NC0086398_Application_19981104

GROUP
DAMES & MOORE
A DAMES & MOORE GROUP COMPANY
NPDES Permit Application
Aberdeen Pesticide Dumps Site
Aberdeen, North Carolina
Dames & Moore
5301 77 Center Drive, Suite 41
Charlotte, North Carolina 28217
235 Peachtree Street, N.E.
North Tower, Suite 2000
Atlanta, Georgia 30303-1405
L_
RECEIVED
Nov 0 i 1998
FAYET Evd G 7
REG. GFFIC

North Carolina Dept. of Environment and Natural Resources
Division of Environmental Management, P.O. Box 29535, Raleigh, NC 27626-0535
NATIONAL POLLUTANT DISCHARGE
ELIMINATION SYSTEM
APPLICATION FOR PERMIT DISCHARGE
SHORT FORM C-GW
APPLICATION NUMBER
Date Received
To be filed by persons engaged in groundwater Year Month Day
remediation projects (DEM USE ONLY)
Do not attempt to complete this form before reading accompanying instructions.
(Please print or type)
1. Name, address, location, and telephone number of facility discharge
A. Name Aberdeen Pesticide Dumps Site (APDS)
B. Mailing address: c/o Dames & Moore (Engineering Consultants/ Preparer)
1. Street address: 5301 77 Center Drive, Suite 41
2. City: Charlotte 3. State: North Carolina
4. ZIP: 28217
C. Location:
1. Street: NC Highway 5 (Pinehurst Road)
2. City: Aberdeen
4. County: Moore
3. State: North Carolina
D. Telephone No.: [phone] (local)
E. Nature of business: Former pesticide formulation, blending, and packaging (Farm
Chemicals Area). Disposal of used pesticide bags and
containers (Twin Sites Area). This business is no longer in existence.
2. Facility contact:
A. Name: Bert Cole
B. Title: Protect Director C. Telephone No.: (404)- 577-2122. ext. 253
3. The application is for Q a new permit, ❑ permit renewal, ❑ perrnit modification, for a Groundwater
Remedial Action (RA) being performed in partial fulfillment of the requirements under Section 106(a) of
CERCLA.
SIC OECD (if known). If application is for renewal or modification please indicate perrnit
Number: NCOO
4. Product(s) recovered: Groundwater containing pesticides, semivolatiles, solvents (primarily xylene) and
metals. See accompanying Engineering Alternatives Anlysis Report
This application must also include the following:
A report of the alternatives to surface water discharge as outlined by N.C. Permit and Engineering
Unit's "Guidance for Evaluation of Wastewater Disposal Alternatives" as required by 15A NCAC
2H.0105(c) is presented in the accompanying Engineering Alternatives Analysis Report.
DI A description of the remediation project as required by 15A NCAC 2H.0105(C)
is presented in the accompanying Engineering Alternatives Analysis Report.
C) A summary of the groundwater parameters detected, along with maximum observed concentrations,
is provided in the accompanying Engineering Alternatives Analysis Report.

D) The expected removal efficiency of each compound detected for the proposed project is as follows:
• Volatile organics - 90 - >99%
• Semivolatile organics - >90%
• Pesticides - 90 - >99%
• Metals - >95%
5. Name of receiving water is Aberdeen Creek, approximately 180 feet downstream of Pages Lake Dam.
The discharge point is marked on Figure 1 (attached), USGS 7.5' Quadrangle, Southern Pines, North
Carolina, photorevised 1984.
6. Is potential discharge directly to the receiving water? Yes
7. Amount of treated groundwater to be discharged in gallons per operating day: The maximum design
capacity is 72,000 gallons per day (50 gallons per minute) of total combined flow from six groundwater
extraction wells.
8. Describe the duration and frequency of the discharge (continuous, intermittent, seasonal)
including the months of discharge, number of days per week of discharge, volume treated (monthly
average flow in gallons per day). Continuous flow is anticipated, 12 months per year, 7 days per week, 24
hours per day, at a design maximum rate of 50 gallons per minute; resulting in an average monthly flow of
2.16 million gallons ( 72,000 gallons per day). The initial operation is expected to be at 30 qpm, which
would result in an average monthly flow rate of 1.3 million gallons (43, 200 gallons per dav).
I certify that I am familiar with the information contained in the application and that to the best of my
knowledge and belief such information is true, complete, and accurate.
PRINTED Name of Person Signing
Title
NATURE of Applicant D Date Application Signed
North Carolina General Statute 143-215.6 (b) (2) provides that:
Any person who knowingly makes any false statement, representation, or certification in any application,
record, report, plan, or other document files or requires to be maintained under Article 21 or regulations of
the Environmental Management Commission implementing that Article, or who falsifies, tampers with or
knowingly renders inaccurate any recording or monitoring device or method required to be operated or
maintained under Article 21 or regulations of the Environmental Management Commission implementing
that Article, shall be guilty of a misdemeanor punishable by a fine not to exceed $10,000, or by
imprisonment not to exceed six months, or by both. (18 U.S.C. Section 1001 provides a punishment by a
fine of not more than $10,000 or imprisonment not more than 5 years, or both for a similar offense.)

2000 1000
2000
4000 FEET
SOURCE: Base map is from a portion of the U.S.G.S. 1:24,000 scale
topographic map titled: "Southern Pines, N.C..", 1957,
photorevised 1984
N
Figure 1.
LOCATION OF PROPOSED NPDES
DISCHARGE PINT
FaIrlln Chemicals and Twine Sites
Aberdeen Pesticide Dumps Site
Aberdeen, North Carolina
eG
ei DAMES & MOORE
42-ita A.Y45AMOORE GROW COANANy

