Cenco_Closure-Post Closure 1990-OCR

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REPORT
Closure/Post Closure Plan
Central Transport, Inc.
Charlotte, North Carolina
July 1990
Prepared :by:
O'Brien & Gere Engineers, Inc.
8201 Corporate Drive, Suite 1120
Landover, Maryland 20785
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CLOSURE/POST-CLOSURE PLAN
CENTRAL TRANSPORT, lNC.
Charlotte, North Carolina
TABLE OF CONTENTS
INTRODUCTION
A. PART A APPLICATION
B. FACILITY DESCRIPTION
B-1 General description
B-la Waste Management History
B-lb Regional Geology
B-lc Regional Hydrogeology
B-ld Site Geology
B-le Soil Geotechnical Characteristics
B-lf Soil Quality
B-2 Topographic map
B-2a General Requirements
B-3 Floodplain standard
C. WASTE CHARACTERISTICS
c-1 Chemical and physical analyses, including
sampling/analysis methods
c-2 Waste analysis plan
D. PROCESS INFORMATION
D-1 Waste piles
D-2 Surface impoundments
D-2a List of wastes
D-2b Liner system description
D-3 Landfills
D-4 Land treatment
E. GROUNDWATER MONITORING
Introduction
E-1 Ground-water monitoring data
E-la Well Installation Procedures
E-lb Site Ground Water Flow Conditions
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Table of Contents
(continued)
E-lc Ground Water Sampling Procedures
E-ld Ground Water Quality
E-2 Aquifer identification
E-3 Contaminant plume description
E-4 Post Closure monitoring program
E-5 Compliance monitoring program
E-6 Corrective action program
F. CLOSURE AND POST-CLOSURE REQUIREMENTS
F-1 Closure plans
F-la Closure performance standard
F-lb Inventory removal, disposal or
decontamination of equipment
F-lb(l)
F-lb(2)
Waste pile closure activities
Surface impoundment closure
activities
F-lb(2)a
F-lb(2)b
Liquid Disposal
Stabilization of Sludge
F-lb (2) b ( i)
F-lb(2)b(ii)
F-lb(2)b(iii)
F-lb(2)b(iv)
Background
Treatability study
On-Site
stabilization
Sampling and Testing
Program
F-lb(2)c
F-lb(2)d
F-lb(2)e
F-lb(2)f
Removal of Structures
Off-Site Disposal
Backfilling Lagoon Areas
Facility Decontamination
F-lb(3)
F-lb(2)f(i) Contaminated Soil
Removal Criteria
F-lb ( 2 ) f ( ii) Sampling and Testing
Program
F-lb(2)f(iii) Contaminated
Closure of
facilities
Equipment
Decontamination
Procedure
land treatment
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F-lc
F-ld
F-le
F-lf
Table of Contents
(continued)
Closure of disposal units
Schedule for closure
Extensions for closure time
Certification of closure
F-2 Post-closure plan
F-2a Post-closure contact
F-2b Post-closure security
F-2c Systems design description
F-2d Inspection plan
F-2e Monitoring plan
F-2e(l) Indicator parameters, waste
constituents, reaction products
to be monitored
F-2e(2)
F-2e(3)
F-2e(4)
F-2e(5)
Hazardous waste characterization
Behavior of constituents
Detectability
Post closure ground water
monitoring program
F-2e(5)a
F-2e(5)b
F-2e(5)C
F-2e(5)d
F-2e(5)e
F-2e(5)f
F-2e(5)g
F-2e(5)h
F-2e{5)i
F-2e(S)j
F-2e(S)k
F-2e(5)1
Description of
Representative
Location of
ground water
wells that
upgradient
Background valves
Sampling frequency
sampling quantity
wells
samples
background
monitoring
are not
sampling analysis
statistical procedure
sample collection
sample preservation and
shipment
Analytical procedure
chain of Custody
Annual determination
F-2e(5)l(i)
F-2e{5)l(ii)
Flow direction
Flow rate
F-2e(5)m Statistical
determination
F-2e{5)n Results
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(continued)
F-2f Maintenance plan
F-2g Special waste management plan
F-2h Land treatment
F-2i Personnel training
F-3 Notice to local land authority
F-4 Notice in deed
F-5 Closure cost estimate
F-6 Financial assurance mechanism for closure
F-7 Post-closure cost estimate
F-8 Financial assurance mechanism for post-closure
care
F-9 Liability requirements
REFERENCES
FI GORES
1 Topographic Map
2 Floodplain Map
3 Site Plan
4 Partial Site Plan & Geologic Cross Sections
5 Grading Plan
6 Closure Schedule
TABLES
1 Soil Laboratory Analyses
2 Soil Quality Analyses
3 Chemical Analyses of Lagoon Site Surface water
4 Summary of Water and Sediment Quantities
5 Chemical Analyses of Sludge (Organic)
6 Chemical Analyses of Sludge (Inorganic)
7 Well Specifications and Ground Water Elevations
8 Ground Water Quality Analyses
9 Records of Decision Osing stabilization
10 Soil Clean-Up Criteria
11 TCLP Sample Results
12 EP Toxicity Sample Results
13 Closure Cost Estimate
14 Post Closure Cost Estimate
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APPENDICES
Table of Contents
(continued)
A Part A RCRA Permit
B Boring Logs
c CMUD Special Use Discharge Permit
D stabilization Study
E Supplemental Work Plan
F Closure Specifications
G Semi-Annual Inspection Log
H Financial Assurance Mechanism
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CLOSURE/POST CLOSURE PLAN
CENTRAL TRANSPORT, INC.
Ju1y 26, 1990
Charlotte, North Carolina Facility
INTRODUCTION
Central Transport, Inc. has been operating a bulk hauling
facility at Charlotte, North Carolina since 1972. Until the
late 1970 's, two lagoons were used to treat rinsewaters
generated in the cleaning of empty tank trucks. Use of the
lagoons was terminated in 1985 when a new on-site pretreatment
system commenced operation.
On May 30, 1990 1 Central Transport, Inc. and the State of
North Carolina, Department of Environment, Health and Natural
Resources, Division of Solid Waste Management, Hazardous Waste
Branch entered into an Administrative Order on Consent to
address certain conditions at the Charlotte site at 600
Melynda Road, in Mecklenburg County, North carol ina in a
manner consistent with State and Federal hazardous waste laws
and rules.
By entering into this order, CTI agreed to manage surface
impoundments (the waste management area) in accordance with
all closure, post-closure, ground water and financial
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assurance requirements applicable to such units under North
Carolina Hazardous Waste Management Rules, and the Solid waste
Management Act.
This Plan has been prepared to describe the closure and
post closure monitoring of two surface impoundments (Lagoons
1 and 2, Figure 3). Closure, as described in Section F-1,
will consist of discharge of liquids in lagoons 1 and 2 to the
Charlotte-Mecklenburg Utility District, (permit number GOOS)
excavation of approximately 5200 cubic yards of sludge from
Lagoons 1 and 2, on-site stabilization of the lagoon sludges,
off-site disposal of the stabilized sludges as non-hazardous
waste and regrading of Lagoons 1 and 2. A third pond (Figure
3) will be regraded to allow free drainage. Pond 3 appears to
have been unintentionally created as a result of the
construction of Lagoon 1. Pond 3 will be regraded to restore
the area to its original topography .
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A
RCRA Part A Permit
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SECTION A
PART A APPLICATION
July 26, 1990
The RCRA Part A Permit Application for Interim status
facilities is included in this Closure/Post-Closure Plan as
Appendix A .
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B
Facility
Description
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truck rinsewaters. In 1972, the Charlotte terminal was
connected to the CMUO Sanitary Sewer system. Following this
connection, the lagoons served as a pretreatment system. In
the late 1970s, a pretreatment plant was constructed at the
terminal. The two lagoons served as a backup to the
pretreatment system. In 1985, two aboveground rinsewater
storage tanks and a new pretreatment plant were constructed.
Use of the lagoons was terminated in 1985 when the new
pretreatment system commenced operation.
Figure 3 is a site plan which shows the location of the
two on-site lagoons. Lagoon 1 was constructed with concrete
walls and with native clay materials on the bottom • Rinse
waters in Lagoon 1 were aerated using two floating aerators.
Lagoon 2 was an existing pond that had been constructed as a
farm pond prior to Central Transport•s purchase of the site,
according to available background information. Pond 3 shown
on Figure 3 appears to have resulted from construction of the
lagoons. An intermittent stream runs through the location of
Pond 3.
B-lb Regional Geology
The CTI site is located within the Piedmont physiographic
province of North Carolina, in the Charlotte Belt. The
massive crystalline and metamorphic rocks of the Piedmont are
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covered by a layer of unconsolidated clayey to sandy material,
consisting of weathered parent rock and alluvium (Cederstrom,
1979) .
The underlying Charlotte Belt has been interpreted as a
tilted composite mass of intrusive igneous rock that has been
eroded (Wilson, 1983). The immediate vicinity of Charlotte is
underlain by a granite and diorite complex, which is
interfingered with a variety of local sedimentary and
metamorphic rocks (Legrand, 1952). Rocks in the Charlotte
Belt range in age from Paleozoic to Precambrian.
B-lc Regional Hydrogeology
The shallow ground water in the Charlotte area occurs in
the clayey to sandy soil as an unconsolidated water table
aquifer. The unconsolidated aquifer acts as a reservoir
which transmits water to the bedrock. The bedrock ground
water is contained in the joints, fractures, cleavage planes,
bedding planes, and solution channels in the rock (Legrand,
1952).
The flow of ground water within the unconfined aquifer is
dictated by topography; in other words, the surface of the
water table roughly mimics the land surface. Within the
bedrock aquifer, however, ground water flow is controlled by
the system of joints and fractures (Legrand, 1952) .
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The soil boring locations were selected to provide a
preliminary assessment of the soil quality in the vicinity of
the lagoons. The five soil borings were advanced using the
hollow stem auger drilling method. The augers were advanced
until auger refusal indicated that bedrock had been
encountered.
Split spoon samples of the unconsolidated overburden were
collected continuously. The soil sampling method employed was
ASTM D-1586-84/Split Barrel Sampling, using a 2-inch outside
diameter split spoon sampler with a 140-pound hammer.
Following the collection of each soil sample, the split spoon
sampling barrel was decontaminated with soapy distilled water
followed by a nitric acid rinse, a methanol rinse, and a
distilled water rinse.
The head space in each soil sample jar was screened in
the field using a photoionization organic vapor detector (HNU
Model PI-101), in order to provide a preliminary indication of
the presence of volatile organic compounds within the soils.
Boring logs containing the field screening results and
detailed descriptions of the geologic materials encountered
during the drilling of each boring are included in Appendix B.
Based on the results of the head space screening and upon
visual observations, soil samples were selected for analysis.
Two samples were chosen per boring: the 2 to 4 foot depth
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July 26, 1990
sample and the 6 to 8 foot depth sample. The samples were
from the unsaturated zone, above the water table.
The soil samples were analyzed for metals, voes,
base/neutral extractables, acid extractables, pesticides, and
PCBs. The analytical results are summarized in Table 2; for
metals, both a range and average of concentrations commonly
found in soils in the USA are also included. The reference
for the range and average of concentrations is the USEPA,
Office of Solid Waste and Emergency Response, Hazardous Waste
Land Treatment, SW-874 (April, 1983), page 273, Table 6.46.
Constituents which were not detected in the samples are not
included on Table 2 .
Oyerview -Soil Quality
A comprehensive discussion of the soil sample analytical
results is presented in the report entitled "Hydrogeologic
Investigation", which was submitted to the State of North
Carolina on June 20, 1990. A brief summary is presented in
this document. It should be noted at the outset of the
discussion that the analytical results provide a generally
positive assessment of site soil quality. While isolated
areas of soil contamination have been detected, the
contamination is relatively limited and does not appear to be
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July 26. 1990
related to the lagoons. No consistent pattern of soil
contamination was evidenced by the analytical results.
Summary -Soil Quality
The following items represent the significant findings in
the soil analysis. Arsenic was detected in the MW3 2 to 4
foot depth sample at a concentration of 1615 ppm; the common
range is 1-50 ppm. The presence of arsenic can possibly be
attributed to naturally occurring minerals that may be present
in the soil. voes were detected in the MWl 6 to 8 foot depth
sample, and the MW3 6 to B foot depth sample, but were not
detected in other samples.
B-2 Topographic Map
B-2a General Requirements 40 CFR 270.14Cbl Cl9l. 10 NCAC lOF
.0034(blC5)
Figure 1 is a topographic map of the site and the
surrounding area within a distance of approximately 1000 feet.
The site can also be located on the Mountain Island Lake,
North Carolina quad of the United states Geologic Survey maps .
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B-3 Floodplain standard 40 CFR 270.14(b)(11) (iii), 10 NCAC
lOF .0034(b)(5)
The site is not located within a 100 year flood plain as
shown on Figure 2 .
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Waste
Characteristics
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D
Process
Information
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SECTION D
PROCESS INFORMATION
July 26, 1990
D-1 Waste Piles 40 CFR 270.lB!al. 10 NCAC lOF .0034(b) (9)
There are no waste piles located on the site.
D-2 surface Impoundments
D-?a List of Wastes 40 CFR 270.17(a), 10 NCAC lOF .0034Cbl C8l
A summary of the constituents detected by chemical
analyses performed on the sludge is given in Tables 5 & 6. A
summary of the estimated volume of sludge is given in Table 4.
The results of physical analyses performed on native soil
samples indicate that the percentage of fine-grained material
passing the number 200 sieve, a liquid limit, and plasticity
index of the soil are within the North Carolina regulations
for soil characteristics for landfill liner construction.
D-2b Liner System Description 40 CFR 270.17(b) Cll. 10 NCAC lOF
,QQ34(b)(8)
Lagoon 1 was constructed with concrete walls and with
native clay materials on the bottom. Lagoon 2 was an existing
pond that had been constructed as a farm pond prior to Central
Transport•s
information.
purchase of the site, according to available
Lagoon 2 appears to be constructed of earthen
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materials. Pond 3 resulted from construction of the lagoon.
An intermittent stream runs through the location of Pond 3.
Soil quality and characteristics of the surrounding area
are given in section B-1.
D-3 Landfills 40 CFR 210.21. 10 NCAC lOF .0034!b)!12)
There are no landfills located on the site.
D-4 Land Treatment 40 CFR 270.20!b), 10 NCAC lOF .0034(b) (11)
There is no hazardous waste land treatment performed on
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E
Ground Water
Monitoring
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for metals analysis were filtered in the field using a
peristaltic pump with an in-line 0.45-micron filter.
A clean stainless steel bailer was used for sample
collection. Before each use, the bailer was washed with soapy
distilled water, followed by a nitric acid rinse, a methanol
rinse, and a distilled water rinse. At each well site, a new
piece of clear plastic sheeting was laid down around the well.
Clean equipment was placed on the plastic sheeting. A new
length of polypropylene rope was attached to the bailer. The
sampler put on a new pair of rubber gloves at each new well
site.
The sample jars were labeled and placed in a styrofoam
cooler with icepacks for shipment to the laboratory for
analysis. A trip blank and field blank were included for
quality control/quality assurance purposes. The trip blank
consisted of two 40-ml vials filled in the laboratory with
distilled, uncontaminated water. The trip blank was shipped
with empty sample bottles from the lab to the site, and with
full sample bottles from the site to the lab. The purpose of
the trip blank was to check if there had been contamination
during transport.
The field blank consisted of two 40-ml vials filled in
the field with distilled, uncontaminated water, using field
procedures identical to those procedures used during sample
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SECTION F
CLOSURE AND POST CLOSURE REQUIREMENTS
F-1 Closure Plan 40 CFR 270.14Cbl(13), 40 CFR 265.112, NCAC
10 .0034 Cb) (5), 10 NCAC lOF. 0033 Cql
In developing the Closure Plan, the following technical
issues were considered:
1. Ground water quality
2. Physical and chemical characteristics of the sludge
3 Methods of sludge stabilization that will minimize
free liquids and reduce toxicity, thereby
inhibiting the possibility of release of
contaminants
4. Options for off-site disposal of sludge as non-
hazardous waste in a secure disposal facility.
5. Approaches for disposal of lagoon liquids.
Pre-closure evaluations have included:
1. Geotechnical studies that define the availability
and permeability of on-site soils.
2. Sludge treatability studies that demonstrate one or
more techniques that would be acceptable for
stabilizing the sludge .
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July 26, 1990
Hydrogeologic investigation of the site to assess
the potential release of contaminants.
4. waste analysis and characterization.
F-la Closure Performance standard 40 CFR 265 .111. 10 NCAC
lOF .0033Cgl
By excavating, stabilizing, and transporting the waste to
an off-site land disposal facility, the source of potential
contaminants will be removed from the site. Because the waste
is being removed from the site a three year period of post
closure moni taring will be performed. The post-closure
monitoring plan is included section F.
F-lb Inventory. Removal. Disposal. or Decontamination of
Equipment 40 CFR 265.112(a) (3), 40 CFR 265.114. 10 NCAC lOF
.0033(g)
The intent of this closure plan is to present a procedure
to treat any potentially hazardous materials and remove them
from the site. All liquid from Lagoons 1 and 2 will be
drained and discharged to the Charlotte-Mecklenburg Utility
Department wastewater treatment plant in accordance with the
Special Use Discharge Permit No. GOOS issued June 8, 1990
(Appendix C). The sludge from Lagoon 1 and 2 will be
stabilized on site. The stabilized material will be disposed
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of off-site as non-hazardous waste in a properly permitted
landfill. Primary specifications that will be utilized in
obtaining competitive bids from approved contractors are
included in Appendix F.
F-lb(ll Waste Pile Closure Activities 40 CFR 270.18(11.
40 CFR 258 Cal & (bl, 10 NCAC lOF . 0034 (bl (9l
There are no waste piles located on the site.
F-lb(2l Surface Impoundment Closure Activities 40 CF:R
270 .17 (gl , 40 CFR 265. 228 (al & Cc\ , 10 NCAC lOF
. 0034 (bl (8\. 10 NCAC lOF . 0033 Ck\
F-lb(2)a Liguid Disposal
On June 8 1 1990 Charlotte-Mecklenburg Utility Department
issued Special Use Permit No. GOOS (Appendix C). This permit
which is effective June 15 1 1990 1 permits CTI to discharge
501 000 gallons per day from the lagoons to the McAlpine Creek
Wastewater Treatment Plant.
of pretreatment standards
Subparts D, E, F, and G.
Table 3 includes a compilation
included in 40 CFR Part 414,
To satisfy the terms of the CMUD Special use Discharge
permit, temporary on-site treatment will be provided as
necessary to the meet the BAT standards. The need for
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July 27, 1990
Following the curing period the volume increase and
sample properties of the stabilized sludge were
recorded. A Paint Filter test was performed to
determine the presence of free liquids.
Unconfined compression tests
according to ASTM D 2166.
were
Stress
performed
and strain
measurements were recorded for each sample. A TCLP
test was performed on a sample that had been
stabilized using Portland Cement to assess the
reduction in leachability provided by the process.
Table 11 summarizes the results of this analysis .
Based on visual observations and physical and
chemical analyses, the addition of Portland Cement,
cement kiln dust or combinations of these materials
are viable remedial alternatives for the treatment
of sludge at CTI because they provide the highest
ranges of unconfined compression strengths and
reduction in leachability potential to near
detection limits (Appendix D).
F-lbl2lbliiil On-Site Stabilization
Portland Cement and/or cement kiln dust, or an
approved equivalent, will be used on-site to
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July 27, 1990
stabilize the sludges. The sludge will be mixed to
produce a homogeneous mixture. The lagoons are out
of service; therefore, the measured volume in April
1988 of approximately 5, 200 cubic yards is not
expected to change.
F-lbC2lb(ivl Sampling and Testing Program
The frequency of sampling shall be one sample per
2,000 cubic yards of sludge as determined using the
methods described in USEPA SW-846 "Test Methods for
Evaluating Solid Waste."
for leachabil i ty (TCLP)
The sample will be tested
and free liquids (Paint
Filter Test), and unconfined compressive strength
(ASTM D 2166).
F-lbC2lc Removal of Structures
The concrete walls and sluiceways of lagoon 1 will be
excavated and disposed of properly. Prior to disposal the
concrete will be decontaminated using similar procedures as
outlined in Section F-lb(2)f(iii) (page 43).
F-lb(2ld Off-Site Disposal
Once the sludge has been stabilized, cured, and all
testing has been completed, the sludge will be disposed of as
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July 27, 1990
non-hazardous waste in an appropriate landfill. The
recommended disposal cell will meet the double-liner and
leachate collection requirements of a RCRA Subtitle c
hazardous waste landfill such as the GSX landfill in Pinewood,
South Carolina.
F-lb(2Je Backfilling Lagoon Areas
The contaminated sludge and soils will be removed and
disposed of off-site. After removal of the sub-soil to
concentrations listed in the soil clean-up criteria, the areas
formerly occupied by the lagoons will be backfilled using
suitable soil.
The following procedure will be used to backfill the
areas formerly occupied by the lagoons:
(1) The surface impoundment area will be graded (cut
and fill) with local materials to the desired final
elevations per final grade drawing (See Figure 5).
(2) Topsoil will be seeded to prevent erosion.
F-lbl2lf Facility Decontamination
F-lbl2lflil contaminated Soils Removal Criteria
Visually contaminated soils from the bottom and
sides of Lagoons 1 and 2 will be removed to meet
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July 27, 1990
will be sampled again, until the remaining soil
meets the cleanup criteria. Excavated,
contaminated soils will be stabilized as necessary
and disposed of off-site along with the stabilized
sludges.
F-lbC2lfCiiil Contaminated Equipment Decontamination
Procedure
Excavation equipment, sampling equipment, tools,
and other equipment that may have come in contact
with contaminated materials will be decontaminated
in an area with an impermeable surface which has
been approved by an independent professional
engineer. Decontamination will include a tap rinse
followed by steam cleaning to remove visible
solids. Rinse waters will be collected and
discharged to CMUD in accordance with the Special
Use Discharge permit GOOS (Appendix C).
Disposable sampling equipment and protective
clothing will be containerized and disposed of in a
proper manner .
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July 27. 1990
F-lb(3l Closure of Land Treatment Facilities 40 CFR
265.280(a), 10 NCAC lOF .0033Cml
There are no land treatment facilities located on the
F-lc Closure of Disposal Units 40 CFR 270.14Cbl (13), 10 NCAC
lOF . 0034 (bl (8)
There will be no active, permanent disposal units located
on the site.
F-ld Schedule for Closure 40 CFR 265.112(al (4). 10 NCAC lOF
.0033(g)
Closure will be completed within 180 days after
initiation of the closure plan unless a longer period is
requested by CTI and this request is approved by the State.
Figure 6 details the expected schedule for closure.
F-le Extensions for Closure Time 40 CFR 265.113(al & Cb), 10
NCAC lOF .0033(g)
At this time, CTI does not submit a petition for a
closure time extension .
