Cenco_Closur-Post Closure Plan-Jan91-OCR

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William F. Hamner, Head
Permitting Branch
January 4, 1991
Page 2
Three (3)
Three (3)
Replacement covers, table of contents
spine label to replace those included in
July 1990 Closure Plan submittal
and
the
Complete notebooks which have been updated to
include the replacement sections and figure
described above.
These sections have been updated to incorporate comments made in
the following correspondence:
October 23, 1990 letter from James A. Carter
November 20, 1990 response from OBG
December 11, 1990 acknowledgement from your office
As you are aware, OBG, on behalf of Central Transport, Inc. is
working with Mr. Robert Glaser, Hydrogeologist to complete a ground
water investigation designed to further assess ground water flow
direction and quality at the site. No changes have been made in
the closure plan to address comment 12 in the October 23, 1990
letter, pending the outcome of this investigation. Revisions to
Section E Ground Water Monitoring will be necessary to
incorporate the results of the investigation.
The following summarizes where changes were made in the closure
plan to address specific comments as numbered in the October 23,
1990, letter:
#1 Representative raw data was provided with the November 20,
1990 response from OBG. The request to include 2-chloroethyl
vinyl ether was incorporated in paragraph F-lb(2)f(ii)
Sampling and Testing Program
#2 See paragraph F-lb(2)b(iv) On Site stabilization Sampling and
Testing Program
#3 See paragraph F-lb(2)f(ii) Sampling and Testing Program and
Appendix F, Specification Section 02001
#4 See paragraph F-lb(2)f(i) Contaminated Soils Removal Criteria
#5 See paragraph F-lb(2)c Removal of structures and F-lb(2)d Off-
Site Disposal
#6 See paragraph F-lb(2)e Backfilling Lagoon Areas and Appendix
F, Specification Section 02200
OBRIEN & GERE
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William F. Hamner, Head
Permitting Branch
January 4, 1991
Page 3
#7 See paragraph F-lC Closure of Disposal Units
#8 See paragraph F-1b(2)f(iii) Contaminated
Decontamination Procedures
#9 See paragraph F-lb(2)f(iii) contaminated
Decontamination Procedure
#10 See paragraph F-1 Closure Plan
#11 Figure 7 has been included in this submittal
Equipment
Equipment
#12 See above regarding ongoing hydrogeologic investigation
#13 See paragraph F-2d Inspection Plan and revised Appendix G
#14 See paragraphs F-2 Post-Closure Plan, F-2b Post-closure
Security, F-2f Maintenance Plan, F-3 Notice to Local Land
Authority, and F-4, Notice in Deed.
#15 See paragraph F-2j Post Closure Certification
#16 See paragraph F-7 Post Closure Cost Estimate
Please advise
clarification.
if you require additional information or
Very truly yours,
O'BRIEN & GERE ENGINEERS, INC.
~/.3· A:·~ "ife~e B. R~siT," P.E.
Vice President
GBR:TLN:
cc: T. L. Norman-OBG
s. P. Shach-OBG
M. A. Wittner-OBG
J. Doyle, Esquire-Weinstein & Sturges, P.A.
M. Fleischaker, Esquire-Arent, Fox Kintner, et al
K. Nam, Esquire-Arent, Fox, Kintner, et al
G. Simpson-Central Transport, Inc •
L. Wellington-Central Transport, Inc.
0 6Cjl!;N & GERE
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Rl:PORT
Closure/Poat Closure Plan
Central Transport, Inc.
Charlotte, North Carolina
January 1991
Prepared by:
O'Brien & Gere Enqineers, Inc.
s201 Corporate Drive, suite 1120
Landover, Maryland 20785
i~fe1J~KW~ JID
JAN 0 7 19'11
HAZARDOUS WASTE SECTION
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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 ( 1) Indicator parameters 1 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(5)j
F-2e(5)k
F-2e(5)l
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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F-2f
F-2g
F-2h
F-2i
F-2j
Table of Contents
(continued)
Maintenance plan
Special waste management plan
Land treatment
Personnel training
Post Closure certification
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
REFERENCES
FIGURES
F-9 Liability requirements
Topographic Map
Floodplain Map
site Plan
1
2
3
4
5
6
Partial Site Plan & Geologic Cross Sections
Grading Plan
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 Using stabilization
11 TCLP Sample Results
12 EP Toxicity sample Results
13 Closure Cost Estimate
14 Post Closure Cost Estimate
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July 26, 1990
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 l and 2. A third pond (Figure
3) will be regraded to allow free drainage.
have been unintentionally created as a
Pond 3 appears to
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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aemEN 6 GERE
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July 26. 1990
SECTION A
PART A APPLICATION
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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SECTION B
FACILITY DESCRIPTION
July 26, 1990
B-l. G•meral Description 40 CFR 270.14(b)(l), 10 NCAC lOF
.0034(b) (5)
Central Transport, Inc. (CTI) is a company which provides
bulk hauling services to a variety of industries. The Central
Transport, Inc., Charlotte, NC terminal is located in the
northwestern section of the City of Charlotte, North Carolina.
The entire site consists of 30 acres, approximately 6 acres of
which are actively used for terminal operations. Lagoon 1,
Lagoon 2, and Pond 3 cover approximately 1. 25 acres. The
terminal operations began in 1969. The site had been farmed
prior to its purchase. The facility consists of a terminal
office, maintenance garage, truck washing bays, a boiler house
for steam production, a wastewater pretreatment system, former
waste treatment lagoons and parking facilities for empty tank
trucks.
Figure 1 is a topographic map of the area. There are
three houses, one mobile home and one church within 500 feet
from the surface impoundments. These structures are
upgradient of the lagoons and a public drinking water source
(CMUD) is available to them. The site is not within a 100
year flood plain (Figure 2). The nearest public drinking
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truck rinsewaters. In 1972, the Charlotte terminal was
connected to the CMUD Sanitary sewer System. Following this
connection, the lagoons served as a pretreatment system. ln
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 collll1\enced 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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July 26, 1990
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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B-ld Site Geology
The maximum depth of the subsurface investigation for
this project was 52 feet. Therefore, the discussion of the
site geology will be limited to the uppermost 52 feet of
overburden and bedrock.
The unconsolidated overburden material at the site ranges
from 15 feet thick to 30 feet thick on the eastern side of the
lagoons, and from 3 feet thick to 21 feet thick on the western
side of the lagoons. The overburden consists predominantly of
silt and clay, with some sand occurring. Fill was encountered
in MW2, east of Lagoon 1 (Figure 3).
The overburden is underlain by blue-gray fine-grained
sandstone on the eastern side of the lagoons (MW6, 7, 8) and
by light-gray and green-gray siltstone on the western side of
the lagoons (MW9, 10, 11). While the encountered bedrock is
predominantly sandstone and siltstone, gray to green-gray
quartzite was also encountered, at the bottom of overburden
borings MW4 and MW5.
soil Geotechnical Characteristics
Two rounds of soil borings were performed; one on
September 8-12, 1988, and one on September 6-8, 1989. On
September 8-12, 1988, four borings were conducted to examine
subsurface materials and assess their geotechnical
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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 0-1586-84/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 ?6, 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 sununarized 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 .
Overview -Soil Ouality
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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B-3 Floodplain standard 40 CFR 270.14(b)(ll!Ciiil, 10 NCAC
lOF .0034Cbl IS!
The site is not located within a 100 year flood plain as
shown on Figure 2 .
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SECTION C
WASTE CHARACTERISTICS
July 26, 1990
C-1 Chemical and Physical Analysis 40 CFR 270.14(bl (2), 40
CFR 26S.13(aJ, 10 NCAC lOF .0034(b) (5)
In order to comply with the intent of the Administrative
Order on Consent between CTI and the State of North Carolina
(executed May 30 1 1990), CTI has agreed to manage the surface
impoundments "subject to all closure, post-closure, ground
water and financial assurance requirements applicable to such
units under North Carolina Hazardous Waste Management Rule,
and the Solid Waste Management Act". Based upon knowledge of
operations at the facility and chemical analysis, the sludge
is neither a listed waste (40 CFR 261.30 33) nor a
characteristic hazardous waste (40 CFR 261.20 -24) under
either the "EP Toxicity" or "TCLP" tests. Tables 11 and 12
summarize these results.
In May of 1990, application for a Special Use Discharge
permit was made to the Charlotte-Mecklenburg Utility District.
(Permit G008 was received June 8,
connection with this application,
1990 Appendix C) . In
sampling and chemical
analysis of the lagoon discharge was conducted in November
1989 and February 1990. These results are presented on Table
3. A comparison of the lagoon water sample analyses to the
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CMUO effluent limitations demonstrates that all parameters are
within the pretreatment standard. A March 1988 investigation
indicated no contamination in the surface water of Pond 3
(Figure 3).
In April of 1988, an investigation was conducted to
estimate the quantity and characterize the sediments in the
three surface impoundments. A summary of the estimated
quantities of liquid and sludge present in April 1988 is
presented in Table 4. Sludge samples were extracted using
Lexan® tubing. Results of chemical analyses that were
performed on the April 1988 sludge samples are summarized in
Tables 5 (organics) and 6 ( inorganics) . Tables 5 and 6
include results for those compounds which were detected at
concentrations above the detection limit. Results have not
been included if the compound was not detected in the samples.
Approximately 1. o million gallons of water and 5, 200 cubic
yards of sludge are contained in Lagoons 1 and 2. The
chemical analyses of the sludge indicate that the compounds
that were present in the greatest concentration in Lagoons 1
and 2 were phthalates at concentrations ranging from 28 to
7,400 milligrams/kilogram (mg/kg, ppm). Phthalates were found
in the sediment from Pond 3 in concentrations ranging from 52
to 170 mg/kg. Trichloroethane, tetrachl oroethene,
trichlorobenzene, and toluene were present in the sludges of
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Lagoons 1 and 2 at concentrations ranging from less than
detectable to 1, 400 mg/kg. Aromatic hydrocarbons detected in
Lagoons 1 and 2 included toluene, (14-110 mg/kg) ethyl
benzene, (11-360 mg/kg) styrene, (4.2-120 mg/kg) and xylenes
(0.57-350 mg/kg). The following RCRA metals: Lead (0.003-
0.64 mg/kg), Chromium (0.026-0.309 mg/kg) Cadmium (0.0013-
0.005 mg/kg) and Barium (0.06-0.763 mg/kg), were detected in
the sludges of Lagoons 1 and 2, Lead (0.023-0.047 mg/kg) and
chromium (0.026-0.055 mg/kg) were detected in the sediments
from Pond 3.
C-2 Waste Analysis Plan 40 CFR 270.14 Cb) (3), 40 CFR 26S.13Cbl
and (cl, 10 NCAC lOF .0034(b) (5)
Physical and chemical analysis of the sludge have been
performed (Table 5 & 6) as described in Section C-1. A
stabilization treatability test was performed (Appendix D) to
assess which stabilization process/media will be most
effective. A description of the tr;eatability studies is
included in F-lb(2) 2b(ii) (page 38).
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Process
Information
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SECTION D
PROCESS INFORMATION
P-1 Waste Piles 40 CFR 270.lS(a), 10 NCAC lOF .0034{b) (9)
There are no waste piles located on the site.
D-2 Surf ace Impoundments
D-2a List of Wastes 40 CFR 270.17Cal. 10 NCAC lOF .0034(b) (8)
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.
P-2b Liner System Description 40 CFR 270.17(b) (1), 10 NCAC lOF
.0034 (b\ (8)
Lagoon l 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 purchase of the site, according to available
information. Lagoon 2 appears to be constructed of earthen
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July 26, 1990
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 270.21, 10 NCAC !OF .0034(b) (12)
There are no landfills located on the site.
D-4 Land Treatment 40 CFR 270.20(b), 10 NCAC lOF .0034(bl (11)
There is no hazardous waste land treatment performed on
site .
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Ground Water
Monitoring
aeRIEN 6 GERE
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SECTION E
GROUNDWATER MONITORING
July 26, 1990
A hydrogeologic investigation was conducted by O'Brien &
Gere Engineers, Inc. at the central Transport, Inc. Charlotte
site. The scope of work and findings are reported in the June
1990 report of the Hydrogeologic Investigation. In June 1990
a Draft Work Plan for the Supplemental Phase I Hydrogeologic
Investigation ("Work Plan") was submitted.
The supplemental hydrogeologic investigation outlined in
the Work Plan (Appendix E) is underway. Upon completion, the
results will be included in a supplemental Report of the
Hydrogeologic Investigation ("Supplemental Report").
Three rounds of ground water samples have been collected
from the monitoring wells installed at the site. The first
two rounds were collected in October 1989 and November 1989,
as part of the initial hydrogeologic investigation. The third
round was collected in June 1990, as part of the supplemental
hydrogeologic investigation.
A fourth round of ground water samples will be collected
in September 1990. The sampling procedures and protocols,
including wells to be sampled and analytical parameters, will
be the same as included in the Work Plan (Appendix E) .
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E-1 Groundwater Monitoring Data
A total of nine ground water monitoring wells have been
installed by drillers retained by o' Brien and Gere at the
site. The scope of work, protocols and findings are described
in a report entitled "Report of Hydrogeologic Investigation"
dated June 1990 by O'Brien & Gere Engineers, Inc. Eight
wells, (installation date is shown in parenthesis) designated
MW 1 (9/6/89), MW 2 (9/6/89), MW 6 (10/02/89), MW 7
(10/03/89). MW 8 (10/03/89) I MW 9 (10/19/89) I MW 10
(10/19/89), and MW 11 (10/19/89), were installed as part of
the initial investigation. The location of these wells is
shown on Figure 3. One well, designated MW 12, was installed
in June 1990 as part of the supplemental investigation. The
approximate location of this well is shown on Figure 3. Its
exact location will be shown on a Figure that will be part of
the Supplemental Report.
The results of the hydrogeologic investigation indicate
wells MW 1, 2, 6, 7, a, 9 1 and 10 are upgradient of the
disposal area.
disposal area.