ENGINEERING ALTERNATIVES ANALYSIS REPORT
NPDES PERMIT APPLICATION
ABERDEEN PESTICIDE DUMPS SITE
ABERDEEN, NORTH CAROLINA
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Engineering Alternatives Analysis Report
I. GENERAL INFORMATION 1
A. Facility Name:
Table of Contents
1
B. PROJECT DESCRIPTION
B.1 LOCATION
1
1
B.1.1 Farm Chemicals Area 2
B.1.2 Twin Sites Area 2
B.2 REMEDY 3
B.3 EXTRACTION WELL SYSTEM 4
B.3.1 Extraction Well 1-EX-1 4
B.3.2 Extraction Well 1-EX-2 5
B.3.3 Area B (Extraction Wells 2-EX-3, 2-EX-4, and 2-EX-5) 5
B.3.4 Area A (Extraction Well 2-EX-6) 6
B.4 GROUNDWATER TREATMENT SYSTEM 7
B.4.1 Siting Criteria and Proposed Location of the Treatment Unit i 7
B.4.2 Farm Chemical/Twins Sites Area Groundwater Treatment System 7
B.4.2.1 Design Basis 8
B.4.2.2 Equalization Tank and Pumping System 9
B.4.2.3 Settling System 10
B.4.2.4 Filtration and Backwash System 10
B.4.2.5 Air Stripper 11
B.4.2.6 Bag Filters 11
B.4.2.7 Carbon Absorbers 12
B.4.2.8 Pump Feed Tank 12
B.4.2.9 Mechanical Dewatering 12 •
B.4.2.10 Process Control and Instrumentation 13
B.4.2.11 Discharge Pumping System 13
B.4.2.12 Process Control and Instrumentation 14
B.5 DISCHARGE SYSTEM 14
B.6 PIPING REQUIREMENTS 15
B.7 UTILITIES 16
B.8 PHYTOREMEDIATION 16
B.8.1 Phytoremediation Implementation 16
C. EXISTING TREATMENT FACILITIES 17
D. PHASE STATUS 17
II. EVALUATION OF DISPOSAL ALTERNATIVES 19
A. Connection to a Sewer Collection System (served by municipality or other entity) 19
B. Land Based Disposal 21
C. Wastewater Reuse 26
D. Surface Water Discharge 26
E. Disposal Combinations 28
Figures
Figure 1 Site Location Map
Figure 2 1997 Groundwater Monitoring Network
Figure 3 Extraction System in relation to total Xylene in Shallow Wells (February 1997)
Figure 4 Location of Extraction Wells and Monitoring Locations
Figure 5 Process Flow Diagram FC/TS Treatment Diagram
Figure 6 FC/TS Groundwater Treatment Plant Process and Instrumentation Diagram. Sheet 1 of 4, Farm
Chemicals and Twin Sites Areas
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Engineering Alternatives Analysis Report
Figure 7
Figure 8
Figure 9
Figure 10
Figure 11
Figure 12
Figure 13
Figure 14
Figure 15
Figure 16
Figure 17
Table 1
Table 2
Table 3
Appendix A
Appendix B
Appendix C
FC/TS Groundwater Treatment Plant Process and Instrumentation Diagram, Sheet 2 of 4, Farm
Chemicals and Twin Sites Areas
FC/TS Groundwater Plant Process Piping and Instrumentation Diagram, Sheet 3 of 4, Farm
Chemicals and Twin Sites Areas
Groundwater Treatment Plant Process and Instrumentation Diagram, Sheet 4 of 4, Farm
Chemicals and Twin Sites Areas
FC/TS Groundwater Treatment Plant Layout, Farm Chemicals and Twin Sites Areas
Groundwater Treatment Plant Process and Instrumentation Diagram
Location of Proposed NPDES Discharge Point
Potential NPDES Discharge Points
Location of Phytoremedial Zones
Soil Boring Locations
Available Spray Irrigation Acreage at Farm Chemicals Area
Available Spray Irrigation Acreage at Twin Sites Area
Tables
System Design Criteria Summary
Process Water Treatment Summary
Cost Comparison of Discharge Alternatives
Appendices
1997 Analytical Data
Moore County Water and Sewer Authority Responses
Soils Report
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I. GENERAL INFORMATION
An Engineering Alternatives Analysis Report (EAAR) is required for every new National Pollutant
discharge Elimination System (NPDES) permit application in accordance with Title 15A NCAC 2H
.0105 © (2). This EAAR was developed in accordance with the North Carolina Department of Natural
Resources (NC DENR) guidance document titled "Guidance For The Evaluation of Wastewater Disposal
Alternatives" dated March 21, 1997. The following analysis was prepared using the outline provided in
the guidance document.
A. Facility Name:
Aberdeen Pesticide Dumps Site (APDS)
County: Moore
Facility Address: NC Highway 5 (Pinehurst Road)
Facility Telephone Number: [phone] (local)
Report Preparer: Dames & Moore
Report Preparer Address: 5301 77 Center Drive
Suite 41
Charlotte, North Carolina 28217
[phone], extension 229
Attention: Albert W. (Bert) Cole, Project Director
B. PROJECT DESCRIPTION
B.1 LOCATION
The Aberdeen Pesticide Dumps Site (APDS) is a Superfund site located in Aberdeen, North Carolina, at
the location illustrated on Figure 1, Site Location Map. Operable Unit Three (0U3) of the APDS includes
the groundwater underlying the Farm Chemicals (FC) and Twin Sites (TS) Areas which have a combined
groundwater remedy, and the Fairway Six (FX) Area which has a separate groundwater remedy. This
NPDES permit application applies only to the discharge of treated groundwater from the FC and TS
Areas.
The APDS Remedial Action (RA) is being performed in partial fulfillment of the requirements of two (2)
Unilateral Administrative Orders (UAOs) issued under Section 106(a) of the Comprehensive
Environmental Response, Compensation, and Liability Act of 1980 (CERCLA), as amended by the
Superfund Amendments and Reauthorization Act of 1986 (SARA), 42 U.S.C. 9606(a). These UAOs are
associated with the actions at the APDS as defined by the Record of Decision (ROD), dated October
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1993, by the June 1994 Explanation of Significant Difference (ESD), by the ESD dated September 15,
1997, and by Appendices 2 and 4 of the Aberdeen Consent Decree dated September 24, 1997. The RA for
the FC/TS areas involves treatment of groundwater for specific constituents of concern (COCs), including
pesticides, semivolatile organic compounds, solvents (primarily xylenes), and metals.
B.1.1 Farm Chemicals Area
The FC Area is located immediately south of North Carolina Highway 5 (Pinehurst Road), on the western
corporate limit of the Town of Aberdeen, and southwest of Pages Lake. The FC location coordinates are
latitude 35°08'24"N; longitude 79°25'58".
The FC Area is situated on predominately flat terrain. However, downgradient (northeast) of the FC Area,
at a distance of approximately 500 to 700 feet, is Pages Lake. Pages Lake is a man-made reservoir fed by
Aberdeen Creek, which continues to flow in a southerly direction below the lake outfall. The former
pesticides blending and formulation facility, which incorporated approximately 19 structures, were
removed in connection with APDS soil remediation activities. Some other buildings were removed in the
past.
The land to the south and west of the FC Area is occupied by commercial or light industrial properties.
Residential property bounds the FC Area to the east. The nearest residents live approximately 250 feet to
the east from the FC Area. North of the FC Area is Highway 5 and directly across Highway 5 is the TS
Area.
B.1.2 Twin Sites Area
The TS Area (Figure 1) lies immediately north of Highway 5, at the western corporate limit of the Town
of Aberdeen, west of Pages Lake. The location coordinates for the TS Area are latitude 35°08'24"N;
longitude 79°25'58"W.
The TS Area consisted of three discrete disposal areas. Disposal areas A and B were both open dumps
within wooded areas, located approximately 350 feet from one another. Pesticide -like materials were
buried and partially visible in a small patch of woods in area C, which is located between disposal areas A
and B. These former disposal areas were excavated during the recent soils reinediation in early 1998.
The TS Area is situated on moderately sloping terrain (5 percent grade), which slopes in a
north -northeasterly direction towards Pages Lake. Pages Lake is about 350 feet downgradient from the
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disposal areas. Several groundwater seeps and standing water pools are located between the former
disposal areas and Pages Lake.
North Carolina State Highway 5 is located south of the TS Area. East of the TS Area is wooded property.
A secondary road bounds the western edge of the TS Area. Pages Lake isI located to the north of the TS
Area. The nearest residents live about 350 feet southwest of the former disposal area B.
B.2 REMEDY
In general, three regions of elevated groundwater COC concentrations exist. These regions include much
of the FC Area, the northern corner of disposal Area A at the TS Area; and most of TS Area B. As
previously noted, the COCs observed in groundwater obtained from the FC/TS area monitoring wells
include pesticides, semivolatiles, solvents (primarily xylenes), and metals. Maximum concentrations that
were observed in monitoring wells at the FC/TS area during the most recent sampling (February 1997) are
provided in Table 1 of Appendix A. The locations of the monitoring wells are provided on Figure 2, 1997
Groundwater Monitoring Well Network.
The FC/TS Area groundwater remediation will employ "pump and treat" technology using six extraction
wells (two at the FC Area, and four at the TS Area) to treat affected groundwater that is flowing
northeastwards towards the local groundwater sink, Pages Lake. Groundwater extraction at the six
extraction locations will result in immediate, proactive improvement of groundwater quality with respect
to site -specific COCs, particularly DBCP and other Volatile Organic Compounds (VOCs). The
groundwater discharge from the extraction wells at the FC/TS Area twill be piped to an on -site
Groundwater Treatment Plant (GWTP) located at the TS Area where it will be treated for the FC/TS Area
groundwater COCs.
Additionally, to supplement the active groundwater extraction/treatment system and to augment natural
attenuation processes, the groundwater remedy also includes the installation of passive Phytoremediation
treatment areas. Passive Phytoremediation treatment will prove to be a beneficial addition to the active
groundwater remedial system. The Phytoremediation areas will aid the remediation of COCs in locations
(e.g., plume fringe areas) where concentrations of COCs are only slightly above the groundwater
performance standards. Additionally, the root systems of the vegetation will effect "phytopumping,"
thereby aiding in development of a hydraulic barrier between the former source areas and the
downgradient surface water bodies.
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An overview of the FC/TS Area groundwater extraction system is provided on Figure 3, Location of
Extraction Wells in Relation to the Total Xylene Plume in Shallow Wells (February 1997). As previously
noted, the FC/TS Area groundwater extraction/treatment system will also be augmented by the
installation of phytoremedial treatment areas.
B.3 EXTRACTION WELL SYSTEM
Six extraction wells will be installed in the FC/TS Area; two (1-EX-1 and 1-EX-2) at the FC Area and
four (2-EX-3, 2-EX-4, 2-EX-5, and 2-EX-6) at the TS Area. The locations at which these wells will be
installed, with respect to the extraction system monitoring locations is provided on Figure 4, Location of
Extraction Wells and Monitoring Locations. The extraction well construction details are described below.
B.3.1 Extraction Well 1-EX-1
Extraction well 1-EX-1 will be installed at the FC Area immediately downgradient of the location of the
former production buildings. Sampling of the site monitoring wells has indicated that the most elevated
concentrations of VOCs at the FC Area occur in the immediate vicinity of deep monitoring well 1-MWD-
04 and shallow monitoring wells 1-MWS-09 and 1-MWS-10 which are also located immediately
downgradient of the former production buildings.
The screen design for extraction well 1-EX-1 is dependent on the character of the subsurface materials.
Laboratory gradation curves from four out of five samples obtained at both ,the FC and TS Areas
indicated that the sands (D50 size) are generally medium grained. However, logs of materials that have
been encountered during installation of monitoring wells in this area indicate that the subsurface materials
will consist largely of interbedded silty fine sands and clayey sands. Therefore, although the gradation
curves would suggest that the ideal extraction well screen design for the medium ands would be a No. 20
slotted screen with a natural sandpack, the well screen design must be based on the finest materials
encountered which requires a No. 10 slot screen.
A 15-foot screen will be set from 50 to 65 feet below land surface (bls) 'to minimize the potential for
clogging by the finer silty clay layer that is anticipated to be encountered at 'depths of approximately 35 to
45 feet bls in the FC. However, unless subsurface conditions indicate othetwise, extraction well 1-EX-1
will be approximately 70 feet in length with a 15-foot section of 4-inch diameter, No. 10 slotted stainless
steel screen and a 10/30 silica sandpack.
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The extraction pump in well 1-EX-1 will be equipped with a shroud to promote cooling and will be
installed in the sump so that entire screen length is available for drawdown. With the exception of the
stainless steel screen, the other portions of the well will be constructed of 10-foot threaded sections of
4-inch diameter Schedule 40 Polyvinyl Chloride (PVC) riser.
The pump in 1-EX-1 is expected to operate continuously in the range of about 1 to 3 gallons per minute
(gpm).
B.3.2 Extraction Well 1-EX-2
Extraction well 1-EX-2 will be installed in the southeastern corner of the FC Area (see Figure 4).
Elevated levels of gamma-BHC have been detected in shallow monitoring wells, 1-MWS-08 and 1-
MWS-14 which are located in this area.
For the reason presented above in the discussion of extraction well 1-EX-1, a No. 10 slot screen will be
used in extraction well 1-EX-2. A 25-foot screen will be set from 43 to 68 feet bls assuming that
subsurface conditions are similar to those encountered during the installation of monitoring wells 1-
MWS-14 and 1-MWD-07. Unless subsurface conditions indicate otherwise, extraction well 1-EX-2 will
be approximately 73 feet in length and will be constructed with a 25-foot section of 4-inch diameter,
No. 10 slotted stainless steel screen, with a 10/30 silica sandpack. The screen setting is estimated to be
about 43 feet bls to 68 feet bls, with a 5-foot sump below the screen.
To provide for maximum drawdown, extraction well 1-EX-2 will also penetrate 5 feet into the clays of the
underlying Cape Fear Confining Unit and be fitted with a 5-foot deep sump Below the screen.
The extraction pump, installed with a shroud to promote cooling, will be installed in this sump so the
entire screen length is available for drawdown. In both instances (25 foot versus 15 foot screen), with the
exception of the stainless steel screen, the other portions of the well will be constructed of 10-foot
sections of 4-inch diameter Schedule 40 PVC riser.
B.3.3 Area B (Extraction Wells 2-EX-3, 2-EX-4, and 2-EX-5)
The locations of extraction wells 2-EX-3, 2-EX-4, and 2-EX-5 (see Figure! 4) to be installed at the TS
Area are downgradient and perpendicular to the direction of groundwater flow at disposal area B. During
previous sampling, elevated concentrations of VOCs have been detected in deep monitoring well 2-
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MWD-04 and shallow monitoring well 2-MWS-08, both located at disposal area B immediately
downgradient of the former FC production area.
For the reason presented above in the discussion of extraction well 1-EX-1, a No. 10 slot screen will be
used in extraction wells 2-EX-3, 2-EX-4, and 2-EX-5. Assuming that subsurface conditions are somewhat
similar to those encountered during the installation of monitoring wells :2-MWS-09 and 2-MWD-04,
extraction wells 2-EX-3, 2-EX-4, and 2-EX-5 are expected to vary in length from approximately 30 to 50
feet. All extraction wells will be constructed with a 15- to 20- foot section of 4-inch diameter, No. 10
slotted stainless steel screen, with a 10/30 silica sandpack. Similar to the extraction wells at the FC Area,
extraction wells 2-EX-3, 2-EX-4, and 2-EX-5 will also be constructed to penetrate 5 feet into the clays of
the underlying Cape Fear Confining Unit and all will be fitted with a 5-foot deep ,sump below the screen
to provide for maximum drawdown in the rather limited thickness of Lower Black Creek aquifer in the
vicinity of disposal area B.
The extraction pumps in these wells will be installed in the sumps so that the entire screen lengths in the
saturated zone are available for drawdown. With the exception of the stainless steel screens, the other
portions of the wells will be constructed of 10-foot threaded sections of 4-inch diameter Schedule 40 PVC
risers.
Based upon previous flow modeling results, the pumps in extraction wells 2-EX-3, 2-EX-4, and 2-EX-5
are expected to operate continuously in the range of about 3 to 5 gpm.
B.3.4 Area A (Extraction Well 2-EX-6)
Extraction well 2-EX-6 will be installed in the northern end of the TS area near disposal area A
downgradient of the former FC production area. Elevated concentrations of Organochlorine (OC)
Pesticides (particularly the BHC isomers) were present in the vicinity of shallow monitoring well 2-
MWS-11, which is located in this area.
For the reason presented previously in the discussion concerning the construction of extraction well 1-
EX-1, a No. 10 slot screen will be used in extraction well 2-EX-6. Assuming subsurface conditions are
similar to those encountered during the installation of monitoring wells 2-MWS-11 and 2-MWD-03,
extraction well 2-EX-6 will be approximately 30 feet deep, with a 20-foot section of 4-inch diameter,
No. 10 slotted stainless steel screen, and a 10/30 silica sandpack. The screened interval is expected to be
set from about 7.5 feet to 27.5 feet bls. The well will terminate in a 5-foot sump (with endcap), fitted
below the screen, that terminated at the clays of the underlying Cape Fear Confining Unit.
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The extraction pump will be installed at the top of this sump so that most of the total saturated thickness
of the aquifer is available for drawdown. Because of the length of screen and proximity to the ground
surface, the remaining portions of this extraction well will also be constructed of 5-foot threaded sections
of 4-inch diameter stainless steel riser.
Based upon previous flow modeling results and the total saturated thickness, the pump in extraction wells
2-EX-6 is expected to operate continuously in the range of about 5 to 7 gpm
B.4 GROUNDWATER TREATMENT SYSTEM
B.4.1 Siting Criteria and Proposed Location of the Treatment Unit
The GWTP for the FC/TS Area will be installed at the TS Area just south of Highway 5 and the railroad
tracks as indicated on Figures 3 and 4. This location was selected because there are more extraction wells
at the TS Area (4) than the FC Area (2). In addition, an area has been cleared, grubbed, graded, and
graveled for an office trailer for work associated with the soil removal activities. Reutilizing this area will
eliminate the need to clear, grub, and grade a new area, clear utilities, etc.
B.4.2 Farm ChemicaUTwins Sites Area Groundwater Treatment System
The groundwater treatment process for the FC/TS Area will consist of metals removal by chemical
addition (caustic soda, calcium hypochlorite, and polymer) and gravity separation, sludge dewatering,
filtration (sand and bag filters), air stripping, and aqueous phase carbon polishing. Because a significant
portion of the treatment is attributable to sludge disposal resulting from metals treatment, the metals
treatment portion of the system will not be installed if subsequent longer -term pumping tests (scheduled
for July and August 1998) demonstrate that groundwater metal levels are significantly lower than the
initial monitoring results have previously indicated. Preliminary observation's indicate that the metals are
probably due to the low pH levels found at the site. It is anticipated that, with removal of the source
during the soil activities, active extraction may result in an overall increase of groundwater pH and the
subsequent decrease in soluble metal content.
The treatment system will be housed in a building approximately 100 feet by 60 feet with a 30-foot clear
ceiling. The facility will be accessible to an 18-wheel tractor/trailer truck for both delivery of activated
carbon and removal of de -watered sludge.
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Process and Instrumentation Diagrams (P&IDs) for the FC/TS Area Treatment Groundwater System are
provided as Figures 5 through 11. Table 1 presents a System Design Criteria Summary of the process and
Table 2 presents a Process Water Treatment Summary.
B.4.2.1 Design Basis
Influent to the GWTP will consist of groundwater from the six extraction wells at the FC/TS Area. The
groundwater extraction rate from the six wells is expected to be in the range of 1/2 to 7 gpm per well for a
total combined flow of 15-1/2 to 26-1/2 gpm. The system has a design inlet flow rate of 30 gpm.
The system will be designed to operate with a maximum influent of 50 gpm, and a minimum influent of
15 gpm.
The process used to treat the recovered groundwater at the FC/TS Area is shown schematically in
Figure 5. The major unit operations are depicted as separate items in the Process Flow Diagram (PFD)
event though some equipment items are integral.
The PFD shows the primary and secondary liquid flow lines. The material balance table details the
hydraulic and chemical loadings used to design, specify, and select piping and equipment. The following
design criteria were used to calculate flows and the various loads:
1. Design well yield = 5 gpm
2. Maximum combined well yield = 50 gpm
3. Minimum combined well yield = 15 gpm
4. Total dissolved solids = 1,538 milligram per liter (mg/1)
5. Total metals = 136 mg/1
6. Total VOCs = 56.4 mg/1
7. Sodium hydroxide consumption = 9.5 pounds per 1,000 gallons at 50 percent
8. Calcium hypochlorite consumption = 30 mg/1
9. Flocculent consumption = 3 mg/1
Items 1 through 3 were derived through a process of groundwater modeling, and calibration. Items 4
through 6 were taken from the average of concentrations of COCs detected in four selected wells that
were sampled in February 1997. Items 7 through 9 resulted from pilot tests 'performed on water from the
site.
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The following assumptions were used as a basis of calculations.
1. 10 percent of the lamella separator feed is sent to the sludge handling system.
2. 10 percent of the VOCs are removed in the solids precipitation step.
3. 10 percent of the remaining VOCs are removed in the sand filter.
4. The lamella separator overflow contains 50 parts per million (ppm) suspended solids.
5. The air stripper removal efficiency is 99.9 percent.
6. The sand filter efficiency is 90 percent.
7. The bag filter efficiency is 95 percent.
8. 100 percent of influent dissolved solids are precipitated.
9. Specific gravities used: 50 percent NaOH = 1.8; 20 percent CaOC12 = 1.1; Polymer = 1.0;
10 percent HC1= 1.1.
For simplification, some short duration high flow rate streams were treated as continuous flows.
B.4.2.2 Equalization Tank and Pumping System
A 10,000-gallon Equalization (EQ) tank will be used to equalize the influent flow and mass loadings
(concentrations of dissolved constituents) in the groundwater from the six 'extraction wells. The EQ tank
will be constructed of coned -bottom, fiberglass- reinforced plastic (FRP). The tank will be closed top and
vented to the outside of the building.
A minimum of 4,000 gallons of water will be kept in the tank at all times lin order to equalize incoming
flows, particularly the backwash and sludge filtrate flows. The reserve volume of 6,000 gallons will be
used for flow equalization and to provide emergency storage and alarm levels.
The pH of the influent water is expected to be in the range of 3.5 standard units (su) to 5.0 su. The pH of
the influent water will be continually monitored via a probe in the pipe. A pH controller will accept the
signal from the probe and operate a chemical feed pump that will discharge caustic to the discharge line to
adjust the pH to a range of 8.0 to 9.0.
Sampling ports are being provided in pipes before and after the EQ tank. Adcess will also be provided for
future chemical addition systems, should this become necessary.
The tank will be equipped with a pressure transducer with a level indicator. A 4-24ma signal for the water
level will be transmitted to the programmable logic controller (PLC) that in turn will control the operation
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of the pumps. At certain set points the PLC will shut the pumps down, activate a high water alarm, or shut
down the extraction wells.
B.4.2.3 Settling System
The settling system will be a lamella gravity separator with an integrated sludge -thickening tank. The
specification for the gravity separator is a Parkson LGST-360/55 (or equivalent) that has one rapid mixer
and one flocculation tank. The settler will be fed from the EQ tank by the feed water pumps. Overall
dimensions will be approximately 13-feet long by 8-feet wide by 19-feet high. The rapid mix, flocculator,
and settling tank will be covered and vented to the outside of the building.
A 30-gallon rapid mix tank will used to accommodate an approximate 1-minute detention time at the
maximum combined flow rate from the six extraction wells, the return flows, and the addition chemicals.
Calcium hypochlorite and flocculant will be added at the rapid mix tank. The rapid mix tank will be
equipped with a constant -speed, top -mounted mixer.
The flocculation tank will maintain flexible operation through a range of flows. The flocculator mixer will
be equipped with variable speed paddles. The flocculation tank will be sized at 200 gallons for a 3- to 6-
minute detention time at the design total flow rates. Incoming water will enter the settler near the top of
the unit, flow down along the plate settlers, and then be collected. The loading rate will not exceed 5
gpm/ft. The sludge will accumulate at the bottom of the unit in the slude-thickening tank and will be
periodically pumped out via a progressive cavity pump to the belt filter press.
The sludge pump, sized for 40 gpm, will cycle on and off. The cycle times for the pump will be controlled
by the PLC and will be re-settable via the process control software.
During the treatability testing, the presence of a high concentration of dissolved inorganics in the
groundwater resulted in the production of a large volume of dilute sludge. This sludge was dewatered to
9.1 percent solids by vacuum filtration. Analysis by the Toxicity Characteristic Leaching Procedure
(TCLP) indicated that the sludge was non -hazardous.
B.4.2.4 Filtration and Backwash System
The water leaving the settling tank will be filtered using a Parkson DynaSand DSF-12 continuous
backwash sand filter (or equivalent) to remove suspended iron and manganese and to protect the
downstream activated carbon units. The filters will be continuously backwashed at a rate of 2 to 4 gpm.
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The backwash process in the filter requires a small amount of compressed airto form an airlift. The
backwash will gravity flow to the belt filter press sump. The filter will be covered and will be vented.
The filter will be loaded at a rate of no more than 5 gpm/ft during normal operation. Parkson offers a filter
with 12 ft2, which has a diameter of 4 feet and a height of 11 feet 6 inches. The filter requires 0.5 — 1.5
standard cubic feet per minute (scfm) of compressed air at 15 to 25 pounds per square inch (psi) for the
backwash and 3.3 tons of filter sand.
B.4.2.5 Air Stripper
Water will gravity flow from the sand filter to the low profile air stripper for removal of VOCs. The air
stripper will be a Northeast Environmental 2641 Low Profile stripper (or equivalent), operating at an air
flow rate of approximately 600 cubic feet per minute (cfm). The air stripper will be equipped with the
following:
• four stripper trays,
• a high water level indicator,
• a high/low air pressure, and
• a direct coupled explosion proof regenerative blower (600 cfm).
Stripped water will be discharged into a sump at the bottom of the stripper and then gravity flow to the air
stripper holding tank. In the tank, the pH will be monitored and, if necessary, acid will be added to adjust
the pH to discharge standards. The tank will be equipped with a pressure transducer with a level indicator.
A 4-2,ilima signal for the water level will be transmitted to the programmable logic controller (PLC) that in
turn will control the operation of the pumps. A dual pump system with lead/lag sequencing, which is
controlled by level switches in the sump, will pump the stripped water to the bag filters. The tank will be
a 1,000-gallon tank.
B.4.2.6 Bag Filters
A bag filter system will be installed in line between the air stripper and the carbon adsorbers in order to
prevent any biological slime or other growth from the strippers from reaching the adsorbers. Water will
be pumped from the air stripper tank through a dual bag filter system. T1 e specification is Rosedale
Model 6 Duplex Bag Filter (or equivalent) with a 30-inch depth that has 3.4 square feet surface area. The
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bag filter system will be designed to be autoswitching from one vessel to the next upon fouling. Initially,
a 25 micron nominal bag filters will be employed.
B.4.2.7 Carbon Absorbers
Dual carbon absorbers will be installed in series. The absorbers will be equipped with sample ports before
and after each stage. Backwash capability, plumbed back to the EQ tank for start-up and carbon re -filling,
will be provided.
Each adsorber will contain 5,000 pounds of carbon with a total surface area of 28 square feet. Carbon
usage is estimated to be less than 1.12 pounds per 1,000 gallons treated. A 5,000-pound adsorber is
estimated to have a minimum service life of 200 days. Note that the drawings currently depict utilization
of 10,000-pound cells. Considerations of economies currently indicate' these cells to be preferred,
although the smaller cells are adequate and may be used.
The compound, DBCP, has been detected in the groundwater in several; of the sampling rounds. The
concentration of this compound has decreased significantly in the last sampling round. If DBCP is present
in the groundwater and is adsorbed onto the activated carbon, some carbon vendors will not recycle the
i
carbon. Envirotrol is a carbon supplier that will recycle the DBCP contaminated carbon by keeping the
carbon used at the facility separate from all other carbon during the reactivation. Envirotrol requires that
the carbon be transported dry. In order to accommodate the possible use of Envirotrol as a carbon recycler
for the facility, the carbon adsorbers will be outfitted with compressed air connections to facilitate the
removal of carbon from the adsorbers. Each carbon adsorber will also be equipped with a 4-inch diameter
camlock fitting for connection to the carbon delivery truck with both inlet and outlet pressure gauges.
B.4.2.8 Pump Feed Tank
The carbon -filtered water will flow to a discharge tank equipped with dual effluent pumps. The pumps
will be controlled via level switches in the discharge tank. The discharge pipes will be installed so that the
effluent can be either discharged or recirculated back to the EQ tank.
B.4.2.9 Mechanical Dewatering
The sludge from the thickening tank will be dewatered using a belt filter'press.: The specification is a
Parkson Belt Series 2000 Belt Filter Press, or equivalent. The system will be operated for approximately 1
to 2 hours per day at a 40-gpm flow rate. The reason for this intermittent operation is that the liquid
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sludge produced will be approximately 10 percent of the forward flow, or about 2 to 6 gpm. As such the
system only needs to operate in a batch mode.
The sludge pump will cycle on and off. The cycle times for the pump will be controlled by the PLC and
will be re-settable via the process control software. The sludge from the lamella sludge thickening tank
will be pumped using a positive displacement (or progressive cavity) pump, to the, belt filter press. The de -
watered sludge will be dropped into a lined sludge roll -off awaiting appropriate off -site disposal.
B.4.2.10 Process Control and Instrumentation
The system will have process controls and instrumentation. The goal of the process control and
instrumentation is to provide:
1. Automatic control of routine operations such as chemical feeds,' pump operation, and sludge
dewatering;
2. Sensing of conditions which will cause overflows or hydraulic failures such as tank overflows,
excess filter back pressure, excess activated carbon back pressure, or pump failure;
3. Sensing conditions which will lead to immediate process failure such as a mixer failure, blower
failure, pH out -of -range, or general power failure; and
4. Automatic plant shutdown should there be a tank overflow.
A PLC will be provided for the control and recording mechanisms. The logi controller will be linked to a
personal computer (PC) with process control software to monitor the system and to enable the operator to
conveniently adjust operating parameters for the treatment system. This system will have a remote access
capability for monitoring and control.
The treatment plant is not designed to start automatically after shut down. An operator must be present to
restart the treatment facility. Power outages will cause the plant to shut down requiring the operator to
restart the plant. It is assumed that the operator has at least 24 hours to restart the plant after a power
outage or other shut down.
B.4.2.11 Discharge Pumping System
The treated water will be collected in a 5,000-gallon tank. A duplex pump system will pump the treated
water to the discharge point. The pumps will be controlled by the water level in the discharge tank. A
pressure transducer will sense the water level with a low level for pump shut down, a middle level for
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lead pump on, and a high level to activate a high water alarm. The pressure transducer will also be
equipped with a level indicator. The discharged water will flow through a continuously recording flow
meter. The measurements from the meter will be transmitted to the process control software on the PC.
The discharge line will include valves and piping so that the discharge may be either directed to the
discharge point or rerouted back to the EQ tank. Pumping the water back to the equalization tank will be
necessary during testing of the system and may also be necessary as the carbon filters are rinsed of fines
during startup.
B.4.2.12 Process Control and Instrumentation
The system will have a limited amount of process control and instrumentation. The goal of the process
control and instrumentation is to provide:
1. Automatic control of routine operations;
2. Sensing of conditions which will cause overflows or hydraulic failures such as tank overflows,
excess filter back pressure, excess activated carbon back pressure, or pump failure;
3. Sensing conditions which will lead to immediate process failure; and
4. Automatic plant shutdown should there be a tank overflow.
A PLC will be provided for the control and recording mechanisms. The logic controller will be linked to a
PC with process control software to monitor the system and to enable the operator to conveniently adjust
operating parameters for the treatment system. The system will have remote monitoring capability.
The treatment plant is not designed to start automatically after shut down. An operator must be present to
restart the treatment facility. Power outages will cause the plant to shut down requiring the operator to
restart the plant. It is assumed that the operator has at least 24 hours to restart the plant after a power
outage or other shut down.
B.5 DISCHARGE SYSTEM
The proposed groundwater extraction system includes the installation of six extraction wells at the FC/TS
Area with a combined average continuous flow rate of about 30 gpm. Anticipated maximum and
minimum flow rates are expected to range from 15 gpm to 50 gpm.
The treated effluent from the TS Area GWTP will be discharged to Aberdeen Creek just downgradient of
the earthen dam that creates Pages Lake, as shown on Figures 12 and 13.
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B.6 PIPING REQUIREMENTS
The two extraction wells in the FC Area and four extraction wells in the TS Area will be equipped with
check valves, flow meters, and a means of flow control. Because the throttle valves that are typically used
to adjust the flow from each well can sometimes result in unusually high pressure on the pumps which
shortens pump life, flow control will be implemented using variable frequency controllers at the well
head. The discharge of each extraction well will be metered and then will tie into a header system that
will lead into the GWTP. After treatment, the effluent will be discharged to Aberdeen Creek,
approximately 180 feet below the dam.
The size of the piping is based on the expected maximum withdrawal rates of wells feeding each GWTP.
The piping sizes will be confirmed during the aquifer pumping tests that will be performed prior to full-
scale implementation of the extraction and treatment. Double -walled PVC piping will be used since, at
the contaminant levels encountered, it is compatible with the constituents found in groundwater at the
site. Generally, to prevent sediment deposition in piping, the velocity of the fluid should be at least
2.5 feet per second. The upper velocity limit in pipe is limited by the potential pressure drop in the line
and pressure transient effects (i.e., water hammer), about 10 feet per second.
Generally, 2-inch diameter double -walled schedule 40 PVC piping will be installed from the extraction
wells to the GWTP. The piping will be plumbed together downstream of the extraction wells at a junction
100 feet east of the GWTP. At the junction, the size of the piping will be increased to 2-inch diameter.
The 2-inch diameter piping will be installed from the junction to the GWTP. At the FC Area, the piping
will cross underneath Highway 5 and the railroad tracks to the GWTP. An Encroachment Agreement and
Utility Crossing Agreement will be obtained to install the piping underneath Highway 5 and the railroad
tracks, respectively. The two extraction wells at the FC Area will be plumbed together downstream of the
northernmost extraction well, 1-EX-1. Similarly, the two extraction wells located in the southeastern
portion of the TS Area will also be plumbed together and the piping size from the junction to the GWTP
increased in diameter to handle the combined flow. A system of single -wall schedule 40 PVC discharge
pipe will be installed from the GWTP to the discharge point at Aberdeen Creek. The size of the piping
will be increased from 2-inch diameter to 4-inch diameter at the outlet in order to decrease the exit
velocity of the water.
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B.7 UTILITIES
Electrical, water, and telephone utilities will be installed, and an office will be established at the TS
GWTP. Most of these utilities are available at the site from previous work performed for the performance
of soil remediation activities. North Carolina licensed electrical and mechanical contractors will be used
for any required utility installations.
B.8 PHYTOREMEDIATION
Phytoremediation is a relatively low-cost supplemental in -situ remediation method using vegetation to
assist in detoxification of hazardous waste and site restoration. Vegetation has a significant capacity to
transpire large quantities of water, having been utilized in the containment of contaminated water
downgradient of contaminated sites, the prevention of downward water movement through landfill caps,
and for the dewatering of sludge. Vegetation can assist in the remediation of a contaminated site by the
direct uptake and subsequent immobilization or degradation of the contaminant within the plant, or by
introducing microbial populations that can detoxify pollutants by way of the plants' rhizospheres. As well
as stabilizing soil, other benefits provided by phytoremediation at contaminated sites include an increase
in the amount of organic carbon in the soil, thereby stimulating increased microbial activity and
enhancing biodegradation of COCs.
B.8.1 Phytoremediation Implementation
Phytoremediation Areas were established in March and April 1998 at the TS Area as a supplemental
groundwater treatment system. There are two types of Phytoremediation areas: phytobands and phyto
zones. A phytoband is a narrow band of densely spaced trees and a phytozone is a much larger area
encompassing several acres with a lesser planting density than the phytoband.
Phytoremediation was implemented on a full-scale basis in March and April 1998. Based upon the results
of the pilot plot study, two species of hybrid poplars were utilized. The total acreage planted is estimated
between 6 and 8 acres.
The phytoremediation areas were planted in areas that are not predominantly wet and the minimum depth
to groundwater was at least two feet. The phytoremediation areas were planted utilizing both row
(trenching) and auguring (pole planting) techniques. The trees were planted in trenched rows in areas
where the depth to groundwater does not exceed 7 feet bls. In areas where the depth to groundwater
exceeded 7 feet bls, the trees were planted by auguring. As the depth to groundwater increased so did the
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depth of planting. In general, the roots of the poplars were planted within 2 feet of the water table to
increase the survival rate of the trees. However, the roots of the trees could not be planted directly into the
groundwater, nor could they be planted in high moisture content soils, or the trees; would not survive.
At the TS Area, three phytoremedial areas (one phytoband and two phytozones) were implemented to
supplement the groundwater extraction system (Figure 14). A densely spaced hybrid poplar phytoband
was established upgradient to and paralleling Pages Lake. This phytoband is located downgradient of the
excavated areas but upgradient of the predominantly wet areas along the sewer easement. A hybrid poplar
phytozone, less densely spaced than the band of poplars which parallels Pages Lake extends along the
eastern to the western boundaries of the TS Area.
The lakeside, downgradient hybrid poplar phytoband is approximately 50 feet in width. Both species of
poplar trees were planted within this phytoband. Figure 14 also presents the planting schematic and tree
density. The densely -spaced hybrid poplar trees were planted in rows spaced 10 feet apart (with the
individual spacing of trees about 2.5 feet from each other along the row) and diagonally offset to avoid a
row -like appearance.
The tree density of the densely spaced phytoband is approximately 10,000 hybrid poplar trees per hectare.
The trees will naturally thin themselves to a density of 2,000 trees per hectare after several years. It is
anticipated that these trees will root all along the'buried depth and grow up to 6.5 feet in the first growing
season (reaching a height of 15 to 25 feet after three years). A full canopy should be achieved in 3 years.
Within the hybrid poplar phytozone, the initial tree density is less than the .phytoband, although the tree
densities are expected to be somewhat equal after several years of growth due to natural thinning in the
phytobands. The poplar saplings (10 to 12 feet in height) were planted in the phytozone at spacing on 10-
foot centers.
C. EXISTING TREATMENT FACILITIES
No treatment facilities presently exist at the FC/TS area and the proposed groundwater remedial system
described herein is not part of any expansion.
D. PHASE STATUS
The project is not scheduled as a phased project. After construction of the system begins, the schedule
calls for completion of the remedial system within one year of initiation of construction. Installation of
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the phytoremedial system was completed in the spring of 1998. Installation of the extraction wells is
scheduled for June 1998. Following pumping tests at the extraction wells, construction of the treatment
system will begin by August 1998. It is anticipated that the treatment plant construction will be completed
by early November 1998 and that, following testing and inspection by the various agencies, the system
will begin operation at the design flow rate of 50 gpm on April 5, 1999.
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II. EVALUATION OF DISPOSAL ALTERNATIVES
This EAAR includes an evaluation of the following potential options for the disposal of treated
groundwater at the FC/TS site:
• Connection to Publicly Owned Treatment Works (POTW)
• Connection to a Privately owned treatment works
• Individual Subsurface Systems
• Community Subsurface Systems
• Drip Irrigation — both surface & subsurface
• Spray Irrigation
• Reuse
• Surface Water Discharge through the NPDES program
• Combinations of the above options
A. Connection to a Sewer Collection System (served by municipality or
other entity)
1. Existing Sewerage System
(a) The APDS FC/TS areas are located within the Town of Aberdeen, where municipal
wastewater is typically treated at the local publicly owned treatment works (POTW) facility,
the Mowasa POTW. Although some of the maintenance of the sewer lines within the town
limits is provided by the Town of Aberdeen Water Department, the POTW is owned by
Moore County and is operated under contract by the Moore Water and Sewer Authority. The
POTW currently operates under NPDES permit number NC0037508. The closest sewer
connection is located approximately 615 feet north of the proposed groundwater treatment
plant (GWTP) near the northeastern TS site boundary [southern shore of Aberdeen (a.k.a.,
Pages Lake)]. The potential POTW discharge point is shown on, Figure 13, Potential NPDES
Discharge Points. Property easements with the Town of Aberdeen will be required to run
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discharge piping from the GWTP the nearest sewer connection. Due to site topography, the
effluent can flow by gravity feed through piping into the existing sewer line.
(b) Letters to the Moore Water and Sewer Authority requesting permission to discharge the
treated water to the Mowasa POTW were submitted on two separate occasions, April 2, 1996
and June 13, 1997. In response to the April 2, 1996 request, the Moore Water and Sewer
Authority politely declined (April 19, 1996) the request indicating that "...it is our opinion
that the effluent...would (only) add hydraulic loading to a biological POTW...". Similarly, in
reply to the June 13, 1997 request, the Moore Water and Sewer Authority again (September
15, 1997) declined the request indicating that the effluent will contain "...little, if any organic
food or solids to support biological life...". In summary, the Moore Water and Sewer
Authority has, on two separate occasions, declined requests for disposal of the treated
groundwater since, in their opinion, it would only add hydraulic loading to the local POTW.
These denials effectively eliminate the POTW as a viable option for the disposal of the
treated groundwater. Copies of the Moore Water and Sewer Authority responses are provided
in Appendix B.
(c) Although not considered a viable option, the potential physical route of this disposal
alternative is shown on Figure 13, Location of Potential NPDES Discharge Points.
(d) Although this is no longer a viable option, a present value costs analysis for this alternative
had previously been performed and that analysis indicated an estimated cost of $281,340
dollars. Because of the short distance to the nearby sewer connection point, there are no other
users to provide any potential cost sharing.
2. Planned Sewerage System
An area -wide sewerage system already exists in the area of the remediation project and the
construction of another is not planned. As previously noted in Section A.1, a Moore County
sewer line exists 615 feet to the north of the GWTP (Figure 13). Mr. Gary Fricke, Mowasa
POTW System Superintendent, (P.O. Box 813, Pinebluff, NC 28373, phone [phone]) is
the contact with the POTW.
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B. Land Based Disposal
Land disposal of treated groundwater could be accomplished by disposal upon the land (surface disposal)
or beneath the land (subsurface disposal) surface. The construction of typical subsurface disposal systems
(i.e., individual or community subsurface systems, and/or infiltration galleries) for the discharge of treated
groundwater at the FC/TS areas are not considered viable disposal alternatives. Groundwater modeling
performed during completion of the data acquisition studies at this site indicate that a combination of
limited aquifer thickness, areas of insufficient subsurface soil permeability, and the presence of a shallow
clay layer were predominant factors limiting reinjection of treated groundwater. A more in depth
discussion of the limiting factors at both the FC and TS areas is presented in the following paragraphs.
At the FC area, with the deep soil removal, remediation, and replacement presently being performed as
part of the soil remedy, the soil structure of the existing soils will be destroyed. This destruction includes
those portions of the FC area that may presently contain soils with acceptable subsurface permeability.
Experience indicates that, typically, when man disturbs soils it may take as many as seven (7) years for
the replacement (treated) soils to redevelop their natural structure and accompanying permeability
characteristics. More importantly, even if deep soil excavation was not being performed at the FC area,
and even though this area generally has a sufficient depth to the static groundwater table for subsurface
injection, the relatively flat topography has resulted in the development of a fairly flat water table.
Groundwater modeling indicates that reinjection of treated groundwater in the FC area is likely to cause
mounding and artificially induce radial flow; thereby, spreading any potential contamination offsite and
upgradient in (presently) unaffected areas.
At the TS area, the shallow depth to water at the more northerly sections of the site near the lake severely
limits any means of subsurface injection, since minimum design requirements include the necessity of
maintaining at least a three-foot separation distance between the waste and the seasonal high water table
(15A NCAC 2H .0219e) for non -sewage related wastes. Conversely, at the more southerly limits of the
TS area (near Route 5), where the depth to groundwater is not an issue, reinjection would hamper the
planned extraction of the contamination plumes that are known to originate farther upgradient at the FC
area. Subsurface disposal at the southern side of the TS area would result in the reinjection of treated
groundwater within the known limits of the contaminant plume. Reinjection within the plume would be
likely to result in the development of short-circuiting flow cells consisting largely of previously treated
and reinjected groundwater. These short-circuiting flow cells would severely limit the effectiveness of the
extraction wells' ability to continue to remove groundwater originating from those areas of greater
contamination within the plume.
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Because of the various factors discussed above, subsurface disposal of treated groundwater is not
considered a viable option at either the FC or TS areas. Instead, a surface land application system (i.e.,
drip or spray irrigation), utilizing a greater surface application area (greater than the area required for
installation of a subsurface disposal system), may be a potential means for the final disposal of the treated
groundwater discharge. The viability of a land -based surface disposal system for the treated groundwater
is discussed in more detail in the following subsection.
Land Availability
(a) The description of the facilities, resources, and layout necessary to implement the
groundwater RA has been previously described in Section I of this permit application.
(b) The characterization of the soils at the both the TS and FC Areas is based on soil boring logs
that have been installed at the site and upon the Soil Survey of Moore County, December
1995.
Numerous soil borings have been completed at the APDS during the remedial investigation
phases leading to the design of the present groundwater remedy. Representative boring logs
for the TS Area are provided in Appendix C (Soils Report). The locations of the borings (total
of five borings), overlain on the soil survey of Moore County,.are shown on Figure 15, Soil
Boring Locations. The borings were installed with a hollow stem auger, using the split -spoon
sampling technique. Two of the borings were continuously sampled and three were sampled
on 5-foot centers. The depth of the borings ranged from 16 to 60 feet below ground surface
(bgs). Four of the borings (2-MW-01, 2-MWD-07, 2-MWS-10, and 2-MWS-11) were
installed in conjunction with the installation of groundwater' monitoring wells. The fifth
boring (TSGB-1) was installed to gather soils information for a settlement potential
calculation. With the exception of boring 2-MW-01, all boring's were installed by Dames &
Moore personnel. A U.S Environmental Protection Agency (EPA) contractor installed boring
2-MW-01 during the 1991 RI/FS Investigation.
Generally, eliminating those areas of the site where more than 85% of the surface was previously
covered by buildings, streets and parking lots (Urban Land, labeled UR on Figure 15) and
previously disturbed soil areas that are characterized as Udorthents (Ud), soils that are suitable for
land disposal of treated groundwater include the Vaucluse Series (Va), and some smaller areas of
the Candor Series (Ca/Cb) soils. Based upon the mapping provided in the Soil Survey of Moore
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County (1995) which have been reproduced as Figure 15 of this EAAR, the only areas of
acceptable soils for land disposal of treated waste are located at the TS area, since virtually all of
the FC area is mapped as Urban Land.
The Vaucluse Series soils consist of well -drained soils on Coastal Plain uplands. Typically,
Vaucluse soils are comprised of loamy sand at the surface, underlain by sandy clay loams to
depths of greater than 6 feet. The Candor Series soils consist of slomewhat excessively drained
soils on Coastal Plain uplands. Typically, Candor soils are comprised of sand at the surface,
underlain by loamy sands to depths of greater than 6 feet. A more detailed description of these
soil series, as excerpted from the Moore County Soil Survey, is provided in Appendix C.
(c) Disposal Capacity
(el) Available Acreage
Without regard to the soil type or its actual suitability for land -based surface disposal, the
amount of available land for the installation and operation of a spray or drip irrigation system
at the FC area is about 0.84 acres, as shown on Figure 16. Similarly, the amount of available
land for the installation and operation of a spray or drip irrigation system at the TS area is
approximately 2.22 acres, as shown on Figure 17. With respect to Figures 16 and 17, the total
acreage available for spray or drip irrigation was calculated by' using the established buffer
zones outlined in 15A NCAC 2H.0219 (j); as well as, other land use limiting factors.
4
Limiting factors are:
• 400 foot buffer from habitable residences,
• 150 foot buffer from property lines,
• 3 foot vertical separation between the ground surface and water table,
• elimination of the direct use of phytozones for spray irrigation application,
• 50 foot buffer from the phyto treatment zones, and
• elimination of the area occupied by the GWTP, service roads, and parking areas for
spray irrigation.
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As previously noted, the setback buffers are regulatory limitations. The phytozones were
eliminated from consideration for surface disposal of treated groundwater because the addition of
water within the phytoremedial zones would be counterproductive to the purpose for installing
these alternative treatment zones. The phytoremedial zones are being planted to supplement the
groundwater extraction/treatment system. Phytoremediation is achieved by deep planting hybrid
poplar trees that aggressively root into and extract water from the lower limits of the unsaturated
zone which is in hydraulic equilibrium with the underlying saturated soils (water table). Because
it would be easier for the hybrid poplars to obtain necessary water from 'that which is artificially
applied from above, the spray or drip application of the treated groundwater within the phyto
treatment zones would ultimately result in the development of shallow -rooted growth. This
shallow root development would significantly reduce the uptake of'water 'from the lower limits of
the unsaturated zone; thus, greatly reducing the effectiveness of the'phytoremediation.
(c2) Soil Suitability and Design Loading Rates
As previously noted, soils at the site that appear to be suitable for land disposal of treated
groundwater include the Vaucluse Series (Va), and some smaller areas of the Candor Series
(Ca/Cb) soils. Permeability is slow in the Vaucluse soils, as evidenced by distinct yellow
mottles that are usually noted at depths as shallow as 13 inches. Because of the slow
subsurface permeability, spray or drip irrigation rates on these soils should probably be
limited to a maximum application rate of 1 inch per week, to preclude excessive runoff. With
this limitation in mind, at those locations within the TS Area where Vaucluse soils are
present, the effluent application rate would have to be limited to a maximum of 27,156
gallons per acre per week (one -acre inch). With a planned ;maximum total groundwater
extraction rate of 50 gallons per minute (gpm) (72,000 gallons per day, or 504,000 gallons
per week), spray irrigation on Vaucluse Series soils at this site would require about 18.6 acres
of land, with no further provision for land held in reserve.
The Candor Series soils consist of somewhat excessively drained soils on Coastal Plain
uplands. Typically, Candor soils are comprised of sand at the surface, underlain by loamy
sands to depths of greater than 6 feet. Permeability is high in the Candor soils and the surface
application of treated wastewater upon these soils is usually limited because of the lack of
sufficient treatment in the subsurface. However, because the effluent at this site will have
already been treated to a high degree at the on -site GWTP and! the soils are not required to
necessarily provide any additional treatment, spray or drip irrigation rates at the maximum
WM Afl.RSYS,COMMOMDALLIAPOSNPOE51E1ARPDOO

