3. The static water level will be measured. The total depth of the monitoring well will not
be measured, as not to stir up any sediment. The total depth will be obtained from soil
boring logs. The water volume in the monitoring well will then be calculated.
4.', The sampling device intake (virgin, 1/4-inch ID polyethylene tubing) will be slowly
lowered until the bottom end is 2 to 3 feet below the top of water level. Next, the water
level probe will be placed into the monitoring well just above the water.
5. Purging will then begin with a peristaltic pump, if -possible. The discharge rate will be
measured using a stopwatch and calibrated container. Flow rates of lessthan l -liter, per
6-4

minute (L/min) are expected at wells in the surficial aquifer, and 1 to 2 L/min at wells in
the upper portion of the Castle Hayne aquifer.
6. The WQPs, including turbidity, pH, and specific conductance will be measured
frequently (e.g., every 2 minutes). Temperature and oxidation-reduction potential (Eh)
also will be measured.
7. Purging will be complete when a minimum of three well volumes have been removed and
three successive WQP readings have stabilized within 10 percent (0.1 Standard Units for
pH), or there is no further discernable upward or downward trend. It is Baker's
experience that at low values, certain WQPs (such as turbidity) may vary by more than 10
percent, but have reached a stable plateau.
8. Upon WQP stabilization, groundwater samples will be collected from the end of the
tubing into the sample container.
9. The following information will be recorded in the field logbook:
Project location, date, and time
Weather
Sample location, number, round, and identification number
Static water level
Calculation of amount of water to be purged
WQPs during purging
Visual description of water (i.e., clear, cloudy, muddy, etc.)
Names of sampling personnel
Names of visitors on site
Purging and sampling technique, procedure and equipment used
Sampling remarks and observations
QA/QC samples collected
10. The sample jars will be stored in a cooler with ice until laboratory shipment.
6-5

IL The samples will be packed for shipping. Chain of Custody (COC) seals will be attached
to the shipping package. COC/Sample Request Forms will be properly filled out and
enclosed of attached (Section 7.0).
Sample preservation and handling procedures are outlined in Section 7.0. Appendix B presents a
SOP for groundwater sampling.
6.5 Decontamination
Equipment and materials that require decontamination fall into two broad categories:
1. Field measurement, sampling, and monitoring equipment (e.g. water level meters,
stainless -steel spoons, etc.)
2. Machinery, equipment, and materials (e.g. drilling rigs, backhoes, drilling equipment,
monitoring well materials, etc.)
Appendices C and D detail procedures for decontaminating the two categories of equipment and
materials, respectively.
6.6 Monitorin�� and Data Collection E uinment
Field support activities and investigations will require the use of monitoring and data collection
equipment. Turbidity, dissolved oxygen, specific conductance, temperature, pH, and Eh readings
will be recorded during groundwater sample collection. Appendix E, On -Site Water Quality
Testing provides specific procedures for collecting conductance, temperature, and pH readings.
Additional monitoring well information may be obtained using water level meters, water -product
level meters, and well depth meters. The operation and various uses of this data collection
equipment is provided in Appendix F.
Health and safety monitoring and environmental media screening will be conducted using a PID
and an oxygen/combustible gas meter (O2/LEL). The operation and use of the PID is described in
Appendix G. The Bacharach 02/LEL meter will also be used during the sampling program,
6-6

primarily to monitor health and safety conditions. Appendix H provides a description of the
Bacharach OVLEL meter and operating procedures.
6.7 Investigation Derived Waste Handling
The subsections that follow discuss the responsibilities, sources, containerization, sampling and
analysis, and disposal of IDW. These wastes include soil from borings, groundwater from
developing and purging of monitoring wells, decontamination fluids, and personal protection
equipment.
6.7.1 Responsibilities
LANTDIV/MCB Camp Lejeune - Atlantic Division, Naval Facilities Engineering Command
(LANTDIV) and the Environmental Quality Branch (EQB) at Camp Lejeune must ultimately be
responsible for the final disposition of site wastes. As such, a EQB representative will sign waste
disposal manifests as the generator of the material in the event off -site disposal is required.
However, it may be the responsibility of the RAC (Shaw Environmental), depending on the
contingency discussions during execution of the investigation, to provide assistance to LANTDIV
and EQB in arranging for final disposition and preparing manifests.
RAC, Shaw Environmental - It is the responsibility of the RAC Project Manager to work with the
LANTDIV-Technical Representative and EQB Representative in determining the final
disposition of site investigation wastes. The RAC will relay the results and implications of the
chemical analysis of the IDW, and advise on the regulatory requirements and prudent measures
appropriate to the disposition of the material. The RAC also is responsible for ensuring that field
personnel involved in site investigation waste handling are familiar with the procedures to be
implemented in the field, and that all required field documentation has been completed.
On -Site RAC Representative - The on -site RAC representative is responsible for the on site
supervision of the waste handling procedures during the site investigations. This person also is
responsible for ensuring that all other field personnel are familiar with these procedures.
6-7