Wells MW 11 and 12 are downgradient of the
Three downgradient wells are required for post closure
monitoring under the terms of the consent order. As
previously discussed with representatives of the state of
North Carolina, difficult drill rig access to the downgradient
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October 19, 1989 (Figure 3). The bedrock well installation
was completed using the air rotary drilling method, with a
nominal six-inch diameter bit. Drilling continued until a
depth ten feet below the water table was reached. Boring
logs containing detailed descriptions of the geologic
materials encountered during the drilling of each bedrock well
are included in Appendix B. The bedrock monitoring wells were
constructed using the same procedure as the overburden wells,
with the exception of MW7 1 which was constructed as a flush-
mounted well.
A field survey was conducted by General Surveyors, Inc.
of Charlotte, North Carolina to determine the location and
elevation of each of the eight wells. Both ground surface
elevations and top of PVC casing elevations were obtained for
each well. Refer to Figure 3 for well location and elevation
data.
E-lb Site Ground Water Flow Conditions
The water table was encountered in the overburden (above
auger refusal) at only two of the five soil boring locations,
MWl and MW2. Al though the underlying bedrock aquifer is
recharged with ground water that has been transmitted through
the overburden, there is apparently insufficient recharge to
maintain a continuous saturated zone above the bedrock. The
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July 26, 1990
data collected during the hydrogeologic investigation are
insufficient to draw conclusions regarding the degree of
hydraulic connection between the ground water encountered in
the overburden and the bedrock aquifer.
It should be noted that in a fractured bedrock aquifer,
both a hydraulic pathway and hydraulic potential are needed
for ground water flow. A pathway can be a joint or fracture
in the bedrock, as described in Section B-1 Geology.
Potential is indicated by ground water elevations, with
potential ground water flow from higher to lower elevations.
Data have been collected regarding potential, but not pathways
(ie, a fracture trace analysis has not been performed). A
fracture trace analysis is being conducted as described in the
Supplemental Work Plan-Appendix E.
The results of the hydrogeologic investigation indicate
that two potential flow regimes exist on the site. The
potential ground water flow direction on the eastern side of
the lagoons (MW6,7,B) is to the south-southwest. The
potential ground water flow direction on the western side of
the lagoons (MW9,l0,11) is to the east.
The topography of the site (Figure 1) suggests that the
two potential flow regimes may merge in a southerly direction
south of Lagoon 2 . There is no significant difference in
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July 26, 1990
hydraulic conductivities between the two potential flow
regimes.
The results of the supplemental investigation will be
contained in the Supplemental Report. The Supplemental Report
will contain additional information regarding site ground
water flow conditions and ground water quality.
E-lc Ground Water Sampling Procedures
Two rounds of ground water samples were collected. On
October 21-22, 1989, wells MW6, MW7, MW8, MW9, MW10, and MW11
were sampled. On November 14-15, 1989, the above set of wells
was sampled; in addition, MW1 and MW2 were sampled .
Before a well was sampled, the ground water elevation in
the well was measured. Then the volume of water standing in
the well was calculated. Three times the well volume was
removed from the well by bailing with a clean stainless steel
bailer, so that the ground water sample was representative of
the water in the screened section of the aquifer. The sampler
measured the temperature, pH, and specific conductance of the
ground water sample in the field. During the first round of
ground water sampling, the ground water samples collected for
metals analysis were filtered in the laboratory. During the
second round of sampling, the ground water samples collected
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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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Ground water sampling procedures and protocols are also
included in this report in Appendix E.
E-ld Overview -Ground Water Quality
A comprehensive discussion of the ground water sample
analytical results is included in the June 1990 Report of
Hydrogeologic Investigation, Presented below is a summary.
It should be noted at the outset of the discussion that the
analytical results provide a generally positive assessment of
site ground water quality. With the exception of manganese,
no metals, base/neutral extractable compounds, acid
extractable compounds nor volatile organic. compounds were
detected in MW11. While an isolated area of ground water
contamination has been detected at well MW7, the contamination
is relatively limited and does not appear to be related to the
lagoon.
The parameters detected in MW7 were phthalates, voes, and
phenols. Comparisons of the MW7 ground water results to both
the lagoon surface water results and the lagoon sludge results
indicate that neither Lagoon 1 nor Lagoon 2 appear to be the
source of the MW7 contamination .
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E-le Ground Water Quality
On October 21-22, 1989, a round of ground water samples
was collected from wells MW6, MW7, MW8, MW9, MWlO, and MWll.
On November 14-151 1989, a second round of samples was
collected from the same wells. In addition, ground water
samples were collected from MWl and MW2.
The samples were analyzed for total metals, Volatile
Organic Compounds, base/neutral extractables, acid
extractables, pesticides, and PCBs. The analytical results
are summarized in Table 8. Analytical parameters not de~ected
are not listed in Table a.
The reference for Safe Drinking Water Act (SDWA)
standards cited in the following discussion is the USEPA,
Office of Drinking Water, Fact Sheet Drinking Water
Regulations under the SDWA, June 1989.
The reference for the North Carolina ground water quality
standards cited in the following discussion is the North
Carolina Administrative Code, Title 151 Subchapter 2L
"Classifications and Water Quality Standards Applicable to the
Ground Waters of North Carolina", section . 0202 -"Water
Quality Standards", paragraph (g).
The seventy-two compounds regulated by the state of North
Carolina were included in the laboratory analyses, with the
exception of the following compounds: acrylamide, carbofuran,
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July 26, 1990
chloride, cis-1,2-dichloroethene, coliform organisms, color,
2,4-D, 1,2-dibromo-3-chloropropane, dichlorodifluoromethane,
p-dioxane, dioxin, total dissolved solids, epichlorohydrin,
ethylene dibromide, ethylene glycol, fluoride, foaming agents,
gross alpha particle activity, n-hexane, methoxychlor, methyl
ethyl ketone, nitrate, nitrite, oxamyl, radium-226 and radium-
228, styrene, sulfate, silvex, and trans-1,2-dichloroethene.
summary -Ground water Quality
Phthalates, voes, and phenols were detected in MW7 only.
Metals were detected in all of the ground water monitoring
wells, but, with the exception manganese and iron none were
detected at concentrations exceeding SOWA MDL' s or North
Carolina ground water quality standards. Furthermore, the
detection of metals in upgradient wells, as well as
downgradient wells (based on current ground water flow
potential data), is an indication that the metals may occur
naturally in the ground water.
E-2 Aquifer Identification
The hydrogeologic assessment of the site is included in
the Report. The Supplemental Report will contain additional
information regarding site ground water flow, as described in
the work Plan (Appendix E) .
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The uppermost aquifer at the site is considered to be the
bedrock aquifer, which is penetrated by wells MW 6, 7, 8, 9,
10, and 11. Ground water was encountered in the overburden at
only two of five soil boring locations, MW 1 and 2. Although
wells were installed at these two locations, ground water
occurrence in the overburden is neither continuous nor
correlatable. Therefore, the uppermost aquifer is considered
to be the bedrock aquifer. A more complete discussion of site
ground water flow conditions is given in Section E-1.
E-3 Contaminant Plume Description
As discussed above under E-1, ground water quality data
collected during the October 1989 and November 1989 rounds of
sampling indicate that, no ground water contamination related
to the lagoons has been detected.
plume to be delineated.
E-4 Post-closure Monitoring Program
Therefore, there is no
As discussed above in Section E-1, 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 has been detected.
Therefore, no hazardous constituents have entered the ground
water from a regulated unit .
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A post closure monitoring program as described in section
F-2. e will be implemented, unless the conclusion that no
hazardous constituents have entered the ground water from the
lagoons is refuted by either the results from the third and
fourth sampling rounds or by the supplemental Report. The post
closure monitoring will be amended if necessary pending
receipt of the analytical results.
E-5 Compliance Monitoring Program
A post closure monitoring program is proposed, therefore
no information will be provided for E-5 or any of its subject
headings. The entire E-5 section, together with all of its
subject headings is considered to be "not applicable".
E-6 corrective Action Program
A post closure monitoring program is proposed, therefore
no information will be provided for E-6 or any of its subject
headings. The entire E-6 section together with all of its
subject headings is considered to be "not applicable".
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SECTION F
CLOSURE AND POST CLOSURE REQUIREMENTS
F-1 Closure Plan 40 CFR 270,14(b)(13), 40 CFR 265.112, NCAC
10 ,0034(b)(S), 10 NCAC lOF. 0033(g)
In developing the Closure Plan, the following technical
issues were considered:
1.
2.
3
4.
Ground water quality
Physical and chemical characteristics of the sludge
Methods of sludge stabilization that will minimize
free liquids and reduce toxicity, thereby
inhibiting the possibility of release of
contaminants
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.
3. Hydrogeologic investigation of the site to assess
the potential release of contaminants •
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4. Waste analysis and characterization.
The Hazardous Waste Section will be notified before changes to
this closure plan are executed.
F-la Closure Performance Standard 40 CFR 265.111, 10 NCAC lOF
.0033(g)
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 monitoring 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 s, 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-lbCll Waste Pile Closure Activities 40 CFR 270.18(11,
40 CFR 258Cal & Cb), 10 NCAC lOF .0034(b) (9)
There are no waste piles located on the site.
F-lb ( 2 l Surface Impoundment Closure Activities 4 o CFR
270.17(g). 40 CFR 265.228(a) & (c). 10 NCAC lOF
.0034(b) (8), 10 NCAC lOF .0033(kl
F-lb(2)a Liquid Disposal
On June 8, 1990 Charlotte-Mecklenburg Utility
Department issued Special Use Permit No. GOOS
(Appendix C). This permit which is effective June
15, 1990, permits CTI to discharge 50,000 gallons
per day from the lagoons to the McAlpine Creek
Wastewater Treatment Plant. Table 3 includes a
compilation of pretreatment standards included in
40 CFR Part 414, Subparts D, E, F, and G.
To satisfy the terms of the CMUD Special use
Discharge permit, temporary on-site treatment will
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several organics including bis(2-ethylhexyl)
phthalate was reduced up to a factor of 16 using a
cement based stabilization agent.
Stabilization has been traditionally used for
inorganic wastes containing high levels of metals.
However, the use of stabilization in the treatment
of organic or complex mixtures of wastes has
increased. Stabilization of organic sludges or
complex mixtures (polyaromatic hydrocarbons, PCBs,
toluene, phthalates, aromatic chlorinated
hydrocarbons, VOC's) have been used at USEPA
"Super fund" sites (Selected US EPA Records of
Decision). Table 9 provides a listing of some of
the "Superfund" sites where stabilization of
sludges containing organics was used.
Preliminary stabilization tests were performed on
the sludge to assess the effectiveness of both
cement-based and pozzolanic processes (Appendix D).
Cement, fly ash, combinations of cement and fly
ash, hydrated lime and quicklime were tested.
sludge was mixed with stabilizing agents and
allowed to cure for three days. Cement, fly ash
and combinations of those two produced a stabilized
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product with no free water and the highest range of
unconfined compressive strengths.
F-lb(2)b(ii) Treatability Study
Treatability studies have been performed on the
sludge to assess the most effective method of
stabilizing the sludges, and thus rendering
potentially hazardous constituents immobile.
The test used a composite mixture of the sludge
from different areas of the lagoons. A TCLP test
was performed on a sample of the untreated sludge
to assess the baseline toxicity of the sludge.
Table 11 indicates that the sludge leachability
prior to treatment is below current TCLP regulatory
limits.
The sludge was weighed and placed into a plastic
cylinder. The stabilizing agent was weighed and
added to the sludge. During the mixing process
the temperature increase was recorded.
Following the curing period the volume increase and
sample properties of the stabilized sludge were
recorded. A Paint Filter test was performed to
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determine the presence of free liquids.
Unconfined compression tests were performed
according to ASTM D 2166. Stress 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 CTl because they provide the highest
ranges of unconfined compression strengths and
reduction in leachabili ty potential to near
detection limits (Appendix D).
F-lb(2)b(iiil on-Site Stabilization
Portland Cement and/or cement kiln dust, or an
approved equivalent, will be used on-site to
stabilize the sludges. The sludge will be mixed to
produce a homogeneous mixture. The lagoons are out
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disposed of as non-hazardous waste in an appropriate
landfill. If for any reason contaminated sludge or soil
is stockpiled prior to treatment, it will be done in a
manner that will prevent a release to the environemt.
Roll-off boxes or any other suitable means may be used to
prevent a release.
be the Piedmont
The recommended disposal cell will
Landfill and Recycling Center in
Kernersville, North Carolina.
F-lb(2le Backfilling Lagoon Areas
The contaminated sludge and soils will be removed and
disposed of off-site. Soil will be removed to
concentrations which meet acceptable soil clean-up
criteria. The areas formerly occupied by the lagoons
will be backfilled using suitable soil. No asphalt or
materials larger than two inches in diameter will be used
as backfill.
In order to demonstrate that no contaminated materials
will be used as backfill, the contractor will be required
to submit his source for fill for approval by the
engineer prior to beginning to backfill. If
documentation confirming that clean fill is being used is
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not provided, the Contractor will be required to take one
sample of fill per 50 cubic yards and analyze for
volatiles, acid/base/neutral extractables, and TCLP
metals and submit the results for review by the engineer
prior to placement of the fill.
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-lb(2lf Facility Decontamination
F-lb(2)f(il Contaminated Soils Removal Criteria
Visually contaminated soils from the bottom and
sides of Lagoons 1 and 2 will be removed to meet
acceptable soil clean-up criteria. Clean-up levels
will be based on site specific conditions,
including all constituents remaining in the soil at
the site. CTI reserves the right to submit a risk
assessment at a later date for review by a State
toxicologist .
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F-lb(2lfCii) sampling and Testing Program
Samples will be collected from the subsoils and
lagoon sides to assess if residual contamination
exists (See Appendix F for sampling protocols).
Due to the homogeneity of the soils underneath the
lagoon, as evidenced by the consitency of materials
in the boring logs, a large number of soil samples
will not be required. Each lagoon will be divided
into four quadrants. one discrete sample will be
taken from the bottom and one discrete sample will
be taken from the side wall of each quadrant for a
total of eight samples per lagoon. During the
first verification round, samples will be analyzed
for the indicator parameters listed in Appendix F,
Section 02001 Soil Testing Protocol. Once the
excavated soil meets the established clean-up
criteria the soil will be sampled and analyzed for
all volatiles, acid/base/neutral extractables
including 2-chloroethyl vinyl ether, and TCLP
constituents. Excavated, contaminated soils will
be stabilized as necessary and disposed of off-site
in the same manner as the stabilized sludges .