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F-lf Certification of Closure 40 CFR 265.115. 40 CFR
265.2BO(e), 10 NCAC lOF .0033(gl
An inspector who reports to an independent professional
engineer will be on site during the excavation, stabilization
and removal of the sludge and periodically during the
completion of closure activities. When closure has been
completed, CTI will submit to the State of North Carolina a
written certification both by the company and by the
professional engineer that Lagoons l and 2 have been closed in
accordance with this Closure Plan. In addition, the report
will include a description of any procedures or tasks
performed during the closure which differed from those
specified in the approved plan.
F-2 Post-Closure Plan
Section F.2.a. through F.2.i. constitutes the Post-
Closure Plan for Central Transport, Inc.' s (CTI) surface
impoundments at the Charlotte, North Carolina facility. This
Post-Closure Plan describes the activities to be followed by
CTI following the closure of the surface impoundments. The
Post-Closure care period for this facility is three years .
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F-2a Post-Closure Contact
Name: Glen Simpson, Environmental Director for CTI
Address: Central Transport, Inc.
Telephone:
P.O. Box 7007
High Point, North Carolina 27264
Route 5, Uwharrie Road
High Point, North Carolina 27263
1-800-333-1043 (High Point)
1-800-289-9022 (Charlotte terminal)
[phone] (Charlotte terminal)
Fax: [phone]
F-2b Post-Closure Security
Sludge and contaminated soils (those which exceed the
clean-up criteria shown on Table 10) will be removed from the
site. The nature of the remaining materials in the former
waste area eliminates the need for security measures, as no
hazard is presented to the public or the environment related
to the former surface impoundments.
The groundwater monitoring wells used as part of the
closure and post-closure monitoring will be locked with
padlocks at all times, except during sampling events. The
Environmental Director of CTI, or his designee, will retain
the keys to these locks .
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July 27, 1990
F-2c System Design Description
This section is not applicable to the closure activities
planned for the surface impoundments.
F-2d Inspection Plan
Inspection of the former impoundment area will be made
quarterly by the Environmental Director of CTI, or his
qualified designee. The inspection will consist of a visual
review of the former impoundment area, fencing integrity, and
observations of unusual surface conditions or possible
indications of unusual subsurface conditions. In addition,
all groundwater monitoring wells will be inspected during
semi-annual sampling.
At the time of each inspection, a record will be made in
an inspection log, which is contained in Appendix G. Recorded
information includes: former surface impoundment
identification (Lagoon 1 and Lagoon 2), date and time of
inspection, item or issue inspected, notation of observations
made, and signature of inspector. Any problems observed
during the inspection by CTI's designee will be recorded and
brought to the attention of the Environmental Director. The
Environmental Director is responsible for
remedial action is performed on a timely
documenting the nature of the remedial
47
ensuring
basis and
action in
that
for
the
O'BRlcN & GERE
•
•
July 27, 1990
F-2e13l Behavior of constituents
As discussed in Sections B-1 and E-1, ground water
sampling conducted indicates that there has been no release of
hazardous constituents to the ground water at the site.
F-2el4l Detectability
EPA Method 8240/624 is used to detect voe in ground water
samples. EPA Method 8270/625 for Acid and Base/Neutral
Extractables is used to detect Phthalates in ground water
samples.
F-2el5l Post Closure Groundwater Monitoring Program
F-2el5la Description of wells
The following wells will be sampled during post
closure monitoring: MW 6 1 8, 9, 10, 11, 12, and
13. The proposed third downgradient well, MW 13,
will be installed during construction. The
proposed location for MW 13 is shown on Figure 3.
As discussed under E-1, well locations are shown on
Figure 3. Well specifications and Ground Water
Elevations, soring Logs, and Well Construction
Diagrams are all found in the Appendices .
49
()'BRIEN & GERc
•
•
•
July 27, 1990
F-2eC5lb Representative samples
The background monitoring points will be the
upgradient wells MW 6, 8, 9, and 10. The
compliance monitoring points will be the
downgradient wells MW 11 and 12 (and 13, once it is
installed) .
F-2e(5)c Locations of background ground-water
monitoring wells that are not upgradient
There are no background wells that are not
upgradient .
F-2eC5ld Background values
Background arithmetic means, variances and standard
deviations for indicator parameters from upgradient
wells will be calculated. These calculations will
be performed following completion of the fourth
sampling round in September 1990. Based on an
evaluation of ground water quality data collected
during the four sampling rounds, an appropriate
statistical procedure for comparing upgradient and
downgradient wells will be selected. The
statistical procedure will be selected in
50
Cl BRIEN I> GC:Rf.'
•
•
July 27. 1990
accordance with USEPA Guidance Document entitled
"The statistical Analysis of Ground Water
Monitoring Data at RCRA Facilities", Interim Final
Guidance, Office of Solid Waste, dated February
1989, following collection of the fourth round of
samples in September 1990.
Ground water quality data collected during the
October 1989, November 1989, and June 1990 rounds
of sampling indicate that no ground water
contamination related to the lagoons exists .
F-2e(5)e Sampling Freguency
Ground water samples will be collected from wells
MW 6,
basis
period.
8, 9, 10, 11, 12, and 13 on a semi-annual
throughout the post closure monitoring
51
•
July 27, 1990
F-2eC5lf Sampling quantity
The background monitoring points
upgradient wells MW 6, 8, 9, and 10.
will be the
During each
semi-annual round, one sample from each of these
wells will be collected and analyzed. The total
number of background samples will be four.
F-2eC5lg Sampling, Analysis and statistical
Procedures
The Supplemental Work Plan includes procedures for
sample collection, sample preservation, sample
shipment, analytical methods, and chain of custody
controls.
Statistical comparison procedures will be as
discussed under Section F-2e(5)d.
F-2eC5lh Sample collection
Sample collection procedures
discussed in the Work Plan
and techniques are
(Appendix E) under
Ground Water Sampling and Analysis -Ground Water
Sampling Protocol .
52
•
•
July 27. 1990
F-2e(5li sample preservation and shipment
Sample preservation and shipment techniques are
discussed in the following parts of the Work Plan
(Appendix E) under Ground water Sampling and
Analysis -Ground Water sampling Protocol.
F-2e(5lj Analytical procedure
Samples will be analyzed for the following
parameters:
Volatile Organics
Acid/Base Neutral
Extractables
RCRA Metals
F-2e(5lk Chain of custody
EPA Method 624
EPA Method 625
Chain of custody procedures are discussed in Work
Plan (Appendix E), under Ground Water Sampling and
Analysis -Ground Water sampling Protocol.
F-2e(5ll Annual determination
The uppermost aquifer on the site is the bedrock
aquifer, as discussed under E-2. The annual
determination of flow direction will be based on
static ground water elevation measurements in all
the bedrock monitoring wells. Elevation
53
• July 27. 1990
measurements will be made in conjunction with
sampling rounds. Elevation measurements will be
made as described in the Work Plan, (Appendix E),
under Ground Water Sampling Protocol.
F-2eC5llCil Flow Direction
In each of the two on-site flow regimes, potential
flow direction will be perpendicular to contour
lines that will be drawn to represent equal ground
water elevations. The potential flow direction
will be toward lower ground water elevations. The
ground water elevation data will be tabulated in a
manner similar to Table 7, and will be plotted in a
manner similar to Figure 7.
F-2e(5l1Ciil Flow rate
In each of the two on-site flow regimes, the
hydraulic gradient will be derived from the contour
lines that will be drawn. Using the values for
hydraulic gradient, ground water flow velocities
will be calculated as described in the
Hydrogeologic Investigation Report.
54
•
I •
July 27, 1990
It should be noted that, of the three variables in
the velocity equation, the only one that can vary
with the passage of time is the hydraulic gradient.
On October 20, 1989, in-situ hydraulic conductivity
tests were performed on wells MW6 through MWll to
estimate the hydraulic conductivity (or
permeability) of the screened aquifer material.
The hydraulic conductivity was calculated by
measuring the rate of recovery of the water level
immediately following the development of each well.
The Hvorslev method was used to calculate the
hydraulic conductivities.
The in-situ hydraulic conductivity tests will not
be repeated each year.
Similarly, while varying ground water elevations
may result in varying ground water flow velocities
and in varying potential flow directions, the
hydraulic pathways (a joint or fracture) needed for
ground water flow in a fractured bedrock aquifer
will not vary with the passage of time. The
55
•
•
July 27, 1990
fracture trace analysis described in the Work Plan
and the Supplemental Report will not be repeated
each year.
F-2e(5lm Statistical Determination
Statistical procedures will be as discussed under
F-2e(5),
F-2e(5)n Results
It is estimated that laboratory results will be
received approximately 30 days after any given
sampling round. It is estimated that up to 30 days
will be required to perform the statistical
analysis, once laboratory results have been
received. Thus, an evaluation as to whether there
has been a statistically significant increase over
background values for each parameter monitored at
the compliance point wells will be available 60
days after the completion of any given sampling
round.
F-2f Maintenance Plan
Maintenance activities are not applicable to this closure
scheme, as no hazardous wastes or related structures will be
56
Jµly 27. 1990
located at the facility. The area of the former surface
impoundments, following removal of the solidified materials,
shall be regraded, and seeded. No special maintenance
activities need be designated, as there is no concern nor
hazard presented by the native earthen materials remaining
under the newly seeded areas. Reseeding, fertilization and
mowing will be performed as part of the facility's regular
landscaping care procedures.
F-2g Special Waste Management Plan
This section is not applicable to the CTI Charlotte
terminal, as the surface impoundments were not used to contain
chlorinated-dioxins, -dibenzofurans or -phenols.
F-2h Land treatment
The CTI facility does not operate a land treatment unit,
thus this section is not applicable to this closure plan.
f-2i Personnel Training
Inspection and routine procedures will be carried out by
qualified personnel (Environmental Director or his designee)
from CTI.
Ground water sampling will be performed by qualified
contracted personnel. Required training for contracted
57
•
July 27, 1990
personnel will depend on the activity performed. Only
appropriately trained and qualified personnel will be
contracted for the ground water sampling.
Employees involved with post-closure activities, such as
inspection and recordkeeping, will receive on-the-job training
specific to their job assignment. This training will be
performed by the Environmental Director, or contracted
personnel familiar with this project.
F-3 Notice to Local Land Authority
CTI will not have hazardous waste land disposal
activities at the Charlotte facility following the closure
activities. Therefore, this section is not applicable.
F-4 Notice in need
CTI will not have hazardous waste land disposal
activities at the Charlotte facility following the closure
activities. Therefore, this section is not applicable.
F-5 Closure Cost Estimate 40 CFR 270.14(b)(15), 10 NCAC lOF
.0034 (b) (5)
Table 13 itemizes the costs expected to be incurred
during closure of the site. The total closure project cost is
currently estimated at $2.4 million .
58
• July 27, 1990
F-6 Financial Assurance Mechanism 40 CFR 270.14lbl(15l, 10
NCAC lOF .0034{b)(5)
A letter of credit will be issued by the North Carolina
National Bank to CTI for 2.5 million dollars to cover both
closure and post closure costs. Both the letter of credit and
the standby trust agreement are being processed and will be
finalized imminently.
F-7 Post-closure cost Estimate
A Post-Closure cost estimate for CTI' s Charlotte, NC
facility is presented in Table 14. The total 3 year present
worth cost for post closure monitoring is $211,024. The value
presented is based on a present worth analysis of the annual
costs, assuming a 10% inflation factor over the three years of
the post-closure work.
All on-site post-closure work will be supervised and
performed by qualified CTI or contracted personnel. However,
the cost estimate has been prepared assuming all activities
are to be performed by contracted personnel, in accordance
with 40 CFR 264.144.
The Post-Closure cost estimate will be updated annually
to reflect the effects of inflation. This update will be made
within 60 days prior to the anniversary date of the
establishment of the financial instruments used as financial
59
• July 27, 1990
assurance. This adjustment will be made using the inflation
factor from the most recent Implicit Price Deflator for the
Gross National Product, as published by United states
Department of Commerce.
The Post-Closure cost estimate will be adjusted within 30
days of a revision the Post-Closure plan, if such a revision
causes an increase in the cost of Post-Closure care. The
facility will maintain the latest Post-Closure cost estimate.
F-8 Financial Assurance Mechanism for Closure and Post-
closure Care
A letter of credit for $2.5 million from North Carolina
National Bank has been obtained by CTI for closure and post-
closure care. A letter of credit will be issued by the North
Carolina National Bank to CTI for 2.5 million dollars to cover
both closure and post closure costs. Both the letter of
credit and the standby trust agreement are being processed and
will be finalized imminently.
F-9 Liability Requirements 40 CFR 270.14(b) (17), 10 NCAC lOF
.0034(b) (5)
The liability requirements for sudden and nonsudden
accidental occurrences do not apply to CTl's lagoons. The
requirements, set forth at 40 CFR 265.147, are intended to
60
•
July 27, 1990
provide coverage for bodily injury and property damage to
third parties caused by sudden or nonsudden accidental
occurrences arising from operations of the facility. CTI's
lagoons are not, and have not been for some time, a facility
in operation. In fact, they are ready to be closed
imminently .
61
•
REFERENCES
1. Cederstrom, D.J.; Boswell, E.H.; and Tarver, G.R.,
"Summary Appraisals of the Nation's Ground-Water
Resources-South Atlantic-Gulf Region," USGS
Professional Paper 813-0, 1979.
2. Conner, J.R., Li, A.; "Stabilization of Hazardous
Waste Landfill Leachate Treatment Residues".
Presented at Gulf Cost Hazardous Substance Research
Center Symposium on Solidification/Stabilization.
February 15-16, 1990.
3.
4.
Legrand, H. E. and Mundorff, M. J. ,
Ground water in the Charlotte
"Geology and
Area, North
Carolina," North Carolina Department of
Conservation and Development Bulletin No. 63,
prepared cooperatively with the USGS, 1952.
stabilization/Solidification of CERCLA and RCRA
Wastes, Physical Tests, Chemical Testing
Procedures, Technology Screening, and Field
Activities. EPA/625/6-89/022. May 1989. Office
of Research and Development, u. s. Environmental
Protection Agency.
•
•
REFERENCES
(continued)
July 27, 1990
5. Tittlebaum, M.E., Cartledge, F.K., Engels, S.;
"State of the Art on stabilization of Hazardous
Organic Liquid Wastes and Sludges." CRC Critical
Review in Environmental Control, 15, 1985, pp. 179-
211.
6. Wilson, Frederick Albert, "Geophysical and Geologic
Studies in Southern Mecklenburg County and
Vicinity, North Carolina and South Carolina," USGS
Paper OF83-0093 1 1983.
63
Please See
Other
Materials
•
•
•
Tables
~ """"""' ~ iiii !!!!!!! ~~­.........
O'BRIEN Ei GERE
• • •
TABLE I
SOIL LABORATORY ANALYSES
CTI-CHARLOTTE.NC
MAXIMUM
DEPTH % PASSING PLASTICITY DRY OPTIMUM
BORING# INTERVAL #200 SCREEN LIQUID LIMIT PLASTIC LIMIT INDEX DENSITY MOISTURE
I 6-10 Ff 85.8 91 55 36 108.5 19.6
1 > 20 Ff 1.3 81 37 44 119.1 13.7
2 6-7.5 Ff 0.6 11 47 30 113.2 17.0
2 > 20Ff 61.2 36 21 15 122.5 13.3
3 1-2.5 Ff 3.7 47 27 20 120.0 13.0
4 0.5-5.5 Ff 86.1 84 35 49 105.0 213
4 5.5-21 Ff 83.S 84 47 37 104.7 233
• • •
TABLE 2
CENTRAL TRANSPORT, INC. -CHARLOTTE TERMINAL
SOil QUALITY ANALYSIS
Sa~le Location and Sarrple Interval {feet}
HIM Mll-2 MW-3 MW-4 MW-5
CATEGORY PARAMETER ctMION RANGE AVERAGE 2-4 6-8 2-4 6-8 2-4 6-8 2-4 6-8 2-4 6-8 -----------------------------Ket.a ls
AlU11in.m 10,000-300,000 71,000 11500 8300 7800 6400 13500 20200 14600 1B100 10900 5000
Arsenic 1-SO s 87 70 SS 42 1615 3 2 4 5 1. 7
Ba r-i llll 100-3,000 430 27 20 38 43 102 n 200 231 27 23
Celch.m -- --540 280 620 750 279() 1210 1960 2610 200 300
Cf! rCM11i mi l-1,000 100 24 21 13 13 68 25 6.8 21 10 6.7
COOalt 1-40 8 5.7 2.8 14 9.3 31 15 27 33 <2.00 <2.00
Copper 2-100 30 35 23 31 30 39 31 76 99 10 9.6
Jroo ----5.51 4.44 3.8 3.41 4.19 3.79 3.43 4.23 1S60 8900
lead 2-200 10 6.6 7.4 7.6 6.5 5.9 4.9 <2.00 <2.00 8.6 7.7
Megnes i Ul'I 600-6,000 5,000 720 260 1160 890 8300 3610 11500 11300 no 1060
ritang.enese 20-3,000 600 138 107 238 210 550 176 215 S90 31 57
ritenury O.Ol-0.30 0.03 NO NO ND NO NO NO NO ND 0.1 ND
Nick.el s-soo 40 5.7 3.7 4.8 2.8 40 15 6.8 24 <2.00 3
Pot.assiUl'I ---. 2SO 240 300 230 280 340 810 3830 130 350
Sodil.111 -- --440 430 540 320 330 310 1400 770 260 260
Ve-nedilftl 20-SOO 100 120 83 76 75 119 98 110 150 44 25
Zinc 10-300 50 13 11 13 11 39 2S 48 81 11 14
Base/Neutral
Extr.actables
Butyl Benzyl Phthalate (ppb) ----MD ND ND NO NI) NO 410 1100 ND ND
Di-n-Butyl Phthalate (ppb) ----300* ND 130* 240* NO 70• 180 190 NO 240
Di-n-OCtyl Phthalate (ppb) ----NO ND ND ND NO ND 520 1300 NO ND
Volatile Organic
Conpounds
1,1-Dichloroethylene (ppb) . ---NO 14 NO ND NO ND NO ND ND ND
Ethylbenzene (ppb) . ---NO 500 rro ND ND ND ND ND NO NO
Tri~hloF-oethylene (ppb) ----NO 79 ND ND ND ND ND ND ND ND
Toluene (ppb) ----ND 92 rro ND ND 18 NO ND ND ND
Xy l eoes < ppb) ----NO 860 rro ND ND NO ND ND NO ND
---------------------------------------------------------------------------------------------------------------------------------------------------------------------NOTES: 1. Substances present below the detection llmit are not listed.
2. Comnon range and avera;e concentrations of metals in soils from USEPA, Office of Solid Waste encl Emergency Response1 Hazardous Waste Land Treatment,
SW-874 (April 1983), page 273, table 6.46.
RO i nd i cat es not detected (substance is present below the de tee t i on l i mi t) . * Indicates a par811leter whicn was also detected in the taboratory blanks and could be attributed to laboratory contamination.
• • • Page (1)
TABLE 3 -------CHEMICAL AliALYSIS Of SITE SURFACE WATER
CEMTRAl TRAliSPORT, IMC.
CHARLOTTE, NC TERMINAL
* PRETREATMENT STANDARDS * * E f f l llE'nt s t.anda-rds T a:ken f r001: * (\} 40 CFR '~' -11Efflue-nt Guidelines and StaOO.Srds for Organic * Chemicats1j, Subparts O -F, erid * (2) Charlotte Code Article Ill -Wastewater Dischar~e Restrictions~ •
Section 23-45 General dlschar9e prohibitions1 para Cc) * Specific Pollutant limitations * * * Water-Mater Water !J.ater
S-ourc::e Pretreatment Standards * SAMPLE Sarrp!e Soop le Sarrpte Soop le
(11/89) {l/90) (3/88) (3/88)
Lagoon 1 & 2 la~ 1 & 2 Pond 3 Pond 3
of * QUANTIFICATION Ccq:iosi te Cooposite
Std. Coopc!U'"d fill.ex Per-Day Hax ~on-thly average * llHIT Llil-1'* Lii** CTL-5 CTL-6 -------- -------- --- ------------• ---------------------------------------• ( 1} "cenaP, ttieoe 47 19 • 10 BQL BQl BQL BQL
( 1l Ben.z:eoe 134 57 • 5 BQL 8Ql SQL BQL
( 1) Carbon Tet~achloride 380 142 • 5 BQL BOL BQL BQL
( 1) Ch l orobenz ffie 380 142 • 5 BQL BOL BQL BQL
( 1l l,2~4·Trichlorobenzene 794 196 • 10 BQL 8Ql BQL El<IL
( 1) Kexachtorobenzene 794 196 • 10 BQL BOL BOL B>l
( 1 J l~2·Dichloroethane 574 1BO • 5 BQL BOL BQL BQL
( 1J \,1~1·T~ichloroethane 59 22 • 5 BQL BQL BQL BQL
( 1) Kexachloroethane 794 196 • 10 BQL BQl BQL BQL
( 1) 1~1·Dlchtoroethane 59 22 * 5 BQl 8Ql BOL BQL
( 1.) t, 1,2·Trichloroethane 127 32 • 5 BQL BQL BQL BQL
( 1) (hlaroethane 295 1\0 • 10 8Ql BQL 8Ql BQL
(1) Chlaf'ofon11 325 111 • s BQL BQL BQL BQL
(1) 1,2~Dlchtorobenzene 794 196 • 10 BQL BQL BQL BQL
(1) 1,3-0ichtorobenzene 380 142 • lO BQL BQL BOL BOL
(1) 1,4-0ichtorobenzene 380 142 • 10 BQL BQL BQL BOL
(1) 1,1~oichloroethylene 60 22 * s BQL BQL BQL B>l
( \) 1,2 trans·Di~hloroe-thylene 66 25 • 5 BQL BQL BQL BOL
(1) 1,2-0ic~toropropane 794 196 • s BQL BQL BQL 8Ql
(\) 1.~~0ichtoropropyleoe 794 196 * s BQL BOL BQL BQL
(\) 2,4 Oimethyl phenol 47 19 * 10 BQL BQL 8Ql B>l
(\) -Ethyl benzene 380 142 * s BQL BQL BQl B>l
(\) fluoroantheoe 54 22 * 10 BQL BQL BQL BQL
• • • Pa9e (2)
TABLE 3
CHEKICAL ANALYSIS Of SITE SURFACE MATER
CENTRAL TRANSPORT, INC.