Engineering Alternatives Analysis Report
Page 25 of 28
acceptable loading rate (1.75 inches per week) should be acceptable. The areas of Candor
Series soils are rather limited at the TS Area but, where present, an application rate of 47,523
gallons per acre per week (1.75-acre inches) should not cause any runoff problems. However,
even if the entire TS area were overlain by Candor soils, at the maximum loading rate of
1.75-inches per week it would still take approximately 10.6 acres of land for effluent disposal
by spray or drip irrigation to provide for the planned total maximum 50 gpm extraction rate.
Additionally, the 10.6-acre figure does not include any provision for additional acreage held
in reserve.
Based on the areas of land available for land -based surface disposal of treated wastewater
(Figures 15 and 16), there are a total of about 3.0 acres of potentially suitable land available.
However, as previously noted, virtually all of the soils at the FC area will have been disturbed
and actual areas of acceptable soils are limited to the TS area, where there are approximately
2.22 acres of available acreage. Under the best of conditions (1.75- inch application rate), it
would take an acreage almost five times larger than that which presently exists at the TS area
to dispose of the treated groundwater. Under the poorest of conditions (1- inch application
rate), it would take an acreage about eight times larger than that which presently exists at the
TS area to dispose of the treated groundwater. Spray or drip irrigation of the treated effluent
would only be a viable option if additional acreage were available nearby
(c3) Potential of Obtaining Additional Available Land
The availability of additional land for spray irrigation application is severely limited. At the TS
area, land availability is limited to the north and east by the presence of Pages Lake, to the south
by the highway and the FC area, and to the west by the required buffer distances (see Figure 17).
At the FC area, because of the presence of both industries and residential homes on the east west
and southern sides of the site, the required buffers (see Figure 16) essentially negate the
possibility of obtaining any additional acreage in this area. As a result, since land with suitable
soils at least 5 times larger than that which presently exists at the TS/FC areas is necessary for
spray or drip irrigation of the treated groundwater (under the best of !conditions) and the option of
obtaining additional acreage nearby is not available, land -based surface disposal of the treated
groundwater is not a viable option.
WMATLI SYSCOMMON%DAli APOSWTOEMEAARJ.DOC
fi