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F-lbC2lf(iiil 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. The decontamination pad will be
constructed in a manner that will prevent a release
to the environment. Decontamination will include a
tap rinse followed by steam or high pressure
cleaning to remove visible sol.ids. Rinse waters
will be collected and discharged to CMUD in
accordance with the Special Use Discharge permit
GOOS (Appendix C). Prior to discharge, the rinse
water will be sampled in order to verify
decontamination. The equipment and structures will
be considered decontaminated when the
concentrations of all constituents are below the
detection 1 imi ts recommended in SW-846 or below
drinking water standards when they exist.
Disposable sampling equipment and protective
clothing will be containerized and disposed of in a
proper manner .
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Equipment and structures that cannot be cleaned to
the standards described above will be disposed of
as hazardous waste.
F-lbC3} Closure of Land Treatment Facilities 40 CFR
265.280(a), 10 NCAC lOF .0033(ml
There are no land treatment facilities located on the
site.
F-lc Closure of Disposal Units 40 CFR 270.14(b} (13), 10 NCAC
lOF . 0034 Cb} (8)
If all contaminated soils and structures cannot be
removed to acceptable soil clean up criteria, the lagoon(s}
will be closed as a landfill in accordance with 40 CFR
265.288 {a) (2). In this instance, a cap will be proposed in
accordance with the specifications in EPA/530-SW-89-047, Final
Covers On Hazardous Waste Landfills and Surface Impoundments,
and post-closure care will be performed.
F-ld Schedule for Closure 40 CFR 265.112(a} (4), 10 NCAC lOF
.0033(q)
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 .
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F-le Extensions for Closure Time 40 CFR 265.113Cal & Cb), 10
NCAC lOF .0033(g)
At this time, CTI does not submit a petition for a
closure time extension.
F-lf Certification of Closure 40 CFR 265.115, 40 CFR
265.280(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 1 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. Any changes to the approved
closure plan will be submitted to the Hazardous waste Section
for approval.
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
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September 10, 1992
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 ensuring that
remedial action is performed on a timely basis and for
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documenting the nature of the remedial action in the
inspection log. Copies of inspection logs will be kept on
file at the CTI-Charlotte facility.
F-2e Post-Closure Monitoring Plan
F-2eC1l Indicator parameters. waste constituents.
reaction products to be monitored
Chemical analyses of the surface waters and the sludges
of the lagoons are summarized on Tables 3,5, and 6. The class
of compounds that would serve as the best indicator compounds
are the voes and base/neutral extractables. VOC 1s are mobile
(ie, commonly found at the leading edge of contaminant
plumes), have low detection limits, and are not normally
present in ground water. Phthalates, which are base/neutral
compounds, are the most prevalent constituent found in the
sludge.
F-2e(2) Hazardous waste characterization
A discussion of the type, quantity, and concentrations of
constituents in wastes managed at the regulated unit is
included under Section B-1 of the Closure Plan .
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F-2e(4l 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-2e(5) Post Closure Groundwater Monitoring Program
F-2e(5)a Description of wells
The following wells will be sampled during post
closure monitoring: MW 6, 7 1 8, 9, 10 1 13, and
16 .
As discussed under E-1, well locations are shown on
Figure 3 and the revised grading plan. Well
specifications and Ground Water Elevations, Boring
Logs, and Well Construction Diagrams are all found
in the Appendices.
F-2e(5)b Representative samples
The background monitoring points will be the
upgradient wells MW 6 1 9, and 10. The compliance
monitoring points will be the "downgradient" wells
MW 7, 8, 13, and 16. While MW 7 is not currently
downgradient it is included because contamination
has been detected in this well.
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December 28, 1992
F-2e(5lc Locations of background ground-water
monitoring wells that are not upgradient
There are no background wells that are not
upgradient.
F-2e(5)d Background values
Background arithmetic means, variances and standard
deviations for indicator parameters from upgradient
wells will be calculated. Based on an evaluation
of ground water quality data collected, an
appropriate statistical procedure for comparing
upgradient and downgradient wells will be selected.
The statistical procedure will be selected in
accordance with USEPA Guidance Document entitled
"The Statistical Analysis of Ground Water
Monitoring Data at RCRA Facilities", Interim Final
Guidance, Off ice of Solid waste, dated February
1989.
As stated in Section 5 of the above referenced
guidance document, if more than 50% of the
observations are below the detection limit then the
appropriate method is a test of proportions. If
the proportion of detected values is 50% or more,
then an analysis of variance procedure will be
used. A statistical analysis will be performed on
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any constituent tested that has been detected above
the detection limit at least once.
F-2e(5le Sampling Frequency
Ground water samples will be collected from wells
MW 6, 7, s, 9, 10, 13, and 16 on a semi-annual
basis throughout the post closure monitoring
period.
F-2e(5lf sampling quantity
The background monitoring
upgradient wells MW 6, 9,
points will be the
and 10. 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 three.
F-2e(5lg 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 .
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F-2eC5)h Sample collection
Sample collection procedures specified in the
Sampling and Analysis Plan dated December 1992 will
be followed.
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(5)j Analytical procedure
Samples will be analyzed for the following
parameters:
Volatile Organics EPA SW-846 Method 8240
Acid/Base Neutral EPA SW-846 Method 8270
Extractables
Inorganics
Aluminum EPA SW-846 Method 202.1
Antimony EPA SW-846 Method 204.l
Arsenic EPA SW-846 Method 206.2
Barium EPA SW-846 Method 202.1
Beryllium EPA SW-846 Method 210.1
cadmium EPA SW-846 Method 213.1
Calcium EPA SW-846 Method 215.1
Chromium EPA SW-846 Method 218.1
Cobalt EPA SW-846 Method 219.1
copper EPA SW-846 Method 220.1
Iron EPA SW-846 Method 236.l.
Lead EPA SW-846 Method 239.1
Magnesium EPA SW-846 Method 242.1
Manganese EPA SW-846 Method 243.2
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Mercury EPA SW-846 Method 245.1
Nickel EPA SW-846 Method 249.1
Potassium EPA SW-846 Method 258.1
Selenium EPA SW-846 Method 270.2
silver EPA SW-846 Method 272.1
Sodium EPA SW-846 Method 273.1
Thallium EPA SW-846 Method 279.1
vanadium EPA SW-846 Method 286.1
Zinc EPA SW-846 Method 289.l
cyanide EPA SW-846 Method 335.3
sample collection procedures specified in the
Sampling and Analysis Plan dated December 1992 will
be followed.
F-2e15lk Chain of custody
Chain of custody procedures as discussed in the • Sampling and Analysis Plan dated December 1992 will
be followed.
F-2e(5J1Cil Flow Direction
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 .
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SeptemJ:>er 10, 1992
F-2e(5l1Ciil Flow rate
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.
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 MW11 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
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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
fracture trace analysis described in the work Plan
and the Supplemental Report will not be repeated
each year.
F-2e(5)m Statistical Determination
statistical procedures will be as discussed under
F-2e(5) .
F-2e(5Jn Results
rt is estimated that laboratory results will be
received approximately 30 days after any given
sampling round. rt 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 .
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F-2f Maintenance Plan
The vegetative cover will be maintained (cut) monthly
during the growing season for such vegetation, and inspected
monthly for maintenance needs in off-season months. This
maintenance will include the removal of vegetation suspected
of threatening the viability of the existing shallow-rooted
plants. Deep-rooted plants or weeds that could potentially
disrupt the topsoil layer would also be removed. Monthly
inspections of the condition of both the cap and the
vegetation in the former impoundment area will be made. The
inspection will include a review of the items included on the
Inspection Log, included in Appendix G, such as cap integrity,
signs of erosion, vegetative health/status, signs of
subsurface disturbance such as raised mounds or collapsing
soils (e.g. due to burrowing animals), water ponding and water
runoff. Corrective measures will be taken, as appropriate, to
restore the covered area to the initial (design) conditions.
Such corrective measures may include regrading, in order to
minimize percolation, removal of brush or shrubs, and weed
control. Should thinning of vegetation be observed that is
indicative of insect damage, an extermination program will be
initiated, and overseeding will be done in order to maintain
a dense and uniform vegetative cover. Well inspection will
also be conducted monthly. The integrity of the well cover,
lock and casing will be reviewed. Damaged materials will be
F-26
O'BRIEN & GERE
•
•
December 28, 1992
replaced and/or repaired, as appropriate, in order to maintain
the integrity and usefulness of the well. Should a well used
in subsequent monitoring be discovered to be damaged beyond
repair, the DEHNR will be notified as to an appropriate
replacement location, procedure, and schedule.
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
personnel will depend on the activity performed. Only
appropriately trained and qualified personnel will be
contracted for the ground water sampling.
F-27
O'BRIEN & GERE
•
•
•
September 10, 1992
groundwater contamination, to seek to petition to reform the
deed to eliminate or modify the hazardous waste notification.
No such reformation will be sought unless and until the
appropriate findings are made under 40 C. F .R.
254.117(a) (2) (i).
F-5 Closure Cost Estimate 40 CFR 270.14(b) (15), 10 NCAC 10F
• 0034 (bl cs)
Table 13 itemizes the costs expected to be incurred
during closure of the site. The cost to complete the project
which includes post closure monitoring is currently estimated
at $1.47 million .
F-6 Financial Assurance Mechanism 40 CFR 270.14Cbl (151. 10
NCAC 10F ,0034(b) (S)
A letter of credit has been issued by the North Carolina
National Bank to CTI for 2.5 million dollars to cover both
closure and post closure costs.
F-7 Post-closure cost Estimate
A Post-Closure cost estimate for CTI' s Charlotte, NC
facility is presented in Table 14, The total 30 year cost for
post closure monitoring is $901,218.
All on-site post-closure work will be supervised and
performed by qualified CTI or contracted personnel. However,
F-29
O'BRIEN & GERE
•
•
•
September 10, 1992
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
assurance. This adjustment will be made using the inflation
factor from the most recent Implicit Price Deflater 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.
A post-closure period of thirty years is assumed.
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 has been issued by the North
Carolina National Bank to CTI for 2.5 million dollars to cover
both closure and post closure costs .
F-30
O'BRIEN & GERE
•
•
•
September 10, 1992
F-9 Liability Requirements 40 CFR 270.14(b) (17), 10 NCAC 10F
. 0034 (b) (5)
The liability requirements for sudden and nonsudden
accidental occurrences do not apply to CTI's lagoons. The
requirements, set forth at 40 CFR 265.147, are intended to
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 .
F-31
O'BRIEN & GERE
~-------·
•
•
•
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 • Legrand, H.E. and Mundorff; M.J. I "Geology and
Ground Water in the Charlotte Area, North
Carolina," North Carolina Department of
Conservation and Development Bulletin No. 63,
prepared cooperatively with the USGS, 1952.
4. Stabilization/Solidification of CERCLA and RCRA
Wastes, Physical Tests, Chemical Testing
Procedures,
Activities.
Technology Screening, and Field
Office EPA/625/6-89/022. May 1989.
of Research and Development, U.S. Environmental
Protection Agency .
O'BRIEN & GERE
r
•• '
•
•
I _ -
REFERENCES
(continued)
September 10. 1992
5, Tittlebaum, M.E., Cartledge, F.K., Engels, S.;
"State of the Art on Stabilization of Hazardous
O:t"ganic 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, 1983 .
F-32
O'SRIEN & GE:RE
•
•
•
Tables
,........ ---~3.~ i!li.m.illl ........
aBRIEN 6 GERE
-• • I TABLE l I
I
I SOIL LABORATORY ANALYSES I
I
I CTI -CHARLOTTE. NC
MAXIMUM
DEPTH %PASSING PIASTICITY DRY OPTIMUM
BORING# INTERVAL #200 SCREEN LIQUID LIMIT Pl.ASTIC LIMIT INDEX DENSITY MOISTURE
1 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 77 47 30 113.2 17.0
2 > 20 F1' 61.2 36 21 15 122.5 13.3
3 1-2.5 FT 3.7 47 27 20 120.0 13.0
4 0.5-5.5 Ff 86.1 84 35 49 1()5.() 213
4 5.5-21 FT 83.8 84 47 37 104.7 23.3
• • •
TABLE 2
CENTRAl TRANSPORT, !NC. -CNARLOTTE TERMINAl
SOIL QUAllTY ANALYSIS
Saf11Jole Location and S~le Intervat (feet)
lofll-1 M~-2 lfll-3 lfll-4 M~-5
CATEGORY PARAHHER COMMON RANGE AVERAGE 2-4 6-8 2-4 6-8 2-4 6-8 2-4 6-8 2-4 6-8 -----------------------------H'etals
A!U&hun 10,000-300,000 7!. 000 11500 8300 7800 6400 13500 20200 14600 18100 10900 5000
Arsenic 1-50 5 87 ro 55 42 1615 3 2 4 5 1-7
S.ar-iun 100-3,000 430 27 20 38 43 102 72 200 231 27 23
Caleh.111 ----540 280 620 750 279C 1210 1960 2610 200 300
Chromi'un 1-!,000 100 24 21 13 13 68 25 6.8 21 10 6.7 Cobol t 1-40 8 5.7 2.8 14 9.3 31 15 27 33 <2.00 <2.00
C-r 2-100 30 35 23 31 30 39 31 76 99 10 9.6
Iron ----5.51 4.44 3.8 3.41 4.19 3.79 3.43 4.23 1560 8900
load 2-200 10 6.6 7.4 7.6 6.5 5.9 4.9 <2.00 <2.00 8.6 7.7
Magnesf1.1n 600-6,000 5,000 720 260 1160 890 8300 3610 11500 11300 720 1060
Me11g.13nese 20-3,000 600 138 107 238 210 550 176 215 590 31 57
M"e-rcury 0.01-0.30 0.03 ND ND ND ND ND ND ND ND 0. 1 ND
Nictel 5-500 40 5.7 3.7 4-8 2.8 40 15 6.8 24 <2.00 3
Pot.ass fun ----250 240 300 230 280 340 810 3830 130 350
SodiLITI . ---440 430 540 320 330 310 1400 no 260 260
V-anediUlll 20-500 100 120 83 76 75 119 98 110 .150 44 25
Zfnc 10-300 50 13 11 13 11 39 25 48 81 11 14
Base/Neutral
Extractables
Butyl Benzyl Phthalate (ppb) ----ND ND ND NO NO llO 410 1100 NO ND
Di-n-Butyl Phthalate (ppb) ----300* ND 130• 240111! ND 70* 180 19C ND 24D
Di-n-OCty! Phthalate (ppb) ----NO ND ND ND ND ND 520 1300 "° NO
Volatile Organic
C"""°"nds
1,1-D!chloroethylene (ppb) ----ND 14 ND NO NO ND ND NO ND ND
Etnylbenzene CppbJ ·---ND 500 !Ill NO ND ND ND ND ND ND
Trichloroethylene (ppb) ---. ND 79 ND NO NO ND ND NO NO ND
Toluene <wb> ----ND 92 ND NO ND 18 llO ND ND NO
Xy I enas ( ppb) --. -NO 86D ND ND ND ND ND ND ND NO
---------------------------------------------------------------------------------------------------------------------------------------------------------------------NOTES: 1. Sl.lbstances pl'fient below the detection timit are not listed.