6.7.2 Sources of Investigation Derived Wastes
Field investigation activities often result in the generation and handling of potentially
contaminated materials that must be properly managed to protect the public and the environment,
as well as to meet legal requirements. These wastes may be either hazardous or non -hazardous in
nature. The nature of the waste (i.e., hazardous or non -hazardous) will determine how the wastes
will be handled during the field investigation.
The sources of waste material depend on the site activities planned for the project. The following
types of activities or sources may result in the generation of waste material that must be properly
handled:
Monitoring well construction (soil cuttings)
Monitoring well development (development water)
Groundwater sampling (purge water)
Heavy equipment decontamination (decontamination fluids)
Sampling equipment decontamination (decontamination fluids)
Personal protection equipment (health and safety disposables)
6.7.3 Designation of Potentially Hazardous and Non -hazardous Investigation Derived
Wastes
Wastes generated during the field investigation can be categorized as either potentially hazardous
or non -hazardous in nature. The designation of such wastes will determine how the wastes are
handled. The criteria for determining the nature of the waste and the subsequent handling of the
waste is described below for each type of anticipated investigative waste.
6.7.3.1 Soil Cuttin+,,Js
Soil cuttings will be generated during the augering of well borings. Soil cuttings will be
containerized in lined drums, temporarily stored on site, and subsequently disposed.
6.7.3.2 Monitoring Well Development and Puree Water and Decontamination Fluids
All development and purge water will be containerized in bne- 1;000-gallon tank.
6-8

Equipment and personal decontamination fluids collected from decontamination/wash pads will
also be containerized in the tank.
6.7.3.3 Personal Protective Equipment
All personal protective equipment (i.e., gloves, and other health and safety disposables) will be
placed in garbage bags and disposed of in trash dump boxes.
6.7.4 Investigation Derived Waste Sampling and Analysis
Composite samples will be collected from the drums containing soil cuttings. The number of
IDW samples will depend on the number of drums used for temporary storage. This sample will
be analyzed for full toxicity characteristic leaching procedures (TCLP) (organics and inorganic)
and resource conservation and recovery act (RCRA) hazardous waste characterization
(corrosivity, reactivity, and ignitability). These samples will be collected by the on -site RAC
representative.
6.7.5 Labeling
The drums and storage tank will be labeled by the field team during the site investigation.
Information will be written on a plaque and affixed to the prominent side of the container.
Container labels will include, at a minimum:
LANTDIV Contract Task Order (CTO) (number)
Camp Lejeune Point -of -Contact name and phone number
Project name
Contractor Name and Project Manager Name
Drum number
Date
Source
Contents
If laboratory analysis reveals that containerized materials are hazardous, additional labeling of
containers may be required. The RAC will be responsible for additional labeling procedures, with
assistance from the Activity and/or'LANTDIV as needed. These additional labeling procedures
6-9

will be based upon the identification of material present; and USEPA regulations applicable to
labeling hazardous.
6.7.6 Container Log
A container log will be maintained in the site logbook. The container log will contain the same
information as the container label plus any additional remarks or information. Such additional
information may include the identification number of a representative laboratory sample. MCB
Camp Lejeune Installation Restoration, EQB will be informed of the status of all IDW storage
containers on a regular basis.
6.7.7 Container Storage
Containers of site investigative wastes will be stored on site or in a specially designated secure
area that is managed by the MCB Camp Lejeune EQB until disposition is determined.
If the laboratory analysis reveals that the drums contains hazardous IDW, additional storage
security may be implemented. The RAC will coordinate, with LANTDIV and/or the Activity,
any additional measures that may need to be taken to insure that the containerized IDW is secure
and meets applicable Federal regulations.
The RAC will assist LANTDIV and EQB in devising the storage requirements as required.
Weekly inspections by facility personnel of the temporary storage area also may be required.
These inspections may assess the structural integrity of the containers and proper container
labeling. Also, precipitation that may accumulate in the storage area may need to be removed.
These weekly inspections and whatever precipitation removal is necessary will be recorded in the
site logbook.
6.7.8 Container Disposition
The disposition of the containers of site investigation generated wastes will be determined by
EQB, with the assistance of the RAC, as necessary. Container disposition will be based on
quantity of materials, types of materials, and analytical results. If necessary, specific samples of
contained materials may be collected to identify further characteristics that may affect
disposition. Typically, container disposition will not be addressed until after receipt of applicable
6-10