CHARLOTTE, NC TER~INAL
• PRETREAT~ENT STANDARDS • • Effluent Standards Ta:ken from: • (1) 40 CFR: 414 -•~Effluent Guidelines an::I .Standards for Organic •
Chemi cals11 , Subparts D -F, end • (2) Charlotte Code Artlcle III -Wastewater Discharge Restrictions, • Section 23-45 General discharge prohibitions, para <c) • Specific Poltutant Limitations • • • Weter Water Water lilater Source Pretreatment Stanctards • S~PLE S-le S-le S-le Sarrple
(11/89) (2/90) (3/88) (3/B8) Lagoon 1 & 2 lagoon 1 & 2 Pord 3 Pond 3 of • QUANT! FI CA TI (Jlj Corrposite Coopos i te Std. c~ Ma.:a:. Per Day Max Konthly average • LIMIT UJ-1* UI,.. CTL·5 CTL-6 . . - - - - --- ---- - - -- ----- - ----------• ---------------------------------------{ 1) Methylene Chloride 170 36 • 5 BQL BQL BQL BQL
(\) Met.hy l en l or i dE 295 110 • 10 BQL BQL BQL BQL ( 1 ) ~e~achlorobutadieoe 380 11;2 • 10 BQL BQL BQL BQL ( 1 ) Ila pt ha. l ene-i;7 19 • 10 BQL BQL BQL BQL (1) Ni trobef'lzene 6,1;02 2,237 • 10 BQl BQL BOL BQL (i) 2·Ni trophenol 231 65 • 10 BOL BQL BOL BOL ( 1) l;.·Hi tro,:tienol 576 162 • 50 BOL BQL BQL BQL
( 1} ~.6-Dinitro-o~cresol 2n 78 • 50 BOL BOL BQL BQl
( 1) P-henol l;7 19 • 10 SOL SQl Bill BQl
(1) Bis(2·ethylhexyl) i:fithalate 258 95 • 10 SOL BQL Bill BOL (1) Di-n·b.Jtyl phthalate 43 20 • 10 BQl Bill Bill BOl (1) Diethyl phthatate 113 46 • 10 BQl BQL Bill SOl
(1) Dimethyl P,thalate 47 19 • 10 BQL Bill BQL BOl (1) Antllracene l;7 19 • 10 BQL Bill Bill BOl (1) Fl uorene-l;7 19 • 10 Bill Bill BQl Bill (1) Phen:anthrene 47 19 • 10 BQL Bill Bill Bill (1) Pyrene 48 20 • 10 BOL Bill BOL BOL (1) Tetrachloroethrtene 164 52 • 5 BQL Bill Bill BOL (1) Toluene 74 28 • 5 Bill BQL Bill BOL
( \) Tric~loroethylene 69 26 • 5 Bill BQL BOL SOL
(1) Vinyl Chlor1 de 172 97 • 10 Bill Bill Bill BOL
• • f'a9e Cl)
Sour-te
of
Std. --en
(2)
(2)
( 1)
( <')
( <')
( 1)
( 1)
( 1)
(2)
(2)
(2)
(, )
CHEMJCAL AljALYSIS Of SITE SURFACE WATER
CENTRAL TRANSPORT 1 IMC.
CHARLOTTE, NC TERHl'1AL
PRETREATMENT STANOARDS
Effluent 5tandards Taken from:
(1} 40 CfR 414 -REifluent Guidelines and Standards for Organic
Chemical s11 , Subparts D -f, and
<l} Charlotte Code Article Jll -Wastewater Discharge Restrictions,
Section 23-~5 Ge-neral discharge pro~ibitions~ para (c)
Spe-cific Pollutant Limitations
Pretreatment Standards
c~ Max Per Day Ha~ Monthly average
---- - --- ------ - - - ---- -- - - -
Total Cyanide (1119/t) 0.040 N/A
Total Arsenic (mg/t} 0.050 H/A
Total Cacl'niUTI (mg/\) 0.003 W/A
Total ChromiUTI (mg/l) 0.050 N/A
Totol Copper (mg/I) 0.060 W/A
Total Lead (mg/ l) 0.050 W/A
Total Hercury (fl'IS/t) 0.003 N/A
Total Nickel (mg/!) 0.050 W/A
Total Silver (mg/t} 0.010 N/A
Total Zinc (mg/l) 0.180 N/A
BOO (mgfl) 235 N/A
Totol Suspended Solids (mg/l) 250 N/A
pH 6.0-9.0 6.0-9.0
• •• IEA Laboratory Results dated Wovefltier 4~ 1989 .
IEA Laboratory Results dated February 19, 199(]
HOT ES:
TABLE 3
• • • • • • • • • • • • SAMPLE
• llUA~T I FICAT!ON • ll~lT • -------• • • 0.01 • 0.03 • 0.02 • 0.005 • --• 0.03 • --• 0.01
• • •
1. All units Oil this Table are micrograms per liter Cug/l) except where noted.
2. ~I~ irdicat-es no effluent limit exists for standard under selected source for staodard
3. BQL indicates that the c~ was not detected above the quantification limit
4. --indicates that c~ was not analyzed
•
Water Mater !Mater Water
S-le S-le Sarrple s...,1.
(11/89) C2/90J (3/81!) {3/88)
Lag<»n 1 & 2 Lagoon 1 & 2 Por.:I 3 Pond 3
C~site Corrposi te
LW-1,.. Lii"* CTl-5 CTL-6 --------------------------------
8Ql 9QL
BQL SOL BQL l!OL
BQL BQL ----BQL SOL - ---
0.02 0.02
r.o 7.0
32 8.0
7.4 8.3
•
,.
•
TABLE4
SUMMARY OF WA1ER AND SEDIMENT QUANTITIES
A. Lagoon 1
Surface Area
Average Depth to Sludge
Volume of Water
Average Depth of Sludge
Volume of Sludge
B. Lagoon 2
Surface Area
Average Depth to Sludge
Volume of Water
Average Depth of Sludge
Volume of Sludge
C. Total Quantities
Total Water
Total Sludge
N01E: Quantities estimated from April 1988 survey
11,900 square feet
4 feet
356,000 gallons
8 feet
3,600 cubic yards
17,000 square feet
5 feet
640,000 gallons
2.5 feet
1,600 cubic yards
996,000 gallons
5,200 cubic yards
• • Page ( 1)
TABLE S
LAGCXlll CLC>SURE PlAN
CENTRAL TRANSPO~T, l~C. CHARLOTTE TERMINAL SAMPLING -APRIL 18-20, 1988
CHEMICAL ANALYSIS OF SLUDGE (ORGANICS)
NOTES: 1. Results are given in parts per billion Cug/kg) units unless otherwise noted.
2. Figure 3 shows sB1Tple Locations.
SAMPLE HUMBER SP-3 SP-3(0L) SP-S SP-S(OL) SP-9
SAMPLE LOCA Tl OH Lagoon 1 lagoon 1 lagoon 1 lagoon 1 La-goon 1
(dilution} (dilution)
CHLOROMETHANE 2>0U 8,300U s, 100U as,ooou 1700
CHLOROETHAHE 2SOU 8,300U S, 100U as,ooou 1700
METHYLENE CHLORIDE llWB 2, 100J 220,000BE 180,000B S80B
ACETONE 1,2008 8,300U S,100U as,ooou 4130D:BE
1,1-0ICHLOROETHAHE 2, 10D 4,200U 100,000E 75,000 270 2-BUTANONE 2500 8,300U S,100U 8S,OOOU 2,100
TRICHLOROETHANE 130U 4,200U S80,000E 1,400,000 28J
TRICHLOROETHENE 180 4,200U 72,000 S9,000 330
TETRACHLOROETNEHE 210 4200U 160,000E 1SO,OOO 400
TOLUENE 17,000E 15,000 110,000E 89,000 14100:[1:E ETHYL BENZENE 44,000 150,000 1S,OOO 11,000J 36,0DOE STYRENE 130U 4,200U 3,100 42,000U 17,000E TOTAL XYLENES 29,000E 51,000 SS,000 44,000 56,0DOE
1,2,4 TR!CHLOROBENZEHE 17,0-00J 950,000U 180,000E 1,300,000 -HA -NAPTHALENE 14,0tlOJ 950,000U 16,000 i60,000 -NA -
fLUORE•E 15,000J 950,000U 4,600 16,000J -NA -
PHENAHTHRENE 20,000J 950,000U 2,300J 14,000J -NA -DI-N-BUTYL PHTHAlATE 9S,OOOU 950,000U S70J 130,000U -NA -
PYRENE 1300-0J 950,000U SlOJ 130,000U -NA -BUTYL BENZYL PHTHAlATE 230,000 240,000J 18,000 130,000J -HA -CHRYSENE 9>,000U 950,000U 730J 130,000U -NA -
BISPHTHALATE 5, 100,000E 7,400,000 86,000E 600,000 -HA -DI-N-OCTYL PHTHAlATE 2,400,000E 2,300,000 28,000 130,000J -HA -
HA -INDICATES THAT THE ANALYSIS WAS NOT PERFOltMEO FOR THIS DILUTION/SAMPLE
U -INDICATES COHPOUND WAS ANALYZED BUT NOT DETECTED
J -INDICATES AH ESTIMATED VALUE
SP-9(0L) SP-9(0l1)
La.goon 1 Lagoon 1
(di lution-1) (di lution-2)
NA -HA -
NA -HA -
NA -HA -
HA -NA -
HA -HA -
-NA -HA -
-NA -NA --NA -NA -
-NA -NA -
-NA -NA --NA -NA -
-NA -NA -
-NA -NA -
3,700J 380,000U
8,500 54,000J
4,800J 380,000U
3,800J 380,000U 3,300J 380,000U
2,600J 380,000U
210,000E 2,100,000
1,300J 380,000U
870,000E 4,800,000
210,000E 810,000
B -THIS FLAG IS USED WHEN THE ANALYTE IS FOUND IN THE ASSOCIATED BlANK AS WELL AS IN THE SAMPLE
SP-9(Dl2)
Lagoon 1 (dflution-3)
2S,OOOO
2S,OOOO
16,000
48,0008
12,000U
2S,000U
12,0000
12,000U
12,DDOU 110,000 360,000
120,000
3SO,OOO
•A
•A
•A
•A
•A
•A NA -
NA -
NA -NA -
E THIS FLAG IDENTIFIES COllPOUNOS WHOSE CONCENTRATIONS EXCEED THE CAllBRATIOH RAN£E OF THE GC/HS INSTRUMENT FOR THAT S
D -THIS FLAG IDENTIFIES All COllPOUNDS IDENTIFIED IN ~ ANALYSIS AT A SECCNOARY DILUTION FACTOR
•
• Pa9e (2)
TABLE 5
LAG()()lj CLOSURE PLAN
CENTRAL TRANSPCRT, INC.
CHARLOTTE TERMINAL SAMPLING -APR!L 18·20, 1988
CHEMICAL ANALYSIS OF SLUOG< (ORGANICS)
•
NOTES: 1. Results are given in parts per billion (ug/kg) Ulits unless otherwise noted.
2. Figure 3 shows sample locations.
SAMPLE NUMBER SP-&4 SP·84(0L) SP·89 SP-B9(0L) SP·C1 SP-CHOL)
SAMPLE LOCATION lagoon 2 Lagoon 2 Lagoon 2 Lagoon 2 Pond 3 Pond 3
(dilution} (dilution) (dilution)
CHOROMET HANE 13U NA -3100U -HA -42U NA -
CttlOROET HANE 13U NA • 3100U NA 42U HA -
METHYLENE CHLORIDE 378 • HA • 1~08 -HA 1108 NA -
ACETONE 1608 NA -3100U -NA 1708 NA -
1,1-0ICHLOROETHANE 7IJ NA · 1600U -HA 21U HA -
2-BUTAHOHE 11 J • HA -3, 100U -HA 32J HA -
TR I CH LOllOETHANE 7IJ HA -1,6.00U -HA 21U HA -
TR I CH LOOOETHENE 7IJ HA -1,600U -HA 21U HA -
TETRACHLOROETHENE 7IJ • HA -1,600U HA 21U HA -
TOLUENE 35 HA -1700 -HA 21U HA -
ETHYL BENZENE 150 HA -5800 -HA 21U HA -
STYRENE 7U HA -161JOU -HA 21U HA -
TOTAL XYLENES 570E -HA -99,000 -HA 21U HA -
1,2,4 TRICHLOROBENZE 79,000U 260,0UOU 250,000U 500,000U 1,40-0U 14,000U
NAPTHALENE 79,0000 260,000U 250,000U 500,000U 1,400U 14,000U
FlUIJRENE 79,000\J 260,000U 250,000U 500,000U 1,400U 14,000U
P~ EN ANT HRENE 79,00llU 260,000U 250,0000 500,000U 1,400U 14,0000
01-N-BUTYL PHTHALATE 94,000B 97,0008J 240,000BJ 290,000BJ 350J 14,000U
PYREHE 79,000U 260,000U 250,00CllJ 500,000U 1,400U 14,000U
BUTYL BENZYL PHTHALA 92,000 73,000J 560,000 560,000 1,400U 14,000U
CHRYSENE 79,000\J 260,00IJU 250,00Clll 500,000U 1,400U 14,000U
8lSPHTHALATE 2,800,000BE 2,400,000B 4,500,000BE 4,900,000B 93,000E 1ro,ooo
01-N·OCTYl PHTHALATE 79,000U 260,000U 250,000U 500,000U 31,000E 19,000
NA -IND!CATES THAT THE ANALYSIS WAS NOT PERFORMED FOR THIS DILUTION/SAMPLE
U -INDICATES CCffPOUHO WAS AHALYZEO BUT NOT DETECTED
J -INDICATES AN ESTIMATED VALUE
SP·C2
L.a:goon 3
26U
26U
168
688
13U
26U
13U
13U
13U
13U
13U
13U
13U 870U
870U
870U
4,2000
110J
870U 8700
870U
32,000E
5,200
8 -THIS FLAG IS USEO WHEN THE ANAlYTE IS FOUND IN THE ASSOCIATED BLANK AS WELL AS IN THE SAMPLE
E -THIS FLAG IOEHllFIES CCffPOUNOS lfflOSE CONCENTRATIONS EXCEED THE CALIBRATION RANGE OF THE GC/MS INSTRUMENT FOR THAT S
0 -TH!S FLAG IOENllF!ES ALL CONPCUNOS IOENTIF!EO IN AN ANALYSIS AT A SECONDARY OJLUTlON FACTOR
•
• • •
TABLE 6
LAGQ()tj CLOSURE PLAN
CENTRAL TRANSPORT, INC.
CHARLOTTE TERMINAL SAMPLING • APRIL 18-20, 1\lSS
CHEMICAL ANALYSES OF SLUDGE (INORGANIC)
NOTE: Unfts are parts per billion (ug/kg) unless otherwise noted.
SAMPLE TYPE SllK!ge SllKlge SllK!ge SllK!ge Sludge Sediment Sediment
SAMPLE LOCATJON LagOQn 1 Lagoon 1 Lagoon , Lagoon 2 Lagoon 2 Pond 3 Pord 3
Percent Solids 20 77 74 56 40 24 3S
Al uni ntJR 3,49(1 4,510 1, 950 4,580 6,010 8,SOO 4,830
Antiroony 150 27 43 33 26U 4W 27\J
A-rsenic 1.4U [\.91 [0.42] [1. 01 11.41 12.n (1 • 51
BariUTI 763 60 3&2 393 349 181 (801
Berytliun 0.99U [0.361 [0.34] [0.3SI 0.4BU {0.97] a.sou
CadniUTI 5.0U 1.3U 1.5 2.3 2.4U 4.0U 2.5U
CalciUll 49,000 175,000 55,000 11,600 4,040 !2,4901 (10501
Chromiun 309E 29E 164E SOE 60 55 26
Cobalt 186 [5.61 [13] [8.11 18.91 (151 {9.91 Coppec 53 10 19 30 34 57 26
Icon 3,970 2,750 1,740 11,200 14, 100 20, 200 11,200
Le.d 64 3.0 35 20 21 47 23
Magnesiun 14, 1601 !1, 1801E 1,690 {9861 {1, 7101 {3, 150 [1 ,300]
Manganese 614 64 133 178 212 395 208
Mercury 0.40U 0.13U 0.11U O. l6U 0.25U 0.31U 0.21U
Wic'lcel 52 10U 42 13U 19U 31U 20U
Setenii..m 2.1U 2.BU 0.58U 0.75U 1.1U 1.BU 1.1U
Si tver 7.9U 2.0U 2.1U 2.7U 3.9U 6.4U 4.0U
Sodim 5,010 12,900 ,,800 570U 817U 1,350U 851U
Thall i"" 2.1U 0.56U .Sau 0.75U 1 • 1U 1.BU 1.1U
Vanedi Lill 18.0JE [11] E 16.3)E 36E 40E 69 39E
Zinc 415 84 210 256 242 202 73
Cyanide 2.4U 0.89 0.77 0.86U 1.2U 2.0U 1.3U
Explanation of result qualifiers:
[value] indicates that the result is a value greater than or eqtial to the
u instrunent detection limit but less than the contract reqt.1i1ed detection limit
indicates element as analyzed for but not detected. WUJber preceding U is the
detection limit
E indicates an estimated value
• TABLE 7
WELL SPECIFICATIONS ANO GROUND WATER ELEVATIONS
CENTRAL TRANSPORT, INC. -CHARLOTTE TERMINAL
10/22/89 , 1/15/89
TOP OF GRCl.JND GROUND
WELL SCREENED CASING WATER WATER
WELL WELL DEPTH INTERVAL ELEVATIOtJ ELEVATION ELEVATION
NO. TYPE (BGL) (MSL) (HSL) (MSL) (MSL)
ov~rburd~n 19 747.2·757.2 766.85 751 .94 751.32
2 ov11trbur-den 24 745.8-755.8 771.59 752.21 752.24
6 bedrock 35.5 734.1-744. 1 772. 17 752.47 751 .57
7 bedrock. 39 729. 7·739. 7 768. 71 750. 71 750.36
8 ~rock. 32 737.9-747.9 771 .54 751 .38 751. 79
9 bedrock 52 717.4-727.4 771.83 755.68 755. 18
10 bedrock 51 714.3-724.3 767.48 755.66 755.32
11 bedrock 27 728.5-738.5 757 .68 748. 18 747.98
• ABBREVIATIONS: BGL ls Below Ground Level
HSL 1$ He~n se~ Level
NOTE: Alt n'll:!asur~nts ar~ in f~~t.
•
TABLE 8
:AL TRANSPORT, INC. -CHARLOTTE TERMINAL
GROUND WATER QUALITY ANALYSES
iple Location and Sample Date
MW-2 * Mll-6
11/89 06/26/90 06/26/90 * 10/89 11/89 06/26/90 6/26/90
(filtered)(Unfilter.)(filtered) .. (unfilter.)(filtered)(Unfilter.)(filtered)
---------r•••••-••• *
__ ,,_ ______
----~----..
0.2 76.2 0. 13 .. 200 0.2 38.6 0.06
ND ND ND .. 0.01 ND 0.04 ND
0.1 0.62 0.19 * 2.09 0.07 0.40 0.10
26.4 37.8 22.2 * 35.6 21. 1 27.2 8.55
ND 0.90 NO " 0.41 NO 0.08 ND
0.05 0.18 0.04 .. 0.32 NO 0.06 ND
0.02 o. 71 0.02 * 2.04 0.02 0.30 NO
0.06 115 0.83 " 49.9 0.13 39.4 ND
0.03 0.07 ND * 0.26 ND o.os NO
22.3 85. 1 16.3 " 82 15.6 19.8 5.39
0.86 3.01 0.95 * 6.5 0.03 1.07 ND
ND 0.27 0.02 * 0.2 NO 0.06 ND
2.8 7.29 2.06 .. 32.5 2.4 4.3 1.26
ND ND 0.02 * ND 0.02 0.09 0.03
54 57.8 52.8 .. 19.7 17 .4 20.1 8.37
0.08 ND ND * 1.43 0.07 ND ND
0.04 0.29 0.04 .. 0.31 ND o. 14 0.01
ND ND NA .. ND ND ND NA
" * ND ND NA * ND ND ND NA
ND ND NA * ND ND NO NA
ND ND NA .. ND ND ND NA ..
* NT ND NA * NT NT ND NA
ND NO NA * ND ND ND NA
NO NO NA * ND ND ND NA
ND ND NA .. ND NO NO NA
ND ND NA * ND ND ND NA
NO NO NA * NO ND ND NA
ND ND NA * ND ND ND NA
ND ND NA * ND ND ND NA
ND ND NA * ND ND NA
NO ND NA .. NO ND ND NA
NO ND NA * ND ND ND NA
ND ND NA .. ND ND ND NA
ND ND NA * ND NO ND NA
" ND ND NA * ND ND NO NA
ND ND NA .. ND ND ND NA
ND NO NA " ND ND NO NA
ND ND NA * ND ND ND NA
i-----------------------------------------~------M------~--------------------~------------------
'.red samples only
i
I
Po9e (I)
CENT
sai,
* Ml.I-1 * CATEGORY PARAMETER * 11/89 06/26/90 06/26/90 * * Cf ii tered) (Unfil ter.) (filtered) *
~-------------------------~--ft-----------------* --~--~---~ ----------* Metals * ..
(ppm) Aluminum * ND 6.86 0.14 * Arsenic * ND ND ND * Barium * o. 17 ND 0.25 * Calcium * 42.5 0.32 37.5 * Chromium * ND 0.01 NO ..
Cobalt * 0.03 0.01 0.01 ..
Copper * ND 0.02 0.02 * Iron * 15.8 35.9 23.3 * Lead * 0.03 0.04 0.03 ..
Magnesium * 25.1 20.9 19.5 * Manganese * 0.55 0.40 0.31 * Nickel .. NO 0.02 ND * Potassium .. 8.1 6.4 6.64 * Silver .. ND o.os 0.02 * Sodium * 237 216 200 * Vanadium * 0.1 ND ND * Zinc .. 0.03 0.04 0.03 ..
Cyanide * ND NO NA * Base/Neutral * * Extractables .. ..
Cppbl Di·n-Butyl Phthalate Cppbl * ND NO NA ..
Naphthalene (ppb) * ND NO NA * Bis (2-ethylhexyl) Phthalate Cppb> .. ND ND NA * Volatile * ..
Organic * ..
Compounds Acetone * NT NO NA ..
(ppb) Benzene Cppbl * ND ND NA * 1,1-Dichloroethylene Cppb) .. ND ND NA ..
1,2-Dichlorobenzene (ppbl * ND ND NA * Ethylbenzene Cppb) * ND NO NA * Methylene Chloride * ND ND NA ..
Toluene (ppb) .. ND ND NA * 1,2,4-Trichlorobenzene (ppb) * ND ND NA * Trans-1,2-dichloroethene * NO ND NA * m-Xylene (ppb) * NO ND NA ..
Xylenes (ppb) .. ND ND NA * 1,2-Dichloroethene (total) (ppb) .. NO ND NA * Chloroform (ppb) .. ND NO NA * Acid .. ..
Extractables 1,3-Dichlorobenzene * ND ND NA * (ppb) N·Nitrosodiphenytamine .. ND ND NA * Phenol (ppb) * ND ND NA ..
2,4-0imethylphenol Cppb) .. ND ND NA ..
•••••••••••·-~~~~n•n•••••••••••••••••·~---•••••••••••••••••-~------r~-•••••••••••••••--~~-~-••••••••••
NOTE: substances not detected in any samples have not been included.
NO Indicates substance not detected above detection limit.
iil Indicates that di·n·butyl phthalate was detected in the field blank at 6 ppb.