2. Coomon range and average concentrations of metals in soj ls from USE PA, Office of Sol id llaste and Emergency Response 1 Hazardous Waste t.and Treatment 1
SW-874 (April 1983), page 273, table 6.46.
N~ indicates not detected (st.ti.stance is present below the detection limit). * lndicates a parameter whicn was also detected in the laboratory btanks and could be attrib.Jt-ed to laboratory contamination~
Page (1 .. • • IABlE 3 -------
CHEHICAL ANALYSIS Of SITE SURFACE WATER
C£~TRAl TRANSPORT, I~C.
CttARLOJIE, NC TERMINAL
•
PRETREATMENT STANDARDS • •
Effluent Standards Taken fr0111: •
( 1} 40 CFR 414 -11 Eff luent Guidelines and Standards for Or-ganic •
Chemica.Ls11 , SlJbparts D -F, and •
(2) Charlotte Code Article III -~astewate~ Discharge Restrictions~ •
Section 234'5 General dischar~e prohibitions~ para (c) •
Specific Pollutant Limitetlons • • • Wa.ter Water-Ii.later \.later
Source Pretreatment Standards • SAMPLE Sa"" le S~le S"""le S~le ( 11/89) (2/90) (3/88) (3/88)
L-eg;oon 1 & 2 Lagoon 1 & 2 Pond 3 Pond 3
ot • QUANT! f I CAT JON C~site Corr.pas i t-e
Std. c~ Max Per Day Max Hoot ht y aver.a 9e • UNIT L\il-1* LW** CTL-5 CTL-6
----4 --- ---4 --4 ----.. ----·-4-·-• ·-·-----------· ·-----·-·------4 -··--·-4 •
{1) "cenapht hene 47 19 • 10 BQL BOL BQL BOl
(I) aenzene 134 57 • 5 BQL BQl BOL BOL
( 1 ) carbon Tetrachloride 380 142 • 5 BQL BOL BQL BOL
( 1) Chlorobenzene 380 142 • 5 BQL BOL BQL BQL
( 1) ~~2,4-T~ichlorobenzene 794 196 • 10 BQL BOL BQL BQL
(1) He~achlorobenzene 794 196 • 10 BOL BOl BQL BQl
(1) 1~2-Die~loroetnane 574 180 • 5 BOL BOL BQL BQL
<1 ) 1,1,1-Tric~loroethane 59 22 • 5 BOL BQL BQL BOL
( 1) ~exachtoroethane 794 196 • 10 BQL BQL BQL BQL
(1 J 1,1-0ichtoroethane 59 22 • 5 BQl BQL BQL BQL
( 1.) 1~1,2-Trichloroethane-127 32 • 5 BQL BQL BQL BOL
( 1) Chloroethane 295 110 • 10 BQL BQL BOl BQL
(1) C:hlorofom 325 111 • 5 BQL BQL BOL BQL
(l) 1~2-Diehlorobenzene 794 196 • 10 BQl BOL BQL BQL
( 1) 1,3-Dicnlorobenz.-ene 38(1 142 • 10 BQL BQl BQl BQL
( 1 ) 1,4-Dichl-0robenzene 380 142 • 10 BQL BOL BQL BQL
( 1) 1,1-0ichloroethylene 60 22 • 5 BQL BQL BQL BQl
( 1) i~2 trans-Dientoroethylene 66 25 • 5 BQl BQL BQL BQL
( 1) 1~2-Dichloropropane 794 196 • 5 BQL BQL BQl BOL
(l) 1,34Dichloropropylene 794 196 • 5 BQL BQL BQL BQL
(1 ) 2,4 Dimethyl pheno( 47 19 • 10 BQL BOL BQL BQL
( 1 J Ethyl benzene 38(1 142 • 5 BOL BQL BQL BQL
( 1 J Fluoroanthene 54 22 • 10 BQl BQL BQL BQL
l ,.
P-age C2} • •
TABLE 3 -------
CHEMICAL AMAlYSJS OF SITE SURFACE WATER
CEMTRAl TRAMSPORT, INC.
CHARLOTTE~ HC TERHIWAL
•
PRETREATMENT STANDARDS • •
Effluent Standards Taken from: •
( 1) 40 CFR 414 -11Effluent Uuide-l ines .and Standards fo,. Organic-•
Chemi cats 11 , Subparts D -f , and •
(2) Charlotte Code Article IJI -Waste~.ater Discharge Restrictions, •
Section 23-45 General discharge prohibitions, para (c) •
Specific Pollutant Limitations • • • 'Water Water-W.ater I.later
Sou•ce Pretreatment Standards • SAHPLE S-le S-!e S.arrple Sarrple
( 11/89) {2/9()) (3/88) (3/88)
Lagoon 1 & 2 lagoon 1 & 2 Pond 3 Pond 3
of • QUANT! fl CAT J()jj Corrpos i te Conposite
Std. c~ "".ax Per Da.y Max Montnty average • l!MIT LW-1* Lii"* CTL-S CTL-6
--- - - ----- ---- --------- ----------• ------------------------------- --------
{1) ~ethylene cnLoride-17() 36 • s BQL BQL BQL BQL
( I l Methyl Chloride 29S 110 • 10 BQL BQL BOL BQL
( 1 ) Hexachlorobutadiene-380 142 • 10 BQL BQL BQL BQL
( 1 ) N:aptha.lene 47 19 • 10 BQL BQL BQL BQL <p N"i trobenzene 6,402 2,237 • 10 BQL BQl BQL BQL
( } 2·Nitrophenol 231 65 • 10 BQL BQL BOL BOL
{ 1) 4-~itrophenol S76 16.2 • so BQL BOL BQL BQl
(1) 4~6-0initro-o-cresol 2n 78 • so BQL BOL BQL BOL
<1) Phenol 47 19 • 10 BOL BQL BQL BOL
( 1 ) Bis(2·ethylhexyl) plithalate 2S8 9S • \0 BQL BQL BOL SOL
( 1 ) Di-n-butyl phthalate 43 20 • 10 BQL BQL BOL BQL
( 1) Oietnyt phthalate 113 46 • 10 BQL BQL BQL BQl
( 1) Oirnethyl phthatate 47 19 • 10 BQL BOL BQL BQL
( 1) Antl'lr-.acene 47 19 • 10 BQL BQL BQL BQL
( 1) F luorene 47 19 • 10 BQL BQL BQL BOL
( 1) Phenanthrene 47 19 • 10 BQL BQL BOL BOL
(1) Pyrene 48 20 • 10 BQL BQL BOL BQL
( \) Tetrachloroethylene 164 S2 • s BQL BQL BQL BOL
( 1) Toluene 74 26 • s BQL BOL BQL BOL
( 1 ) Trichloroe-thylene 69 26 • s BQL BQL BQL SOL
( 1 ) 'u'lnyl Chloride 1n 97 • 10 BQL BOL BOL BQL
Page (3.),. •
Sou rte
of
Std. - -
(2)
(2)
(2)
(2)
(2)
(2)
(2)
(2)
( 2)
(2)
( 2)
(2)
( 1)
CHEMICAL ANALYSIS OF SITE SURFACE WATER
(ENlRAl TRANSPORT, IWC.
CHARLOTTE, NC TERMINAL
PRETREATMENT STANDARDS
Effluent Standards Taken from:
{l) 40 CfR 414 -~effluent GuidelinEs and St~ndards for Organic
C:'1emicals0 • Subparts D -f. and
(2) Charlotte Code Article II! -uastewater Oischarge Restrictions,
Section 23·4S General discharge protiibitioos~ para (c)
Specific Pollutant limitations
Pretreatment Standards
COlipOU""d .Max Per Day Max Monthly average -. -. . . ----. . . . . -. . -. . . . . -. . . . . .
Total Cyanide (mg/l) 0.040 NIA
Total Arsenic (mg/l) 0.050 NIA
Total CadniUll (mgfl) 0.003 NIA
Total cnromii..m (mg/l) 0.050 NIA
Total COpt>e' (mgll) 0.060 NIA
Tota( Lead (mgll) 0.050 NIA
Total Mercury Crng/l) 0.003 NIA
Total Nickel (mg/ll 0.050 NIA
Total Si tve.r (mg/t) 0.010 N/A
Total Zinc (mg/l) 0.180 N/A
800 ( 11191 l ) 235 N/A
Total Suspended So( ida (mg/l) 250 N/A
pH 6.0-9.0 6.0-9.0
• •• lE4 Laboratory Results dated November 4~ 1989 •
JEA Laboratory Results dated February 19, 1990
MOYES:
TABLE 3
• • • • • • • • • • • • SAMPLE
• OU ANT J F I CA TI ()jj • LIHJT • -······ • • • 0.01 • 0.03 • 0.02 • 0.005 • --• 0.03 • - -• 0.01
• • •
1. All Ulits on this Table are ~icr~rams per tlte~ (u9/l) e~cept where noted.
2. M/A indicates no effluent limit exists tor standard under selected source for standard
3. BQl indicates that the cO!rpOW'ld was not detected above the quantificatiOf'I limit
4. •• indicates that coapound was F'Klt analyzed
~-~----~---------------------. •
-Water 'I.later W'ater ~ater
S-le SOllJlle Sa~le S-le ( 11/89) (2/90) 0/88) (3/88)
Lagoon 1 & 2 Lagoon 1 & 2 Pord 3 Pord 3
COllpOSite C:orrpos.i te
l~· 1* LW** CTL-5 CTL-6 ··------··---··-........ ........
BOL SQL
BOL BOL
BQL BQl
BOL BQL - ---BQL SQl . - -.
0.02 0.02
40 7.0
32 8.0
7.4 8.l
•
•
•
TABLE4
SUMMARY OF WATER 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
NOTE: 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 (I) -•
TASlE 5
LAGOON CLOSURE PLAN
CEHIRAL TRANSPORT, IHC. CHARLOTTE TERMINAL SAMPllNG • APRIL lS·20, 198S
CHEMlCAl ANAL!SIS Of SLUDGE (ORGANICS)
rlOTES: 1. Results are given fn parts per bi I I ion {ug/kg) units unless otherwise noted~
2. Fl9ure 3 shows saiYple locations.
SAMPLE NUMBER SP-3 SP·3(0L) SP·S SP-S(Ol) SP-9
SAMPLE LOCA HOM lagoon i Lagoon \ lagoon 1 Lagoon i Lagoon i
(dilution) {dilution)
CHlO!IOMETHAHE 2500 8,3CCU 5, 101l\l 85,00-0tJ 1701J
CHLOilOETHANE 2>GU 8,3000 5, 100U 85' 0000 170U METN!LEHE CHLORIDE 8608 2,100J 220,000BE 180,0008 5808
ACETONE 1 ,2008 8,300U 5, IOOU 85,000U 4,3008E
1,1·D!CHlOROETHAHE 2, 100 4,ZOOU 100,oooe 75,000 270 2·SUTANOME 2500 S,3CCU 5, 1000 85' ooou 2, 100 TRJCHLO!IOE!HANE 130U 4,zoou 580,000E 1,400, 000 28J
TRICHLOROl'THEHE 180 4,200U 72,000 59,000 330
TETRACHLOROETHENE 210 4200U 160,000E 150,000 400 !OLUfHE 17,000E 15,COO 110,000E 89,000 14, OOOE
El NYL BENZENE 44,000 1502000 15,000 11,000J 36,000E
STYREHE 1300 4, o.ou 3, 100 42,0COU 17,COOE TOT AL XYL EHES 29,000E 51,000 55,000 44,000 56,000E 1,2,4 TR!CffLOROl!fHZEHE 17,000J 950,COCU 160,000E 1,300,000 -HA -HA?IHALENE 14,000J 950,0000 16,000 160,000 -HA -
fLIJOREHE 15,000J 950,000U 4,600 16,000J · MA • PHEMAMTHREME 20,000J 950,000U 2,30()J 14,COOJ -NA -
OJ·M·8UTYL PffTHALATE 95,0000 950,000U 570J 130,0000 • HA -
PYREN£ 130CCJ 950,0CCU 51CJ 13ll,OOOU • HA • BUTYL 8EN2Yl PHTMALATE 230,COO 24ll,OO!IJ 18,000 130,CCOJ · NA • CHRYSEHE 95,DOOU 950,000U 730J 130,000U • liA •
8lSPH!NALATE 5,100,00l)C 7,400,000 &l',000£ 600,000 -HA • Ol·N·OCTYl PHTHALATE 2,4CC,OOOE 2,300,000 28,000 130, OOOJ • NA -
MA -INDICATES THAI THE ANALYSIS WAS NOT PERFORMEO fOR THIS DILUT!Oll/SAMPLE U • INDICATES COMPQJNll WAS ANALYZED BUT NOT OETEClEO
J • INDICATES AN EST!llAIED VALUE
SP·9(0L) SP-9(DL1)
lagoon t lagoon ' (dilutlof'r1} (di lut Jon~2)
-HA --HA •
-HA • • HA • · HA · · HA •
· NA · -HA --HA -• HA •
-HA -• MA •
• HA • • MA -
• NA • • HA -• HA • -HA •
• HA --HA • -HA -· HA -
· MA · • NA •
• NA • -HA -
l,70-0J 380,00CU
8,500 54, OOOJ
4,800J 380,0000 3,800J 380,COOO
3,300J 380,000U
2,600-J 380,000U 210,000E 2, 100, 000
1,300J 380,COOO aro,oooe 4,800,000 210,000E 810,000
B · THIS FLAG IS USED lll!EM THE ANALYTE IS FOUND IN TME ASSOCIATED BlANK AS WEll AS IH THE SAMPLE
SP-9(0L2)
Lagoon 1
(dilution~3}
25,0000 25,000U
16,000
48,0008 12,000U
25,000U
12,000U 12,000U
12,00CU 11C,OOO
360,000
120,000 350,000
• NA • · NA -
• HA • -HA -
• HA • • HA -
• HA • -NA -NA ·
-NA •
E -THIS FLAG IOENTJFJES COMPOUNDS WHOSE CCHCENTl!ATIOllS EMCEED THE CAl!BRATION RANGE OF THE GC/MS lNSIRUHENl FOR THAT S D -THIS FlAG IDENTIFIES All COMPCUNCS IOEN!lf!ED IN AN ANALYSIS AT A SECCNDARY DILU!IOll FACTOR
•
I
I
I
I
j
I
I
I
Page (2) • •
TABLE 5
LAGQO;I CLOSURE PLAN CENIRAl IRANSPORI, INC.