analytical results, which are usually not available until long after completion of the field
investigation at the facility.
6.7.9 Disposal of Contaminated Materials
Actual disposal methods for IDW will be determined following receipt of chemical analyses. The
usual course will be a contractor specialist retained to conduct the disposal. However, regardless
of the mechanism used, all applicable Federal, state, and local regulations will be observed.
USEPA regulations applicable to generating, storing, and transporting hazardous wastes are
contained in 40 CFR Parts 262, 263.
At Site 78, any soil determined to be non -hazardous will be taken to the Base landfill for disposal.
Soil determined to be hazardous will be taken to a Treatment Storage and Disposal Facility to
(TSDF). All water will be taken to one of the on -Base groundwater treatment plants designed to
handle solvent and petroleum contamination.
MF

7.0 SAMPLE HANDLING AND ANALYSIS
Field activities will be conducted in accordance with the USEPA Region IV ESD's
ECBSOPQAM (1996, with 1997 revisions). Procedures for sample preservation, labeling,
handling, and maintaining a field logbook are detailed in SOPS. Because these procedures are not
specific to this project, they are provided as appendices, rather than detailed herein. Major
components of sample handling and analysis are discussed in the following subsections.
The number of samples, analytical methods, data quality objectives, and laboratory turnaround
times are presented in Table 7-1.
7.1 SamMe Preservation and Handling
Sample preservation, sample bottle packing and shipping are important components to
maintaining the integrity of the samples. Preservation and handling procedures to be used in this
investigation are detailed in Appendix I and Section 6.1 of the QAPP.
7.2 Chain-of-Custo&
COC is another important component to maintaining sample integrity. COC procedures to be
followed during this investigation are detailed in Appendix J. This SOP details sample bottle
labeling and chain -of -custody procedures.
COC procedures ensure a documented, traceable link between measurement results and the
sample or parameter they represent. These procedures are intended to provide a legally
acceptable record of sample collection, identification, preparation, storage, shipping, and analysis.
7.3 Field Logbook
Field logbooks will be used to record sampling activities and information. Entries will include
general and specific sampling information so that site activities may be reconstructed. In addition
to the logbook, field forms, such as boring. and monitoring well development logs, will be
completed as support documentation for the logbook. Appendix K describes a general format for
the field logbook.
7-1

Each field person will have and maintain a logbook. Logbooks will be copied daily and stored at
the field trailer as backup in case the original is lost or destroyed. Additionally, copies of
completed logbooks will be filed in the project files.
7-2

8.0 SITE MANAGEMENT
This section outlines the responsibilities and reporting requirements of on -site personnel.
8.1 Field Team Responsibilities
The field investigation portion of this project will consist of one field team. A Site Manager will
coordinate all field activities. The Site Manager will ensure that all field activities are conducted
in accordance with the project plans (the Work Plan, this FSAP, the QAPP, and the HASP).
The Field Team will employ one drilling rig for monitoring well installation and auger borings.
The project geologist will supervise the drilling rig work. The Field Team will also employ one
Geoprobe rig for the direct -push boring work. An assistant project geologist will supervise the
direct -push work. One of the geologists will also serve as the Site Manager and Site Health and
Safety Officer.
8.2 Re portin�irements
The Site Manager will report a summary of each day's field activities to the Project Manager or
his/her designee. This may be done by telephone or fax. The Site Manager will include, at a
minimum, the following in his/her daily report:
Baker personnel on site
Other personnel on site
Major activities of the day
Subcontractor quantities (e.g., drilling footages)
Samples collected
Problems encountered
Planned activities
The Site Manager will receive direction from the Project Manager regarding changes in scope of
the investigation. All changes in scope will be discussed and agreed upon by LANTDIV, Camp
Lejeune EQB, USEPA Region IV, and the NCDENR.
8-1

9.0 REFERENCES
Barcelona, et. al., 1994. Barcelona, M.J., Wehrmann, H.A., Varljen, M.D. Reproducible Well-
PurFing Procedures and VOC Stabilization Criteria for Groundwater Samplino. Ground Water
Vol. 32, No. 1. January -February, 1994.
Microseeps, Inc. October, 2001. Sampling Method SM9, Collection of Dissolved Gases from the
Water Usinix the 'Bubble Strip" Sampling Technique at the Well Site.
Puls and Powel, 1992 Puls, R.W. and Powel, R.M. Acquisition of Representative Ground
Water Quality Samples for Metals. Groundwater Monitoring and Remediation. Summer, 1992.
USEPA, 1991. Environmental Compliance Branch Standard Operatin, _ Procedures and Oualitx
Assurance Manual. February 1991.
USEPA, 1993 Guidance on Conductiniz for Non -Time -Critical Removal Actions Under
CERCLA (EPA/540-R-93-057). USEPA, August 1993.
9-2