NA Indicates that BNA, VOC, Cyanide, and Acid Extractable analyses were performed on unfiltE
NT Indicates that lab did not test for analyte
,-~
Table 8
CENTRAL TRANSPORT, INC. · CHARLOTTE TERMINAL
GROUND WATER QUALITY ANALYSES
Sa°"le Location and Sa°"le Date
* HW·8 • MW-9
* 10/89 11/89 06/26/90 06/26/90 * 10/89 11/89 06/26/90 06/26/90
* (unfilter.>Cfiltered) (unfilter.)(filtered) * (unfilter.)(filter.) (unfilter.)(filtered)
* ~-------------------~ * ---------------~-~--* ..
* 320 NO 1.83 0.14 • 39 ND 1.63 0.11
* 0.04 ND ND ND * NO ND No ND .. 2. 11 0.16 0.10 ND * 0.28 0.01 0.10 0.10 • 91 43 24.7 70. 1* * 33.9 22.2 26.0 24.1
* 2.65 NO ND ND • 0.06 ND NO ND * 0.62 NO NO ND * 0.04 ND 0.01 ND .. 2.48 0.02 0.01 0.01 * 0.08 NO ND ND * 820 0.08 4.02 NO * 195 0.09 3.63 0.69 * 0.06 ND NO ND * ND ND ND ND
* 375 46.8 17 .8 43.8* * 51.1 19.6 18.0 17 .2 * 12.5 2.2 0.41 2.72* * 2.78 0.32 0.41 0.34
* 1.08 ND ND ND * 0.04 ND ND ND
* 37.4 4.5 3.42 4.33* * 11.9 3.3 4.33 3.09
* ND ND 0.08 0.02 • ND ND 0.07 0.02
* 59 48.5 16.2 47.6* * 15.6 21.2 16.7 16.9 .. 1.93 0.19 ND ND * 0.19 0.07 ND NO * 0.84 0.02 0.05 0.02 * 0.12 0.02 0.02 0.04 * ND ND ND NA * NO ND NO NA
* * * * " ND ND ND NA * ND ND ND NA
* NO ND ND NA * ND ND ND NA
* NO ND NO NA * ND ND NO NA
* * * * * NT NT ND NA * NT NT ND NA
* ND NO NO NA .. ND NO ND NA * ND ND NO NA * ND ND ND NA
* ND ND ND NA * ND ND NO NA
* NO ND ND NA .. ND ND ND NA
* ND NO 13 NA * NO ND NO NA
* ND NO ND NA * ND ND ND NA
* ND ND ND NA * ND ND ND NA * NO NO NO NA * ND NO ND NA * ND NO ND NA * ND NO ND NA
* ND ND ND NA * NO ND ND NA * ND NO ND NA * NO ND ND NA * ND ND NO NA * ND NO ND NA * * * ND ND ND NA * ND ND ND NA
* ND ND ND NA * ND ND ND NA * NO ND ND NA * NO ND ND NA
* ND NO ND NA * ND ND ND NA
·-----------~~---------------------~~---------------~------··------------------~~-----------------~-------------
:d sa°"les only
Poge (2)
'"--'
* MW-7
CATEGORY PARAMETER * 10/89 11/89 06/26/90 06/26/90 • (unfitler.)(filtered) (unfit ter. > (filtered) --------~------------------------~---~--~------• -----------~~----~--Metals * (ppm) Aluminum • 340 ND 90.4 o. 15
Arsenic • 0.1 ND 0.13 ND
Baril.Ill * 1.14 0.28 0.87 0.3C
Calcium * 117 54 85.9 67.S
Chromium * 0.58 ND 0.21 ND
Cobalt * 0.33 0.05 0.11 0.02
Copper • 5 .11 0.02 1.02 Nt Iron * 743 16.7 104 13.~
Lead * 1.45 o.os 0.32 Nt
Magnesium • 185 39.7 68.7 43.(
Manganese * 5.7 3. 15 4.49 3.3f
Nickel * 0.29 ND 0.11 0.0" Potassium * 71 16.8 15.0 7 .5~
Silver * ND ND 0.15 0.01
Sodium * 298 253 212 19~
Vanadium * 1 .97 0.16 ND NC
Zinc • 1.05 0.02 0.34 o.o:
Cyanide * 0.01 0.01 ND NI
Base/Neutral * Extractables * (ppb) Di-n-Butyl Phthalate (ppb) * 28Q 45 1 NI
Naphthalene Cppb) * 8 12 2 NI
Bis (2-ethylhexyl) Phthalate Cppb> * ND 240 ND NI
Volatile * Organic * Compounds Acetone * NT NT ND NI
(ppb) Benzene (ppbl * 570 460 190 NJ
1,1-Dichloroethylene (ppb) • 790 NO ND NI
1,2-Dichlorobenzene (ppbl * 3 ND ND NI
Ethylbenzene (ppb) * 640 570 ND NI
Methylene Chloride • ND NO ND NI
Toluene Cppb) * 360 400 ND Ni
1,2,4-Trichlorobenzene (ppb) * 5 ND ND Ni
Trans-1,2-dichloroethene * ND ND 31 N,
m-Xylene (ppb) * 510 ND ND N,
Xylenes (ppb) • ND 1570 1500 N,
1,2-0ichloroethene (total) (ppb) * ND 60 ND N,
Chloroform Cppb) * ND 260 ND N,
Acid * Extractables 1,3-Dichlorobenzene * ND NO 3 N,
(ppb) N-Nitrosodiphenylamine • NO ND ND N.
Phenol (ppb) • ND 9 ND N.
2,4-Dimethylphenol (ppb) • ND 2 9 N,
------------+~-------------------·*·--------------------------------------------·-~+~--~---------------NOTE: Substances not detected in any samples have not been included.
ND Indicates substance not detected above detection limit.
Ol Indicates that di-n-butyl phthalate was detected in the field blank at 6 ppb.
NA Indicates that BNA, voe, Cyanide, and Acid Extractable analyses were performed on unfilter
NT Indicates that lab did not test for analyte
Table 8
CENTRAL TRANSPORT, INC. -CHARLOTTE TERMINAL
GROUND WATER QUALITY ANALYSES
Safll'le Location and Saflllle Date
• MW-11 .. MW-12 • 10/89 11/89 06/26/90 06/26/90 .. 06/26/90 06/26/90
* (unfilter.)Cfiltered> (unfilter.)Cfiltered> • cunfilter.>Cfiltered)
* -•••-•••r-----------.. ---·-----------~~---• * • 4. 1 ND 10.4 o. 14 • 89.6 0.45 • ND ND NO ND * ND ND
* o. 19 o. 15 0.37 0.15 • 1.01 0. 15
* 70 78 157 89.1 * 222 66.9
* ND NO 0.16 0.08 • 0.30 0.05
• ND ND 0.02 ND • 0. 10 NO .. 0.02 0.02 0.06 ND • 0.32 ND • 2.23 NO 8.52 ND • 101 NO .. NO 0.03 0.04 ND • 0. 16 NO • 44.1 38.1 9.81 0.78 " 47.6 ND
* 1.79 1 .84 0.88 ND * 3.20 ND
* ND ND 0.03 ND * 0.12 ND
* 10.2 7.5 61.7 56.2 • 162 60.8 • NO ND 0.04 0.02 • ND 0.02
* 24.4 22. 7 33.6 31 .4 .. 54.4 22.8
* 0.46 0.16 ND ND • ND ND • NO 0.02 0.07 NO • 0.83 NO .. NO ND ND NA ~ ND NA
* ..
• ..
• NO ND ND NA .. ND NA
* ND ND NO NA • ND NA .. ND ND ND NA .. ND NA • • • • • NT NT 11 NA .. ND NA
* NO ND ND NA •· ND NA
* NO ND ND NA .. ND NA • ND ND ND NA * NO NA • ND ND NO NA * ND NA .. ND ND ND NA • 12 NA • ND ND NO NA • ND NA
* ND ND NO NA • NO NA
* ND ND ND NA * NO NA • ND NO ND NA ,, NO NA • ND NO NO NA * ND NA .. NO NO NO NA • ND NA
* ND ND ND NA • ND NA • • • ND ND NO NA • NO NA .. ND NO ND NA * 12 NA
* NO ND NO NA .. 36 NA • NO ND NO NA • ND NA
·--~------------~---------~--------T·-----------------~----~---~--------r----------~----~----
saflllles only
Page (3)
* MW-10
CATEGORY PARAMETER * 10/89 11/89 06/26/90 06/26/90 * (unfilter.)(filtered) (unfit ter.) Cf ii tered)
---~----~-------------------·--------~---------* ------·---____ " _____
Metals ..
(ppm) Al uni nun • 100 ND 8.48 0.15
Arsenic * 0.04 NO ND ND
Bariun * 0.48 0.02 0.16 o. 11
Calciun * 36.5 22.7 25.0 22.6
Chromiun * 0.17 ND 0.04 ND
Cobalt • 0.12 ND 0.02 ND
Copper .. 0.55 ND 0.05 NO,
Iron * 200 0.03 7.24 ND
Lead * 0.15 ND 0.02 ND
Magnesiun * 34.7 14.9 13.5 12.3
Manganese * 2.29 0.03 o. 19 ND
Nickel * 0.05 ND 0.02 ND
Potassiun .. 7.6 2.8 3.24 2.79
Silver * ND ND 0.04 0.02
Sodiun * 14.5 14.6 15.5 15.2
Vanadiun * 0.66 0.06 ND ND
Zinc .. o. 15 0.02 0.09 0.02
Cyanide * ND ND ND NA
Base/Neutral * Extractables ..
Cppb) Di-n-Butyl Phthalate Cppb> * ND ND ND NA
Naphthalene (ppb) .. ND ND ND NA
Bis (2-ethylhexyl) Phthalate Cppb) * ND ND ND NA
Volatile * Organic * c~unds Acetone .. NT NT ND NA
(ppb) Benzene (ppb) * ND ND ND NA
1,1-Dichloroethylene (ppb) .. ND ND ND NA
1,2-Dichlorobenzene (ppb) * ND ND NO NA
Ethylbenzene (ppb) * ND ND ND NA
Methylene Chloride * ND ND ND NA
Toluene (ppb) * ND NO ND NA
1,2,4-Trichlorobenzene (ppb) * ND ND ND NA
Trans-1,2-dichloroethene .. ND ND ND NA
m-Xylene Cppb) * ND ND ND NA
Xylenes (ppb) * ND ND ND NA
1,2-Dichloroethene (total) (ppb) * ND NO ND NA
Chloroform (ppb) .. ND NO ND NA
Acid * Extractables 1,3-Dichlorobenzene * ND ND NO NA
(ppb) N-Nitrosodiphenylamine * NO ND ND NA
Phenol (ppbl .. ND ND ND NA
2,4-0imethylphenol (ppb) .. ND ND NO NA
-----~~----------"---------"---------~---------·~--------·-------·------+-------~--------"--------------NOTE: Substances not detected in any samples have not been included.
ND Indicates substance not detected above detection limit.
ii Indicates that di-n-butyl phthalate was detected in the field blank at 6 ppb.
NA Indicates that BNA, voe, Cyanide and Acid Extractable analyses were performed on unfiltered
NT Indicates that lab did not test for analyte
I
•
Site
Pepper's Steel
Medley, FL
Mid-South
Mena, AR
Commencement Bay
Tacoma, WA
Baily waste Disposal
Orange, TX
Love Canal
Niagra Falls, NY
Midco I Site
Gary, IN
Midco II Site
Gary, IN
O'Connor Company Site
Agusta, ME
Auto Ion Chemicals
Kalamazoo, MI
Chemical Control
Elizabeth, NJ
•
TABLE 9
Records of Decision
using Stabilization as a Remedial Technology
contaminants Treated
organics, PCB's, metals
PAH's, PCP, metals
PAH's, benzene, PCB's, metals
voc•s, Aromatic chlorinated hydrocarbons
toluene, xylene, PAH's
benzene, toluene, TCE phenols, PAH's
metals
Chlorinated solvents, paint solvents
Benzene, PAH's, organics, metals
PAH's, metals
Organics, VOC's, pesticides
•
•
•
•
TABLE 10
SOIL CLEANUP CRITERIA
CENTRAL TRANSPORT, INC.
LAGOON CLOSURE PLAN
Compound Soil1 Soi12
(mg/kg) (mg/kg)
Benzene 12 24
Bis (2-ethyl hexyl) phthalate 300 2,000
Chloroform 57 110
Cresols 900 4,000
1,1 Dichloroethene 6 12
Dichloromethane 47 98
Di-n-butyl phthalate 2,000 8,000
Methyl Ethyl Ketone 900 4,000
Perchlorethylene 69 140
Phenol 700 3,000
Pentachlorophenol 500 2,000
Toluene 5,000 20,000
Trichloroethane 61 120
Trichloroethylene 32 64
1,2,4-Trichlorobenzene 300 2,000
From a Draft 1987 RCRA Facilities Investigation Manual.
2 From May 1989 RCRA Facilities Investigation Manual, EPA
530/SW-89-031.
Arsenic
Bariun
Benzene
Cactnil.111
CONSTITUENT
carbon letrachloride
Chlordane-
Chlorob!:!niene
Chloroform
Chromi1.111
o-Cresol (2-methylplienol)
n-cresol (3-~thylpnenol>
p~Cresol (4~methylphenol)
Cresol
2,4·0
1,4·Dichlorobenzene
1,2a0ichloroeth8n~
1,1-Dichloroethylene
2,4-0initrotolUl:!ne
Endrin
ptachlor
achlorobenzene
echloro-1,3~butad1ene
Hexachloroethane
lead
L indane
Mercury
Methoxychlor
Methyl ethyl ketone
Nitrobenzene
Pentachlorophenol
Pyridine
SeleniU'l'I
Silver
Tetrachloroethytene
Toxaphene
Trichloroethylene
2,4,5-Trichlorophenol
2.4,6-tr;chloroph~nol
2.4,5-TP (Silv~x)
Vinyl Chlor;de
TABLE 11
CENTRAL TRANSPOl!T, INC.
LAGOON CLOSURE PLAN
TCLP S~le Results (All results
Regulatory Sa~le Results
Level From Noveot>er 1989
S,000 <10
100.000 410
soo N/A
1,000 <10
soo N/A
30 NIA
100,000 N/A
6.000 N/A
S,000 120
200,000 lU
200,000 1U
200,000 1U
200,000 SU
10,000 N/A
7.500 1U
500 N/A
700 N/A
130 1U
20 N/A
8 N/A
130 2U
500 1U
3,000 1U
s.ooo 90
400 N/A
200 <10
10,000 N/A
200,000 N/A
2,000 2U
100,000 2
S,000 N/A
1,000 <SO
5,000 <SO
700 N/A
soo N/A
500 N/A
400,000 lU
2,000 lU
1,000 N/A
200 N/A
N/A indicates analysis was not perfor~ for particular constituent
reported in ~g/l)
S""l'l• Results Post solidi~
from July 2, 1990 ficstion Results
9.8 NB
717" NB
SU lJ
<10 NB
SU SU
o.sou NA
SU su
SU SU
<20 NB
400 15
10U 10U
16 25
N/A N/A
1U N/A
SU SU
SU SU
SU SU
10U 10U
0.10U N/A
o.osu N/A
lOU lOU
lOU lOU
lOU lOU
<80 NB
o.osu N/A
<0.4 NB
o.sou N/A
10U 10U
10U 19
sou sou
SU SU
<10 NB
<10 NB
SU SU
1.ou N/A
SU SU
sou sou
lOU lOU
O. lOU N/A
lOU 10U
U indicates analyte was not detected in sample above detection limit. NIJJDer acc~anying U is the deteet;on limit
"s indicates that the results for metals were not availabl~ for this report and will be> appended to report
* BariU'll was detected in the TCLP Method Blank
•
• •
Table 12
CENTRAL TRANSPORT, INC.
CHARLOTTE, HORTH CAROLINA TERMINAL SAMPLING · MARCH 24, 1988
EXTRACTION PROCEDURE TOXICITY LEACHATE LABORATORY ANALYSIS SUMMARY
NOTE: Uni ts a-re in mg/l.
SAMPLE SAMPLE ANTIMONY ARSENIC BERYL LI UH CADMIUM CHROMIUM COPPER LEAD MERCURY
TYPE LOCATION {5) ( 100) (1) (5) (5) (.2)
Slud~e Lagoon 1 0.185 (0.003] 0.001U 0.006 0.198 0.069 O.OB6 0.0002U
S!u::lge Lagoon 1 0.806 (Q.005] 0.01U 0.006 0.7\3 0.197 0.299 0.0005 Slud~e Lagooo 1 0.339 (0. 002] 0.01U 0.005U 0.119 0.034 0.003 0.0002U
Sludge Lagoon 2 0.064 (0.003} 0.001U 0.005U 0.035 0.034 0.012 0.0002U
Sludge Lagoon 2 0.218 [0.0021 0.001U o.oosu 0.057 0. 121 0.068 0.0002U
Sediment .Pond 3 0.053U (0.006] (0.003] o.oosu 0.152 0.249 0.089 0.0002U Sediment Pond 3 0.053U (0 .004] 0.001U 0.005U 0.142 0.080 0.060 0.0002U
NOTES ON DATA QUALIFIERS USED:
HICKEL SELENIUM
( 1)
0.084 0.001U
0.200 0.001U
0.079 0.001U
0.039U 0.001U
0.039U 0.001U
0.047 O.OO!U
0.039U (Q.OOi!l
u Indicates the element was analyzed for but not detected. Value-reported is the lnstrtment detection limit.
C I Indicates the value reported is less than contract required detection limit.
( ) Is the regulatory limit~
•
SILVER THALL llM llHC
(5)
O.OO&J 0.002U 0.558
O.OO&J 0.002U 2.280
0.008U 0.002U 0.495
0.008U 0.002U 0.042
0.008U O. 002U 0.248
0.008U (0. 003] 0.<63
0.008U 0.002U 0.328
•
TASK
1. Water Removal to CMUO
2. Excavation
3. Stabilization
Mobilization
Stabilization
4. Disposal
Sludge
Soi ls
6240 cubic yards
1750 cubic yards
TABLE 13
cost Estimat@' for CTI
Charlotte. North Carolina
Closur@ Plan/Post Closure Plan
Central Transport, Inc.
Charlotte, North Carolina
7990 cubic Y•rds total (7200 tors)
5.
6.
7. • 8.
9.
•
Transport
Soil Sa!J1)ling (Confirm Clean>
Site Restoration
Closure Certification
On· sit@' I nspeet; on
Report and Certific8tion
Surv@'yor
Post Closure Mont.(present worth)
Subtotal
Engineering/QA/QC (10%)
Subtotal
A<ininistrative &nd contingency (15%)
Total Estimated Project Cost
ESTIMATED PROJECT COST
$4,200
$59,700
$15,.000
$280,000
$805,300
$156,000
$45,000
$260,700
$24,000
$15,000
$3,000
$211,000
$1,678,900
$187,890
$2,066,790
$310,019
$2,376,809
• Table 14
POST-CLOSURE COST ESTIMATE
CENTRAL TRANSPORT. INC.
TASK UNIT COST # UNITS # TIMES/YEAR # YEARS COST
W•l l St!if\1'.'l 'ilig
Labor (hourly basis> S57 .00 24 4 3 S16,416.00
Directs
Plane fare $400.00 4 3 $4,800.00
Sa~l ing equipment S50.00 4 3 S600.00
Analyses
EPA Moth. 624 (Volatile Organics) $250.00 7 4 3 s21,ooo.oo
EPA Meth. 625 (Acid Ext/Base Neut) $500.00 7 4 3 $42,000.00
Total Lead $235.00 7 4 3 $19,740.00
Total Chrooiiun 7 4 3 S0.00
Mail/shipping $50.00 2 4 3 $1,200.00
Inspection & ~eeordkeeping
Labor <hourly basis) $57.00 4 12 3 $8,208.00
P~rsonnel training
Labor (hourly basis) S69.00 24 S1,656.00
Di rei::ts
r:itane fare $400.00 $400.00
Directs $200.00 s200.oo
Projei::t '4enagement Costs
labor S69.00 16 4 3 sn,24a.oo
• Directs S50.00 4 3 S600.00
eporting
Labor S69.00 e 4 3 S6,624.00
Directs $20.00 4 3 $240.00
Arnerrlrients to Plan
Labor $69.00 40 3 $8,280.00
Directs $50.00 1 3 $150.00
TOTAL ESTIMATED POST-CLOSURE COSTS. FOR A THREE YEAR CLOSURE PERI DO $145.362.00
PRESENT WORTH ANALYSIS
PRESENT WORTH ~ (factor) x annuity, where the factor is dep:!ndent on the# years and the interest rate
Assl.llling &n interest rate of 10% over the 3 years of Post-closure care,
PRESE~T \.ICIRTH .. 2.4869 x s145.36~.oo $361,500.76
•
•
•
Appendix A
Part A RCRA Permit
I.
Appendix B
Boring Logs
~'''" ' '''' Report of aoring No.: 1
G.INEERS, I~C. TEST BORING LOG Sheet 1 of ,
Joct Location: Charlotte, NC SAMPLER Ground water Dt::pth Oete
Type: Split spoon Depth Date
ent: CTI Hanmer: Fall: 1 meter Fi le No. ' 3883.001.161
Boring Co.~ ATEC
I
Boring Location: NE corner of waste trt!atment pond
Foreman: Donald Sweeting Ground Elevation: 770.6 f~et U.S.G.S.
OBG Geologist: John D. Conway Dat~s: Started: 09/08/BB Ended:09/08/88
Sa"l'le Stratum R
sampt~ Change Equipment Equ;pment m
Depth Blows Penetr/ "~·· Oescription General Installed lnstal led k
No Depth /611 Recovry Value D~script •• , 0-2 2/6/6/8 201 I None 1 -
2 2-4 4/6/6/8 18' I
crimson platy silty clay
3 4-6 4/5/5/7 181 I ==-----:-= 2
4 6-e note * 171 I • 3
5 8·10 5/6/9/11 241 j
6 10-12 3/6/7/10 20• ' wh1t1sh oran9e clay, rubbel"'y, matt led W/
white~orans~~red patches -------~-......:
-~--~_-_-__:
App~ars to be paleosole, high 1n organics ~i·d?.-3 7 12· 14 note • 1611 (i.e. roots), tanish silty clay, trace II 4 oT fine to medium sand
-~-•••••r•~•••••nn•••••••n•••••nn•wn•nnn~
Similar material becoming mottled w/
8 14-16 note • 241 I white, black, orange, and blue·green 5
areas ""'~~...:..-:-;. """:'"_j arownish-orange sandy Sl l t mottled W/ '•'.'·: ·, .--9 16-17.5 25/50/51 10 I I bro1-1n, bleck, and orange patches, contain :,;::: ' '. .:.·
milky whlte lens approx. 1-3/llll thick ,.·.