CHARLOTTE TERMINAL SAMPLING -APRIL 18-20, 1988
CHEMICAL ANALYSIS Of SlUIJGE (O<!GANICS)
NOTES: 1. Results ere given ?n p.a~ts per billion (vg/kg) units unless otherwise noted.
2. figure 3 shows sarrple locations.
SAMPLE NU>!BER SP-84 SP·84(Dl) SP-89 SP-89(DL) SP-Cl SP-Cl (DL)
SAMPLE LOCATION lagoon 2 Lagoon 2 Lagoon 2' Lagoon 2 Pond 3 Pood 3
(dilution) {dilut i o.n) (dilution}
CHLORCIMETHAHE 13U -HA -310CU · HA -42U -HA -CHtOROETHAHE 13U -HA -31000 • HA -42U -HA -
METHYLENE CHLORIDE 378 NA -17008 · HA -1108 -HA -
ACETONE 1608 -HA -310CU · HA -170• -HJ\ •
1,l·DICHLOROETHAHE 7U -HA 16000 • HA -21U HA -
2·BUTAN'OPlE" 1 lJ -HA -3,lOOU -HA • 32J • HA • TR I CHL O!IOETHAHE 711 • HA -1,600U -HA -21U -HA -
TR!CHLOROErnEHE 7ll NA • 1,6000 -NA -21U -HA -TETRACHLOROETHEHE 7LI -HA -1,6CIOU • NA -21U -HA • TOLUENE 35 -HA • 1700 -HA -21U HA -ETHYL BENZENE 150 -HA -5800 -HA -21U • HA • STYRENE 7U -HA -1600U -NA -21U -HA -TOTAL MYlEHES 570E -NA -99,000 • HA -21U • HA -1,2,4 TR!CHLO!IOllEHZE 79,000U 260,0000 250,000U 500,000U !,400U 14,000U NAPTHALEHE 79,0000 260, ooou 250, 0000 500,000U 1,400U 14,000U
fLUOREHE 79,000U 260,0000 250,000U 500,000U 1,400U 14,000U
PHEHANTHREHE 79,000U 260,000U 250,000U 500,0000 1,4000 14, ooou or-N-BUTYl PHTHALATE 94,000B 97, oOOBJ 240,0008J 290,000BJ 350J 14,000U PYREHE 79,000U 260,0000 250,000U 500,000U 1,400U 14,0000
BU!Yl BEHZYl PHIHALA 92,000 73,000J 560,000 560,000 1,4000 14,0000
CHRYSEHE 79,000U 260,0000 250,000U 500,000U 1,400U 14,000U
BJSPHTHAlATE 2,800,000BE 2,400,000B 4,500,000BE 4,900,000B 93,000E 170,000 Ol·N·OCTYl PHTHALATE 79,000U 260,000U 250,0000 500,000U 31,000E 19,000
NA -INDICATES THAT THE ANALYSIS IMS NOT PERFORHEO FOR THIS OILUT!O!l/SAMPlE
U • !NOICATES COMPOIJHO IMS ANALYZED BUT HOT OETECIEO
J -JHDJCATES AH ESTIMATED VALUE
SP-C2
lagoon 3
26U 26U 168
688 13U
26U
13U
13U
13U 13U 13U
13U
13U 870U
870U
870U
4,200U 110J 870U
870U
8700 32,000E 5,200
e • THIS FLAG rs USED WHEN THE ANAlYIE IS FOUND !H THE ASSOCIATED BLANK AS WELL AS JN THE SAMPLE
E -THIS FLAG IOEHIJFIES COMPC\JllOS WHOSE COllCEHTRATIOHS EXCEED THE CAlfBRATIOH RANGE Of THE GC!HS INSTRUMENT FOR THAI S
D • THIS FLAG JDEHT!flES All COMP<llJNOS !OEHT!FIEO IN AN ANALYSIS AT A SECONDARY OJLUTIOH FACTOR
•
I
I
j
""'
TABlE 6
lAGOON CLOSU~E PLAN CENTRAL TRANSPORT, INC.
•
CHARLOIYE YERH!HAL SAHPL!HG • APRIL 18-20, 1988
CHEH!CAL ANALYSES OF SLUDGE (lH~GAHJC)
NOlC: Units are parts per blttion (ug/kg) unless otherwlse noted.
Sl!MPlE TYPE Sludge
SAHPLC lOC-ATJON lagoon '
Percent So[ids 20
#du:nini..m
Antimo.ny
Arsenic
Bar-illTt
Bel"yl l h.Jfl
Cadn.i'Ull
C.alcillll-
C'h f'OOI i Litt
Cobalt
Coppec
/.-00
Lead
M"agnes i Ul1'
Ha-nga-nese
Hercury
Nlciket
Seteniuni
Silver
Sodhm rnatt i.i..rn
\lanadiT.JTi
Zinc
Cy.flnide
3,490
150
1.4U
763
0.99U 5.0U
49,000
309E
186
53 3,970
64
[4' 160)
614
0.4Cll
52
2.1U
7.9\J
5,010
2.1U
[8.0JE
415
2.4U
Sludge Sludge
tagoon 1 La9oon 1
77 74
4,510
27
(1.9J
60
!O. 36)
1.3U
175,000
29E
[5.6)
10 2,750
3.0
(1, lSOJE
64
0.1311
10U 2.BU
2.00
12,900
0.56U r1 ue 84
0.89
1,950
43
[Q.42]
382 [0.34J
1. 5 55,800
164E {13)
19 1,740
35
1,690
133
0.11U
42 o.ssu
2.1u
1,800
.SBU
!6 .3J E
210
0.77
Explanation of result qualifiers:
Sludge Sludge Sediment
lagoon 2 Lagoon l Pond 3
56 40 24
4,580
33
[1.0J
393
!0.38)
2.3
11,600 soe
[8.1J
30
11,200
20
(986]
178
0.1611
13U
0.75U
2.7U
57Cll
0.75U
36E 256
0.86U
6,010
26U
!1.4]
349
0.400
2.4U 4,040
60
[8.9J
34
14,100
21
[1,710J
212
0.25U
!9\J
1.1U
3.9\J
817U
1.1U 40E
242
1.2U
8,500
42U r2.n
181
(0. 971 4.0U
[2,490]
55
[15]
57
20,200
47
!3, 150
395
0.31U
31U
1.8U
6.<IU
1,3SOU 1.BU
69
202
2.0U
{YalueJ ind'icetes that the result is a vatue greater t~an or equal to the
Sediment
Pond 3
38
<l,830
271.J
[1.SJ
(80)
o.50U
2.5U
[1050)
26
[9.9J
26 11,200
23
C1 ,300J 208
0.21U
200
1.1U
4.0U
851U
1.1U
39E
73
1.3U
instrt.rrient detection limit but less tnan the contract required detectton timit
U indicates element as analyzed for but .not detected~ Nurber-precedins U is the
detection limit
E" indicates an estimated v.a!ue
•
-,
• TABLE 7
UELL SPECIFICATIONS AND GROUND WATER ELEVATIONS
CENTRAL TRANSPORT, INC. -CHARLOTTE TERMINAL
10/2Z/B9 11/15/89
TOP OF GROUND GROUND
UfLL SCREENED CASING WATER \IATER
UELL UELL DEPTH INTERVAL ELEVATION ELEVATION ELEVATION
NO. TYPE (BGL) CMSL) (MSL) (MSL) (MSL)
overburden 19 747.2·757.2 766.85 751.94 751.32
z overburden 24 745.8·755.8 n1.S9 752.21 752.24
6 bedrock: 35.5 734.1·744.1 n2.17 752.47 751.57
7 bedrock 39 729.7-739.7 768.71 750.71 750.36
8 bedrock 32 737.9·747.9 nLS4 751 .38 751. 79
9 bedrock 52 717.4-727.4 n1.83 755.68 755 .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: SGL is Below Grourd Level
MSL is Mean Sea Level
NOTE: All measurenll:!nts are in feet.
Po9e (I)
'
• Mll-1
CATEGORY PARAMO ER • 11/89 06/26/9() 06/26/9'. * (filtered) (Unfilter.> (filter1
•••a~----~--·-···--------~~----------~-~-------• -----~ ....... ------~ Mete ls •
(ppm) Ali.mi run • ND 6.86
ArsMic • ND ND
Bar-il.IJI • 0.17 ND
Calch.111. • 42.5 0.32
Chl"omhin • ND 0.01
C-lt • 0.03 0.01 Copper • ND 0.02
Iron • 15.8 35.9
Lead • 0.03 0.04
Magnesi~ • 25.1 20.9
M~ngenese • 0.55 0.40
Nicke-l • ND 0.02
Potassh.ni • 8.1 6.4
Si lvet • ND 0.05
Sodi1.1n • 237 216
Vanadi1.111 • 0., ND
Zinc • 0.03 0.04
Cyanide • ND ND
Sll:;e/ti1eutral • Ext;r~ctable:s • (ppb) Di-n·Butyl Phthalate <ppb) • NO ND Nophthal..,. (ppb) • ND ND
Bis <2-ethylhexyl) Phtholete (ppb) • ND ND
Vol~~jle • Organi~ • -c~"'1<1s Acetone • NT ND
(ppb) Senzone (ppb) • NO ND
1, 1-Dichloroethylene (ppb) • ND ND 1,2·Dichlorob@nzene (ppb) • ND ND
Ohylbeniene (ppb) • ND ND
Methylene Chloride • ND ND
Toluene (ppb) • ND ND
1.2,4·Trichlorob@nzene (ppb) • ND ND
Trans-1,2-dichloroethene • ND NO
m-Xyleno (ppb) • ND ND Xylenes (ppb) • ND ND
1,2·Diehloroethene (total) (ppb) • ND ND
ctiloroform (ppb) • ND ND
Acid
Ext: r-~~tat:iles 1,3·Dichlorobenzene • ND ND
( jlpl)) N·~itrosodifttenylamine • ND ND
Phenol (ppb) • ND ND
2,4·Dimethylphenol (ppb) • ND ND
•~<!l~:~---•••••~--•••••~--•••••~---••••••a-~---w••••••••••~~-~-~-•••••••••~---~~•••••••
NOT<: Sl..bs.tanc:es not detect@d in any s~les heve f"liOt been included.
ND lncHc~tes substance not detect~ ebove detection li~it.
ii lndic•tes thot d!·n·t>utyl pl>thalote "8S detected in the field blank ot 6 Pl
NA Indicates that BNA. voe, Cyenide, and Acid Extracteble nnl!!llyges were perfo1 NT lndicatea that L~b did not test for analyte
TABLE 8
C~NTRAL TRANSPORT, INC. -CHARLOllE TERMINAL
GROUND WATER OUAL!TY ANALYSES
Sample location and Sample Date
• Mll·2 Mll-6 • 11/89 06/26/90 06/26/90 • 10/89 11/89 06/26/90 6/26/90
d) • ( f i l terod)(Unf i l ter. )( f i l teredl • (unf i l ter. )(f i l terod)(Unf i l tor.) ( f i l terod) • --·-··--·-------~~-
.,.& ______ ------&•• • • . 14 • 0.2 76.2 0.13 • zoo 0.2 38.6 0.06 ND • ND ND ND • 0.01 ND 0.04 ND .25 • 0. 1 0.62 0. 19 • 2.09 0.07 0.40 0. 10 ,7,5 • 26.4 37,8 22.2 • 35.6 21.1 27.2 8.55 No • ND 0.90 ND • 0.41 ND 0.08 ND 1.01 • 0.05 0. 18 0.04 • 0.32 ND 0.06 ND 1.02 • 0.02 0.71 0.02 2.04 0.02 o.3o •o ~3. 3 0,06 115 0.83 • 49.9 0.13 39.4 ND 1.03 • 0.03 0.07 ND • 0.26 ND 0.08 ND 19.5 • 22.3 85. 1 16.3 • 82 15.6 19.8 5.39 1.31 • 0.86 3.01 0.95 • 6.5 0.03 1.07 ND No • ND 0.27 0.02 • 0.2 ND 0.06 ND ~.64 • 2.8 7.29 2.06 • 32.5 2.4 4.3 1 .26 1.02 ND ND 0.02 • ND 0.02 0.09 0.03 200 • 54 57.8 52.8 • 19.7 17.4 20.1 8.37 ND • 0,08 ND ND • 1.43 0.07 ND ND
).03 • 0.04 0.29 0.04 • 0.31 ND 0. 14 0.01 NA • NO ND NA • ND ND ND NA • • • NA • ND NO NA • NO NO ND NA NA • ND ND NA • NO ND ND NA NA • ND ND NA • ND ND ND NA • • • NA • NT ND NA • NT NT ND NA
NA • ND ND NA • ND NO ND NA NA • ND NO NA ND NO ND NA NA NO ND NA • ND ND ND NA NA • ND ND NA • ND ND NO NA NA ND ND NA • NO ND ND NA NA • NO NO NA ND NO ND NA NA • NO NO NA • ND ND ND NA NA • NO ND NA NO NO NA NA • ND ND NA • ND ND ND NA NA NO ND NA • ND ND ND NA NA • NO ND NA • ND NO NO NA NA • NO ND NA • NO NO ND NA • • NA • ND ND NA • NO NO ND NA NA • NO NO NA • ND MD NO NA NA • ND ND NA • ND ND NO NA NA • ND NO NA • ND ND MO NA
0000000000000WO~ro~r-r------------~~YO~O&oororo"----~~---·-·--···~---~--~-----------·--·-··---~~YOOWWWW~~---~
med oo l.l'"lfi l tered S.SfJf>lt?s only
' i.