Engineering Alternatives Analysis Report
Page 26 of 28 ,
(d) Potential Modifications
Generally, when an insufficient acreage exists, modifications to the treatment system to provide
for the use of a land -based disposal system typically include the reduction in the anticipated waste
stream through conservation measures involving water reuse. In the initial planning stages of this
project, the Record of Decision (ROD) indicated that groundwater remediation at the FC/TS areas
would require 24 wells pumping a total of 240 gpm. Modifications that include the planned
installation of phytoremedial zones and pumping at select locations have already resulted in a
78% reduction in the planned maximum extraction rate to 50 gpm. Because this waste stream
y"c/) 11 :jI results from a groundwater remediation project, further reductions in the anticipated maximum
II I,T
1°"" flow rate of 50 gpm are probablynot a realistic option(based upon current regulatoryreview of
-L�h � P P
0,5 this project). As a result, additional modifications to the present extraction system that could
G `
`'\� result in a decrease in the volume of treated effluent are not a viable option.
0 (e) Present Value of Cost Analysis
cs ,6' \r� Since a land -based disposal system, either via a surface or subsurface means, is not considered a
I'� x 4t • viable option for the disposal of effluent derived from the groundwater remedial treatment
�ti u
system, a present value costs analysis of this alternative has not been performed.
C. Wastewater Reuse
The treated effluent can not be reused because this is a groundwater remediation project for a now non-
existent facility. There is no longer a facility located at the site that can reuse the treated effluent. Since
the remediation system is being constructed as a Superfund groundwater remedy, it is also highly unlikely
that any nearby facility would accept the responsibilities inherent with accepting any portion of the
treated groundwater for use at their facility. Wastewater reuse is, therefore, not a viable option.
D. Surface Water Discharge
1. The in -stream flow information was obtained for Aberdeen Creek at the Pages Lake dam. Pages
Lake, from its backwaters to the dam, is classified as a Class B water (water used for primary
recreation). Aberdeen Creek below the dam, in the area of the proposed discharge, is classified a
Class C (water protected for secondary recreation). According to the USGS, Aberdeen Creek at
the dam has an estimated average flow rate of 4.0 to 4.5 cubic feet per second (cfs) during the
summer months, and 8.0 to 8.7 cfs in the winter months. The USGS estimated that Aberdeen
\CH ATLflSYSCO%O.10N'DAfE PDSiV'PDF_SIEAAR}DOC

Engineering Alternatives Analysis Report
Page 27 of 28
Creek in the vicinity of the dam has a 7Q10 rate of about 4.3 cfs. Based upon the 14-square mile
watershed of Aberdeen Creek upstream of the dam, NCDHEC (verbal communication, Carla
Sanderson, December 20, 1995) indicated that Aberdeen Creek in the vicinity of the proposed
discharge immediately below the dam has a calculated 7Q10 flow of about 4.5 cfs. The two
estimated 7Q10 flow rates at the Pages Lake dam for Aberdeen Creek of 4.3 to 4.5 cfs are
equivalent to low flow rates ranging from 1930 to 2020 gallons per minute (gpm). At the design
maximum extraction rate of 50 gpm, the 7Q10 for Aberdeen Creek; provides a minimum dilution
rate for the treated groundwater effluent of approximately 40:1.
2. To implement the Groundwater RA remedy, a groundwater pump and treat system will be
installed at both the FC and TS Areas. The groundwater treatment plant, extraction well locations,
and outfall lines are depicted on Figure 4. Six (6) groundwater extraction wells will be installed at
select locations at the FC and TS Areas. Two (2) extraction wells will be installed at the FC Area
and four (4) extraction wells will be installed at the TS Area. The discharge from the Farm
Chemical extraction wells will be piped to the GWTP at the TS Area (Figure 4). The GWTP will
treat the recovered groundwater utilizing metals precipitation, air tripping, vapor -phase carbon
for off -gas treatment, and liquid carbon adsorption for polishing. The schematic diagrams for the
major components of the groundwater treatment plant have previously been presented on
Figures 5 to 11.
It is proposed that the treated water be discharged directly to Aberdeen Creek, about 180 feet
downstream of the Pages (Aberdeen) Lake dam in accordance with the 15A NCAC 2B in -stream
standards. The point of discharge and pathway to the potential receiving water is depicted on
Figure 12.
3. The land required to perform the groundwater RA activities is available. The APDS PRPs
currently have access (easement) agreements for the required land with the Town of Aberdeen,
North Carolina Department of Transportation (NC DOT), and Aberdeen Western Railroad to
perform the soil removal portion of the project. The PRPs are currently negotiating access
(easement) agreements for the required land with the Town of Aberdeen, NC DOT, and Aberdeen
Western Railroad for construction of the groundwater RA.
4. The Present Value of Costs Analysis for a surface water discharge is attached as Table 3. The
analysis of this option indicates that implementation will cost $62,850.
M LATH,SYSC0!"10MDA1LNPDSVPDF51FAARIDOC

Engineering Alternatives Analysis Report
Page 28 of 28
E. Disposal Combinations
Based upon the evaluation of the disposal alternatives presented above, a combination of various disposal
i
alternatives in lieu of a surface water discharge is not feasible. The only combination of alternative
disposal methods is disposal to the POTW and spray irrigation. The POTW has already indicated it is
unwilling to accept the discharge. Spray irrigation is not feasible because the amount of land available for
spray irrigation will not uptake the amount of groundwater to be dischargediper day (43,200 gallons) on a
continuous (24 hours a day / 365 days a year) basis.
POM_STLItSYS`GOWAOMDAIFAW SSWOEAEAAR7D00