.' .•.
orang1sh·brown clay•y Sl [ t oi ·,·,, •' ' ·' WI trace ~·~~TT.~~ 10 17.5-18 95 9" fine to medium sand, trace of rubbery I&~~ milky white m.:iteticit
18-20 100 0" ~'f~ 6
Brown clayey Sl ( t to mechllll Wl th fine ;'.+..:..~~ 11 20-21 35/50 1811 sand ~:%~*'2 ~w.~--{'"~;,-
~:.""':-(,~~~-;--;./
1Z 21·22 100 9" Greenish-brown silt mottled with orange ~i.~:~~H~I patches -· -· -·-· . ~' -·-·-.~..:.-:-.:.--:..:.."'"":".:., -·~·~-~-
--.. '
--1-no wells were installed 5-blow count was 12112/24/29
2-f i l l materiel 6-split spoon reJei::tioti, drilled past ond then sanpled believed to be ~eathered rock 3· blow count was 10/11/13/13
4-blow count was 6111/16/30
016RJEN & GERE R~port of Boring No.: 2
ENGINEERS, lNC. TEST BORING LOG Sh~~t 1 of 1
oject l.i:>G~tion: Charlotte, NC SAMPLER Ground Water Depth Date
Type: 24" Sflit spoon with 2" O.D. Depth Date
client: CT I ••-r: 140 b. Fall: 301·1 Fi le Wo. ' 3683.001.161
Boring Co.: ATEC I Soring location: E side of overflow pond
For~an: Donald Sweeting Ground Elevation: 767.1 feet u.s.G.s.
OBG Geologf'i!t: John D. Conwtiy Dates: start~; 09/08/68 Ended:D9/08/88
Sample Strati.rn R
SiO!rnple Change Equipment .Equipment m
Depth Blows Penetr/ "NII Description General lnstat led Ins tat led k
No Depth /611 Recovry Value Oescript s*
1 0-2 3/3/3/3 161 I non~ 1
2 2-4 2/2/2/3 14 1 I Orange-red clayey silt mottled with
orange, red, white, and yellow P£1tches 2
3 4·6 1/1/1/2 10 I I
4 6·8 1/1/1/1 13 1 j
5 8·10 1/2/2/2 201 j
---6 10-12 1/1/1/1 B" aluish-grey mottled clay -----
~--~---~--:..
7 12· 14 1/4/3/2 Green1sh·grey silty clay mottl~ W\th ----~
r------wl"iite. yet low, and green Plilrticles t;~=22?
8 14· 16 1/13/4/6 17 1 I Greenish-bluish grey clayey sand t/~i:fs%. ·-~). ~'.·;,;'·'.;:.~.~.~ .. : :. 9 16· 18 2/4/4/4 4" &iD?$j 3
10 18·20 note * 21 j I Weather!:!d rock w1 th a moist white
clay matrix ~J~ • 4
11 22-23 17/24 14 1 I Gre~n clayey silt mottl~d with black ~5.::r-~Z--:,2 ~.::..:..;......,·.~ ...... and whit• patches ~~.!....~~~ ,..,. . ....,,,r...<_'--,-
-·
"
·-·
·-
I-··~~ -1-No wet l installed
2· Ii l l material
3· Blow count was 13/21/32/37
4-Ori l led to avoid split spoon rejection then ••"l'l•d
01SRIEN & GERE Report of Boring No.: 3
ENGINEERS, INC. l'EST BORING LOG Sh~et 1 of 1 -iect l.oc.eition: Charlott!:!, NC SAMPLER Ground Uater Depth Date
Type' 241 I split spoon with 2'' o.o. Depth Date
" 1ent= CTI HBfIITJer: 140 lb. Fall: 30 11 File No. ' 3883.001.161
Soring Co.: ATEC
I
Boring Loeation•Adjecent property near railroad
Foreman: Donald Sweeting Ground El~vation: 768.3 feet U.S.G.S.
OBG Geologist: John 0. Conway Dates: Started: 09/08/88 Ended,09/09/88
Sa"l'lO st roti.rn R
Semple Change Equipment Equipnent m
Oepth Slows Penetr/ 11N11 Description General Installed Jnstal led k
No Depth /611 Recovry Valu~ Oescript s•
1 0·2 1/3/4/4 21 I I 6" of topsoil; Red·orang@ elay ----None 1 ~~~~-,__ ____
2 2-4 note 111 19 1 I !i:~ 2
3 4·6 note 111 24 1 I Greyish white clayey silt mottled wtth 3
orange and red particles
4 6-8 note • 12 1 I ~~ 4
Greenish grey clayey silt mottled with
5 8·9 32/54 12 1 I black and brown patch~s ';'->+;.O.:-.' ........ "":T."'": ~~jf~ 6 9-10 36/85 4" \.Jeathered rock w/white c[ey matr1~ ·;r_ '~:<.
'=ii-'c'l.oc 5
7 13-15 8/9/20/30 2411 Mottled orangey white silty clay with • ~~=j trace of fine to medium sand. This unit
grad~s into a white powdery send with
some white clay. Weathered rock; with
white clay matrix corrposes the lower . ·u.~. four inches of the split spoon. .
~-· ------T"~OOOOOOOOa~~-------------T"~·--·· ~ 6
8 "18·18.4 50 5" weathered rock w/ white clay matrix ' >
L' ,
--
·-
.
1 • No well instal l~d 5 and 6-Drilled to avoid split spoon rejection then sampled
2-Slow count was 9/17/16/24
3-Blow count was 7112/25/28
4-Blow count WO> 9/31/41/60
........ Report of Boring No.: MW1
NEERS, INC. TEST BORING LOG Sheet 1 of 1
ct Locationt Central Transport, Inc. SAMPLER
Charlotte, North Caroljna Type: 211 inside diameter split barrel
t: Central Transport, Inc. Ha1TTI1er: 140 lb. Fall: 3011 Fi le No.: 3883.001
Soring Co.: ATEC
I Oates:
foreman: Dan Doty
OBG Hydrogoologist: Stephen Mogilnickl Started,; 9/6/89 Ended: 9/6/89
Sa~le Stratum Field Testing R
Sanple Change Equipment m
Depth Blows Penetr/ HNll D@scription General Installed k
No Depth /611 Recovery Value oescript HNU s
0 1 0-2 24/18 Moist, reddish-brown silty CLAY 0
2 2 2-4 24/18 Moist, r~ish-brown silty CLAY 0
with veaetative matter
4 3 4·6 2-2-1-3 24/18 3 As above 3.0
6 4 6-B 2·4-2-2 24/12 6 A$ ~bove 1.0
8 5 a-10 2-2-2·4 24/18 4 As above-0
10 6 10-12 2-2-3-4 24/12 5 As above 0
7 12· 14 1-2-1-2 24/20 3 As above 0
14 8 14-16 1·1-1-2 24/18 2 Moist. brown sand, silt, and clay 0
16 9 16-18 1-2-1-2 24/18 3 Wet, brown. sand, silt and clay 0
18 10 18-20 2-5-50/6" 18/18 As above 0
20 11 20·20.3 50/411 4/4 Moist, lt. brown sand, silt, and clay 0
and white silt and clay
000~~---------~······-~~----------T~WWW&&&
Bottom of Boring: 201411
' l .. ______________ ___J
D1SRIEN & GERE Report of Boring No.: MW2
ENGINEERS. INC. TEST BORING LOG Sheet 1 of 1
~ect Loc•tlon: central Transport. Inc. SAMPLER Charlotte, North Carol ;na Type: 211 ;ns;de d;.ameter spl ;t barrel nt: Central Transport, Inc. Hanmer: 140 lb. Foll: 3011 File No.: 3883.001
Bor;ng Co.: ATEC
I OoteS<
Foreman: Dan Doty
OSG Hydrogeologist: Stephen Mogilnicki Started: 9/6/89 Ended: 9/6/69
Sa~le Stratum Field Testing R Sanµle cnange Equipment m
Oepth 6lOW$ Penetr/ "Nu oeserlptlon General Installed k
No Depth /611 Rt:!-C;OVery value o~scr;pt HNU s
0 1 0-2 3-3-3-3 24/12 6 Moist, reddish-brown, fine sand,
and clay, with vegetative matter
silt, 0
2 2 2-4 3·3·3·4 24/16 6 MoistM rl!dd'ish~brown sand, s;tt, and 0
clay, with white clay
4 3 4-6 24/12 Moist, reddish-brown sand, silt,
clay, with black or green clay
and 0.2
6 4 6-8 3-3-5-5 24/12 8 As above; rubber
fill material
fragment, indicative of 0
8 5 e-10 24/18 Wet, dark green silt and clay, some 0 white fine sand
10 6 10-12 1-2-2-3 24/18 4 As aboveb also some fragments of 0 reddish· rown sandstone
12 7 12-14 2-5-8-10 24/20 13 wet. orange-brown, sand, clay. and wet. grey sand Silt, and 0
1 8 14-16 5-12-18-2 24/20 30 As above, with vegetative matter 0
16 9 16-18 18-19-22· 7 24/18 41 wet, brown. sand. silt. and clay 0
18 10 18-20 6-10-18-2 24/24 28 As above 0
20 11 20-22 9-10-12-1 24/12 22 As above 0
22 12 22-24 10·12·18· 1 24/24 30 Moist. brown. sand. s;lt. and elay,
and moist, Lt. gr~~n sand. silt. and 0
clay
24 14 24-26 9-21-28-5 24/20 49 As above 0
26 15 26·28 50/211 2/2 Moist, greenish-brown sand and silt 0
-------~-~--~-~--"""T"""rr••••••••••••••••
Bottom of Boring: 27 1611
---
I I
~··~ . ,,,, Report of Boring: No.: MW3
INEERS, INC. TEST ~ING LOG Sh••t 1 Of 1
•ct L°"otion: Central Transport, Inc. SAMPLER
Charlotte, North Carol;na Typo: 211 inside diameter split barre>l
nt: C@'ntral Transport, Inc. ··-r: 140 lb. Foll• 3011 ~ite No.: 3883.001
Soting Co.: ATEC
I Dates:
For~no Dan Doty
OBG Hydrogeologist~ Stephen Mogitnieki Started: 9/7/89 Ended: 9/7/89
Sarri>le Strati..an Field Testing R
Sa!JfJl@ Change Equipment m
Dl'.!'pth Blows Penetr/ lltlll Description General Installed • No Depth /611 Recovery Value Descript HNU 5
0 1 0-2 3·3·3-3 24/0 6 [No recovery in two !ltt~ts] 0
2 2 2-4 3-2-3·4 24/12 5 Moist, orange-brown,
and clay
fine sand. si Lt, 0.5
4 3 4·6 4·5-7-6 24/12 12 As abov~. with black vegetative matter 0.4
6 4 6-8 4-4"3-4 24/12 8 As above 0.4
8 5 8·10 5-10-50/6 18/18 Moist, l t. brown, fine sand and silt; 0
friable
10 6 10-12 30·50/2" 12/12 Hoist, orangeMbrown fine sand, silt,
clay with black v~g~tative ~tter
ond 0
12 7 12-12.5 50/411 4/4 Moist, hard, lt. gre-y to tt. blue-green 0
' silt ond sand
WWWOOOOOOMOMM---------~T~~·-·······----··-~
Bottom of Boring: 121611
•
~··· . ~· Report of Soring No.: MW4
GINEERS, INC. TEST BORING lOG sheet 1 of 1
joct Location• Central Transport, Inc. SAMPLl,:R
Charlotte, North Carolina rypeo 211 inside di8mcter spl It ~rret
ent: Central Transport. J nc. Harrmer: 140 lb. Fall< 3011 Fite No.: 3883.001
Soring Co.: ATEC
I foreman: Dan Doty
OBG Hydrogeologist: Stephen Mogilnicki Dates: Started: 9/7/89 Endodo 9/7/89
Sa~le StratLrn Field Y(!:stins R
Sarrple Change Equipment m
Depth Blows Perietr/ 1'N" Description General Installed k
No Depth /611 Recovery Value Oescript HNU s
0 1 0·2 8·6·8·8 24/12 14 Moist, lt. brown, sand, silt, and eley 0
2 2 2·4 9·14·21·2 24/18 25 As above, with white silt and clay, with 0
black v@getative matter
4 3 4·6 11·21·28· a 24120 49 As above 0
6 4 6·8 24120 As above 0
8 5 8·10 14·14·50/ II 18/18 As above 0
10 6 10·10.5 30~50/.211 12/12 Ory, Lt. grey fine sand and silt, with
fra9rnents of greenish-grey, h~rd quartzite
0
7 12·12.5 50/411 4/4 Moist, hard, lt. gr~y to lt. blue-green
silt and sand
0
········~-----------~~--········~~---------Bottom of Boring: 10 1611
I I
0 1BRIEN & GERE Report of Boring No.: MW5
ENGINl:ERS, INC. TEST BOll!NG LOG Sheet 1 of 1
,~ect Location: Centrbl Transport. Inc. SAMPLER
Charlotte, North c::arot ina Type: 211 inside di all"ll:!ter split barrel
nt: Central Transport, Inc. HaJTJJJer: 140 lb. Fall: 3011 File No.: 3883.001
Boring Co.: ATEC
I Dates:
Foremen: Dan Doty
OBG Hydrogeolosist: Stephen Mogilnick; started: 9/8/89 Ended: 9/8/89
S-le Stret1Jm F;~ld Testing R
Sa!ffJL~ Change E~uipm~nt m
Depth Blows Penetr/ t1N11 Descript;on General Installed k
No Depth /611 Recovery Value oescript HNU •
0 1 0-2 5-10-10·1 24/18 20 Moist. orange~brown, fine sand.
and clay with vegetative matter silt. 0
2 2 2-4 8-9-11·18 24/18 20 As above, with w~ite clay 0
4 3 4·6 12-14-15-6 24/18 49 As above 0
6 4 6·8 16~50/511 , 1/11 As above 0
8 5 8-10 27-14-50/ II 15/8 Mo;st, we~thered,
qu~rtzite
gree-n'ish·9ri!'y 0
10 6 10-, 2 50/611 6/4 As above 0
12 7 12-13.5 20·38·50/ II 15/15 Dry, grey quartz;te 0
' -"·~·········--~~---------~~---············
Bottom of Boring: 13•611
•
~··· ' ~~ Report of Boring No.: MW6
INEERS, INC. TEST BORING LOG Sheet 1 of 1
ect location: Central Transport, ln~. SAMPLER -none Charlotte, Morth Carolina Type:
nt: Central Transport, Inc. Hanmer: Fall: File No.: 3883.001
Boring Co.: EMTC
I Pates:
Foreman: Jack Oliver
OBG Hydrogeologist: Stephen Mogflnicki Started: 10/2/89 Ended: 10/2/89
sa,.,..,l l' Stratum Field Testing R
saq,le Change Equipment m
Depth Blows Penetr/ 11N1t oescription General lnst1;1L Led k
No Depth /611 Recovery Value Oeseript HNU •
0·20 Moist, brown, silty Loam
20·35.5 Dry, hard, blue-grey f ine·grained
sandstone; greenish-white ~ubrtz on the surfaces of some fragments
00&&~-~---------TPWWWW•WWWWOOOOOOM~M~~-----
Bottom of Boring: 35.51 (air rotary method
.,
I I
o•BRIEN & GERE Report of Boring No.: MW? ENGINEERS, INC. TEST BORING LOG Sheet 1 of 1
~~ct Locetion: Central Transport, Inc. SA"PLER -nono
Charlotte, North Caroliha Type; nt: Central Transport, Inc. Haimier: Fell: ~ile No.: 3883.001
Boring Co.: EMTC
I Dotes:
Foreman= Jack Oliver
OBG Hydtogeologfst: Stephen Mogilnicki Started: 10/3/89 Endt:!d: 10/3/89
Snrq:ile Strat..rn Field lasting R
Sa"'fJle Change Equipment m Depth Blows P~etr-/ HNll Df!'scription General lnstal led ~ No Oepth /611 Recovery valu~ Descript HNU •
0-5 Moist. brown, silty Loam
5-6 concrete
6-30 Moist. brown. silty Loam
30·42 Ory, hard blue-gre~ fine-grained sandstone; greenis -white quartz on
the surfaces of SOIIW!! fragments
~~~~MM~&~M-~~~~--~~~-~M~~~-~M&&&&&&&A&&&&&&
Bottom of Boring: 42 1 (air rotary method)
•
O'BRIEN & GERE Re-port of Soring NO~! MW$
ENGINEERS, INC. '(EST BORING LOG Sheet 1 of 1
~~ct location: C•ntral Transport, Inc. SAMPLER -none Charlott~. North Carolina Type:
rit: .Central Transport, Inc. H&fflnE!r: Fall' File No., 3883.001
Borin!il Co.: EMTC
I Ooteso
Fot~n: Jack Oliver
DBG Hydrogeologist: Stephen Mogilnicki startt:!d: 10(3(89 Ended: 10/3/89
Sallfll~ Stratl.ITI Field Testing • sa~le Change Equipment m Depth Blows Penetr/ 11N11 Description General lnstal led k
NO Depth /611 R:ecov~ry value oeseript HNU s
0-15 Moist, brown, silty loam
15·3Z Dry, hard, blue-grey fine-grained
sand$tOne; greenish-white qu8rtz on the
surfaces of some pieces
WOOOOOOO&&M&~~~--------------r--r•~--------
Bottom of Baring: 32 1 (air rotary method)
I
'~RIEN & GERE Report of Boring NO.: MW9
INEERS, INC. TEST BORING LOG Sheet 1 of 1
ect Location: central Transport, Inc. SAMPLER " none Ch~rlotte, North Carolina Type:
Cl iento Central Tr-ansport, Inc. Halflner; Fat l: Fi Le No.: 3883.001
Soring Co.< EMTC
I Foreman: Jack Oliver
DBG Hydrogeologist: Stephen Mogilnioki Dates: Started:10/19/89 Endod: 10/19/89
Sa~le Stretun Field t~sting R
Salll>le Change Equipment m Depth Blows Penetr/ ""Ill Description General Installed k
No Depth /611 Recovery Value Descri pt HNU s
0-17 Moist, l t. brown silty loam
17-20 Moist, orange~brown silty loam
20-42 Dry, t t. grey, hard silts tone
42-52 1.1et, l t. grey, hi;ird siltstone
-T••··-~---------T•W&&&&~--------~-------~-
Bottom of Boring: 521 (air rot~ry method)
, .......... _
--
jRIEN & GERE Report of Boring No.: MW10
!MEERS, INC. TEST BORING LOG Sheet 1 of 1
ect Loe at ion: c::entl"al Transport, Inc. SAMPLER -none Charlotte, North Carolina Typ<"
Client: Central Transport, Inc. HaJJ1JJer: Fall: Fi le No.: 3883.001
Boring Co.: EMTC
I Dates.
For~n• Jack Oliver OBG Hydro9eolo9ist: Stephen Mogilnicki Sta,ted:10/19/B9 Ended: 10/19/89
Salll>le Stratum Field Testing R
Sa~le Change Equipment m
Depth Blows Penetr/ "NII Description General Installed k
No Depth /611 i:?ecovery Value Oescript HNU s
0-12 Moist, orange-brown silty loam
12-21 Dry, weathered, lt. grey siltstone
21-4, Ory, unweathered lt. grey siltstone
41·51 Uet, lt. grey siltstone
······----~----------·······---~-----------Bottom of Borlng: 51 1 (air rotary method)
-__ ,
-
~!EN & GERE Report of Boring No.: MW11
NEERS, lNC. TEST BORING LOG Sheet 1 of 1
ct Location: c~ntral Transport. Inc. SAMPLER . none Charlotte, North Carolina Type:
Client: Central Transport, Inc. Hal'l'l'l'IE!r• Fall: i=; le No.~ 3883.001
Boring Co.: EMTC
I D•t•s:
foreman: Jaek Oliver OSG Hydrogeolog!st: St•pl\en Mog!lnieki Started:10/19/89 Ended: 10/19/89
Sa"l>le St rat um Field lestin9 R
S•"l>le Chang~ EciuifXTlent m
Depth Blo1i1S Penetr/ HNll Description General 1nstt1l led k
No Depth /611 Recovery Value Descript HNU 5
0·3 Moist. brown silty loam
3·22 Ory, herd, greenish-grey siltstone
22·30 Wet, hard, greenish-grey siltstone ...........................................
Bottom of Boring: 30 1 cair rotary ll'll:!thod)
'-
O'BRIEN & GERE Report of Boring No": Mu12
ENGINEERS, INC. TEST BORING LOG Sh~t:!t 1 of 1
Project Location: Charlott@, North Carolina SAMPLER • none Ground Water Depth Date
Type: Depth Date
ient: C@ntral transport, Inc. HaH1J1er: Foll: File NO.; 3883.001
;ng co.: Enviro~ntal "onitoring and Testing Corp.
I
Boring Location: adj.ac@nt to HU11
Foreman: Mik:~ Ransier-Ground Elevation:
OBG Geologist: John 0. c:onway Oates: Started~ 6/25/90 Endocb 6/25/90
Sa~le Strat1in Field Testing R
Sarf4)le Change Equipment Sam-m
Depth Blows Penetr/ 11N1t Description General lnstallttl ple screen k
No Depth /611 Recovry Value Descript tilnl:! time HNU s•
0 ovt:!rburden
10 bl&ck/gr~t:!n fine grained rock •
sq:ihibolite
w ground water encountered
a~ibolite
30 meta·quartzit~ with PYrite and chlorite
40 •mphibol ite
ehlorite
with epidott:!, pyrite, and
50 •mphibolite
' •mphibolite
70 amphibolite
ao •mphibolite
90 omphibolite
.
100 amphibol ite
···········---------------------··-·------' Bottom of Boring: 106'(air rot•rv mothod)
'"
-
•
Appendix C
CMUD Special Use Discharge Pennit
•
•
3. oatinitians
a. A "mip;;>&ite" SWlille for i:ronitoring re;iuireJrents, is defined as a
mini= of four (4) qreb B.!l!l'ples collected at equally epaoed two
(2) hour mtarvals an:1 prqx:>rtioned acx:ording to now.
b. A ''grab" sanple, for J!Olli.toring requ.iNments, is 12e.fin£d as a
si.IY;Jle "d:4> eax! take" sarcple eollectEd at a 1epr s 11t.ative point
in the~~-
c, An "insta.ntanec'-l" ~. for i:ronitoring ~, is
definect es a single readirq, obserVation, or~.
4. Test Prooeduns
'IeSt prooedures for the analysis of pollutants shall be perforned in
a=n!anoe vith the tediniques prescribed in 40 CFR part 136 and
mnen::lrrent.s thereto unless specified otherwise in the =nitorin;
conditions of th.is permit.
5. Additional Jobnitoring by Pennittee
If the Pennittee i:ronitors any pollutant eit the location(s) desi9flated
herein rore frequently than required by this permit, using ~
analytical met.hods as 5PE1Cifia:! abo\re1 the results of such l!Onitorirg
shall be Sl.ll:tnitted to the City. If the s.mrpling pert~ by the
l'erloittee indicates a violation, the Permittee shall l1Cltify the
Irdustrial Waste Marager within 24 hcl.lrs of becanirq IMlre of the
violation. 'Ihe Pel.initt.ee r;.hall also repeat the srorpling and analysis
and sul:lnit the results of the repeat analysis to the city within
thirty (30) aa:rs after beoanirq aware of the violation.