I
'
Poge (2)
_,.·
Mll·7
CATEGORY PARAMETER • 10/89 11/89 06/26.
• (i.nfitler.)(filtered) (Lnfi
&~------WWWOOWOOWW•WOWWW&&&&&&~----TWW~WWWWWWWW • "'eta ls •
(f'P") Ahninun • 340 ND
"rs.enic • 0.1 ND
Bari1.111 • 1.14 0,28
Celei1J11 • 117 54
Chromi1.1i1 • 0.58 ND
C-lt • 0.33 0.05
Coppor • 5. 11 0.02
Iron • 743 16.7
Leed • 1.45 0.05
Magnesi1.111 • 185 39.7
Manganese • 5.7 3. 15
Nickel • 0.29 NO
Pot$$Sf 1.1J1 • 71 16.8
Silver • ND ND
Sodi1.tr1 • 298 253
Van&di1.111 • 1.97 0.16
2ine • 1.05 0.02 Cyanide • 0.01 0.01
8•sc/Ni!-utral • E;v.trectebles •
(ppbl Di-n-Butyl Phthalate (ppb) • 28(,1 45
N&phthalene (ppb) • 8 12
Bi• (2·ethylhexyll r=i-hthalate (ppb) • ND 240
Vo\citi le • Ol"';~nic;: •
C~unds Acetone • NT NT
Cppbl Benzene (ppbl • 570 460
1,1-0ichloroethylene (ppbl • 790 ND
1,2·Dichlorobeniene (ppb) • 3 ND
Ethylbenzene (ppbl • 640 570
Methylene Chloride • ND ND
Toluene (ppb) • 360 400 1,2;4·Trichlorobenzene Cppb) • 5 ND
Trsns·1,2·dichloroetheoe • NO ND
m·xylene (ppb) • 510 NO Xylenes Cppb) • ND 1570
1,2-Dichloroethene (total) (ppb) • ND 60
Ch l oroto,,. (ppbl • NO 260
Acid •
Extr•~t•bles 1,3-Dichlorob@niene • ND ND
(ppb) N·Nitrosodiphenylamine • ND NO Phenol (ppb) • ND 9 2,4·0i.,.thylphenol (ppbl • ND 2
crrc••••••••~---~••••••••••••------••••r•••••••••••••••••••••~a~-~--~-r-••••••••••••'
tilOTE;: Sl.bstances not detected in any G.mrples have not been included.
NO Jnc:licetes slbstanee not detected above detKtion limit.
~ lndieat~s thet di·n·butyl phthalate was detected in the field blank at I
NA lndie•tes that BNA,. voe, Cyenide, and Acid Extractablie analyses were pel
NT Jndicates that lab did not test for analyte
-----------------------------l
Tol>l• 8
CENTRAL TRANSPORT, INC. -CHARLOTTE TERMINAL GRl)JNO WATER QUALITY ANALYSES
S~le Location and S~le Date
MW-8 • 1111-9 90 06/26/90 • 10/89 11/89 06/26/90 06/26/90 • 10/89 11/89 06/26/90 06/26/90 t~r.) (f il t•red) • (l>lf il t•r. )(filtered) (l.Olf i l t<r. )(filtered) (l.Olf il ter. )(fitter.) (""fflter.)(fjltored)
~•••n---~~ • --~•••n--~ ••••n-~•••~ • •••~•••••-•••••r~~--• 90.4 0. 15 • 320 NO 1.83 o. 14 • 39 ND 1 .63 0. 11 0.13 NO 0.04 ND NO ND • ND NO ND "° 0.87 0.30 • Z.11 0.16 0.10 NO • 0.28 0.01 0. 10 0.10 85.9 67.5 • 91 43 24.7 70.1• • 33.9 22.2 26.0 24. 1 0.21 NO • 2.65 NO "° ND • 0.06 ND ND ND o. 11 0.02 • 0.62 NO ND ND • 0.04 "° 0.01 ND 1.oz ND • 2.48 0.02 0.01 0.01 • 0.08 ND ND ND 104 13.4 • 820 0.08 4.02 ND • 195 0.09 3.63 0.69 0.32 ND • 0.06 ND ND NO • ND ND ND II) 68.7 43.0 • 375 46.8 17.6 43.8• • 51.1 19.6 18.0 17.2 4.49 3.38 • 12.5 2.2 0.41 2. 72• • 2. 711 0.32 0.41 0.34 0.11 0.03 • 1.06 NO ND ND • 0.04 "° ND "° 15.0 7.54 • 37.4 4.5 3.42 4.33• • 11.9 3.3 4.33 3.09 0.15 0.01 • ND NO 0.06 0.02 • NO NO 0.07 0.02 212 195 • 59 48.5 16.2 47.6* • 15.6 21.2 16.7 16.9 NO ND • 1.93 o. 19 "° ND • 0.19 0.07 NO NO 0.34 0.02 • 0.84 0.02 0.05 0.02 • o. 12 0.02 0.02 0.04 ND NA • ND NO NO NA • ND ND ND NA • • • 1 NA • ND NO ND NA ND ND NO NA 2 NA NO ND NO NA • ND ND NO NA NO NA • ND ND NO NA • NO NO ND NA • • • • NO NA NT NT NO NA • NT NT NO NA 190 NA • ND NO NO HA • NO ND ND NA NO NA NO ND ND NA • ND NO ND NA NO NA • NO NO ND NA • ND ND NO NA NO NA • ND ND NO •• • ND NO NO NA ND NA • ND ND 13 NA • NO ND ND NA NO NA • ND ND ND ~·14 • MO ND NO NA NO NA • ND NO ND •A • HO NO NO NA 31 NA • ND NO NO NA • MO ND ND NA NO NA • ND NO ND ~A • ND NO ND NA 1500 NA • ND ND NO !IA • ND ND ND NA NO NA • ND ND ND ,.. • ND ND ND NA NO NA • NO ND ND WA • ND ND ND NA • • 3 NA • ND NO NO NA • ND ND ND NA NO NA • ND ND ND •A • •D ND NO NA NO NA • NO ND ND HA • NO ND ND NA 9 NA • ND NO NO WA • ND ND NO NA
•---~••••r--~•••----~•••---~•••r---••••~--•••••-~••••--•••n--••••rr••••-~•••••-~•••••--•••••rr••••r-•••n~-~•••r--•••r--••••••••
'ppb.
tformed on unfiltored •""l'les only
Table 8
CENTRAL TRANSPORT, INC. • CHARLOTTE TERMINAL GROUND WATER QUALITY AllALYSES
S""l>le Location Or<! saa.>le Dot•
• ..,._,, • Mll-12
06126/90 • 10/89 11/89 06/26/90 06/26/90 • 06/26/90 06/26/90 ~r.) CfH tered) • (unf ii ter. )(f i l toredJ (unf i l tor, )(filtered) • Cunfllter.)Cflltered)
-TW"OO&A&M • ··-----""" -------""" • ----------TWWOWWOOO& • •
1.48 0.15 • 4., NO 10.4 0.14 • 89.6 0.45 ND ND • ND ND ND ND NO NO
) • 16 0. 11 • 0. 19 0.15 0.37 0. 15 • 1.01 0.15
!5.0 22.6 • 70 78 157 89. 1 • 222 66.9 J.04 NO ND NO 0. 16 0.08 • 0.30 0.05 ).02 NO NO NO 0.02 NO • 0.10 ND l.05 NO • 0.02 0.02 0,06 ND • 0.32 ND 1.24 ND • 2.23 NO 8.52 NO • 101 ND ).02 ND • ND 0.03 0.04 ND 0.16 NO 13.5 12.3 44. 1 38. 1 9.81 0.78 • 47.6 ND ).19 ND • 1. 79 1.84 0.88 ND 3.20 ND ).02 NO ND ND 0.03 ND • 0. 12 NO
>.24 2.79 • 10.2 7.5 61.7 56.2 • 162 60.8 ).04 0.02 ND ND 0.04 0.02 • ND 0.02
15.5 15.2 • 24.4 22.7 33.6 31.4 • 54.4 22.8 ND ND • 0.46 0. 16 ND ND • ND ND ).09 0.02 • ND 0.02 0.07 ND • 0.83 NO ND NA • NO NO NO NA • ND NA • • • • NO NA • NO NO ND NA • ND MA ND NA ND ND NO NA • NO NA ND NA • NO ND ND NA • NO NA • • • • ND NA • NT NT 11 NA • NO NA ND NA • ND NO NO MA • HD NA ND NA • NO ND NO NA • MD NA
NO NA • ND ND ND NA • NO NA ND NA • ND ND ND NA • ND NA NO NA • NO NO ND NA • 12 NA ND NA • NO NO NO NA • ND NA ND NA • ND ND ND NA • ND NA ND NA • ND ND ND NA • NO NA
ND NA • ND ND NO NA • ND NA ND NA ND NO NO NA • ND NA NO NA • NO NO ND NA • ND •• ND NA • NO ND ND NA • ND •• • • NO NA • NO 11,p NO NA • NO NA
NO NA • ND ~D ND NA • 12 NA ND NA • ND ND NO NA • :s6 NA NO NA • NO ND ND •• • ND NA
'"~----"••••••------•••~••----••••••~~--w•••••••~--•"•••••a••---"•••••••·•••---•w"••••••a•---••"•••••••••--•-w
I
Id on unfiltered •""l>l•s only
\
,.
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
•
•
Arsenic
Beriun
Benzene
CadniUTI
CONSTITUENT
i:::arbon Tetrachloride
Chlordane
Chlorobenz~
Chloroform
Chromil.lfl
o-Cresot (2·methylphenol>
n·Cresol (3-mothylph•nol)
p-Cresol (4·methylphenol)
cresol
2,4·0
1,4-0ichlorobenzene
1,2-Dlchloroethane
1#1~Dichloraethylene
2,4-Dinitrotoluene
Endrin
Heptacnlor
JJa1pchlorob@n~ene
-c:hloro-1,3·but1;1dieM
HeXa~hloroethane
Le1;1d
L ;ndane
Mercury
Methoxyc:hlor
Methyl ethyl ketone
Nitrobenz@ne
Pentachloraphenol
Pyridine
Sel eni i.in
Silver
Tetrachlor~thylene
Toxaphene
lrlchloroethylene
2,4, 5· 'fri ch lorophenol
2,4,6~Trichlorophenol
2,4,5·TP CSilv~x)
Vinyl Chlori~
Level
TABlE 11
CENTRAL T~ANSPORT, INC.
lAGOON ClOSURE PlAN
TCLP S811l>le Results
Regulatory Sa~le Result$
(Ugll, ppb) Fran Novent>er 1989
5,000 0.01U
100,000 0. 11
500 NIA
1,000 0.01U
soo NIA
30 NIA
100,000 NIA
6,000 NIA
5,000 0.09
200,000 1U
200,000 1U
200,000 1U
200,000 SU
10,000 NIA
7,500 1U
soo NIA
700 NIA
130 1U
20 NIA
B NIA
130 2U
500 1U
3,000 1U
S,000 0.08
400 NIA
200 O.OOlU
10,000 NIA
200,000 NIA
2,000 2U
100,000 1U
S,000 N/A
1,000 o.osu
5,000 0.01U
700 NIA
500 N/A
soo NIA
400,000 1U
2,000 1U
1 ,000 NIA
200 NIA
N/A indi~stes analysis wss not perforll'll:!d for perticular constituent
s"""le •••ul ts Post Solidi·
from July 2, 1990 fication Results
9.8 NB
717• NB
SU 1J
<10 NB
SU 5U
0.50U NA
SU SU
5U SU
<20 NB
400 1S
10U 10U
16 2S
N/A NIA
1U NIA
su SU
SU SU
SU 5U
10U 10U
0.10U NIA
o.osu NIA
10U 10U
JOU 10U
10U 10U
<80 NB
0.05U NIA
<0.4 NB
o.sou NIA
10U 10U
10U 19
sou sou
SU 5U
<10 NB
<10 NB
5U SU
1.0U NIA
SU 50
sou 50U
10U 10U
o.1ou NIA
10U 10U
U indicates analyte was not detected in saltl>le above detection limit. N~r accompanying U is the detection limit
NS indicates that the results for metals were not available for this report and will be appended to report
• B~rium was detected in the TCLP Method Blank
•
• • •
Table 12
CENTRAL TRANSPORT, INC.
CHARLOTTE, NORTH CAROLINA TERMINAL SAMPLING -MARCH 24, 1988
EXTRACTION PRC>CEOURE TOJCICITY LEACHATE LABORATORY ANALYSIS SUl1MARY
NOTE: Units .are in mg/l.
SAMPLE SAMPLE ANTIMONY ARSENIC BERYLLIUM CAOMIUM CHROMIU11 COPPER LEAO MERCURY NICKEL SELENIUM SILVER THALLIUM llNC TYPE LOCATIOJC (5) (100) ( 1) (5) (5) (.2) ( 1l (5)
Sludge lagoon t 0.185 [0.003] 0.001U 0.006 0.198 0.069 0.1186 0.001J2U 0.084 0 .001U 0.008U 0.002U 0.558 Sludge Lagoon 1 0.806 [0.005] 0.01U 0.006 0.713 0.197 0.1:99 0.0005 0.200 0 .001U 0.008U 0.002U 2.280 Sludge la.soon 1 0.339 [0. 002] 0.01U 0.005U 0.119 0.034 0.083 0.0002U 0.079 0 .001U 0.008U 0.002U 0.495
Sludge lagoon 2 0.064 [0.003] 0.001U 0.005U 0.035 0.034 0.012 0.0002U 0.0391! 0.001U 0.008U 0.002U 0.042 Sludge lagoon 2 0.218 [0. 002J o. 001U 0.005U 0.057 o. 121 0.068 0.0002U 0.039U 0.001U o.ooau 0.002U 0.248
Sediment Pond 3 0.053U {0.006] {0.0031 0.005U 0.152 0.249 0.089 0.0002U 0.047 0.001U o.ooau (0. 0031 0.263
Sediment Pond 3 0.053U (0.004] o.001u o.oosu 0.142 0.080 0.060 0.0002U 0.0391! {0.002] o.ooau 0.002U 0.328
NOTES ON DATA QUALIFIERS USED:
U 1 ndi cat es the et ement was ana t yz.ed for-but no-t de tee: tect Value re.ported is the inst runent de tee ti on l i mi t.