TABLES

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TABLE 44
SAMPLING PROGRAM SUMMARY
PILOT STUDY FIELD SAMPLING AND ANALYSIS PLAN - CTO - 0253
OPERABLE UNIT NO. 1, SITE 78
AICB, CAMP LEJEUNE, NORTH CAROLINA
On -Site
Water
Quality
Parameters
Analws
Fixed -Base
Laboratory Analvsis
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Site Media Sample ID
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Comments
Site 78
Groundwater
IR78-GW43-03A, 03B,, 03C and 04A
I
1
]
1
l
1
1
1
1
North
IR78-GW44-03A, 03B, 03C and 04A
(Plume l)
IR78-RW11-03A, 03B, 03C and 04A
IR78-GW24-1-03A, 03B, 03C and 04A
1
1
1
I
1
1
-I
1
I
IR78-GW69-03A, 03B, 03C and 04A
I
1
I
I
1
1
I
1
1
IR78-GW70-03A, 03B, 03C and 04A
1
1
t
1
1
1
I
1
I
IR78-GW71-03A, 03B, 03C and 04A
1
1
I
1
I
- 1
IR78-GW72-03A, 03B, 03C and 04A_
1
I
1
I
1
1
1
I
1
_
[R78-GW73-03A, 03B 03C and 04A
I
1
I
t
I I
I
_
-
1
1
1_
Site 78
Groundwater
IR78-GW60A3A, 03_B4O3C_and 04A_
1
I
1
l
1
1
I
I
I
1
1
1
l
1
South
IR78-RW 15-03A, 036,_03C and 04A
I
1
I
1
1
I
_I
1
_
1
_l
1
l
_t
1
I
1
_I_
1
_
I
1
1
1
(Plume 3)
IR78-GW74-03A,03B, 03C and 04A
1
I
I
1
1
1
I
I
I
I
I
I-
1
I l
I_
1
1
IR78-GW75-03A, 03B, 03C and 04A
_I
1_
I
1
I
I_
1
1
_1
I
I
1
1
1
l
I
1
I
_ _
IR78-GW76-03A,038,03Cand04A
I
I
I
11
1
1
1
1
1
1
1
1
1
1
_I
1---I
-1-_
-- --
IR78-GW77-03A 03B, 03C and 04A
I
I
--
1
1
-I
1
--
I
1
-
I
]
I
--1
1
1
--
1
1
1
1
----
I
I
--
IR78-GW78-03A, 03B, 03C and 04A
1
I
1
1
t
I
1
I
1
1
1
1
1
I
I
1
I
1
IR78-GW79-03A, 038, 03C and 04A
I
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1R78-GW80.03.A, 03B, 03C and 04A
I
l
1
1
1
1
I-
IDW Samples
IRMADW01-03A
I
I
1
1
1
I
1
Drums
Duplicates
IR78-GWWMA _ _
_I
I
1
Groundwater____
MS/MSDs
IR78-c.%Y60-WA, 03B, 03C, 03D, and 04A MS/MSD_
I
1
I
_
G_round_water_
Blanks/Rinsates
IR78-EI1SMI 03A
_
_
_
_
I
_
_
Eqment Risnate
u�
-
IR78-_MG_%'01-03A
_
I
E_g4Tent Ri_sn_ate
IR78-FBOV03A
1
Field Blank
I1178-TBDI-03A, 03B, 03C and 04�A
1
jdp Blank
lank -
IR78-TB02-03A, 03B, 03C and 04A
IR78-TB03-03A-
Trip Blank
IR78-411_04-03A
IR78-_TB05-03A
f
_
TrQBlank
IR78-TB06-03A _
Trip Blank
IR78-TB07-03A
I
Trp Blank _
___
IR78-TBOS-03A
_
..
Trip Blan___--
_._ k
_._
IR78-TB09-03A
-
-_-
Trip Blank-___.
IR78-TB10-03A
I
Trip Blank
EnvironmentalSamples
IS
IS
IS
18
18
18J99
11
9
9
9
9
9
9
9
0
0
000
0__0
_ _
---
_16
1
_I1
I
1
0
0
00
0
0
0
MS/MSDs
-
-
-
-
--
1
_0
001
__0
I_--0
--
--
0
0
0
0
0
0
Blanks/Rinsates
-
-
13
00
0
0
-
-
0
0
0
0
00
0IDWSamples
--
-
-
--
--
-
0
0
0
0
--
-
-
-
-
1
1Total
Samples
18
18
18
18
I8
18
31
l l
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11
11
9
9
9
9
9
1
1
1
1--
1
1-
-- 1_
- - - -_
Notes:
Hydrogen will only be sampled twice during post -treatment monitoring.

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