I ,.
•
Appendix D
Stabilization Study
•
•
after the two days of curing. Free water was not present in
any of these samples and the samples could not be compressed
by applying hand pressure. Following three days of curing,
samples 2-1 1 2-2 1 2-3 and 5-2 exhibited these same properties.
The addition of quicklime to the sludge at all ratios
given J.n Attachment 1 resulted in significant releases of
heat, thereby rendering this approach unacceptable for use in
the field. Samples 5-2 and 5-3 exhibited temperature rises in
excess of 200 degrees Fahrenheit. A volume increase of 60
percent was also noted for sample 5-3, which would also tend
to preclude the use of quicklime for the stabilization method.
Unconfined compressive strength tests were conducted on
samples 1-3, 2-1, 2-2, and 2-3. Samples 5-2 and 5-3 were not
tested due to the significant release of heat during
stabilization testing. The results of the unconfined
compressed strength tests are shown on Table 2. The stress
strain diagrams are also included.
B. July 1990 Treatability Study
Experimental Procedure
The experimental procedure used in the July 1990
treatability study was similar to that used in the September
1988 treatability study. The stabilized sample was cured for
4 days before further physical (unconfined compression
strength) and chemical {TCLP) analyses were performed on the
sample .
D-3
U'Rf·\il:r~ ,:_.. CFl·•:[
•
•
•
Results
Following a four-day curing period no free water was
present in the samples. One sample was chosen for further
study. The sample that was selected was that which had 50%
(by weight) addition of Portland cement because its visual
appearance seemed to represent the results of the September
1988 treatability study wherein the Portland cement showed a
high unconfined compressive strength and a low percent volume
increase. TCLP and unconfined compression strength tests
were conducted on this stabilized sample.
Visual observation of samples which had been stabilized
with cement kiln dust and Portland cement indicate that the
use of other stabilization media will yield similar TCLP and
unconfined compression test results •
The results of TCLP tests conducted on untreated and
stabilized sludge are summarized on Table 11 of the closure
plan. Nearly all TCLP parameters were below detection limits
in both the "before" and "after" stabilization TCLP tests.
The primary constituent detected in the untreated sample TCLP
test was 2-methylphenol at a concentration of 400
microgram/ 1 i ter ( ug/ 1) . The post stabilization TCLP test
demonsrated that 2-methylphenol was reduced to 15 ug/l, a 96%
reduction in the leachability of 2-methylphenol.
An unconfined compression strength test was performed on
the stabilized sample. The results are shown on Table D-3.
The peak stress of 167 psi suggests that a smaller volume of
D-4
• Portland cement or cement kiln dust could be used as long as
TCLP requirements are met.
Conclusions
The September 1988 and July 1990 treatability studies
demonstrated that stabilization is a viable remedial
alternative for the treatment of the sludge at CTI because it
reduces the leachability potential to near detection limits
and provides unconfined strengths satisfactory for acceptance
at appropriately permitted landfills. Specification Section
02240 (Appendix F) sets forth criteria for acceptable
processes that may be considered.
D-5
•
•
•
Appendix E
.......... ---~iiii~
~
aemEN 6 GERE
•
Appendix E
Supplemental Work Plan
•
WORK PLAN
SUPPLEMENTAL PHASE I HYDROGEOLOGIC INVESTIGATION
CENTRAL TRANSPORT, INC.
CHARLOTTE, NORTH CAROLINA
INTROQUCTION
O'Brien & Gere Engineers, Inc. has been retained by
Weinstein & Sturges, P.A., legal counsel to central Transport,
Inc. (CTI), to provide the hydrogeologic services necessary to
assess whether contamination has occurred in the ground water
near two lagoons located at the Charlotte, North Carolina
terminal site.
An initial hydrogeologic investigation has been conducted
by O'Brien & Gere. The investigation was outlined in the Work
Plan for the Ground water Monitoring Program, which was
included as an Appendix to the draft June 1989 Lagoon Closure
Plan. The results of the initial hydrogeologic investigation
are included in the May 1990 Report of the Hydrogeologic
Investigation.
In February 1990, the state of North Carolina provided
Weinstein & Sturges, CTI, and O'Brien & Gere with comments
regarding the above-mentioned Work Plan. The States's
comments resulted in a revised Work Plan for the Ground Water
Monitoring Program. The revisions to the Work Plan are
essentially clarifications of procedures; the revised Work
Plan is appended to the June, 1990 report.
The state's comments further resulted in this document,
the Draft work Plan for the supplemental Phase I Hydrogeologic
WP-1
OBRIEN S. GERE
•
Investigation. The purpose of this document is to outline
tasks that were not included in the above-mentioned Work Plan,
but that are required to fulfill the Administrative Order on
Consent, dated May 30, 1990 between central Transport, Inc.
and state of North Carolina, Division of Solid Waste,
Hazardous Waste Section. In summary, the purpose of this
Draft Work Plan is to outline a supplemental hydrogeologic
investigation that will, in combination with the investigation
already completed, fulfill the requirements of the Consent
Agreement.
Four supplemental tasks, as follows, will be completed:
1. Fracture Trace Analysis
2. Assessment of Potential for Vertical Ground
Water Flow
3. Ground water Sampling and Analysis
4. Report Preparation
SUPPLEMENTAL TASK 1: FRACTURE TRACE ANALYSIS
As discussed in Section 3.03 of the June 1990 report, in
a fractured bedrock aquifer, both a hydraulic pathway and
hydraulic potential are needed for ground water flow. While
ground water elevation data from the bedrock wells has been
used to assess the hydraulic potential, data has not been
collected regarding the hydraulic pathways.
Since ground water flow in bedrock is generally
controlled by fractures, a fracture trace analysis will be
WP-2
[J'BRIEN & GERE
•
•
conducted in order to provide data regarding the hydraulic
pathways. While subsurface features such as fractures cannot
be directly observed on photographs, surface features directly
influenced by fractures, such as stream channels and
geomorphic features, can be mapped.
In regions like the North Carolina Piedmont, where the
unconsolidated overburden consists of weathered, in-situ
remnants of the competent bedrock, the fractures are typically
reflected as linear areas of accelerated erosion. Erosion
controls topography and surface drainage patterns because
water flows through areas of least resistance. Therefore,
surface features such as drainage patterns and topography
typically reflect the underlying bedrock fracture patterns .
The fracture trace analysis will be based upon available
aerial photographs and upon the U.S. Geological Survey 7.5
Minute Quadrangle topographic map of the area. The
photographs will be analyzed first; then, the topographic map
will be analyzed, to confirm the patterns observed on the
photographs, and to reveal any fracture traces obscured on the
photographs by vegetation or cultural features. The fracture
trace analysis will be verified in the field to the greatest
extent practicable.
In the report, the fracture trace analysis will be
presented in two formats: first, a figure showing the traces
WP-3
U8RIEN & GERE
• overlaid on the topographic map will be provided; second, a
rose diagram representing the orientation of fractures will be
provided,
The data provided by the fracture trace analysis will be
used to either confirm or modify the generalized flow map for
the bedrock aquifer included in the June 1990 report.
SUPPLEMENTAL TASK 2: ASSESSMENT OF POTENTIAL FOR VERTICAL
GROUND WATER FLOW
In order to assess the potential for vertical ground
water flow on the site, one additional bedrock monitoring well
will be installed at the site. The well will be located
adjacent to bedrock monitoring well MW 11, so that a well nest
is formed. The additional monitoring well, to be designated
MW 12, will be deeper than MW 11. MW 11 was completed at a
depth of 27 feet below ground level. MW 12 will be completed
at a depth which is a minimum of approximately 50 feet deeper
than MW 11, in the first water bearing zone encountered at or
below the minimum depth. A zone will be considered to be
water bearing if it yields a minimum of approximately 1 gallon
per minute.
Regarding the state's requirements for three monitoring
wells to be located downgradient of the waste management area,
MW 11 is considered a downgradient well. The new MW 12 will
be considered a downgradient well. Given the difficult drill
rig access to the downgradient area (due to topography), the
WP-4
0 BRIEN & GERE
·•
"Standards of Construction -Wells Other Than Water Supply".
A well construction permit will be obtained from the State
prior to well installation.
Following installation of the well, the well will be
developed using compressed air or pumping methods in order to
clear fine-grained sediments from the well screen. water
generated from well development will be discharged to the
ground at the well site.
Equipment used for well installation that comes in
contact with potentially contaminated material will be
decontaminated with a high pressure steam clean wash. water
generated from equipment decontamination will be discharged to
the ground at the decontamination area.
A field survey will be conducted by a local surveyor to
determine the location and elevation of the well. Both the
ground surface elevation and top of PVC casing elevation will
be obtained for the well. The survey will be completed using
an established on-site bench mark.
An in-situ hydraulic conductivity test will be performed
on the well to estimate the hydraulic conductivity (or
permeability) of the screened aquifer material. The hydraulic
conductivity will be calculated by measuring the rate of
recovery of the water level immediately following the
development of the well. The Hvorslev method will be used to
calculate the hydraulic conductivity.
WP-6
O'BRIEN & GERI::
•
Static ground water elevations will be measured in all of
the monitoring wells on the site, including the new MW 12,
using an electric well probe. If measurements are taken in
conjunction with ground water sampling, they will be taken
prior to initiating ground water purging or sampling
procedures in any of the wells.
The static ground water elevations will be used to
evaluate horizontal ground water flow direction in the study
area. The comparison of static ground water elevations from
MW 11 and MW 12 will allow an assessment of whether there is
upward or downward vertical flow in the bedrock aquifer in the
vicinity of the MW 11/MW 12 well nest.
SUPPLEMENTAL TASK 3: GROUND WATER SAMPLING AND ANALYSIS
Two rounds of ground water samples were collected as part
of the initial hydrogeologic investigation. The sampling
results are included in the June 1990 Report of the
Hydrogeologic Investigation. The State's comments included
changes in O'Brien & Gere•s Ground water Sampling Protocol.
Specifically, changes in procedure for the filtering and
acidification of metals samples were required.
Futher ground water sampling is required in order to meet
the metals sampling requirements, to access the ground water
quality of the new MW 12, and to further assess the ground
water quality of the site .
WP-7
O'BRIEN & Gl::RE
•
One round of ground water samples will be collected from
the following wells: MW 1, MW 2, MW 6, MW 7, MW 8, MW 9, MW
10, MW 11, and the new MW 12. Ground water purging or
sampling procedures will not be initiated at MW 12 until a
minimum of 24 hours after its development.
Static ground water elevations will be measured in all of
the monitoring wells on the site, using an electric well
probe, prior to initiating ground water sampling or purging
procedures in any of the wells.
Ground water sampling procedures will be according to the
Ground Water Sampling Protocol included as Appendix B. The
protocol includes a sample Ground Water Sampling Field Log and
a sample Chain of custody Record. A description of sampling
procedures is also included here.
Before a well is sampled, the ground water elevation in
the well will be used to calculate the volume of water
standing in the well. Three times the well volume will be
removed from the well by pumping or by bailing with a clean,
stainless steel bailer so that the ground water sample is
representative of the water in the screened section of the
aquifer. The sampler will measure the temperature, pH,
specific conductance, and turbidity of the ground water sample
in the field.
Ground water samples will be collected with a clean,
stainless steel bailer. Before each use, the bailer will be
washed with soapy distilled water, followed by a nitric acid
WP-8
CJ'8RIEN & GERE
•
•
rinse, a methanol rinse, and a distilled water rinse. At each
well site, a new piece of clear plastic sheeting will be laid
down around the well. Clean equipment will be placed on the
plastic sheeting. A new length of polypropylene rope will be
attached to the bailer. The sampler will put on a new pair of
rubber gloves at each new well site.
The sample jars will be labeled and placed in a styrofoam
cooler with icepacks for shipment to the laboratory for
analysis. A trip blank and field blank will be included for
quality control/quality assurance purposes. Chain-of-custody
documents for each sample will be initiated at the time of
sampling and will be maintained throughout the handling and
submission of the samples to the laboratory.
The ground water samples will be analyzed for the
following inorganic compounds:
1. Aluminum 13. Magnesium
2. Antimony 14. Manganese
3. Arsenic 15. Mercury
4. Barium 16. Nickel
5. Beryllium 17. Potassium
6. Cadmium 18. Selenium
7. Calcium 19. Silver
8. Chromium 20. Sodium
9. Cobalt 21. Thallium
WP-9
0 BRIEN S GERE
•
•
10. Copper
11. Iron
12. Lead
22. Vanadium
23, zinc
24. Cyanide
The ground water samples will also be analyzed for the
following EPA Priority Pollutants: Acid Extractables,
Base/Neutral Extractables, Pesticides/PCBs, and Volatile
Organic Compounds.
In addition, the ground water samples will be analyzed for
parameters listed in the North Carolina Administrative Code,
Title 151 Subchapter 2L -"Classifications and Water Quality
Standards Applicable to the Groundwaters of North Carolina",
Section . 0202 -11 Water Quality Standards", paragraph (g), that
are not included in any of the above lists or categories, with
the exception of dioxin, gross alpha particle activity,
radium-226 and radium-228. Based on previous chemical
analyses of samples from lagoon surface waters, lagoon
sludges, soil and ground water, there is no reason to suspect
the presence of the last four parameters in the ground water.
Dioxins are typically associated with the presence of PCBs,
which have not been previously detected on the site. No known
sources of radionuclides are, or have been, present on the
site.
A complete list of analytical parameters and methods is
included in the Ground Water Sampling Protocol.
rt should be noted that in addition to the unfiltered
inorganics analyses required by the state, O'Brien & Gere will
WP-10
O'BRIE:N & GERE
•
•
submit a set of filtered samples to the laboratory for
inorganics analyses. These samples will be filtered in the
field using a peristaltic pump with an in-line 0.45 micron
filter. This is reflected in the Ground Water Sampling
Protocol.
SUPPLEMENTAL TASK 4: REPORT PREPARATION
Following completion of Tasks 1 through 3 and receipt of
the analytical results, a report will be prepared. This
report will be considered to be a supplement to the June 1990
Report of the Hydrogeologic Investigation. The supplemental
report will summarize the field investigation procedures and
observations and present the data collected in the form of
drilling logs, tables, and figures. The data interpretation
and site assessment will be discussed. The following specific
information will be included:
results of the fracture trace analysis, as discussed
above;
an evaluation of the horizontal and vertical
directions of ground water flow; an updated ground
water contour map will be included if appropriate; a
flow net will be included if vertical flow potential
exists;
an evaluation of the ground water quality, in
tabulated and/or graphic form where appropriate; data
from the new well MW 12 will be included;
WP-11
O'BRIEN & GERE
•
•
•
APPENDIX A
TYPICAL MONITORING WELL CONSTRUCTION
O'BRIEN & GERE
•
•
APPENDIX B
GROUND WATER SAMPLING PROTOCOL
0 BRIEN & GERE
•
8. Pull the bailer out of the well keeping the
polypropylene rope on the plastic sheet or entirely
off the ground if it is too windy to place a
plastic sheet. The LEXANR bailer can be used to
observe the presence of any floating product layer
and the physical appearance of the ground water.
9. Record the physical appearance (color, odor,
turbidity, and presence of floating product) of the
ground water on the Ground water Field Sampling
Log.
10. If a floating product is observed, estimate its
volume and note this on the Ground Water Sampling
Field Log. The LEXANR bailer should be used to
collect a sample of any floating product layer into
40 ml vials for product identification. After this
sample is collected, or if no floating product is
found, proceed to the next step.
11. Attach the polypropylene rope to a clean, stainless
steel bailer, lower the bailer to the bottom of the
well, and agitate the bailer up and down to
resuspend any material settled in the well.
12. Initiate bailing the well from the well bottom
making certain to keep the polypropylene rope on
the plastic sheet. All ground water should be
poured from the bailer into a graduated pail to
measure the quantity of water removed from the
well.
13.
14.
continue bailing the well throughout the water
column and from the bottom until three (3) times
the volume of ground water in the well has been
removed, or until the well is bailed dry. If the
well is bailed dry, allow sufficient time for the
well to recover before proceeding with the next
step. Record this information on the Ground Water
sampling Field Log.
Remove the sampling bottles from their transport
containers, and prepare the bottles for receiving
samples. Inspect all labels to insure proper
sample identification. sample bottles should be
kept cool with their caps on until they are ready
to receive samples .
2
u ~-~t:.ii[~i\: ,·.~ 1··~f.:H1~
1.
I
•
1
2
3
4
5
6
7
8
9
15.
*
sample bottles should be filled in
order:
the following
Analyses
volatile organics
base/neutral and
acid extractables
pesticides/PCBs
herbicides
coliform organisms
filtered metals
unfiltered metals
cyanide
other
North Carolina
parameters*
chloride,
fluoride,
sulfate.
color,
foaming
Bottles
three 40 ml glass
one 1 liter
amber glass
one 1 liter
amber glass
one 1 liter
amber glass
one 125 ml
sterile plastic
one 500 ml
plastic
one 500 ml
plastic
one 500 ml
plastic
one 1/2 gallon
plastic
Preservatives
HCL
none
none
none
HNO,
HNO,
NaOH
none
dissolved solids (total),
agents, nitrate, nitrite, pH,
All samples will be stored in insulated coolers at
4 degrees celsins. All samples will be analyzed
within maximum holding times.
16. To minimize agitation of the water in the well,
initiate sampling by lowering the stainless steel
bailer slowly into the well making certain to
submerge it only far enough to fill it completely.
17. If the sample cannot be filled quickly, keep them
cool with the caps on until they are filled. The
vials labeled "volatiles" analysis should be filled
from one bailer then securely capped. The fill
procedure is as follows: prior to filling, add 0.2
ml of a mixture of 1 part A. c. S. reagent grade,
concentrated hydrochloric acid (approximately 3B%)
to 1 part of organic-free water to each 40 ml VOA
3
•
nitrate (as N)
nitrite (as N)
oxamyl (a pesticide)
pH
styrene (a VOC)
sulfate
2,4,5-TP (Silvex, an herbicide)
EPA
EPA
EPA
EPA
EPA
EPA
trans-1,2-dichloroethene (a VOC) EPA
12
353.2
354.l
632
150.l
8240
375,3
8240
EPA 8150
•
GROUND WATER SAMPLING FIELD LOG
Sample Location----------------Well No.
Date Time Sampled By ------------~-----------
Wea th-er
------------~
Sampled with Bailer __ Pump __ _
A. WATER TABLE:
we 11 depth:
(below top of casing) ___ _
Well
ft. (top
Depth to water table: Water table
(below top of casing) ___ _ ft.
Length of water column (LWC) ------
Volume of water in well:
ft.
elevation:
of casing)
elevation:
2'' diameter wells = 0.163 x (LWC) = _____ gallons
4'' diameter wells = 0.653 X (LWC) = gallons
6'' diameter wells • 1.469 X (LWC) = gallons
B. PHYSICAL APPEARANCE AT START:
ft.
ft.
Color--------Odor ________ Turbidity _____ _
Was an oil film or 1 ayer apparent? ----------------
C. PREPARATION OF WELL FOR SAMPLING:
Amount of water removed before sampling _________ gallons.
Did well go dry? --------
D. PHYSICAL APPEARANCE DURING SAMPLING:
Color ________ Odor ________ Turbidity------
Was an oil film or layer apparent? ----------------
E. CONDUCTIVITY ----------
F. pH --------------
G. TEMPERATURE
H. WELL SAMPLING NOTES:
,.
( Perf or111ance of I l~_T_h_e_W_aTi_e_r_ra_H_a_n_d_P_u_m_p~j
Test Conditions
P~l'fonna.nce t~t• of\b.e W•TitrT• h•nd pump Wtil"t condutted in
• S8tnm (1.5 lni:h) 1.D. ABS plutic pipe whlcb WM c.10Md at the
bottom a.nd Ht ln • l'° mm (6 lnch) l.D .• &7 nietr-e deep 'tlr11ll. The
WaTer-ra 28 mm O.D. De.lrin foot valve •nd Ocxible, hich dtn.1ity
p<>ly•thelen• tublnc (~/8" O.D. x 1/2" l.D.) .... ..., u•od for lh .. e 1 .. 11.
The Wa.Terra levered pump bandlt •u: mounted on a steel
prot.ect.ivt cuing at• bc.ieht of •PPf'O~matel:y O.& mll!t~• •bov11 the
rround-
Sih'C the pµmp ia ha.nd oper•ted, h.;... poa1ible to obtain a wide rllilge
of no..-r•teJ1 d11~ndin.1 on t.he energy nl>@nded. To pr-ovide
rntianiniful ruu1t•, .n 1.nt1 were conduc:t.ed u•in1 a c:on:ifortable
levl!:l of ttf:r-Lion.
The pump w~ \eat~ at four dHTcrent pumping depth11 and with
-.evera.1 difier-ent. ••W ltt"vet. at eac:h purnpln1 depth. The ._..~er
leve1 in the ielo.ed pipe wu mllinta.ined during: mat.h pumpl.na: te•t
by rec.irt::ulating thic dist.h'-ree. The water level nui=lu.ated within
•bout. 1 inetre durl.n& nowrat.e meNurement•, whic;h W"l!re done
\1111in1 a I lit.re bea.ke:i'. Tht raultt1 or the performanc.e t.e.t• IJ.f'e
summ.r.riud bf!low in T11.ble I.
Flow Capacity
The result.• preiiented below indicate a ._,lde range ofnowra.tu from
1.8 L/min t.o 6.6 L/r:run for the 16 t.dt1 conducted. For the hi.v;hu:t
lift. t)f £0 metru, a flo•r-.t.c or over 2 L/mln w:aa euily rna.intlLined.
The fiowr•te inc;reues 1ianific.anUy •ith grea.tersubmergenc:e of the
tubinl' (•ha.Hower water leve:l111). For u.amp1e with the foot valve •t •t inetra1 lhlfl fio"Wnt. inueu.ed from 2.4 to !.g to 8.6 L/min for
,.. .. ter )t!:Vt!llll or S7 I 20 • ..nd 2 metres. below around aurf'ate rupee-
lively. There.fOl"t', t.o m~miu pumpin1 r•t.e1, the foot valvm •hould
bt ln.1.tlod "' d•ep .. p<>*'ible In \he monilorlnc ••II.