TABLE 1
GROUNDWATER TREATMENT SYSTEM DESIGN CRITERIA
FARM CHEMICALS/TWIN SITES AREA
ticid
Page 1 of 3
1,2-Dibromo-3-Chloropropane
400
9,402
No Std.1
0.025
4,4'-DDD
0.10
0.65
No Std.1
0.02
4,4'-DDE
0.12
0.49
No Std.,
0.02
4,4'-DDT
BDL
0.72
0.001
0.02
Aldrin
BDL
0.44
0.002
0.01
Alpha-BHC
7.24
9.16
No Std.,
0.01
Beta-BHC
5.1
9.04
No Std.
0.01
Chlordane
BDL
BDL
0.004
0.027
Dasanit (Fensulfothion)
74.44
250.7
No Std.
0.8
Delta-BHC
4.14
8.2
No Std.,
0.01
Dieldrin
.28
0.59
0.002
0.02
Disyston (Disulfoton)
2.45
5
No Std.
0.7
Endrin
0.27
0.66
0.002
0.2
Endrin Ketone
0.47
1.17
No Std.
0.02
Gamma-BHC (Lindane)
4.06
5.12
0.01
0.0265
Guthion (Azinphos Methyl)
BDL
BDL
'0.01
1.0
Heptachlor
0.01
0.89
0.004
0.076
Heptachlor Epoxide
BDL
0.55
No Std.
0.038
Malathion
BDL
BDL
No Std.
1.1
Sevin (Carbaryl)
2.2
BDL
No Std.
10
Toxaphene
BDL
BDL
0.0002
0.031
v©Cs
1,2-Dichloroethane
BDL
3.6
No Std.
0.38
G:\WPW W BERDEEN\TABLES\TBL_4-t.DOC

Tetrachloroethene
BDL
TABLE 1
(Continued)
BDL
No Std.
Page 2 of 3
0.7
1,1,1-Trichloroethane
BDL
BDL
No Std.
200
Ethylbenzene
11050
16,767.8
No Std.
29
Carbon Disulfide
BDL
BDL
No Std.
Toluene
65
118
11
1,000
m-Xylenes & p-Xylenes
34,380
38,422
No Std.
No Std.
0-Xylenes
11,052
13,950.6
No Std.
No Std.
Xylenes (Total)
43,000
52372.6
No Std.
400 (total)
Trichloroethane
BDL
BDL
No Std.
2.8
Carbon Tetrachloride
BDL
BDL
4.42
0.3
1,2,4-Trichlorobenzene
BDL
BDL
No Std.
70
Naphthalene
BDL
BDL
No Std.
5
2,4-Dimethylphenol
38.14
37.6
No Std.
5
2-Methylnaphthalene
11.32
38.2
No Std.
5
organics
Aluminum
106980
111,075
No Std.
No Std.
Antimony
BDL
BDL
No Std.
6
Arsenic
11.06
50
No Std.
Barium
BDL
54.1
No Std[
1,000
Beryllium
BDL
3.7
6.5
4
Cadmium
BDL
3.8
2.0
5
Calcium
134,100
123,999
No Std.
No Std.
Chloride
17.2mg/L
11.4 mg/L
230 Ing/L
No Std.
Chromium
46.94
119.3
50
50
Copper
528.4
1,130
7
1,000
Fluoride
0.08 mgll
0.08 mg/L
1.8mg/L
No Std.
Iron
22520
45,760
1.0 me/L
300
G:\WP1A\ABERDEENITABLES\TBL 4-4.DOC

Lead
BDL
TABLE 1
(Continued)
8.5
25
Page 3 of 3
15
Magnesium
4,140
3,455.7
No Std:
No Std.
Manganese
679
1,642.3
No Std.
50
Nickel
22.26
61.2
88
100
Nitrate_Nitrite (N)
0.1 mg/L
BDL
No Std;
No Std.
Nitrate (N)
N/A
No Std.
No Std.
Nitrite (N)
N/A
No Std.
No Std.
Potasium
1550
4,596
No Std.
No Std.
Selenium
1.72
5.0
No Std.
Silver
BDL
BDL
0.06
50
Sulfates
1,304 mg/L
1,515 mg/L
No Std.
No Std.
Vanadium
86.4
No Std.,
No Std.
Zinc
'flier Para>ete
1271.6
2,772.8
50
5,000
Alkalinity
0 mg/L
N/A
No Std.
No Std.
Alkalinity (Bicarbonate)
0 mg/L
N/A
No Std.,
No Std.
Biological Oxygen Demand
(BOD)
33 mg/L
N/A
No Std.
No Std.
Chemical Oxygen Demand
(COD)
N/A
N/A
No Std.
No Std.
Dissolved Oxygen
N/A
N/A
5.0
No Std.
pH
3.78
4.5
6.0 — 9.0
No Std.
Total Hardness
No Std.
No Std.
Specific Conductance
1,306 umhos
N/A
No Std.
No Std.
Total Dissolved Solids (TDS)
1,538 mg/L
1,596 mg/L
No Std.'
No Std.
Total Organic Carbon (TOC)
13 mg/L
N/A
No Std.
No Std.
Total Suspended Solids
N/A
N/A
No Std.
No Std.
GAWP \ A W B ERDEEN\TAB LES\TB L_4-4. D OC

TABLE 1
(Continued)
Page 4 of 3
(1) Units are µg/L unless otherwise specified.
(2) Average of concentration for FCGW-1MWD04, FCGW-1MWS10, TSGW-2MWS08, and TSGW-2MWS09.
(3) North Carolina 2B Standards (15 NCAC 2b.0200) are the requirements for treated water discharge to surface water
(7/97).
(4) ROD Groundwater Performance Standard for site groundwater after final remediation.
(5) Average of Concentration from the highest four wells from the February 1997 Sampling Event.
(7) Italic Font Indicates "More Stringent Standards.
G:\WP1AW B ERDEEMTABLESITEL .4-4.DOC

TABLE 2
PROCESS WATER TREATMENT SUMMARY
GROUNDWATER TREATMENT SYSTEM DESIGN CRITERIA
FARM CHEMICALS/TWIN SITES AREA
Component ° ..
Feed Water
Equalization Tank
(10,000 gal)
FG7 S Gibundwater Treatment:. Plant- Design Critena'
Aspect :.;'
Design Flow, gpm
Water Temp, °F
Minimum >;
15
50
Design!,
30
55
Maxiinani:
50
65
Ambient Air Temp, °F
35
50
95
Notes:
Retention Time, min
6 Grundfos pumps at varying rates from 1-7 gpm
660
330
200
Notes:
Tank must be capable of holding contaminants as
listed in Table 11200-1
Inline Mixer
Clarifier
LGST-360/55 Lamella Clarifier
(Surface Area, 360 ft2) With
Rapid Mixer, Flocculation,
& Sludge Thickening Tank
Design Flow, gpm
Addition Chemical
NaOH, gph
18.77
0.57
37.5
1.14
62.57
1.90
Notes:
Rapid Mixer:
(capacity, 30 gal)
Flow, gpm
RaisepH;to approximately 9.0 su
18.75
37.54
62.5
Rapid Mixer
Retention Time, min
1.6
0.8
0.5
Rapid Mixer: Addition
Chemical - CaOC12i
gph
0.13
0.27
0.45
Rapid Mixer: Addition
Chemical - Flocculant
Polymer, gph @ 0.5%
Flocculation Mixer
(Capacity 200 gal)
Flow. gpm
0.54
18.80
1.08
37.54
1.80
62.65
Flocculation Mixer
Retention Time, min
10.6
5.3
3.2
Sludge Thickening
Tank (2,200 gal)
Inlet Flow, gpm
1.88
3.76
4.97
Sludge Thickening
Tank Retention Time,
min
1.88
3.75
4.96
Sludge Thickening
Tank: Addition
Chemical - sludge
thickening polymer
0.07
0.10
0.16
Notes:
Add Calcium Hypochlorite & Flocculent Polymer,
create metal hydroxides
Notes:
10% of forward flow into Sludge Thickening,
Tank- Addition of sludge thickening polymer

TABLE 2 Continued
2of2
FC/1 S Groundwater Treatment:: Plant _ Design: Criteria
Component .< .
:Aspect
Miniintum
Desikit
•1Vlaxirnu t ......'
Sand Filter
Parkson DynaSand DSF-12 with
Continuous Backwash
Surface Area - 12 ft2
Sand Required, 3.3 ton
Design Flow, gpm
16.89
33.79
56.31
Pressure Drop, inches
10
20
30
Recirculation Flow,
gpm
4
1 4
4
Air Consumption,
scfm @ 15-25 psig
0.5
1.2''5
,
1.5
Loading Rate, gpm/ft2
1.4
2.8
4.7
Notes:
Pre -filter water prior to air stripping
Air Stripper
Northeast Environmental 2641
Low Profile Air Stripper
(Design Air Flow: 600 cfm)
Design Flow, gpm
14.89
I 29.79
49.65
Component Capacity
Flow, gpm
2
40
115
Notes:
Removal of VOCs
Air Stripper Holding Tank
(1,000 gal)
Design Flow, gpm
14.89
i 29.79
49.65
Holding Time, min
Addition Chemicals
HC1, gph
0.5
1.0
i
1.7
Notes:
Lowering of the pH to 6 5 to 8.5
Bag Filter
Rosedale Model 6 Duplex Bag
Filter (30 inch with 3.4 ft2)
Design Flow, gpm
14.89
29.79
49.65
Bag Size, micron
10
15
25
Pressure Drop, psi
0.5
1.0
2.0
Notes:
Removal of suspended particulate
Aqueous Phase Granular
Activated Carbon
Carbonair, PC50
(10,000 lbs. GAC each)
Bed Area, 50 ft2
Design Flow, gpm
14.89
29.79
,
49.65
Component Capacity
Flow, gpm
25
40
360
Carbon Loading Rate,
gpm/fr
0.3
0.6
1.0
Consumption Rate,
lbs/1,000 gal
0.5
1.12
1.25
Pressure Drop, psi
10
15
20
Notes:
Polishing for removal of VOCs
Discharge Pump Feed Tank
(5,000 gal)
Design Flow, gpm
14.89
29.79
49.65
Holding Time, min
Notes:
Tank must be capable of holding contaminants as
listed in Table 11200-1
Belt Filter Press
Parkson Magnum Press, Series
2000 (1 meter wide)
Floc Tank: (70 gal.)
Retention Time: 30 sec
Spray Water: 40 gpm @ 100 psi
Design Flow, gpm
40
40
40
Return Flow, gpm
25
25
25
Continual Pressure, psi
10
10
10
Addition Chemical -
sludge thickening
polymer
2.37
2.37
2.37
Notes:
Sludge de -watering @ 40 gpm 1800 gal sludge
dewatered in 45.minutes)

Table 3
Cost* Comparison of Discharge Alternatives
Farm Chemical/Twin Sites
Item
Cost
POTW Discharge (Gravity Flow)
Installed Sewer line, 615', 4" line, 3' depth, $25/ft (a)
$15,373
County Hookup Fee (b)
1
$1,500
Easements (Estimated 40hrs x $125/hr)
$5,000
Capital/Initial Costs
$21,875
Annual Sewer Fee, $2.75/1000 gal, 30 gpm, 365 days/yr (b)
$43,362
Annual POTW Fee, $1.20/1000 gal, 30 gpm, 365 days/yr (c)
$18,922
Annual O&M, $1,000 (estimated lump sum)
$1,000
Total Annual Costs
$63,284
Present Value of Annual Costs (5 yrs, 7%)
1 $259,465
Total POTW Comparison Cost
(Capital + PV Annual)
$281,340
NPDES Discharge (Gravity Flow)
Installed Piping, 1,750', 4" line, 3' depth, $25/ft (a)
$43,750
Discharge Pad (d)
1
$10,000
Easements (Estimated 40hrs x $125/hr)
;
$5,000
Capital/Initial Costs
$58,750
Annual O&M, $1,000 (estimated lump sum)
[
$1,000
Present Value of Annual Costs (5 yrs, 7%)
I $4,100
Total POTW Comparison Cost
(Capital + PV Annual)
$62,850
(a) Estimate from Means
(b) Town of Aberdeen Water & Sewer Rates Effective 8/1/95
(c) Moore Water and Sewer Authority Rates Effective 1/1/98
(d) Engineer Estimate
* Excludes common costs of extraction well installation and treatment plant construIction.
F:\CO M MON\DALE\APDS\NPDES\TABLE. DOC

2000 1000
2000
4000 FEET
SOURCE: Base map is from a portion of the U.S.G.S. 1:24,000 scale
topographic map titled: "Southern Pines, N.C..", 1957,
photorevised 1984
N
Figure 1
SITE ,LOCATION MAP
Farm Chemicals and Twin Sites
Aberdeen Pesticide Dumps Site
Aberdeen, North Carolina
DAMES & MOORE
A DAMES & MOON. GROUPCOMP#JY

—
i�
•
2=MWS— a,3.
1
i
' z a
ociti
1-MWD-01`',
r, l irk+
t
J], MW-5
PZ-4
•
1—PZ-12
i INTEK
PZ-
0
W — E
LEGEND
SHALLOW LOWER BLACK CREEK
AQUIFER MONITOR WELL LOCATION
DEEP LOWER BLACK CREEK
AQUIFER MONITOR WELL LOCATION
SHALLOW LOWER BLACK CREEK
AQUIFER PIEZOMETER LOCATION
DEEP LOWER BLACK CREEK
AQUIFER PIEZOMETER LOCATION
STAFF GAUGE LOCATION
APPROXIMATE
250
500
SCALE IN FEET
FIGURE 2
1997 GROUNDWATER
MONITORING WELL NETWORK
1�--M CHEMICALS AND, TWIN SITES AREAS
EERING ALTERNATIVES ANALYSIS REPORT
ABERDEEN PESTICIDE DUMPS SITE
ABERDEEN, NORTH CAROLINA
GROUP
DAMES IS M00RE
A DAMS AMOONEGIOPCOWAN/
FILENAME: M:\PROJECTS\24144\GR_WATER\NPDES\DRAWINGS\f

•
Rd s
W - E
APPROXIMATE
250
500
SCALE IN FEET
LEGEND
SURFACE WATER INTERFACE
MONITORING STATION (SWIMS)
SHALLOW LOWER BLACK CREEK
AQUIFER MONITOR WELL LOCATION
DEEP LOWER BLACK CREEK
AQUIFER MONITOR WELL LOCATION
PROPOSED EXTRACTION WELL
EXTRACTION SYSTEM PIPING
U0 - ISOCONCENTRATION CONTOUR
OF TOTAL XYLENE (ug/L)
HDPE',, ,.
FIGURE 3
wALLE=XTRACTION SYSTEM IN RELATION TO
TOTAL XYLENE IN SHALLOW WELLS
(FEBRUARY 1997)
:ARM CHEMICALS AND TWIN SITES AREAS
.GINEERING ALTERNATIVES ANALYSIS REPOR
ABERDEEN PESTICIDE DUMPS SITE
ABERDEEN, NORTH CAROLINA
DPm
GROUP
DAMES & MOORE
A DAMES & MOORE GROUP COMPANY
M:\ PROJECTS \24144\GR_WATER\1007,DES\CADD\DSGN_BR\FG41