[ l lnd\cates the va\ue reported is less than contract required detection limit.
( ) ls the regulatory limit.
1.
TASK
1. W~ter Remov~l to CMUD
2. Excavation
3_ Stabilization
Mobilization
Stabilization
4. Disposal
TABLE 13
Cost Estimate for CTI
Charlotte. North Carolina
Closur~ Plan/Post Closure Plan
Central Transpott. Inc.
Charlotte. North Carolina
R•v1sed September 9, 1992
Sludge and soils
Transport
10,773 tons total
5. Soil Somplfng (Confirm Clean)
6_ Backfill and Final Cover
7. Cl05ure Certiflcation
On-site rnspection
Report and Certification
.8. Surveyor-
. 9. Post Closure Care (per Table 14)
•
Subtotal
Engineering/QA/QC (10%)
Subtotal
Administrative and Contingency (15%}
Total Estimated Project Cost
ESTIMATED COST
$4.410
completed
completed
completed
completed
completed
completed
$239,971
completed
$15,750
$3,150
$901.218
$1.164 ,499
$116,450
$1,280,949
$192 ,142
$1.473. 091
-··----···--···--
TASK
\.Jell sampling
Labor (hourly basis)
Directs
Pldne fare
Sampling equipment
Analyses
EPA Moth. 624 (Volatil• Organics)
EPA Meth. 625 (Aold Ext/Base N•ut)
Total Lead and Chromium
Total Ph@nols
Turbidity
Total Organ 1 c: Cllrbon
Total Organic Halogen
Mai }/.shipping
Inspection & Recordkeeping
Labor (hourly basis)
Personnel training
Labor (hourly basi$)
Directs
~ Plane fare
l':?W Directs
· · Project Management Costs
Labor
Directs
Reporting
Labor
Directs
Amendments to Pl9n
Labor
Direct:s
Table 14
POST-CLOSURE COST ESTIMATE
CENTRAL TRANSPORT, INC.
Revised July 23, 1992
UNIT COST # UNITS # TIMES/YEAR # YEARS
$62. 00 24 2 30
$500.00
$75.00
$250.00
$500.00
$235.00
$30.00
$15.00
$30. 00
$70.00
$100.00
$62.00
$72. 00
$500.00
$250. 00
$72.00
$75.00
$72.00
$50.00
$72.00
$50.00
7
7
7
7
7
7
7
2
4
24
16
1
8
1
2
2
2
2
2
2
2
2
2
2
12
2
2
2
2
30
30
30
30
30
30
30
30
30
30
30
30
30
30
30
30
30
TOTAL ESTIMATED POST-CLOSURE COSTS. FOR A THIRTY YEAR CLOSURE PERIOO
•
COST
$89,280.DO
$30,000.00
$4.500.00
$105,000.00
$210,000.00
$98,700.00
$12.600.00
$6,300.00
$12,600.00
$29,400.00
$12,000.00
$89,280.00
$1. 728. 00
$500.00
$250.00
$69,120.00
$4.500.00
$34.560.00
$3,000.00
$86,400.00
$1,500.00
$901.218 .00
•
•
•
Appendix A
Part A RCRA Permit
O'BRIEN & Co RE
ENGINEERS, INC.
P.t Location: Charlotte. NC
Client; CTI
Boring Co.: ATEC
Fotem~n: Donald S\.le@ting
OBG GeolQgist: John D. Conway
S:em~le
Depth Slows Penetr/
No Depth /6" Recovry
1 0·2 2/6/6/8 2011
z 2·4 4/6/6/8 1811
3 4-6 4/5/5/7 181 I
4 6·8 note • 17• t
5 8-10 5/6/9/11 2411
6 10· 12 3/6/7/10 20• '
7 12· 14 note • 161 I
8 14·16 note • 2411
9 16·17_5 25/50/51 1 QI I
JI
10 17.5-18 95 9"
18-20 100 0"
11 20·21 35/50 1811
12 21 ·22 100 9"
-· 1-no wolls were installed
2· f ii I rn;;iterial
3· blow l:Ol.lnt was 10/11/13/13
4· blow count ••• 6/11/16/30
Report of Borlng No.: 1
TEST BORING LOG She~t: 1 of 1
SAMPLER Ground Water Depth Date
Type: Sp! it spoon Depth Date
Hall'l'fler: Fall: 1 meter Fi le No. ' 3883.001.161
I
Boring Location: NE cor-ner of waste treatment pond
Ground Elevation: 770.6 feet: U.S.G.S.
Dates: Started: 09/08/88 Ended:09/08/88
. St return R
sample Change Equipment Equipnent m
UN" Description Generel Installed Installed k
Value l>@script s•
=----====-= None 1
cri111Son platy silty clay
~-----=-2 • 3
whitish OiClnge clay, rubbery. mottled W/
white-orange-red patches r----~ I----_-:..-_-:
--~--Ap~ars to be paleosole. h1gh 1n organ1cs
ii (i.e. roots), tanish silty clay, trace 4
of fine to ~il.fll sand
---•w••••••M---------rr~•••••••••M••~~---
Similar mat~rial becoming mottled w/
white, black, orange, and blue~green 5 areas
sal"ldy silt ~.:-:':'·~·~ . ...,;-Bro~n1sh·oran9e mottled W/ . •.'-~; •' . •'.. ,• . ·, : ' .
brown, black, and orange petches, contain ··,·.':' .... .' . .":,
milky white lens approx. 1-3 ... thick ... -: .. · .. :;, .-:;·.:·:··, r._· ':.".~<:··· ...
Orang1sh·brown c(i;:iyey Sl [ t W/ trac~ of ~~:<·~-·s~· fine to medilJll sand, trace of rubbery 7-... ..;..-·~ ...
milky white material t~'m ~'"" 6
clayey sd t
-~~ _;
Brown With fine to med1 \Jll ~:·~-::.::~ sand ~=4"""~¥~ F.fw..~~;..;~
Gree-ni sh-brown silt mottled with ~~:~~=~;; oranae . -· .. ·~--· .... _ ..... _._
patches ........ ---
~· -·-·-· . ,... . ---·~ ---·~·--· ·--~ ·-· -· ...... -.......
5-blow count was 12/12/24/29
6· split spoon rejection. drilled past and then sampled believed to be weathered rock
·~
' ' '
0 1BRIEN & GERE Report of aorlng No.~ 3
ENGINEERS, INC_ TEST BORING LOG Sheet 1 of i
'rolt Loti;ition; Charlotte, NC SAMPLER Ground Water Depth Date
T~1''" 2411 split spoon with 2" O.D. Depth Oate
:l ierlt= CTI Han'l'l'ler: 140 lb. fl'll l: 3011 Fil@' No. : 3883.001.161
:oring Co.: ATEC
I
Boring location:Adjec@'nt property near rellroad
oreman: Donald Sweeting Gr:ounc:I Elevation: 768.3 foot U.S.G.S.
isG Geologist: John o. Conway Dates: Started: 09/08/88 Ended:09/09/88
Sa"l'le Stratt.111 R
S•"l'lO Change Equl,,,,.nt equipment m
epth Blows Penetr/ 11N11 Description General Installed Installed k
No Depth /611 Recovry Value Descript s•
1 0-2 1n1414 21' I 6" of topso; l; Red·orange etay ~----None 1 -----'---~-~
2 2-4 note "' 1911 "'":~..,.,.-=--~~ 2
3 4-6 note * z411 Greyish white clay~y $ilt mottled with ~!~ 3
4
orange and red particles
6·8 note "' 1.2" ~;.;.j.·~s~ 4 ~~~~~ Green isl'! grey clayey slit mettled with :-~~~~~
5 S-9 32/54 121 I black and brown patches ~+;~~~"";i~
'"<..:-...... jjP-....;-;-6 9-10 36/85 4" Weatherecl rock w1wh1te c[ay matr;x b._ litZ,<
'
5
7 13-15 8/9/20/30 24 11 Mottled orangey white silty clay with a
trace of fine to mediun sand. rhis unit
grades into a white powdery sand wfth
some white clay. I.leathered rock with
white clay matrix composes the Lower four inches of th• split spoon.
-· u-----~~••••~~------T~•••••u-------~T•••• •· 6
8 18-18.4 50 5" weathered rock w/ white clay matrix ~ i:&>
' -
-,,
No·""w~t l installed 5 end 6· Drilled to avoid $pl it ~poon rejection then sarrpled
Bl ow e;ount was 9/17/16/24
Blow count was 7/12/25/28
Blow count was 9/31/41/60
O'BRIEN & GERE Report of Boring No.: 4
ENGINEERS, INC. TEST BORlNCI LOG Shie~t 1 of 1
P.t Lotation: Ch;;;irlotte. NC SAMPLER Ground \later Depth oate
Type•24" Split spoon witli 2" O.D. Depth oate Cl lento CTI Ha11111Cr: 140 lb. Fall: 3011. File No. ' 3883.001.161
Boring Co.: ATEC I Boring Location: Hill on adjacent pro~rty
Foreman: Donald Sweeting Ground Elevation: 781.8 feet U.S.G.S.
OBG Geologist: John o. Conway Dates: Started: 09/12/88 Ended,09/12/88
sa~le Strett.111 R
Safll'le Change Equipnent Equipnent m Depth Blows Penetr/ 11N11 Description General Installed lnstall@'d k
No Depth 16" Recovry Value Desc:ript s•
1 0-2 2/4/4/6 24 1 I Crhnson red, oran~e clay W/ block ereas t-~---~ None 1
••---~--~---~•••~--w•••~---~•••~----••••~
2 2-4 5/7/8/7 2411 orangey red silty clay mottld with
whitish yellow and black patches
3 4-6 5/6/9/12 2411
4 6-8 note • 14 1 I 2
~---~--~---~--~---~--~----~-"·---~-------5 8-10 4/6/8/7 20''
Tani sh orang~ silty t:ll'!y with whitish
6 10-12 5/7/7/8 201 I ~llow and black patches
~•••---~-·~---••~---"•••~---•••~~--w••••~
7 12-14 5/7/7/8 2211 Reddish orsn9e silty clay with bl eek,
greenish yellow, and red patches 8 14-16 3/5/5/6 2411
9 16-18 3/6/6/8 14 1 I
•a---••~---~•••---T•••~--••••&---••••---w
10 18-20 6/6/7/8 201 I Tannish orange silty clay
&---T·~~------~--~T·•~--T•••M~---··-~--T•
11 20·22 3/6/6/7 16 1 I Gr~ehish tan clayey silt with orange
22-24 5/5/6/6
and black patches =+ . ....;. • ..!,..-:;: .... :!..:; 12 16 11
]I ~~~1-0:~
.
-• 1-Sample descriptions performed
2-Blow count was 10/9/12/12
in office on 09/21(88
01SRlEN & GERE Report of Boring No.: MWl ENGINEERS, INC. TEST BORlNG LOG Sheet 1 of 1
r~ Location: C@ntral Transport, Inc. SAMPLER ,,\·. Charlotte~ North Carolina l'yp@'! 211 fnside diameter split barrel lient: Central Transpo~t, 111¢. Hamner; 140 Lb. Fol L: 30" File-No.; 3883.001
oring c::o.: ATEC
I Dotes:
oreman: Dan Doty
BG Hydroseologist: Stephen Mogilnieki Started: 9/6/89 Ended: 9/6/89
S-le Strat1.1r1 netd Testing R
S-Le Change Equipment m epth Blows PeMtr/ 11N11 D~$Ct'iption General Installed k NO Depth /611 IU~covery Value Descript HNU •
0 1 0-2 24/18 Mei st~ reddish~brown silty CLAY 0
2 2 2-4 24/18 Moist, rl!ddish-brown Silty CLAY with vegetative matter 0
4 3 4-6 2"2-1-3 24/18 3 As above 3.0
6 4 6·8 2-4-2-2 24/12 6 As above 1.0
8 5 8-10 2-2-2-4 24/18 4 As above 0
10 6 10-12 2-2-3-4 24/12 5 As above 0
12 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, anc:I 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 sane:!, silt. and etay and white silt and clay 0
••••••••~•••~~--------------wwrrrrrwrn••••
Bottom cf Bering: 201411
•
O'BRIEN & GERE Report of Soring No.; MW2
ENGINEERS, INC. TEST BORING LOG Sheet 1 of 1
r. Location: Central Tri!lnsport, lYM::. SAMPLER
,. . ChArlotte, ~orth Carolina lype: 211 inside diameter spL it barrel
l i~rlt: Central Transport, Inc. ••-r: 140 lb. Foll: 30" File No.: 3883.001
oring Co.:; ATEC I Ootes:
oreman: Dan Doty
BG Mydrogeologist: Stephen Mogilnicki St.ftrted: 9/6/89 Ended: 9/6/89
S"°"l e Strati.n Field Testing • S~le Change Equiµnent m
epth Blows Penetr/ 11N•1 Description General Installed k
No Depth /611 Recovery Value Descript HNU •
0 1 0-2 3-3-J.3 24/12 6 Moist, reddish-brown, fine sand, silt, and clay, with vegetative matter 0
2 2 2·4 3-3·3·4 24/16 6 Moist. reddish-brown sand,
clay, with white clay
silt, and 0
4 3 4-6 24/12 Moist. reddish-brown sand, silt, clay, with bli!lck or gr@et'I clay ond 0.2
6 4 6·8 3·3·5-5 24/12 8 As above; rubber fragment, indicative of 0
fill material
a 5 8·10 24/18 Wet, dark gr~en silt
white fine sand
and clay, some 0
10 6 10-12 1"2·2·3 24/18 4 As aboveb also some fragments of 0
reddish-rown sandston~
12 7 12· 14 2-5·8· 10 24/20 13 Wet. orange~brown, sand, silt. •nd 0
!lta
clay, end wet, grey sand
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. $and, silt, and clay, 0
and moist, lt. green sand, silt, and clay
24 14 24·26 9·21·28-5 24120 49 As above 0
26 15 26·28 50/2" 212 Moist, gr~enlsh·brown sand and silt 0
-----~--T·---~--------~-~-----~---------~~ Bottom of Doring: 271611
•
J'BRIEN & GERE Report of Boring No.": MW3
E"NGINE.C:RS, INC. TEST &OllING LOG Shoet 1 of 1
co Loe.at ion= C~ntral Transport, Joe. SAMPLER
Charlotte, North Carolina Type: 211 inside diameter split barrel
Fi le No.: 3883.001 l ient: Central transport, Inc. H8111rer: 140 Lb. Fall: 30"
::Jring Co.: ATEC: I Dates:
:)l"eman: Oan Doty
3G Hydrogeologist: Stephen Hogilnicki Started: 9/7/89 Ended: 9 /7 /89
S-le Stratun Field Testing R
S81111?l• Change Equi~nt m
•Pth Blows P@netr/ "N" Descr1ption General Installed k No Depth /611 Reeovery Value Descript HNU s
0 1 0·2 3·3-3·3 24/0 6 £No rec:ov@ry jn two attepptsJ 0
2 2 2-4 3·2·3-4 24/12 5 Mo;st, or.a~-bl"l)Wl"I ..