Pumping Stroke Rate
For the 1hallower l.Mtl (leN \ban 20 metre:& lin), \l wu n~c:eaaa.ry
to UN! a. hi1her stroke rate to maintain Oownktu eover 2 L/mJ.n,
upeeia.lly wht:tt the watl!:t ltvel .-w within• few metres of the foot
valve. The reuon for thi• ifl that the nowralt ia •function or \hie
momentum sentra~ed in thl!: ~olumn of ••t.er Wide t.he tube. for
sh...llow inatallm.tl.ont the c:olurnn ii 1hor\er and therefore, t.he
momentum ill lower (moml!:ntum = mNA of •a.t.er ~ veloeity of
,...ter). To m:a.inta.iri hi1h QJornt:ntum and thu1 hi1h flowr•tt in
shallow wel11, it if Pl!:Ctaa•ry to Jl!:nf:tll.\t higher column Vt:loc..iliell
to compen11t1.tti for the lowel" rna.u. Thia i-a.chil!:ved by inereuing
the •troke ra.tl!:. A hia:her 1t.rok1! rtt.tll! doe.. not. require• rrea.ter u:-
penditur. of enerJY, •ince aam•ller rnua of water ia btiin1 lifted each
atroke_
Standpipe Diameter and Lift Capacity
The pe:tforrn-.nc:t: or the WaTtna. pump when uaed with flexible
t.ubi.ne ls lf:ntrally better in 1m31.1l di-.meter ...-elll •inc.e l&teral
movement.I of tbe \ubins durin1 pumpinii -.re co:utrain~ to •
CT't•ter dtl"e by the nurowl!:T c...iini. In 1-..rser di-.meter well• \he
practiclll tin ii lower becauae Jwaying oft.be tubin1 within the ,..ell
teducn pump lll!:ffic.it.ncy. In 50 mm (2 int.h) and 100 rnm (4.inth)
l.D . .-ell•, the pr-.ctic.a.1 lirta art •bout 40 m ~d :SO m re•pectiveJy.
The W•Terra. Ha.nd Pump bu been u•ed •uc:t~•full)' in 162 mm (6
Inch) di11LtIH:t.ti:rwe1l1 t.o a depth of about 20 mttl"M. Fordeeper, 111.i'&I!:
dia.rntter wt:1111 It iJ rec.om.mend~d th•t ri&id tubina; be 1.Ued.
Table 1
DEPTll OF YOOT DEPTll TO WATER SUBMERGED STROKE RATE YLOWRATE
VALVE(m.B.G.)' (m.B.G.)' LENGTH (m) (•lrok<o/min) (lilreJ/min)
56.S 50.0 6.S 90 2.2
40.0 16.S 90 2.2
30.0 26.S 90 2.4
IS.O 41.S 70 4.9
10.0 46.S 70 s.s
2.0 S4.S 80 s.s
41.0 37.0 4.0 90 2.4
20.0 21.0 90 3.9
2.0 39.0 90 6.S
20.0 19.0 1.0 120 1.8
18.0 2.0 120 2.3
IS.S 4.S 120 3.4
2.0 18.0 80 6.4
10.0 8.0 2.0 126 3.2
7.0 3.0 126 3.6
2.S 7.S 126 4.0
•m.B.G. = mttrc• be}Qw £TOUnd IUrfb(;t:
•
•
•
•
•
• .
VlRTUALLY N() LOSS[::. 01' rLlt:..(;[."~Lt OJ.:.l.A)\lC COHPOU~lJ5
OBSERVED IN PRELlMlNl.RY TESTS CO,DUC!ED B~ TllE
UNIVERSITY OF WATERLOO llllEN USING THE WATERllA PUMP
Th~ Walerra Pump was te6ted at the Orgsnic Geochemistry l..8boretoTy of the Univer61ty
of W~terloo to ev~luate tht e~tent o! lo~~es of f i~~ rurgeablc org~nic compounds
r~20ultini'., froin the op~rat1on of the pump. Theis.c test£ w~rc condui::ted in e 20 Coot
lon~~ 2 inch diameter PVC pip~~ filled with ~nter too depth of 10 feet~ to 6lmulate
a Ghallo~ mon1toT1ng well.
Control ~amrle6 were coll~cted in 18 ml. gla65 vials from the ba5e of the PVC pipe
through a port located opposite the intaKc o! the W~Tcrra Purnp. Pump s~~ple5 were
obt<lined by operating the pump at a rote of appro:x.1tn~tely 150rnl/m1n. to 1J1in11J1ize
agitation ~nd to facilitote the filling of the glass ~ials. S~mples wcrE analys~d
by g~~ chromatograrhy follo~ing solvent e~t~action. The detection limit was better
than l ppb.
The re6ults presented below 6how quite clearly that there were essentially no
lossc6 Qf volnt1le co=pounds in th~ two tests pcrfoTmed.
ORGANIC GEOCHEMISTRY LABORATORY / UNIVERSITY OF WATERLOO
Project: ~aTerra Pump Evaluation
Vol~tile: Losses
Pate Sampled;. Feb-ruary 5, 1987
Date. A.n<i.lysed: February 6, 1987
Test No. l
Compounds Control Pump
Sample Safllple
(ppb)
Chlorof onn 30 27
(CHCL3) 29 30
28 30
mean 29 29
1,1,l Tric::hloro-20 !9
Ethane 20 20
(TCE.A) 19 20
Hean 20 20
Carbon Tetrachloride
(CCL4) 21 19
21 20
20 20
Hean 21 20
'J. ric::hloroet h:ine 24 2!
(l'CE.A) 23 23
23 23
Mean 23 23
Perchlorocth~lene 21 !7
(PERC) 2! 19
20 19
Hean 21 18
Test No.
Control
Sa.mp le
(ppb)
32
37
3)
34
n
24
23
23
22
25
24
24
25
29
27
n
22
25
24
24
2
Pump
Sample
3)
33
33
33
n
22
22
n
23
23
22
23
26
26
26
26
22
23
22
22
Result~ from testB conducted in gas~charged ground water B~e givEn ove.rlenf
•
•
•
•
•
•
Appendix F
-iiii::::::i= ~-~ ~
OBRIEN li GERE
•
•
Specification Section
02001
02008
02200
02240
02900
Appendix F
Closure Specifications
Title
Soil Testing Protocol
Restoration of Surfaces
Earthwork
Soil/Sludge Stabilization, Removal
and Disposal
Landscaping
•
•
•
SOIL TESTING PROTOCOL -SECTION 02001
02001-1
3883.001
PART 1 -GENERAL
1.01 DESCRIPTION
A. Work Specified
1. Testing of remaining soils for contamination from Lagoon 1
and Lagoon 2.
B. Related Work Specified Elsewhere
1. Earthwork: Section 02200
2. Soil/Sludge Stabilization, Removal and Disposal: Section
02240
1.02 REFERENCES
A. Test Methods for Evaluating Solid Waste, USEPA SW-846.
1.03 SUBMITIALS
A. The Contractor shall submit for approval by the Owner the results of
all analytical testing of soils.
PART 2 -EXECUTION
2.01 SAMPLING
7/90
A. Sample Collection
1. Lagoon 1 and Lagoon 2 will each be divided into four
quadrants subsequent to excavation to construction required
elevations.
2. Seven (7) samples shall be collected by the Engineer from
each quadrant: one from the center of each quadrant, four at
a distance of 10 feet from the center in each of four compass
•
•
02001-2
3883.001
SOIL TESTING PROTOCOL -SECTION 02001
direction, and two from the side walls, using 3/4 inch
diameter Lexan tubing.
3. The samples shall be collected by driving the Lexan tube to
a depth of 3 inches _±0.5 inches and withdrawing the tubing.
4. One (1) composite sample will be prepared for each quadrant
from the five (5) subsamples on the bottom excavation, and
one (1) composite sample will be prepared from the two (2)
side wall samples. The composite samples will be stored in
a glass container which will be labeled as to sample location,
date and sampler.
B. Sample Testing
7/90
1. The twelve composite samples will be submitted to a
laboratory by the Engineer for analyses. The analytical
program will include the following substances:
EPA Method No.
Benzene 8240, 624
Bis (2-ethyl hexyl) phthalate 8270
Chloroform 8240, 624
Cresols 8270
1, 1 Dichloroethene 8240, 624
Dichloromethane 8240, 6240
Di-n-butyl phthalate 8270
Methyl Ethyl Ketone 8240, 624
Perchlorethylene 8240, 624
Phenol 8270
•
7/90
02001-3
3883.001
SOIL TESTING PROTOCOL -SECTION 02001
EPA Method No.
Pentachlorophenol 8270
Toluene 8240, 624
Trichloroethane 8240, 624
Trichloroethylene 8240, 624
1,2,4-Trichlorobenzene 8270
END OF SECTION
•
•
02008-1
3883.001
RESTORATION OF SURFACES -SECTION 02008
PART 1 -GENERAL
1.01 DESCRIPTION
A. Work Specified
1. All types of surfaces, pavements, sidewalks, curbs, gutters,
culverts, monitoring wells and other features disturbed,
damaged or destroyed during the performance of the work
under or as a result of the operations of the Contract, shall be
restored and maintained, as specified herein or as modified or
described in the Contract Documents.
2. The quality of materials and the performance of work used in
the restoration shall produce a surface of feature equal to the
condition of each before the work began.
B. Related Work Specified Elsewhere
1. Earthwork: Section 02001
2. Landscaping: Section 02900
1.02 SCHEDULE OF RESTORATION
7/90
A. A schedule of restoration operations shall be submitted by the
Contractor for review.
B. In general, permanent restoration of surfaces will not be permitted
until one month's time has elapsed after excavations have been
completely backfilled as specified, unless otherwise specified by
Owner. A greater length of time, but not more than nine months
may be allowed to elapse before permanent restoration of street
surfaces is undertaken, if additional time is required for shrinkage
and settlement of the backfill.
C. The replacement of surfaces at anytime, as scheduled or as directed,
shall not relieve the Contractor of responsibility to repair damages by
settlement or other failures .
•
•
02008-2
3883.001
RESTORATION OF SURFACES -SECTION 02008
PART 2 -EXECUTION
2.01 TEMPORARY PAVEMENT
A. Immediately upon completion of refilling of the trench or excavation,
the Contractor shall place a temporary pavement over all disturbed
areas of streets, driveways, sidewalks, and other travelled places
where the original surface has been disturbed as a result of his
operations.
B. Unless otherwise specified or directed, the temporary pavement shall
consist of Cold Mix Bituminous Pavement, in conformance with State
Standards to such a depth as required to withstand the traffic to
which it will be subjected.
C. For dust prevention, the Contractor shall treat all surfaces, not
covered with cold patch, as frequently as may be required.
D. The temporary pavement shall be maintained by the Contractor in a
safe and satisfactory condition until such time as the permanent
paving is completed. The Contractor shall immediately remove and
restore all pavements as they become unsatisfactory.
2.02 PERMANENT PAVEMENT REPLACEMENT
A. The permanent and final repaving of all streets, driveways and similar
surfaces where pavement has been removed, disturbed, settled or
damaged by or as a result of performance of the Contract shall be
repaired and replaced by the Contractor, by a new and similar
pavement.
1. The top surface shall conform with the grade of existing
adjacent pavement and the entire replacement shall meet the
State DOT Standard Specifications for the particular types of
pavement.
2.03 PREPARATION FOR PERMANENT PAVEMENT
A.
7/90
When scheduled and within the time specified, the temporary
pavement shall be removed and a base prepared, at the depth
required by the North Carolina DOT, to receive the permanent
pavement.
•
•
•
RESTORATION OF SURFACES -SECTION 02008
02008-3
3883.001
1. The base shall be brought to the required grade and cross-
section and thoroughly compacted before placing the
permanent pavement.
2. Any base material which has become unstable for any reason
shall be removed and replaced with compacted base
materials.
B. Prior to placing the permanent pavement all service boxes, manhole
frames and covers and similar structures within the area shall be
adjusted to the established grade and cross-section.
C. The edges of existing asphalt pavement shall be cut a minimum of
one foot beyond the excavation or disturbed base whichever is
greater.
2.04 ASPHALT PAVEMENT
A. The permanent asphalt pavement replacement for streets, driveways
and parking area surfaces shall be replaced with bituminous
materials of the same depth and kind as the existing unless
otherwise specified.
B. Prior to placing of any bituminous pavement a sealer shall be applied
to the edges of the existing pavement and other features.
C. The furnishing, handling and compaction of all bituminous materials
shall be in accordance with the State Department of Transportation
Standards.
2.05 CONCRETE PAVEMENT AND PAVEMENT BASE
7/90
A. Concrete pavements and concrete bases for asphalt, brick or other
pavement surfaces shall be replaced with 4000 psi minimum 28 day
strength concrete, air-entrained.
B. Paving slabs or concrete bases shall be constructed to extend one
foot beyond each side of the trench and be supported on
undisturbed soil. Where such extension of the pavement will leave
less than two feet of original edge of the pavement or base unless
otherwise indicated on the Contract Drawings .
•
02008-4
3883.001
C.
D.
RESTORATION OF SURFACES -SECTION 02008
Where the edge of the pavement slab or concrete base slab falls
within the excavation, the excavation shall be backfilled with Select
Fill Type F compacted to 95% maximum dry density as determined
by ASTM 0698 up to the base of the concrete.
The new concrete shall be of the same thickness as the slab being
replaced and shall contain reinforcement equal to the old pavement.
1. New concrete shall be placed and cured in accordance with
the applicable provisions of the State Department of
Transportation Standards.
2.06 STONE OR GRAVEL PAVEMENT
A. All pavement and other areas surfaced with stone or gravel shall be
replaced with material to match the existing surface unless otherwise
specified.
1.
2.
The depth of the stone or gravel shall be at least equal to the
existing.
After compaction the surface shall conform to the slope and
grade of the area being replaced.
2.07 CONCRETE WALKS, CURBS AND GUTIER REPLACEMENT
7/90
A. Concrete walks, curbs and gutters removed or damaged in
connection with or as a result of the construction operations shall be
replaced with new construction.
1. The minimum replacement will be a flag or block of sidewalk
and five feet of curb or gutter.
B. Walks shall be constructed of 4000 psi minimum 28 day strength
concrete, air-entrained with an approved stone aggregate on a 4-inch
base of compacted gravel or stone.
1. The walk shall not be less than 4 inches in thickness or the
thickness of the replaced walk where greater than 4 inches,
shall have construction joints spaced not more than 25 feet
apart and shall be sloped at right angles to the longitudinal
centerline approximately 1 /8 inch per foot of width.
•
•
c.
RESTORATION OF SURFACES -SECTION 02008
02008-5
3883.001
One-half inch expansion joint material shall be placed around all
objects within the sidewalk area as well as objects to which the new
concrete will abut, such as valve boxes, manhole frames, curbs,
buildings and others.
D. Walks shall be hand-floated and broom-finished, edged and grooved
at construction joints and at intermediate intervals matching those
intervals of the walk being replaced.
1. The intermediate grooves shall be scored a minimum of 1/4
of the depth of the walk.
2. The lengths of blocks formed by the grooving tool, and
distances between construction and expansion joints shall be
uniform throughout the length of the walk in any one location.
E. The minimum length of curb or gutter to be left in place or replaced
shall be 5 feet. Where a full section is not being replaced, the
existing curb or gutter shall be saw cut to provide a true edge.
1. The restored curb or gutter shall be the same shape,
thickness and finish as being replaced and shall be built of the
same concrete and have construction and expansion joints as
stated above for sidewalks.
F. All concrete shall be placed and cured as specified in the section for
concrete.
2.08 LAWNS AND IMPROVED AREAS
7/90
A. The area to receive topsoil shall be graded to a depth of not less
than 4 or as specified, below the proposed finished surface.
1. If the depth of existing topsoil prior to construction was
greater than 4 inches, topsoil shall be replaced to that depth.
B. Topsoil, seeding and mulch shall be provided to obtain a lawn
equivalent to that of surrounding areas.
C. When required to obtain germination, the seeding areas shall be
watered in such a manner as to prevent washing out of the seed .
•
02008-6
3883.001
D.
E.
RESTORATION OF SURFACES -SECTION 02008
Any washout or damage which occurs shall be regraded and
reseeded until a good sod is established.
The Contractor shall maintain the newly seeded areas, including
regrading, reseeding, watering and mowing, in good condition.
2.10 OTHER TYPES OF RESTORATION
A. Trees, shrubs and landscape items damaged or destroyed as a
result of construction operations shall be replaced in like species and
size.
1 . All planting and care thereof shall meet the standards of the
American Association of Nurserymen.
B. Water courses shall be reshaped to the original grade and cross-
section and all debris removed. Where required to prevent erosion,
the bottom and sides of the water course shall be protected.
C. Culverts destroyed or removed as a result of the construction
operations shall be replaced in like size and material and shall be
replaced at the original location and grade. When there is minor
damage to a culvert and with the consent of the Engineer, a repair
may be undertaken, if satisfactory results can be obtained.
D. Should brick pavements be encountered in the work, the restoration
shall be as directed.
2.11 MAINTENANCE
7/90
A. The finished products of restoration shall be maintained in an
acceptable condition for and during a period of one year following
the date of Substantial Completion or other such date as set forth
elsewhere in the Contract Documents.
-END OF SECTION -
•
•
7/90
EARTHWORK -SECTION 02200
02200-1
3883.001
PART 1 -GENERAL
1.01 DESCRIPTION
A. Work Specified
B .
1. Excavation and backfilling including the loosening, removing,
refilling, transporting, storage, and disposal of all materials
classified as "earth" necessary to be removed for the
construction and completion of all work under the Contract.
2. Excavation to the widths and depths shown on the Contract
Drawings, specified or directed.
3. Excavations are to be scheduled and performed in order that
the accumulation of surface and subsurface water is
minimized.
Related Work Specified Elsewhere
1. Landscaping: Section 02221
2. Select Fill
3. Structural Excavation, Backfill and Compaction.
4. Soil/Sludge Stabilization, Removal, and Disposal: Section
022240
C. Definitions
1. Excavation (or Trenching)
Grubbing, stripping, removing, storing and rehandling
of all materials of every name and nature necessary to
be removed for all purposes incidental to the
construction and completion of all the work under
Construction;
All sheeting, sheetpiling, bracing and shoring, and the
placing, driving, cutting off and removal of the same;
•
•
•
02200·2
3883.001
7/90
2.
3.
EARTHWORK • SECTION 02200
Earth
The maintenance, accommodation and protection of
travel;
The supporting and protection of all tracks, rails,
buildings, curbs, sidewalks, pavements, overhead
wires, poles, trees, vines, shrubbery, pipes, sewers,
conduits or other structures or property in the vicinity
of the work, whether over or underground or which
appear within or adjacent to the excavations, and the
restoration of the same in case of settlement or other
injury;
All temporary bridging and fencing and the removing of
the same.
All materials such as sand, gravel, clay, loam, ashes,
cinders, pavements, muck, and roots or pieces of
timber, soft or disintegrated rock, not requiring
blasting, barring, or wedging from their original beds,
and specifically excluding all ledge or bedrock and
individual boulders or masonry larger than one·half
cubic yard in volume.
Backfill
The refilling of excavation and trenches to the line of
filling indicated on the Contract Drawings or as directed
using materials suitable for refilling of excavations and
trenches; and the compacting of all materials used in
filling or refilling by rolling, ramming, watering, puddling,
etc., as may be required.
4. Spoil
Surplus excavated materials not required or suitable for
backfills or embankments .
•
7/90
02200-3
3883.001
EARTHWORK -SECTION 02200
5. General Fill
General fill shall be approved excavated earth, free
from frost, boulders, rubbish, stumps, trees, roots,
wood, sod or other undesirable materials. Fill will be
furnished from off-site sources. General fill shall be
classified as GW, GP, GM. GC, SW, SP, SM, SC, ML,
or CL in accordance with ASTM D 2487. Also liquid
limit and plasticity index of the soil shall not exceed 40
and 15 respectively. The maximum dry density
determined per ASTM D 1557 shall be no less than 105
psi.
1.02 QUALITY ASSURANCE
A. The owner will engage a soil testing and inspection service for quality
control testing during earthwork operations.
1.03 SUBMITIALS
A. Reports of all field and laboratory tests.
B. Copies of all necessary permits and certifications of waste haulers
and disposal facilities.
C. Properly executed manifests (as required) and written certification of
proper transport and final disposal.
1.04 REFERENCES
A. American Society for Testing and Materials (ASTM)
1.05 JOB CONDITIONS
A. Existing Utilities: Location of existing underground and overhead
utilities in areas of work shall be the responsibility of the Contractor.
If utilities are to remain in place, Contractor shall provide adequate
means of support and protection during earthwork operations.
----------
•
•
02200-4
3883.001
7/90
EARTHWORK -SECTION 02200
B. Protection of Persons and Property: Contractor shall barricade open
excavations occurring as part of this work.
C. Contractor shall protect structures, rail lines, utilities, sidewalks,
pavements, and other facilities from damage caused by settlement,
lateral movement, undermining, washout and other hazards caused
by earthwork operations.
D. Work shall be organized so as to minimize disruption to ongoing
activities at the facility, i.e. truck washing operations, etc ..
PART 2 -PRODUCTS
2.01 DESCRIPTION
A. Wood Sheeting and Bracing
1. Shall be sound and straight; free from cracks, shakes and
large or loose knots, and shall have dressed edges where
directed.
2. Shall conform to National Design Specifications for Stress
Grade Lumber having a minimum fiber stress of 1200 pounds
per square inch.
B. Steel Sheeting and Bracing
1. Shall be sound
2. Shall conform to ASTM A328 with a minimum thickness of 3/8
inch.
PART 3 -EXECUTION
3.01 UNAUTHORIZED EXCAVATION
A. Limits of Excavation
1. Excavations shall be made to the elevations of subgrade
specified .
• 7/90
EARTHWORK -SECTION 02200
02200-5
3883.001
2. Whenever excavations are carried beyond or below the lines
and grades shown on the Contract Drawings, or as given or
directed by the Engineer, all such excavated space shall be
refilled with select fill material as directed by the Engineer. All
refilling of unauthorized excavations shall be at the
Contractor's expense.
3 All material which slides, falls or caves into the established
limits of excavations due to any cause whatsoever, shall be
removed and disposed of at the Contractor's expense and no
extra compensation will be paid the Contractor for any
materials ordered for refilling the void areas left by the slide,
fall or cave-in.
4. In no case will undercutting excavation faces be permitted.
B. Dust Control
1. The contractor shall provide control of dust and m1nim1ze
exposure to airborne dust generated at all times in all areas
being excavated, graded or otherwise disturbed as well as all
access roads traveled by equipment. As necessary or as
directed by the Engineer a water spray will be applied directly
over the area of activity or some equivalent, approved means
shall be used to control dust. The use of calcium chloride or
oils to control dust on suriaces is prohibited.
3.02 REMOVAL OF WATER
A. General
1. The Contractor shall at all times during construction, provide
and maintain proper and satisfactory means and devices for
the removal of all water entering the excavations, and shall
remove all such water as fast as it may collect, in such
manner as shall not interiere with the execution of the work.
2. Unless otherwise specified, all excavations which extend down
to or below the static ground water elevations shall be
dewatered by lowering and maintaining the ground water
•
02200-6
3883.001
7/90
EARTHWORK -SECTION 02200
beneath such excavations at all times when work thereon is
in progress during subgrade preparation and the placing of
the structure or pipe thereon.
3. Where the presence of fine grained subsurface materials and
a high ground water table may cause the upward flow of
water into the excavation with a resulting quick or unstable
condition, the Contractor shall install and operate a wellpoint
system to prevent the upward flow of water during
construction.