Li
1-MWD-01 1,1
• 1-PZ-12
•
LEGEND
EXISTING MONITORING LOCATIONS
NOT MONITORED FOR PSVP
GROUNDWATER QUALITY
i
SHALLOW LOWER BLACK CREEK
AQUIFER M❑NIT❑R WELL LOCATION
DEEP LOWER BLACK CREEK
AQUIFER MONITOR WELL LOCATION
• SHALLOW ,LOWER BLACK CREEK
1i AQUIFER PIEZ❑METER L❑CATION
j'A DEEP LOWER BLACK CREEK
® AQUIFER PIEZ❑METER LOCATION
W
® STAFF GAUGE LOCATION
ABANDONED M❑NITORING L❑CATIONS
SHALLOW LOWER BLACK CREEK
AQUIFER MONIT❑R WELL LOCATION
DEEP LOWER BLACK CREEK
AQUIFER M❑NITOR WELL LOCATION
SHALLOW LOWER BLACK CREEK
AQUIFER PIEZ❑METER L❑CATI❑N
DEEP LOWER BLACK CREEK
AQUIFER PIEZ❑METER L❑CATION
STAFF GAUGE L❑CATI❑N
SENTINEL M❑NITORING LOCATIONS
SURFACE WATER' MONITORING STATI❑N
(SWMS)
SHALLOW LOWER BLACK CREEK
y AQUIFER SENTINEL WELL LOCATI❑N
DEEP LOWER BLACK CREEK
AQUIFER SENTINEL WELL L❑CATION
PLUME MONITORING L❑CATIONS
EXTRACTION WELL
SHALLOW LOWER BLACK CREEK
AQUIFER SENTINEL WELL LOCATI❑N
DEEP LOWER BLACK CREEK
AQUIFER SENTINEL WELL LOCATI❑N
FIGURE 4
LOCATION OF EXTRACTION WELLS
AND MONITORING LOCATIONS
(ARM CHEMICALS AND TWIN SITES AREAS
INEERING ALTERNATIVES ANALYSIS REPORT
ABERDEEN PESTICIDE DUMPS SITE
ABERDEEN, NORTH CAROLINA
DPm
GROUP
M:\ PROJECTS \24144\GR_WATER\100%DES\CADD\DSGN_BR\FG
JADES & MOORE
A DAMES & MOORE GROUP COMPANY

0
Recycle Water
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FIGURE 5
PROCESS FLOW DIAGRAM
FC/TS TREATMENT SYSTEM
FARM CHEMICAL AREA
3INEERING ALTERNATIVES ANALYSIS REPORT
-tl ABERDEEN PESTICIDE DUMPS SITE
• ABERDEEN, NORTH CAROLINA
10
•
•
104
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02-EX-03
FLOW:
0-5gpm
EXTRACTION
02-EX-04
4.3
FLOW:
0 - 5 gpm
EXTRACTION
02-EX-05
•s
FLOW:
- 5 gpm
EXTRACTION
02-EX-06
FLOW:
0 - 5 gpm
OUTSIDE BLDG-1--
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(SHT M-03)
P-305C
(Slu'
(SHT M-04) Ret
P-225A/B
(SHT M-03)
TYPICAL
(6) WELLS
PLANT SHUTDOWN
49
0
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EXTRACTION WELL PUMP
GRUNDFOS REDI-FLO 2
316 ss, 0-9 GPM
0.5 HP, 230/1/60
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1'
ash
gpm)
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IF
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N
•
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'E 200>
(SHT M-03)
F-110
CONTINUOUS BACKWASH SAND ALTER
PARKSON DYNA SAND DSF 12
FIGURE 6
'S GROUNDWATER TREATMENT PLANT
ESS AND INSTRUMENTATION DIAGRAM
SHEET 1 OF 4
1M CHEMICALS AND TWIN SITES AREAS
JEERING ALTERNATIVES ANALYSIS REPORT
ABERDEEN PESTICIDE DUMPS SITE
ABERDEEN, NORTH CAROLINA
DES & MOORE
AL1Me•AWE& PCOMFAIN
Dot
GROUP
Y:\ PROJECTS \24144\GR_WA1TR\100%DES\CARD\DSGN_8R\FG6NPDES.DWG

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.
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on Backwasn Water
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n. 460/3/60 TEFC
AIR STRIP
RECEIVING TAI
1/2 HP, 230/460/3/6
Bridge Mount.
FLOW METER
s
OISOHARGE
FIGURE 7
FC/TS GROUNDWATER TREATMENT
PLANT PROCESS AND
INSTRUMENTATION DIAGRAM
SHEET 2: OF 4
RM CHEMICALSAND TWIN SITES AREAS
INEERING ALTERNATIVES ANALYSIS REPORT
ABERDEEN PESTICIDE DUMPS SITE
ABERDEEN, NORTH CAROLINA
DAMES MOORE
Dot
A OANB1A1091E GIMP COW/4y
IA: \ PROJECTS \ 24144 \ GFt_WATER 100%DiES CJDADSGM-13R FOTNPDES.OWG
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AC-310
OIL —LESS AIR COMPRESSOR
FLUID ENERGY OHT-5T with 80 GALLON RE
17.3 cfm ® 120 psig
5 HP 460V 3ph
AU
(SHT M-02)
T-105A
(SHT M-02)
(SHT M-03)
FIGURE 8
C/TS GROUNDWATER TREATMENT
PLANT PROCESS AND
INSTRUMENTATION DIAGRAM
SHEET 3'OF 4
M CHEMICALS AND TWIN SITES AREAS
INEERING ALTERNATIVE ANALYSIS REPORT
ABERDEEN PESTICIDE DUMPS SITE
ABERDEEN, NORTH CAROLINA
DIMES & MOORE
A MAD R M O O R! M OIR COROUy
Dot
M:\PROJECTS\24144\GR_WATER\100%DES\CAD D\DSGN_BR\FGSNPOES.DN
GROUP

2' QUICK II
COUPLER BUILDING
WALL
T-405
50% NaOH
2.500 GAL
(55d 0 46 gpd)
(to Rapid Mix Tank)
50% N P-415
NEPTUNE ML Ca20C1
1/3 u EL 500—E—N8, KYNAR
ELECTRIC 115/1/60, TENV
TROKE METERING PUMP
—1 gph
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<T-105A
(SHT M-02)
I
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LI
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P4 I I T-105C>
(SHT M-02)
J I
425 .�
FL
POLYME
STRANCO
(10.00S
0,40-0.4
jd
FIGURE 9
GROUNDWATER TREATMENT
PLANT PROCESS AND
INSTRUMENTATION DIAGRAM 4
ARM CHEMICALS AND TWIN SITES AREAS
NGINEERING ALTERNATIVE ANALYSIS REPORT
ABERDEEN PESTICIDE DUMPS SITE
ABERDEEN, NORTH CAROLINA
DAMES & MOORE
A[VACS*MOO RGROLrOOMFA11j!
Dot
M:\ PROJECTS \24144\GR_WATER\100%DES\CAM \DSGN_BR\FG9NPOES.DWG
GROUP

W. WOE DOOR
OUTWARD WING
(2) STEPS WITH LANTOG
PER OSHA STANDARDS
F12041 02-02-03
02-02-04
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e Nix PPE T. KTE PRE
0:1201101T PR OMR FEE
D020149R00 FITE 10
NPOES CISCIRAGE POINT
I/O. SAMPLE
PORT (TIP.)
FIGURE 10
FC/TS GROUNDWATER TREATMENT
PLANT LAYOUT
FARM CHEMICALS AND TWIN SITES AREAS
ENGINEERING ALTERNATIVES ANALYSIS REPORT
ABERDEEN PESTICIDE DUMPS SITE
ABERDEEN, NORTH CAROLINA
DAMES & MOORE
TAAPROJECTS \ 24144 \ GR_WATER 100:DES C.ADD DSON_BR FO 1 ONPOE.DWO
GROUP

J
I
II
aUarr
EXTRACTION
03—EX-01
FLOW:
0 — 15 gpm
s
IXTRACTION
• 03—EX-02
FLOW:
0-15gpm
0
0
TYPICAL
(2) WELLS
(vent autsi
(bldg.)
0
L--•
5.000
FRP EOUAU
4.
}"5
(Discharge to
In0ltratlon Gallery)
FIGURE 11
GROUNDWATER TREATMENT
PLANT PROCESS AND
INSTRUMENTATION DIAGRAM
FAIRWAY SIX AREA
GINEERING ALTERNATIVES ANALYSIS REPORT
ABERDEEN PESTICIDE DUMPS SITE
ABERDEEN, NORTH CAROLINA
ES & MOORE
A 11MBAMDOPEGROIP0310 Wy

2000 1000
0
2000
4000 FEET
SOURCE: Base map is from a portion of the U.S.G.S. 1:24,000 scale
topographic map titled: "Southern Pines, N.C..", 1957,
photorevised 1984
Figure 12
LOCATION OF PROPtSED NPDES
DISCHARGE POINT
Farm Ch rnic is and Twin Sites
Aberdeen Pesticide Dumps Site
Aberdeen, North Carolina
DAMES & MOORE
�� ` - - A6WE55 AIOGPE GROUP COMPANY

{J
W = E
.APPROXIMATE
2506
500
SCALE IN FEET
GROUNDWATER TREATMENT :PLANT-
c
v••
LEGEND
PROPOSED EXTRACTION WELL
EXTRACTION SYSTEM 'PIPING
EXAJION7
•
101..4
•
- FIGURE )3
=NTIAL NPDES' DISCHARGE POINTS
CHEMICALS AND TWIN SITES AREAS
GROUNDWATER DESIGN ANALYSIS
BERDEEN PESTICIDE DUMPS SITE
ABERDEEN, NORTH CAROLINA
OUP
DAMES Et MOORE
A DAMES & MOORE GROUP COMPANY
M:\PROJECTS\24144\GR_WATER\100%DES\CADD\DSGN_BR\FC12N§DE:

0
[NI
W E
APPROXIMATE
250
500
-X-X- X-
SCALE IN FEET
LEGEND '
ROADS
FENCE
WOODS
EXISTING CONTOURS
,vvvvvvvvv
VV7V7VV7Vi
Pacrorrrtl:Irrvrl
HYBRID POPLAR PHYTOBAND
HYBRID POPLAR PHYTOZONE
NATIVE PINE ZONE
PHYTO PILOT ZONE
FIGURE, 14
LOCATION OF
-± PHYTOREMEDIATION ZONES
TREES
VI CHEMICALS AND :TWIN SITES AREAS
EERING ALTERNATIVE ANALYSIS REPORT
'ABERDEEN PESTICIDE DUMPS SITE
i ABERDEEN, NORTH CAROLINA
DAmESt MOORE
TREE SPACAIG DIAGRAM FOR PI ?7' A DAMES & MOM GROUP COMPANY
NOT TO SCALE
)ROUP
- • -
M: \ PROJECTS \ 24144\ GR_WATER \ I 00%DES \ CADE DSGN_BR FC14N1

1000 500
1000 2000 FEET
SOURCE: Base map was enlarged from a portion of the U.S.
Conservation Service 1:24,000 scale Soil Survey map
titled: "Moore County, North Carolina No. 11", 1981
QUADRANGLE. LOCATION
Rom 15
SOIL BORING LOCATIONS
NPDIES Ferrnutt Applucattu©m
Aberdeen Pesticide Dumps Site
Aberdeen, North Carolina
M1I r
DAMES & MOORE
Huff, A MOOT* CIIOIIP COMPANY

A
ABERDEEN
PP'R 6A
C01PMY
150 FOOT SETBACK FROM -
PROPERTY LINE (TYPICAL)
APPROXIMATE
150
300
SCALE IN FEET
AVAILABLE ACREAGE
AREA
AREA 1
ACRE
0.84
,LEGEND
ROADS
365
-
FENCE
WOODS
EXISTING CONTOURS
AREA AVAILABLE FOR
SPRAY IRRIGATION
EXTRACTION WELL
FIGURE 16
ABLE LAND FOR SPRAY IRRIGATION
FARM CHEMICALS AREA
NPDES PERMIT APPLICATION
1/4BERDEEN PESTICIDE DUMPS SITE
ABERDEEN, NORTH CAROLINA
DAMES; & MOORE
RE
A DAMES & MOORE GROUP COMPANY
FILENAME: M:\24144\GR_WATER\NPDES\DRWINGS\FCNPDES.DWG
3ROUP

150 FOOT SETBACK FROM
PROPERTY LINE (TYPICAL)
0
400 FOOT BUFFER
FROM RESIDENCE
APPROXIMATE
150
300
SCALE IN FEET
AVAILABLE ACREAGE
LEGEND
ROADS
D -0 0
��ti
365
' 0 V
1111�IUU•!!
-IRRIGATION AREA 2
CEDAR PERIMETER FENCE
FENCE
WOODS
EXISTING CONTOURS
HYBRID POPLAR PHYTO BAND
HYBRID POPLAR PHYTO ZONE
NATIVE PINE ZONE
PHYTO PILOT PLOT
AREA AVAILABLE FOR
SPRAY IRRIGATION
EXTRACTION WELL
--BRAY IRRIGATION AREA 3
3ACK FROM
YPICAL)
AREA
ACRE
AREA 1
0.64
AREA 2
1.27
AREA 3
0.26
AREA 4
0.045
IRRIGATION AREA 4
FIGURE 17
TWIN SITES AREA
NPDES PERMIT APPLICATION
ABERDEEN PESTICIDE DUMPS SITE
ABERDEEN, NORTH CAROLINA
GROUP
DAMES & MOORE
RE
A DAMES & MOORE GROUP COMPANY
M:\PROJECTS\24144\GR_WATER\NPDES\DRAWINGS\NPDES\TSNPDES.DWG

APPENDIX A
1997 ANALYTICAL DATA
ENGINEERING ALTERNATIVES ANALYSIS REPORT
ABERDEEN PESTICIDE DUMPS SITE
ABERDEEN, NORTH CAROLINA

The monitoring well network at Farm Chemicals (FC) and Twin Sites (TS) Areas was sampled and
analyzed in February 1997. A total of 16 wells were sampled at the FC Area and 17 wells were sampled
at TS Area. The samples were submitted to a laboratory for analysis of general chemistry (major cation
m
and anion species), total volatile organics (EPA Method 8260), total seivolatile's (EPA Method 8270),
organochlorine (OC) pesticides (EPA Method 8080), organophosphorous (OP) pesticides (EPA Method
8141), and total metals (EPA Methods 6010, 7041, and 7421).
The analytical data from the February 1997 sampling event is summarized on Table 1. This table lists the
chemicals detected and the maximum observed concentration reported. A compilation of all sampling
results was provided to both the US EPA and NC DENR in the Revised Data Acquisition Report dated
June 1997 as part of the 30 Percent Groundwater Remedial Design.
A- 1

TABLE 1
MAXIMUM OBSERVED CONCENTRATIONS OF COMPOUNDS DETECTED
ENGINEERING ALTERNATIVES ANALYSIS; REPORT
ABERDEEN PESTICIDE DUMPS SITE
ABERDEEN, NORTH CAROLINA
Aluminum
279
Iron
44.80
Magnesium
9.06
Sulfate
3.08
Zinc
2.15
Maganese
1.34
Copper
1.26
Vanadium
0.193
Chromium
0.163
Arsenic
0.156
Nickel
0.07
Selenium
0.009
1,2-dibromo-3-
chloropropane
3,300
Fensulfothion
170
Malathion
110
Delta-BHC
100
Beta-BHC
79
A- 2

Gamma-BHC
67
Alpha-BHC
43
Disulfoton
9.4
Endrin-ketone
8.6
Dieldrin
2.5
4,4-DDT
1.7
4,4-DDD
1.5
Endrin
0.84
4,4-DDE
0.76
Heptachlor
Xylene (Total)
0.56
69,000
M- & P-Xylene
52,000
Ethylbenzene
20,000
O-Xylene
17,000
Toluene
380
Tetrachloroethene
54
Trichloroethene
2-Methylnapthalene
2.5
150
2,4-Dimethyphenol
80
Carbaryl
6.7
1,2,4-Trichlorobenzene
1.3

APPENDIX B
MOORE COUNTY WATER AND SEWER
AUTHORITY RESPONSES

SlitooTE (WatET F Z.EUTEz cf%ubJ o'Ly
Water Pollution Control System
P. O. Box 813
Pinebluff, North Carolina 28373
OFFICE OF SYSTEM SUPERINTENDENT
April 19, 1996
Ms. Frances R. Carpenter, P.E.
Senior Engineer
Dames & Moore
Six Piedmont Center, Suite 500
3525 Piedmont Road
Atlanta, Georgia 30305
REF: Aberdeen Pesticide Dump Site
Potential Wastewater Discharge to POTW
TELEPHONE: [phone]
FAX: [phone]
Dear Ms. Carpenter:
Your correspondence of April 2, 1996 to Mr. Rickie Monroe, Town of
Aberdeen Water Department, Aberdeen, NC 28315 has been forward to
me to address your request for the discharge from the APDS site to
a POTW. The POTW is owned by Moore County and is operated under
contract by Moore Water and Sewer Authority.
After review and discussion within the Authority, it is our opinion
that the effluent from the groundwater treatment process should be
disposed via subsurface treatment or deep well injection to
recharge the aquifer.
i I
Laboratory analysis indicates many parameters below detection
limits and this discharge would add hydraulic loading only to a.
biological POTW.

If you have any questions or comments concerning this
correspondence, please do not hesitate to call me at 910-281-3146.
Sincerely,
Gary Frick, Ssystem Superintendent
pc: Mr. David Harris, Executive Director, MOWASA
Mr. David McNeill, County Manager, Moore County
Mr. Rickie Monroe, Public Works Director, Town of Aberdeen
Mr. Kerr Stevens, DEM, Fayetteville
Mr. Jim Tarnow, Project Engineer, MOWASA

OFFICE OF SYSTEM SUPERINTENDENT
Jl400zE (WaLEz & SSEwE' C:7qL ILTiLJ
Water Pollution Control System
P. O. Box 813
Pinebluff, North Carolina 28373
September 15, 1997
Mr. William Hall, P.E.
Newfields, Inc.
1201 West Peachtree, NW, Suite 3050
Atlanta, GA 30309
REF: Request for Effluent Discharge to POTW
Aberdeen Pesticides Dumps Site
Dear Mr. Hall:
TELEPHONE: [phone]
FAX: [phone]
E-mail: mowasa2Qncpines.net
Your request to discharges=treated effluent from Super Fund Sites,
located in/near Aberdeen, NC and identified as Farm Chemicals/Twin
Sites has been under review by the Authority.
A review of the Effluent Characteristics and Concentration for the
two site, has been completed and indicates little, if any organic
food or solids to support biological life. Th'e Moore County
Regional WWTP is a biological/activated 'sludge plant with
nitrification and anaerobic sludge digestion to serve the citizens
of southern Moore County.
The effluent limits for discharge of the Pesticides, VOCs, SVOCs
and Inorganics will be at detectable levels.
If a Discharge Permit is developed, the State of,North Carolina,
Division of Environmental Management, Fayetteville Regional Office,
will have to approve this discharge to the Moore, County Regional
WWTP.
The discharge limits that would be in'the permit', would indicate
that the effluent could be land applied or discharged to a nearby
stream. As the effluent would be like potable water.

Newfields, Inc. Page 2
Aberdeen, NC
I suggest you contact Mr. Kerr T. Stevens, Regional Supervisor, NC
DEM, Fayetteville Regional Office, Fayetteville,1NC 910-486-1541,
to explore land application or stream discharge.
If you have any questions, please do not hesitate to call me at
910-281-3146.
Sincerely,
tkA
System Superintendent
pc: Mr. David Harris, Executive Director, MOWASA
Mr. David McNeill, .0 unty Manager, Moore County
Mr. Jim Tarnow, Project Manager, MOWASA
Mr. Kerr T. Stevens, DEM, Fayetteville, NC
Mr. Tony Robertson, Town Manager, Town of Aberdeen, NC

APPENDIX C
SOILS REPORT
ENGINEERING ALTERNATIVES ANALYSIS REPORT
ABERDEEN PESTICIDE DUMPS SITE
ABERDEEN, NORTH CAROLINA

TWIN SITES
The characterization of the soils at the TS Area is based on soil boring logs from the site and the
Soil Survey of Moore County, 1995. Numerous soil borings have been completed at the APDS.
Representative boring logs for the TS Area are provided in Attachment A of this Appendix. The
locations of the borings (total of five borings) are shown on Figure 15, Soil Boring Locations,
within the EAAR. The borings were installed using a hollow stem auger with split spoon
sampling. Two of the borings were continuously sampled and three were sampled on 5 foot
centers. The depth of the borings ranged from 16 to 60 feet below ground surface (bgs). Four of
the borings (2-MW-01, 2-MWD-07, 2-MWS-10, and 2-MWS-11) were installed in conjunction
with the installation of groundwater monitoring wells and the fifth (TSGB-1) was installed to
gather soils information for a settlement potential calculation. Boring 2-MW-01 was installed by
a U.S Environmental Protection Agency (EPA) contractor during the 1991 RI/FS Investigation.
There are two types of soils at the TS Area that are suitable for spray irrigation: the Vaucluse and
Candor Series. A third soil type present at the TS Area is the Bibb Series. The Bibb series
consists of poorly drained soils on flood plains and is not suitable for spray irrigation. The
following soil descriptions are excerpts form the Moore County Soil Survey, 1995.
Vaucluse Series
The Vaucluse series consists of well drained soils on Coastal
Plain uplands. These soils formed in moderately fine textured
Coastal Plain sediments. Slopes range from 2 to 25 .percent.
Vaucluse soils are commonly adjacent to Ailey, Candor, Dothan,
Fuquay, and Gilead soils. Ailey, Candor, and Fuquay soils have
sandy surface and subsurface layers more than 20. inches thick.
Dothan soils have plinthite in the lower part of the Bt horizon.
Gilead soils have a clayey subsoil and are moderately well
drained.
Typical pedon of Vaucluse loamy sand, 8 to 15 percent slopes;
about 1.1 miles south on Secondary Road 2075 from its
intersection with Secondary Road 2074, about 100 feet east of
Secondary Road 2075, in a wooded area (State plarie coordinates
1,887,250 feet E., 503,000 feet N.):
A- 0 to 7 inches; brown (10YR 5/3) loamy sand; weak
medium granular structure; very friable; common fine
roots; very strongly acid; clear smooth boundary.
C- 1

E- 7 to 13 inches; yellowish brown (10YR 5/4) loamy sand;
weak medium granular structure; very friable; few fine
roots; very strongly acid; clear wavy boundary.
Bt- 13 to 26 inches; strong brown (7.5YR 5/8) sand clay
loam; common medium distinct yellowish red (5YR 5/8)
mottles; moderate medium subangular blocky structure;
firm, slightly sticky and slightly plastic; few fine roots;
few faint clay skins on vertical faces of peds; very
strongly acid; gradual wavy boundary.
Btx 26 to 50 inches; reddish yellow (7.5YR 7/8) sandy clay
loam; common medium distinct yellowish red (5YR 5/8)
mottles; moderate coarse subangular blocky structure;
very firm and compact, dense, brittle in 20 to 30 percent;
few fine roots; few faint clay skins on vertical faces of
peds; few pockets of kaolin less than 1 inch in diameter;
few fine platelike fragments of indurated ironstone 1/4
inch to 2 inches across; few small rounded quartz
fragments; very strongly acid; gradual wavy boundary.
CX 50 to 64 inches; mottled very pale brown (10YR 8/4)
and reddish yellow (7.5YR 7/8) sandy loath with pockets
of light gray (10YR 7/2) uncoated coarse sand; massive;
very firm and compact, dense; few quartz and ironstone
nodules; very strongly acid; gradual irregular boundary.
C- 64 to 80 inches; very pale brown (10YR 8/4) fine sand;
single grained; loose; very strongly acid.
Candor Series
The Candor series consists of somewhat excessively drained
soils on Coastal Plain uplands. These soils formed in sandy and
loamy sediments. Slopes range from 0 to 12 percent,
Candor soils are commonly adjacent to Ailey, Dothan, Fuquay,
Gilead, and Vaucluse soils. Ailey and Fuquay soils have a loamy
Bt horizon within 20 to 40 inches of the surface. The combined
thickness of the sandy A and E horizons in the Dothan and
Vaucluse soils is less than 20 inches. Gilead soils have a clayey
Bt horizon.
Typical pedon of Candor sand, 0 to 4 percent slopes; about 0.9
mile northwest of Lakeview on Secondary Road 1843, about 100
feet south of Secondary Road 1843 and a farm path (State plane
coordinates 1,902,000 feet E., 544,000 feet N.):
C- 2

Ap- 0 to 13 inches; grayish brown (10YR 5/2) sand; weak
fine granular structure; very friable to loose; few fine
and medium roots; strongly acid; abrupt smooth
boundary.
E- 13 to 26 inches; light yellowish brown (10YR 6/4) sand;
loose; few fine and medium roots; strongly acid; gradual
wavy boundary.
Bt- 26 to 40 inches; yellowish brown (10YR 5/6) loamy
sand; weak medium subangular blocky structure; very
friable; very strongly acid; gradual wavy boundary.
E'- 40 to 66 inches; light yellowish brown (10YR 6/4) sand;
common medium distinct very pale brown (10YR 7/4)
and yellowish brown (10YR 5/6) mottles; single grained;
loose; very strongly acid; gradual wavy boundary.
B't- 66 to 80 inches; yellowish brown (1OYR 5/8)1 sandy
loam; common medium distinct light yellowish brown
(10YR 6/4) and few fine distinct strong brown (7.5YR
5/6) mottles; weak medium subangular blocky structure;
friable; very strongly acid.
FARM CHEMICALS
There are three types of soils at the FC Area, the Vaucluse Series, smaller amounts of the Candor
Series and Udorthents soils. The Vaucluse Series soils consist of well -drained soils on Coastal
Plain uplands. Typically, Vaucluse soils are comprised of loamy sand ati,the surface, underlain by
sandy clay loams to depths of greater than 6 feet. The Candor Series soils consist of somewhat
excessively drained soils on Coastal Plain uplands. Typically, Candor soils are. comprised of sand
at the surface, underlain by loamy sands to depths of greater than 6 feet. I The soil descriptions for
the Vauluse and Candor Series are provided above. At the FC Area, only the Vaucluse and the
smaller areas of Candor soils Series are suitable for land disposal.
C- 3

ATTACHMENT A
SOIL BORING LOGS
C- 4

Project: Aberdeen Pesticide Dumps Site, North Carolina Surface Elev.: 375.32
Job No.: 24144-009-4170 Top of Casing Elev.: 377.62
Location: Culdesac West of Twin Sites Area Drilling Method: Hollow Stem Auger
Coordinates: 505571.91N, 1869795.41E sampii g Method: SPT (Continuous) t
1
A
w
Depth, Ft
0 1
Sam le 5 mbol
Symbol/USCS
Recovery %
MATERIAL DESCRIPTION
na.
E.
i WELL DIAGRAM
363.32
359.32
347.32
341.32
u
7
4
6
5
5
9
27
26
30
29
52
64
21
24
51
31
41
i•
t
0
�
a
a
a
0
o
0
0
58
75
42
67
50
100
100
100
100
84
75
92
92
88
100
92
96
96
SILTY SAND, light brown, moderate yellowish brown, dark
yellowish orange, very fine to medium grained, quartz
subrounded to subangular, loose, dry
Trace mafic specs
Grades to pale yellowish orange to moderate reddish
orange
Grades loose to medium dense
SANDY CLAY, moderate reddish orange to dark yellowish
orange, very stiff, dry to moist
SILTY SAND, moderate reddish orange to pale yellowish
orange, very fine to very coarse, quartz subangular to
subrounded, medium dense to dense, dry to moist
Trace mafic specs
Grades to white, medium dense, wet, infrequent Gay/
silt partings
SILTY SAND TO SAND, very pale orange to very light gray,
very fine to coarse, quartz subangular to subrounded,
dense, wet (saturated), trace mafic specs
SAND -See Sheet 2 of 2
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
,
i
i'
GROUT
347.98
—5--
43-
--
I
h
t
h
I
•i•
•
,1•
.�
•
'1
'I
1
-1-5--
20
25
Static Water Level -
'
BENTONITE
1■
• li
T1,
I
01I%
Y.
:•
si'
:
30
n c
Completion Depth: 57.0 Feet
Date Boring Started: 1/29/97
Date Boring Completed: 1/30/97
Engineer/Geologist Brent Jacobs / Eric Stem
Drilling Contractor. A&E Drilling Services, Inc.
LOG OF BORING 2-MWD-07
Aberdeen Pesticide Dumps Site
Aberdeen, North Carolina
DAMES & MOORE
g....1' . CAM. • mom ansraurwn
Sheet 1 of 2

Project: Aberdeen Pesticide Dumps Site. North Carolina surface Elev.: 375.32
Job No.: 24144-009-4170 Top of Casing Elev.: 377.62
Location: Culdesac West of Twin Sites Area Drilling Method: Hollow Stem Auger
Coordinates: 505571.91N, 1869795.41E Sampling Method: SPT(Continuous)
ti
m
i'o
w
Depth, Ft
'b
V
'
m
Sam le S mbol
Symbol/USCS
Recovery %
MATERIAL DESCRIPTION
Q.
O
a
o
WELL DIAGRAM
339.32
331.321111.0
327.32
323.32
321.32
319.32III
318.32
SAND, pinkish gray to white, very fine to very coarse, quartz
subangular to subrounded, loose to medium dense, wet
(saturated), trace mafic specs
SILTY SAND, pinkish gray to white, very fine to medium
grained, quartz subangular to subrounded, loose, wet, trace
specs
SILTY SAND, pinkish gray mottled pale reddish purple, very
fine to medium grained, quartz subangular to subrounded,
medium dense to dense, wet (aturated)
very fine to very coarse, quartz
SAND, pinkish gray, subangular, dense, wet, with coarse gravels, trace maficMI
specs
SILTY SAND, pinkish gray to white, very fine to very coarse,
quartz subangular, medium dense, wet (saturated)
CLAYEY SAND to SANDY CLAY, pinkish gray, very fine to
medium grained, quartz subrounded to subangular, sand
saturated, clay stiff, trace coarse gravels
SILTY CLAY, pinkish gray to light brownish gray, medium
plasticity, hard, damp, trace very fine sand
Boring terminated at 57.0' below ground surface on 1/30/97
0
1�'•
0
0
0
0
z
s
=
w =
K:
BENTONITE
a
SAND
14
11
31
20
12
19
20
20
16
50/4"
r•mafic
/
r•
Fr
tit
/
If
r
/
r;
/
I
,
.I.
: ilii
�`
.5.
^;<%`':
.?.;
i'..
.
�'r•
;i_.
��''
►iaJ
.
. (1
:.
j I
' t
92
96
96
92
100
100
100
84
100
100
-
MI
-
-
-
0
0
I
I € <';:I.'-'; n
WELL SCREEN
END CAP
mui'J�
i
1
-
-
iii
-
-
-
-n
Completion Depth: 57.0 Feet
Date Boring Started: 129/97
Date Boring Completed: 1/30/97
Engineer/Geologist Brent Jacobs / Eric Stern
Drilling Contractor: A&E Drilling Services, Inc.
LOG OF BORING 2-MWD-07
Aberdeen Pesticide Dumps Site
Aberdeen, North Carolina
DAMES & MOORE
•.r.;4 • WOK oa+aowrn
Sheet 2 of 2

LOG OF BORING 2-MWS 110
Project
Job No.:
Location:
Coordinates:
Elevation, feet
343.5
338.5
333.5
328.5
Depth, feet
0
-5-
10 -
- 15 -
- 20 -
Aberdeen Pesticide Dumps Site, North Carolina
24144-007-2160
Twin Sites
N 505,521 E 1,870,573
SS
ss
ST
ss
ss
Completion Depth:
Date Boring Started:
Date Boring Completed:
Engineer/Geologist
Drilling Contractor..
Recovery %
58
58
50
50
100
MATERIAL DESCRIPTION
Surface Elev.: i
Top of Cuing Elev.:
Dulling Method
Sampling Method:
6" Dark gray, organic silty fine SAND (SM), true
Its.
8" Well sorted light brown fine SAND (SP), trace silty
fines.
12" Orangish brown medium to fine SAND (SP), trace
clayey fines, slightly banded in color.
r
Orangish brown well sorted medium SAND (SP-SC)
in clayey matrix, trace fine sand, wet. (Shelby Tube)
6" Dark gray, organic, medium to fine SAND (SP),
trace silt.
6" Orangish brown medium to fine SAND (SC), little
clayey matrix
White medium SAND (SP-SC), wet, loose.
Terminate boring at 21' BLS.
21.0
4/20/95
4/20/95
R.H.MacWilli its
AE Drilling
Dames & Moore
Charlotte, North Carolina
5
4
0
6
3
Remarks:
OVM = Organic Vapor Measurements
4-
t
Pocket Pen,
348.5
351.10
Hollow Stem Augers
SS/ST
E
0.
0.
E
0
4.4
WELL DIAGRAM
Grout 0 to l'
Bentonite Seal 1'
to 3'
'!4!.-2" Diam. PVC
Casing 0 to 5'
Sand 3' to 20'
Stainless Steel
(#10) Screen 5'
to 20'
Stainless Steel
End Cap
The stratification lines represent approximate boundaries.
The transition may be gradual.
I
Seet1of1
Plate GWD A 14