4. Water pumped or drained from excavations, or any sewers,
drains or water courses encountered in the work, shall be
disposed of in an appropriate manner without injury to
adjacent property, the work under construction, or to
pavements, roads, drives, and water courses.
5. Any damage caused by or resulting from dewatering
operations shall be the sole responsibility of the Contractor.
B. Work Included
1. Excavation of lagoon sludges.
2. Furnishing and operation of pumps, wellpoints, and
appurtenances needed to maintain thorough drainage of the
work in a satisfactory manner.
C. Wellpoint Systems
1. Installation
a. The wellpoint system shall be designed and installed
by or under the supervision of an organization whose
principal business is wellpointing and which has at
least five consecutive years of similar experience and
can furnish a representative list of satisfactory similar
operations .
•
7/90
02200-7
3883.001
EARTHWORK -SECTION 02200
b. Wellpoint headers, points and other pertinent
equipment shall not be placed within the limits of the
excavation in such a manner or location as to interfere
with the laying of pipe or trenching operations or with
the excavation and construction of other structures.
c. Detached observation wells of similar construction the
wellpoints shall be installed at intervals of not less than
50 feet along the opposite side of the excavation from
the header pipe and line of wellpoints, to a depth of at
least five feet below the proposed excavation. In
addition, one wellpoint in every 50 feet shall be fitted
with a tee, plug and valve so that the wellpoint can be
converted for use as an observation well. Observation
wells shall be not less than 1-1/2" in diameter.
d. Standby gasoline or diesel powered equipment shall be
provided so that in the event of failure of the operating
equipment, the standby equipment can be readily
connected to the system. The standby equipment
shall be maintained in good order and actuated
regularly not less than twice a week.
2. Operation
a. Where wellpoints are used, the ground water shall be
lowered and maintained continuously (day and night)
at a level not less than two feet below the bottom of
the excavation. Excavation will not be permitted at a
level lower than two feet above the water level as
indicated by the observation wells.
b. The effluent pumped from the wellpoints shall be
examined periodically by qualified personnel to
determine if the system is operating satisfactorily
without the removal of fines.
c. The water level shall not be permitted to rise until
construction in the immediate area is completed and
the excavation backfilled.
• 02200-8
3883.001
EARTHWORK -SECTION 02200
3.03 SHEETING AND BRACING
7/90
A. Installation
1. The contractor shall furnish, place and maintain such sheeting
bracing, and shoring as may be required to support the sides
and ends of excavations in such manner as to prevent any
movement which could, in any way, injure the pipe, effect the
limits of the site, or other work, diminish the width necessary
for construction, or otherwise damage or delay the work of
the Contract.
2. In no case will bracing be permitted against pipes or other
structures in trenches or other excavations.
3. Sheeting shall be driven as the excavation progresses, and in
such a manner as to maintain pressure against the original
ground at all times. The sheeting shall be driven vertically
with the edges tight together, and all bracing shall be of such
design and strength as to maintain the sheeting in its proper
position
4. The contractor shall be solely responsible for the adequacy of
all sheeting and bracing.
8. Removal
1. In general all sheeting, bracing, whether of steel, wood or
other material, used to support, the sides of trenches or other
open excavations, shall be withdrawn s the trenches or other
open excavations are being refilled.
2. After final use, all sheeting shall be cleaned and
decontaminated and removed from the site.
3. If sheeting is ordered to be left in place, it shall be cut off or
driven down as directed so that no portion shall remain within
1 inches of the finished ground surface.
1 •
7/90
EARTHWORK -SECTION 02200
3.04 BACKFILLING
A. General
02200-9
3883.001
1. All excavations shall be backfilled to the original surface of the
ground or to such other grades as may be shown, specified
or directed.
2. Backfilling shall be done with general fill which can be
satisfactorily compacted during refilling of the excavation. In
the event the excavated materials are not suitable, Special
Backfill as specified or ordered by the Engineer shall be used
for backfilling. Unsuitable, uncontaminated excavated
materials are to be removed from the job site by the
contractor at his expense. Suitable, uncontaminated materials
shall be stockpiled separately from contaminated materials
and used for general backfilling.
3. Any settlement occurring in the backfilled excavations shall be
refilled and compacted.
B. Unsuitable Materials
1 . Stones, pieces of rock or pieces of pavement greater than 4
inches in any single dimension shall not be used in any
portion of the backfill.
2. All stones, pieces of rock or pavement shall be distributed
through the backfill and alternated with earth backfill in such
a manner that all interstices between them shall be filled with
earth.
3. Frozen earth shall not be used for backfilling.
C. Compaction
1. The compaction shall be as sp~cified for the type of
earthwork, i.e., structural, trenching or embankment.
• 02200-10
3883.001
EARTHWORK -SECTION 02200
a. Compaction specified shall be 90 percent of maximum
dry density.
b. The compaction equipment shall be suitable for the
material encountered.
2. Where required, to assure adequate compaction, in-place
density testing shall be made by an approved testing
laboratory.
a. The moisture-density relationship of the backfill material
shall be determined by ASTM 0698, Method O.
1. Compaction curves for the full range of
materials used shall be developed.
b. In-place density shall be determined by the methods of
ASTM 1556 or ASTM 02922 and shall be expressed as
a percentage of maximum dry density.
3. Where required, to obtain the optimum moisture content, the
Contractor shall add, at his own expense, sufficient water
during compaction to assure the specified maximum density
of the backfill. If, due to rain or other causes, the material
exceeds the optimum moisture content, it shall be allowed to
dry before resuming compaction or filling efforts.
4. The Contractor shall be responsible for all damage or injury
done to pipes, structures, property or persons due to
improper placing or compacting of backfill.
3.05 STORAGE OF MATERIALS
7/90
A. Excavated Materials
1 . All on-site excavated materials shall be stored at on-site
locations so as not to endanger the work, and so that easy
access may be had at all times to all parts of the excavation
• 7/90
EARTHWORK -SECTION 02200
02200-11
3883.001
and so as not to interfere with the owner's operation. All
suitable noncontaminated material shall be stored on-site and
used for general backfill.
2. Temporary Staging in the form of placing material on
visqueen, covering with visqueen, and providing sufficient
ballast to maintain the cover Q.e. placing of planks or rubber
tires on top of the cover) and prohibit migration of dust and
materials from the containment area will be allowed for both
contaminated and non-contaminated materials. Materials
cannot be temporarily staged for more than 48 hours; that is
the duration of time between excavations and loading of any
contaminated materials cannot exceed 48 hours.
3. All potentially contaminated soil shall be stored separately
from non-contaminated soil. For this contract contaminated
soil is defined as soil that does not meet the criteria listed in
Table 10 of the document entitled "Closure/Post Closure Plan
for Central Transport, Inc., Charlotte, North Carolina".
3.06 DISPOSAL OF MATERIALS
A. Disposal
1. All suitable non-contaminated material shall be used for on-
site backfilling.
2. All other material will be disposed of as specified in Section
02240.
3.07 OTHER REQUIREMENTS
A. Drainage
1. All material deposited in roadway ditches or other water
courses shall be removed immediately after backfilling is
completed and the section grades and contours of such
ditches or water courses restored to their original condition,
in order that surface drainage will be obstructed no longer
than necessary .
•
•
02200-12
3883.001
7/90
EARTHWORK -SECTION 02200
B. Unfinished Work
1. When, for any reason, the work is left unfinished, all trenches
and excavations shall be filled and all roadways, sidewalks
and watercourses left unobstructed with their surfaces in a
safe and satisfactory condition. The surface of all roadways
and sidewalks shall have a temporary pavement.
C. Hauling Material on Streets
D.
1. When it is necessary to haul material over the streets or
pavements, the Contractor shall provide suitable tight vehicles
so as to prevent deposits on the streets or pavements. In all
cases where any materials are dropped from the vehicles, the
Contractor shall clean up the same as often as required to
keep the crosswalks, streets and pavements clean and free
from dirt, mud, stone and other hauled material.
Hauling Material Offsite
1. Prior to leaving the site, all equipment which has been in
contact with the excavated soils shall be decontaminated to
the satisfaction of the Engineer. Decontamination of
equipment shall be in accordance with Specification Section
2.
Equipment Decontamination Procedures.
Decontamination of equipment shall take place on-site on a
decontamination area constructed, operated, and maintained
by the Contractor. The decontamination area shall consist of
an impermeable are (sloped to a sump area) with appropriate
height curbing and in accordance with the aforementioned
Specified Section . The contractor shall be responsible
for the complete operation of the decontamination area and
shall treat all wash water collected in accordance with all
Federal, State, and Local regulations.
All excavated material destined for offsite disposal at a
chemical waste disposal facility will be transported in suitable
containers in accordance with 40 CFR Part 761. Bulk trailers
shall be watertight.
•
• 7/90
02200-13
3883.001
EARTHWORK -SECTION 02200
3. The Contractor is responsible for obtaining all state, county,
and town permits, or variations to allow transport of any and
all materials or equipment on public roadways.
D. Safety Equipment
1. The Contractor shall provide all necessary safety equipment
to his employees, the Engineer and his representatives, and
the Owner's representatives. The following minimum safety
equipment will be used at all times by all personnel located
within the limits of the site where contact with contaminated
material may result.
Hard hats and steel reinforced protection boots.
Safety glasses or goggles complying with OSHA
Standard ANSI 287.1-1968.
Disposal rubber boots or overshoes.
Nonporous disposable coverall.
Full face respirator with high-efficiency dust/mist/
particulate organic vapor combination cartridges.
All disposal safety equipment shall be stored at and disposed
of at locations approved by the Engineer. The use and care
of Safety Equipment shall be in accordance with the approved
Health and Safety Plan.
2. The Contractor shall comply with all of the provisions covering
workers involved in hazardous waste operations as set forth
in 29 CFR 1910.120.
3. The Contractor shall comply with all safety standards required
by the Owner.
E. Dust Control
1. It shall be the sole responsibility of the Contractor to control
the dust created by any and all of his operations to such a
degree that it will not endanger the safety and welfare of the
general public .
i.
•
02200-14
3883.001
7/90
EARTHWORK -SECTION 02200
F. Test Pits
1. For the purpose of obtaining detail locations of underground
obstructions, the Contractor shall make excavations in
advance of the work. Payment for the excavations ordered by
the Engineer will be made under an appropriate item of the
Contract.
G. Stability of Excavations
1.
2.
The Contractor shall shore and brace excavations as required
to prevent cave-ins, and to protect adjacent structures,
facilities and utilities.
The Contractor shall remove shoring when no longer required,
unless otherwise directed or approved by the Engineer.
-END OF SECTION -
•
•
02240-1
3883.001
SOIL/SLUDGE STABILIZATION, REMOVAL AND DISPOSAL-SECTION 02240
PART 1 GENERAL
1.01 DESCRIPTION
A. Work Included
1. Work to be performed under this section shall consist of all
labor materials, supplies and equipment necessary for the
excavation, transfer, stabilization, stockpiling and disposal of
sludges and contaminated soils from the existing surface
impoundments (Lagoon 1 and Lagoon 2). Excavation of
sludges shall be to the grades specified or shown, or as
directed by the Owner.
B. Related Work
1. Earthwork: Section 02200
2. Soil Testing Protocol: Section 02001
3. Landscaping: Section 02900
1.02 REFERENCES
A. American Standards for Testing and Materials (ASTM)
B. United States Environmental Protection Agency (USEPA)
1.03 QUALITY ASSURANCE
7/90
A. All field and laboratory testing to demonstrate compliance with this
section shall be performed by the Contractor.
B. Test methods shall be as follows, or alternate methods as approved
by the Owner.
1. Unconfined compressive strength -laboratory testing per
ASTM D 2166 of representative samples for the full-scale
stabilization process .
• 02240-2
3883.001
SOIL/SLUDGE STABILIZATION. REMOVAL AND DISPOSAL-SECTION 02240
2. Volume change -field testing of samples stabilized in the
same manner and with the same formulation as used in the
full-scale stabilization process.
3. Consistency -laboratory testing per USEPA Method 9095-
SW846 (Paint Filter Test) of representative samples for the full-
scale stabilization process.
4. Leachability -laboratory testing per USEPA Method 1311
(Toxicity Characteristic Leaching Procedure) of representative
samples for the full-scale stabilization process.
1.04 SUBMITTALS
A. Proposed stabilization techniques, including excavation and mixing
techniques.
B. Laboratory Analytical Data
c. Results from field analyses.
D. Layout drawing showing location for mixing area, storage area,
loading/scales area, "cleanzone", etc.
E. Documentation providing evidence of compliance with OSHA 29 CFR
1910.120 training requirements.
PART 2 PRODUCT
2.01 GENERAL
7/90
A. The product of the sludge stabilization shall be a stabilized material
which meets the performance criteria specified herein.
B. Volume Change -The stabilization process shall result in a maximum
volume change of + 20 percent.
• 02240-3
3883.001
SOIL/SLUDGE STABILIZATION. REMOVAL AND DISPOSAL-SECTION 02240
C. Consistency -The stabilized material shall, prior to shipment to the
landfill, be absent of free liquids.
D. Leachability -The stabilized sludge will meet the maximum
concentration levels listed in Table 1 of 40 CFR 261.24 (TCLP test).
E. Unconfined Compressive Strength -the stabilized material shall, after
a maximum curing time of seven days, possess a minimum
unconfined compressive strength of 15 psi.
2.02 STABILIZATION PILOT TEST
7/90
A Prior to the initiation of sludge stabilization work, a stabilization pilot
test will be performed to establish a proposed stabilization
methodology, and to demonstrate the proposed methodology will
produce a stabilized material which meets the specified performance
criteria.
B. The stabilization pilot test shall be performed on a minimum 200
gram sample of existing sludge. The sludge shall be a composite
sample from different sections of the lagoon. Prior to conducting the
test, the following characteristics of the sludge shall be determined:
1. Density @ 20°C (g/cc)
2. Total suspended solids (mg/I)
3. Volatile suspended solids (mg/I)
4. Total percent solids (% by weight)
5. Leachability (TCLP)
C. During the mixing process the temperature of the sludge will be
monitored and significant releases of heat will be noted.
D. The results of the stabilization pilot test shall include the results of all
the tests listed in section 1.03, along with the recommended
admixture, mixing time, and curing time.
•
02240-5
3883.001
SOIL/SLUDGE STABILIZATION. REMOVAL AND DISPOSAL-SECTION 02240
3.03 BACKFILL AND COVER
A. Upon receipt of cleanup verification sampling results showing the
lagoon to be clean, the lagoon shall be backfilled to the grades
shown on the Contract Drawings.
B. Backfill shall be completed in accordance with the Section entitled
"Earthwork".
C. Surface restoration shall be completed in accordance with the
section entitled "Landscaping".
D. No runoff or drainage from contaminated areas, stockpile areas, haul
roads, or other areas in contact with contaminated materials shall be
allowed to enter the backfilled lagoon area.
3.04 TESTING
7/90
A. Testing from the full-scale stabilization process shall be conducted
to demonstrate compliance with this section.
B. Frequency of testing shall be a minimum of one sample per 2,000
cubic yards of material stabilized.
END OF SECTION
•
LANDSCAPING -SECTION 02900
02900-1
4144.001
PART 1 -GENERAL
1.01 DESCRIPTION
A. Work Included
1. Work to be performed under this section shall consist of all
labor, materials, equipment and supplies necessary to furnish
and install the alluvial sand, topsoil, fertilizer, seed, and mulch;
the preparation of the subgrade and the placing of the topsoil,
fertilizer, seed and mulch.
2. The maintenance required until acceptance.
B. Related Work
1. Earthwork: Section 02220
1.02 REFERENCES
A. American Society of Testing and Materials (ASTM)
1.03 SUBMITTALS
7/90
A. The Contractor shall submit for approval by the Owner a written
statement giving location of properties from which topsoil is to be
obtained, names and addresses of owners, depth to be stripped and
the crops grown during the past two years.
B. The Contractor shall submit seed vendor's certified statement for the
grass seed mixture required, stating common name, percentage by
weight, and percentages of purity, and germination.
C. The Contractor shall submit for approval by the Owner all data
concerning hydroseeding equipment (if used) including all material
application rates.
D. Topsoil test results, as specified .
•
02900-2
4144.001
LANDSCAPING -SECTION 02900
PART 2 -PRODUCTS
2.01 TOPSOIL
7/90
A. The topsoil shall be natural, fertile, friable granular soil characteristic
of productive soils in the vicinity. No admixtures of subsoil will be
allowed. Topsoil must be uniform in composition and texture, clean,
and free from clay lumps, stones, weeds, stumps, roots, toxic
substances, and debris or similar substances 2 inches or more in
greatest dimension.
B. Topsoil shall meet the following requirements:
1. The pH of the material shall be between 5.5 and 7.6
2. The organic content shall be not less than 2% nor more than
20% .
3. Gradation:
Sieve Size
2 inch
1 inch
1/4 inch
No. 200 mesh
Percent Passing by Weight
100
85 to 100
65 to 90
20 to 80
4. The plasticity index (Pl) of the portion passing the number 40
sieve shall be less than 4 as determined by ASTM 0423 and
0424.
C. A minimum of three representative samples shall be tested for
acidity, fertility, liquid limit (ASTM 0423), plastic limit (ASTM 0924)
and gradation by an approved testing agency at Contractor's
expense. The results shall be submitted to the Engineer for
approval.
LANDSCAPING -SECTION 02900
02900-3
4144.001
2.02 GRASS SEED
A. Grass seed mixture shall be fresh, clean, of current season's crop
and shall be delivered in unopened containers bearing the
guaranteed analysis of the mix.
B. Seed Mixtures:
Common Name
Timothy
Clover
Perennial Ryegrass
Annual Ryegrass
By Weight % Purity
30 90
20 90
40 90
10 90
% Germination
90
90
90
90
2.03 FERTILIZER
A. Fertilizer shall be of commercial stock, of neutral character, with
elements derived from organic sources. It shall be a complete,
prepared and packaged material and shall contain a minimum of
10% nitrogen, 10% phosphoric acid and 10% potash. Each bag of
fertilizer shall bear the manufacturer's guaranteed statement of
analysis.
2.04 MULCH
A. Mulch shall be stalks of oats, wheat, rye or other approved crops
free from noxious weeds, mold, or objectionable material, and shall
be in an air dry condition when placed.
PART 3 -EXECUTION
3.01 INSTALLATION LOCATIONS FOR LANDSCAPE MATERIALS
7/90
A. The areal extent of the completed clay cap shall be covered by a
minimum of 6 inches of topsoil meeting the requirements of this
•
02900-4
4144.001
LANDSCAPING -SECTION 02900
Section. It shall then be seeded, mulched and fertilized in
accordance with this Section.
B. All surfaces excluding the clay cap as described above which have
been constructed during the course of the contract or that have been
disturbed or damaged during completion of the work shall receive a
minimum of 6 inches of topsoil; all surfaces shall then be seeded,
mulched, and fertilized in accordance with this Section.
3.02 APPLICATION PROCEDURES
7/90
A. Finished grade shall conform to the lines and grades shown on the
Contract Drawings. Any irregularities shall be corrected before the
placement of grass seed, fertilizer and mulch.
B. The Contractor shall proceed with the complete landscape work as
rapidly as portions of the Contract Work Area become available,
working within seasonal limitations for each kind of work required.
C. The fertilizer shall be applied uniformly with a mechanical spreader
at the rate of 20 pounds per 1000 square feet. Following the
application of the fertilizer and prior to application of the seed, the
surface shall be scarified to a depth of 2 inches with a disk or other
suitable method.
D. The seed mixture shall be applied uniformly upon the prepared
surface with a mechanical spreader at a rate of not less than six
pounds per 1000 square feet. One half of the seed shall be sown in
one direction, and the remainder at right angles to the first sowing.
The seed shall be raked lightly into the surface and firmed with a
roller having a weight not exceeding 90 pounds per foot of roller
length. Seeding shall be suspended when wind velocities exceed 5
miles per hour or as directed by the Owner. Seeding shall not be
done when the ground is frozen, snow-covered, or in an
unsatisfactory condition for planting.
E. Seeded areas shall then be protected from erosion by application of
a uniform continuous 2" thick blanket of mulch. Excessive amounts
• LANDSCAPING -SECTION 02900
02900-5
4144.001
or bunching of mulch will not be permitted. Mulch shall be left in
place and allowed to disintegrate and shall be anchored as required
by a method approved by the Owner. Any anchorage or mulch that
has not disintegrated at time of first mowing shall be removed.
F. Following application of the mulch, the seed bed shall be moistened.
A muddy soil condition will not be acceptable.
G. Seeded areas shall be watered as often as required to obtain
germination and to obtain and maintain a satisfactory growth.
Watering shall be done in such a manner as to prevent washing out
of seed and damaging of cap.
H. A stand of grass shall be defined as not less than 100 grass plants
per square foot. The stand of grass resulting from the seeding shall
not be considered satisfactory until accepted by the Owner. In areas
greater than one (1) square foot which do not have an acceptable
stand of grass, the remaining mulch will be removed and the area
shall be reseeded, refertilized and remulched as per the above
application procedures at the Contractor's expense.
I. Hydroseeding may be accepted as a method of applying fertilizer,
seed and mulch. The Contractor must submit all data regarding
materials and application rates to the Owner for approval if
hydroseeding is proposed by the Contractor.
3.03 MAINTENANCE OF GRASS AREAS
7/90
A. Maintenance Period
1. Maintenance period shall commence immediately after the
placement of landscape materials.
2. Maintenance shall be continued for the period required to
establish an acceptable growth, but for not less than 60 days
after the date of substantial completion.
3. If seeding is not completed before -~~~~~--_,......
maintenance shall be continued through the following spring
02900-6
4144.001
LANDSCAPING -SECTION 02900
season until an acceptable growth is established. Winter
maintenance shall include protection of the completed Work,
and immediate repair of all damage.
B. Maintenance shall include the following items:
7/90
1. Erosion channels, gullies or other damage to all graded or
covered surfaces will be stabilized by fill, and revegetated as
specified herein.
2. Areas within covered or graded surfaces which experience
subsistence or settling shall be filled, and revegetated as
specified herein.
3. Seeded areas shall be mowed and raked, weeded, watered,
fertilized, overseeded, remulched or otherwise maintained to
establish an acceptable growth.
4. Seeded areas shall be mowed to a height of 2 inches
whenever the average height of the grass reaches 3 inches.
-END OF SECTION -
•
I.
AppendixG
~
ii!!!!!!! ... =,
UBAIEN Ei GERE
•
Appendix G
Semi-Annual Inspection Log
•
•
Appendix H
~ ~ll!~
aBAIEN Ei GEAE
Appendix H
Financial Assurance Mechanism
•
•
•
APPENDIX B
FINANCIAL ASSURANCE MECHANISM
A letter of credit will be issued by the North Carolina National
Bank to central Transport, Inc. for $2.5 million to cover both
closure and post closure costs. Both the letter of credit and the
standby trust agreement are being processed and will be finalized
imminently.
Copies of these documents will be included in the final closure
plan submission .