LOG OF BORING 2-MWS-11
Project:
Job No.:
Location:
Coordinates:
Elevation, feet
344.4
339.4
334.4
Aberdeen Pesticide Dumps Site, North Carolina
24144-007-2160
Twin Sites
N 505,731 E 1,870,206
0
z
al
a
E
ro
cn
Completion Depth:
Date Boring Started:
Date Boring Completed:
Engineer/Geologist:
Drilling Contractor:
MATERIAL DESCRIPTION
Surface Elev.:
Top of Casing Elev.:
Drilling Method:
Sampling Method:
6" Dark gray organic cover, well sorted fine SAND
"\(SM), little medium sand and silty fines.
14" Light brown well sorted fine SAND (SP), little
medium sand, trace silty fines, dry.
Light brown to orangish brown, well sorted fine
SAND (SP), little medium sand, trace coarse sand,
trace clayey fines, dry to moist, slight color banding.
Light gray, medium SAND (SP-SC), little fine sand
within clayey matrix, clay content increases in areas.
Note: Shelby tube had no recovery. Drillers pushed
spoon into fallen sample to get lithologic description.
Wet white/light gray, well sorted coarse to medium
SAND (SP-SC) within white clayey matrix, loose.
Terminate boring at 16' BLS.
16.0
4/21/95
4/21/95
R.H.MacWilliams
AE Drilling
9
9
4
0
Remarks:
OVM = Organic Vapor Measurements
Pocket Pen, tsf
349.4
351.82
Hollow Stem Augers
SS/ST
E
O.
0.
0
•
•
•
•
•
•
WELL DIAGRAM
rout 0 to 1'
Bentonite Seal 1'
to 3'
2" Diam.
Stainless Steel
Casing 0 to 6'
Sand 3' to 16'
Stainless Steel
(#10) Screen 6'
to 16'
Stainless Steel
End Cap
Dames & Moore
Charlotte, North Carolina
The stratification lines represent approximate boundaries.
The transition may be gradual.
Sheet 1 of 1
Plate GWD —A16

LOG OF BORING TSGB-1
Project:
Job No.:
Location:
Coordinates:
tU
tU
4-
Elevation,
1-
0)
to
4-
r
a
v
0
0
-10-
- 15-
- 20 -
- 25
- 30 -
Aberdeen Pesticide Dumps, North Carolina
24144-007-200
Twin Sites Area
Symbol / USCS
Recovery %
100
100
100
100
100
MATERIAL DESCRIPTION
Surface Elev.:
Top of Casing Elev.:
Drilling Method:
Sampling Method:
SM - brownish yellow silty fine to medium SAND,
trace mica. moist
SP - Tight brownish yellow fine to medium SAND,
trace silt and mica, moist
SP - light brownish yellow fine to medium SAND,
trace silt and mica, wet
t
CL-ML - gray and light reddish brown fine sandy
1clayey SILT and silty CLAY, trace mica, with
yellowish red partings
SP - light brownish yellow fine to medium SAND,
trace silt and mica. wet
CL-ML - gray and light reddish brown fine sandy
clayey SILT and silty CLAY, trace mica. wet
SP - light brownish yellow and white fine to medium
SAND, trace silt and mica, wet
-- 2-inch layer of clay and silt
$PT, Blow Counts
14
19
13
15
12
4-
U1
Pocket Pen
Hollow -Stem Auger
Split Spoon
SPT VALUES
10 20 30 40 50
Completion Depth: 56.0
Date Boring Started: 5/22/95
Date Boring Completed: 5/22/95
Engineer/Geologist: Jim Wells
, Drilling Contractor: AT&E
Dames & Moore - N.C.
Charlotte, North Carolina
Remarks:
0
JKB
APDS PRP Committee TSGB-1
REV DRN DATE CKD APD
The stratification lines represent approximate boundaries.
The transition may be gradual.
DESCRIPTION
Sheet 1 of 2
Plate GWDAR-13

LOG OF BORING TSGB-1
Project:
Job No.:
Location:
Coordinates:
Elevation, feet
Depth, feet
-35 -
-40-
- 45 -
- 50 -
- 55 -
Aberdeen Pesticide Dumps, North Carolina
24144-007-200
Twin Sites Area
0
Z
01
a
E
to
7
8
9
10
to
0
_C
a.
tJ
L
0J
a.
m
t!1
Symbol / USCS
•
Recovery %
100
100
100
100
100
MATERIAL DESCRIPTION
- light gray, fine-grained
- light gray and brownish yellow, fine to
medium -grained
Surface Elev.:
Top of Casing Elev.:
Drilling Method: Hollow -Stem Auger
Sampling Method: Split Spoon
CL-ML - light gray fine sandy clayey SILT and silty
,CLAY, trace mica. wet
SP - light gray and brownish yellow fine to medium
SAND, trace mica, wet
SM - light gray and light brown silty fine to coarse
SAND, trace fine gravel, wet
- white and Light brownish yellow
- 2-inch layer of silty clay
SP - light gray fine to coarse SAND, with fine gravel,
trace silt, wet
Boring terminated at 56.0 feet.
to
t
c
3
O
3
0
CO
F-
n.
to
10
59
7
2
19
Pocket Pen, tsf
SPT VALUES
0 10 20 30 40 50
eNNN
>
Completion Depth:
Date Boring Started:
Date Boring Completed:
Engineer/Geologist:
Drilling Contractor:
56.0
5/22/95
5/22/95
Jim Wells
AT&E
Dames & Moore - N.C.
Charlotte, North Carolina
Remarks:
0 JKB
REV
DRN
DATE
CKD
APD
APDS PRP Committee TSGB-1
The stratification lines represent approximate boundaries.
The transition may be gradual.
DESCRIPTION
Sheet 2 of 2
Plate GWDAR-I4

BOREHOLE/WELL LOG: 2-MW-01
ISHEET _gg_ OF __
PROJECT: ABERDEEN PESTICIDE DUMPS SITE, MOORE COLWTY, NORTH CAROLINA DRILLING METHOD: HOLLOW STEM AUGER
EPA WORK ASSIGNMENT/SITE MO.: 04-4LK7 FIELD GEOLOGISTS: M. PHiLLIPSk(AEPCD)
TOTAL DEPTH: 60 Ft. 0
n G.Y. DEPTH: )47.51 Ft. MSL
DRILLER: GRA _ AND (LMRiE - RICK NORR1Mt
GRADE ELEV.: )73.62 Ft. MSL
YELL STICK-UP: 2.95 Ft.
TiME START: -I COMPLETE: 07/13/B9 (
: )
;ROSS-SECTION
DEPTH
BELOW
GRADE
(Ft)
IILW
COUNTS/
6-INCH
X
RECO-
VERY
UNIF.
SOIL
CLASS
MATERIAL CLASSIFICATIONLOGGING
I
METHODS
NO ICIRELE
SMPL.
-T
LEL
(%)
hOu
(ppm)
OVA
(p )
heu
(PPm)
St
Ft
ck-up
30
/%\
4" Stainless
Steel
—
V/\V//
Casing
31
32
33
34
35
36
37
38
39
40
41
42
43
44 ,
45
46 -
47
4a
49
50
51 ,
52
53
54
+
55
56
57
58
59
60
I I
SPLIT
$
100
SC
10.5-31' YellOWIsh-nrsy seCtium t4
SPOON
0 2
0.2
17
SC
coar.sar+d w/lanses of cUaY
•
•
29
SW
31.5-33' Y,llowish-arty, medium to
■
•
33+
SW
comm
mmsaturated 1
•
•sand,
•
?
100
SW
I 1
0.1
0.1
SW
■
■
6
SW
33.5-34' L3ahS arty msdi_usito
•1 •
•
18
SW
awn anamyl.d Ind amyl.
•
•
.
wet 0 saturated I
I i
2
100
SW
35.5-36' Tellowish-orange :Kim I
0.1
0.1
6
SW
to coarse sand i 1
■
•
6
SP
36.5-37' Very tale orange very I
■
•
13
SP
coarse sand with_oebbles1
•
•
3
100
sW/SC
37.5-39' Yellowish -grey tolyell.-I
•
■
8
SW/SC
orange sodium to Coarse 1
•
•
18
SW/SC
sand with some light olive
■
■
15
SW/SC
grey slay lenses I I
•
•
I
I
1
100
SW
40.5-44' Yellowish -grey medium tOI
0.2
0.2
1
SW
coarse sand (no ctrey) I
•
r
9
SW
I i
•
■
13
SW
I 1
•
■
1
10
SW
I I
■
1
SW
I
•
1
SW 1
1
•
2
SW
4 i
■
■
I I
I 1
1
100
SW
45.5-47' Light grey median to 1
0.2
0,2
5
SW
coarse sand, saturated 1
■
■
a
SW
I 1
•
•
10
SW '
1
•
•
4
100
SW/SC
47.5-49' Light grey medium to very
•
■
8
SW/SC
coarse sand with clay, I
■
■
9
SW/SC
saturated I i
■
•
7
SW/SC
I
■
■
! I
i I
3
100
SC
50.5-51' Same sandy clay I
0.2
0.2
6
sc
1 I
•
■
11
GP
51.5-52.5' Same. with very Coarse I
■
■
6
GP
sand and gravel (gravel!
■
■
1
100
GP
-1cm in diameter) I
■
33
CL
53-54' Greyish -yellow med. grained
■
■
60
CL
sandy clay with mica; 4 dry
■
■
54
CL
Yellowish -grey micaceous
■
■
clay I
I I
15
100
CL
55,5-56' Greyish -yellow. fine to vL
0.2
0.2
43
CL
coarse grained sandy clay
■
■
75+
CL
56.5' Yellow -grey, medium to coarse
■
"
micaceous sandy clay I I
•
■
27
100
CL
57.5-62' Same. with very coarse '
N
w
50
Cl
fend
r
I !
I
•
BG Background Levels; G.W. = Groundwater; hWu hllu Photoionization Meter; LEL = Ldwer Exp olive L'mit, MR slot Repor
OVA = organic Vapor Analyzer; MSL = Mean Sea Level; and SMPL a Sample. Split spoon!was used to obtain subsurface tempi
All hWu readings ere in ppm benzene equivalent.
20

3 10 0660
SORENOLE/YELL LOG: 2-MW-01
1 SHEET _ OF
PROJECT: AOERDEEN PESTICIDE DUMPS SITE. MOORE COUNTY, NORTH CAROLINA DRILLING METHOD: HOLLOW STEM AUGER
EPA WORK ASSIGNMENT/SITE NO.: 04-4LK7 FIELD GEOLOGISTS: M. PNiLLiPI (AEPCO)
TOTAL DEPTH: 60 Ft. 0 In G.Y. DEPTH: 347.51 Ft. MSL
GRADE ELEV.: 373,62 Ft. MSL WELL STICK UP: 2.95 Ft.
DRILLER: GRAHAM AMDICURR1E - RICX MORRISON
TIME START: 07/11/891( ; ) COMPLETE: 97/13/89 ( : )
CROSS-SECTION
Ft
Stick-up
DEPTH
BELOW BLOW
GRADE COUNTS/
(Ft) 6-INCH
UNIF.
RECO- SOIL
VERY CLASS
MATERIAL CLASSIFICATIOw
LOGGING
METHODS
BOREHOLE
SMPL
LEL
(X)
hNu
(ppm)
OVA hMu
(ppm) (pig)
/ / \
V/\V//
.- 1
- 2
3
4
-- • 5
— 6
• 7
—
0
-- 9
— 10
1/2
1/2
3
100
SY
100 SW
SPLIT
SP90N
0-12' Tan to Reddish. mediumi to
coarse said. dry 1
SW
1
4
N/A
100 SW
SW
N/A
100 SW
N/A
SW
N/A
100 SW
N/A
SW
+- 11 J
12
N/A
2
3
4
5
3
4" Stainless 13 5
Steil Casing__ t4 5
4. 1-6
15
— 21
+- 22
— 23
— 24
-- 25
26
27
— • 28
— - 29
-- — 30
100 SW
SW
SW
SM
100 SM
sM
SM
SM
SM
12.5'-14' Tan, fine to mmediun sand
with some coarse sird.
moist
dry to
6
9
10
16
3
8
7
4
8
9
15
13
5
5
8
10
100 SP
SP
SP
SP
70 SC/CL
SC/CL
SC/CL
CL
CL
CL
CL
70 CL
Su
SW
CL
Sw
15,5-17' Yellowish -orange. very
coarse sand with some
gravel. slightly maid
17,5-18.5' Yellowish -orange. very
coarse clayey sardlwith
pebble
19-21' Grey -yellow clay with Comte
sand
1 I
1 I
21,5-22' Yellow -orange. mediate to
very
coarse grained lend
with pebbles. moist I
22.5' Pale orange clay B
23' Buff colored. medium to coarse
sand, saturated
N
AEG
✓
✓
■
✓
0.1
N
N
N
NEG
N
N
w
2
9
18
32
1
1
9
100 SW
100 Sw
100 CL
CL
CL
CL
CL
CL
25.5-26' Yellowish -grey medium to
coarse sand. saturated
26.5' Greyish -pink clay
37' Yellowish -grey medium -coarse
grained sandy clay. soupyl
n
BG = Background Levels; G.W. = Groundwater; hilu = hMu Photoionization Meter;
OVA = Organic Vapor Analyzer; MSL = Mean See Level; and SMPL r Sample. Spl
All hMu readings are in ppm benzene equivalent.
LEL r Lower Exp osive Limit, NR ■ Not Reported;
it spoon was used to obtain subsurface samples.
19

3 10 0861
BOREHOLE/YELL LOG: _j-My_01
PROJECT: ABERDEN PESTI the SHEET �� OF _�
EPA PORK ASSIGNMENT/SITE NO.:BPS ITE MOORE ai*v girl CARD �r■
4 �� FIELD GE DRILLING METHOD: _l141LOY STET •krsR OIOGISTt: M. PNILDRIL NG ME)
TOTAL DEPTH: GY
60 Ft. 0 L.G.W. DEPTH: 37—Ft_ e._GRADE ELEV.: 37.2F M_SL WELL STICK-UP. 9Ft.
DRILLER: r
- -• .-f .:.. R
TILE !TART_ 07i1t.:�,, - �- •'-- -�
CROS_ S-SSECTION
Ft
Stick-up
//� vnv//
DEPTH
BELOW
GRADE
(Ft)
60
61
62
BLOW
COUNTS/
6-INCH
%
RECO-
VERY
UNIF.
SOIL
CUSS
IIIIIIIIIIIIIIIIII
ERN
Mall MINI111111111111111111111111111111
__==-
0
100
100
100
MATERIAL CLASSIFICATION
LOGGING
METHODS
BOREHOLE
•
LEL
(X)
OVA
(per)
hNu
(PPm)
gG • Background levels; G.Y. � Groundwater; hNu •
hNu OVA ■ Background
Organic Vapor Analyzer; MSL • Mean Sea Level; and lnization Meter; LEL ■ Lower Explosive Limit; MR • Not Reported;
All hNu readings are in ppm benzene equivalent. • Sample. Splitago
aPoon�was used to obtain subsurface samples.