and clay
firte sand ... silt, o.s
4 3 4-6 4·5-7-6 24/12 12 As above, 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. Lt.
friable
brown, fin@ sand and silt; 0
10 6 10-12 30ft50/211 12/12 Moist, orange~brown fin@ sand, silt, and 0 clay with black vegetative matter
12 7 12-12.5 50/411 4/4 Moist, hard, lt. grey to lt. blue·gre@n 0 silt and sand
--••---~-••-••-w•---~-~--~-~-••--••-••--••--Bottom of Boring: 121611
•
L _____ _
O'BRIEN & GERE Report of Soring No.+ HW4
ENGINEERS, INC. TEST BORING LOG Sheet 1 of 1
•r Loe.at f on• Central Transport, lnc:-. SAMPLER
'i'·" Charlotte, North Carolina Type: 211 inside diameter $pl it barrel
:l ierit: Central Transport, Inc. Ho-r: 140 lb. Fall: 30" Fi Le No.: 3883.001
1or-ing· Co,.: ATEC I Dates:
oreman: Dan Doty
IBG ttydrogeologiSt! Stephen Hogfln!cki Started: 9/7/89 Ended: 9/7/89
s...,1. Stratun J=ield Testing R
S""!>le Change Equipment "' 1epth Blows ~enetr/ HNll Des er i pt ion G@neral lnst.BL led k
No Depth /611 Recovery value Descript HNU s
0 1 0-2 8-6-8-8 24/12 14 Moist, l t. brown, send, silt, i:.nd clay 0
2 2 2-4 9·14-21·2 24/18 25 As above, with white silt and clay, with 0
black vegetative matter
4 3 4-6 11-21-28-8 24/20 49 As above 0
6 4 6-8 24/20 As above 0
8 5 8-10 14-14-50/ II 18/18 As above 0
10 6 10-10.5 30~50/211 12/12 Ory, Lt. grey fine' sand and silt, with
fragments of greenish&gr~Y, hard quart~ite 0
12 7 12-12.5 50/4" 4/4 Moist, hard, lt. grey to Lt. blue-green 0
JI silt and sand
-----·-··-··-·---·--·~--~-·------·--·~-----Bott(lfJJ of Sorfng: 101611
I
-···-------·· ---
D1BlilIEN & GElilE R~port of Boring No.: MW5 ENGINEERS, !NC, TEST BORING LOG sheet 1 of 1 r. Location: Central Tr8nsport, Ine. SAMPLER <.~· Charlotte-. hlorth carol ina Type:: 211 inside diameter split barrel
lient: Central Transport, lnc. Ha-r; 140 lb. Foll: 30" File No.: 3883.001
or;ng co.: ATEC
I DatoS!
oreman: Dan Doty SG Mydrogeolog;st: Stephen Mogilnicki stert@d: 9/8/89 Ended: 9/8/89
S-le stratun Field Testing R
S-le Change Equipnent m epth Blows PMl:!!tr/ HNll Description General lnstal led k No Depth /611 Recovery ValU@ Descript HNU s
0 1 0-2 5·10-10·1 24/18 20 Mof$t[ orange-brown, fine sand, silt, 0
and c ay with vegetative matter
2 2 2-4 8-9-11-18 24/18 20 As above, with white clay 0
4 3 4-6 12-14-15-6 24/18 49 As above 0
6 4 6-8 16-50/5" 11/11 As abov~ 0
8 5 8-10 27-14-50/ II 15/8 Mo;st, w~ath~red.
quart~ite
greenish-grey 0
10 6 10-12 50/611 6/4 As above 0
12 7 12-13.5 20-38·50/ II 15/15 Dry, grey quartzite 0
-----------~"~---·············-----·······-Bottom of Bor;ng: 131611
O'BRIEN & GERE Report of Boring No.: MW6
l;~GINl=:ERS, INC. TEST BORING LOG She~t 1 of 1
r. Location: Central Transport, Inc. SAMPLER • none
·.::~1;. Charlotte, North Carol in.a Type:
t ient::. central lr-i;inspor-t. Inc. Hamner: Foll: File No~: 3883.001
oring Co.: Et4TC
I oreman: Jaek Oliv@r
BG Hydrogeologist: St@phen Mogilnicki Dates: Started: 10/2/89 Ended: 10/2/89
S•-.>le Strat1.1n Field Testlng R s...,1. Changj!! Equipment m
epth Blows Penetr/ •!NII Oescriptfon General Installed k
No Depth /611 ~ecovery Value Descript HNU s
0·20 Moist, brown, silty loam
20-35.5 Dry, hard, blue-grey fine-grained
sandstone; greenish-white quQrtz on the surfaces of some fragments
••••---••••~--~••••~--•••••~--w•••••~--""""
Bottom of Boring: 35.51 (air rotary method
-
•
O'BRIEN & GERE Slepol"t of Soring No.:: MW7
ENGit.IEERS, lNC. TEST BORING LOG Sheet 1 of 1
ro. location! Central Transport, Inc. SAMPLER • none :.~... Ch8rlotte, North Carolina Type: lfent: Central Transport, I no. Hanmer: Fell o File No.: 3883.001
oring Co.: EMTC I Dates:
.
oreman: Jack Oliv~r
BG Hydrogeologist: Stephen M0gilnicki Started: 10/3/89 Ended: 10/3/89
S811f>le Stratun Ff eld Test ins R
S""l'le Change Equfpnent m epth Blows Ponetr/ "NII Description General lnstal led k
No Depth 1611 Recovery Value Descrfpt HNU s
D-5 "4oist, brown, silty loam
5-6 Concf'ete
6-30 Moist, brown, silty loam
30-42 Dry, hard blue·grey f in@-grained sandstone; greenish-white quarti on the surfaces of some fragments
~-~-~-w-~---~---~---~---~---&-Tw•-~--~~--~-Bottom of Boring: 42 1 (air rotary method)
'~·· I
~.--.. -·-- - - -
01BR1i;. .. & GERE Report of Boring No.: MUS
l;:NGINEER:S, INC. TEST BORING LOG Sheet 1 of 1
r. Location: Central Transport, Inc. SAMPLER -"""" ,~... Charlotte, North carol;na Type: l i~nt: Central Transport, Inc. HaJJmer + Foll: File No.; 3883.001
oring Co.: EMTC
I ore!11i'ln: Jack Oliver
SG Hydrogeolog;st: Stephen "og;ln;cki Oates: Started: 10/3/89 Ended: 10/3/89
S-le Strat1.1n F;eld Testing R Sa~le Change Equipment m epth Blows Penetr/ HNll Deser;ption General lnst•l led k
NO Depth /611 Reeove:ry Value oeser;pt HNU •
0·15 "o;st, brown, silty loam
15-32 Dry, hard, blue-grey fine-areiried $Bndstone; greenieh-wh;te quartz on the
surfaces of some pi@Ces
---~•&&&&•&&aw•-----~--------T--~----------Bottom of Bor;ng: 32 1 ce;r rotary method)
-•
l
O'BRIEN & GERE Report of Boring No.: MW9
EN E~RS, INC, TEST BORING LOG sheet 1 of 1 -. ro_. Location: Central Transport, Inc. SAMPLER • none Charlotte, North Carolina Type: l ient: Central Transport, Inc. Hamner: Fell: File No.: 3sa3.001
oring Co.: EJ1TC I Oates;
oreman: Jack Oliver
BG Hyd'rogeologi$t: Stephen Hogilnicki Started:10/19/89 Ended:10/19/B9
S~le Stratiin Field Testing R
s....,le. Change Equipment m
opt~ &l0!.1$ Penetr/ "N11 Descr1ptTon General Installed k No Depth /611 i:tecovery Val~ Oescript HNU •
0·17 Moist, lt. brown silty loam
17·20 Moist. orange-brown silty loam
20·42 Dry, lt. grey, hard siltstone
42·52 Wet, l t. grey, hard si L ts tone
··---ft•••---···----------~---~--~---~---~--
Bottom of Boring: 52 1 (air rotary method)
-
li,,~\
•
O'BRIEN & GERE Report of Boring tio.: MW10 ENGINEERS, INC::. TEST BORING LOG Sheet 1 of 1
rc.~9 Locetion: Central Transport, Inc. SAMPLER -none Charlotte, North Carolina Typo' lient: central Transport, Inc. Hanmer: Fall: File No.: 3883.001
oring Co.: EMTC I Dates:
oreman: Jack Oliver BG Hydr0geol0gisto Stephen Mogilnicki Started:10/19/89 Ended:10/19/89
S!1111'l e Stratl.111 Field Testing R
$~Le Change Equipment m epth Blows Penetr/ HNll Descriptiof"I General Installed < NO Depth 1611 Recovery Value Dese;ript HNU s
0-12 Moist, orange-brown silty loam
12-21 Ory, weathered; lt. grey siltstone
21-41 Dry, un~eathered Lt. grey siltstone
41-51 lrilet, Lt. grey siltstone
----~-~------~-To•--wo•--···----·-w••~-~--~
Bottom of Boring: 51 1 (air rotary method)
-..
•
O'BRIEN & GERE Repo.rt of Boring Ho.: MW11
ENG I MEERS, INC. TEST BORING LOG Sheet 1 of 1 -
l""{i,,_ Loeati0t1: Central Tr$nsport, Jnc. SAl(PLER • """" Charlotte, No~th Carolinu Type' tient; Central TranspQrt6 Inc. lianmer;. Fallo Fi le t(o.; 3883-001
oring Co.: EMTC I O•te.,
oremati: Jack Oliver
SG Hydrogeologist: Stephen Mogilnieki st•rted:10/19/89 Ended' 10/19/89
s"""l • Stratun Field Test'ing R ·~l· Change Equi-nt m epth Slows Penetr/ 11)>,jll Descr1ptiOI'\ Gen@ral lnstal led k No Depth /61t Recovery Value Descript HNU s
0-3 Moist, brown silty loam
3-22 Dry, hard, gr~enish-grey siltstone
22-30 Wet, hard, gre@nish·g~ siltSton@'
-••--~~---~---m~-•-••-••-•-~•-••-•~••-••-•~
aottorn of Boring• 30 1 (air rotary method)
-.
I
-·--·--··-· --- - - -
O'BRIEN & GERE Report of Boring No.: MW12
ENGINEERS, INC. TEST BORING LOG Sheet 1 of 1
roject l.oeation: Charlotte, North Carolina SAMPLER -none Ground Water Depth Date :._• Type: Depth oote c~trsl Transport, Inc. Hsnmer: Foll: File Ho.: l883.001
oring Co.: Enviror.nentel Monitoring and Testing Corp.
I
Boring location: adjacent to M\111
oreman: Mike-R.ansier Ground Elevation:
B~ Geologist: John O • Conway Dates: started: 6/25/90 Ended: 6/25/90
s...,l e Stratun Field Testfn9 R
SllOl>l• Change E(fJipment sam-m
epth Bl°"" Penetr/ HNll Description General Installed pl• screen k Ho Depth /6" Recovry Value Desc:ript tirne time HNU ••
0 overburden
10 black/green fine grained rock -"""'1 i boll te
20 ground water encountered "°"" i bo U t e
~o ~ta-quartzite with pyrit~ and chlorite
40 ~ibol ite with !!pi dote, pyrite. and
chlorite
50 """" i bo l i t.
60 """" i bo l i .. -·
70 lllfllh i bo l i t e
80 """" i bo l i t.
90 anl'liibol ite
100 anµ, i bo l i t e
---··-----------·-------------------------1 Bottom of Boring: 106 1(air rotary method)
-,.,
Appendix C
CMUD Special Use Discharge Permit
•
•
c . • Sdledule ot Catplianoe
1. 'lhe Pv:nuitt. ahall ad"liew CXl!pli.ance with the e!fluent lilr.i.tatia-is
specified in Part I B(2) of this pe.rmit in a=rdanCe With the
follCMi.n; ~e:
Activity '»>dl in@ for Qmliarloa
a. Prepare an erqineerlng ~rt of treatment aitematiws. ....,.n!t.t..,.A ______ _
b, Select arrl sul:lTJ.t plans and specificaticns for a treatlnent alternative. _.,N:<".tf.."A ______ _
c. a:it:ail1 authorization to c:onstruct tran CM.JD. _N,..t'°"A ______ _
d. Award contracts fc:tr ccnstr\lc:tion, _.,N~/:"::'A ______ _
e. Begin ocnstructial. __,,,N ... IA~------f. CD!i>lete ~. __,,,N,..IA.,. ______ _
9. <bt4in full ~timal llta~ ard full
caiplianoe. .....;.N,,,,l~A-------
2. R> latm-than 14 calen:W:-days follcw:i.TJ; any date identified in the
above a::hadule of catplianoe, the Plmnittee shall sul:rnit either a
report of ~ or, in the case of speci tic actions being required
by identified dates, a written notice of o::mplian:e or n:mo::t'lplianoe.
In the latter case, the notice shall incl\.de the cause of
nto:::aupli.ance, any ~ actiais taken, ard the ~ility of
meetirg the next fltbldul.e requirement.
• D. Monitorin:J md Report:inJ
•
1. llepns utative sattplin;
sanples arrl measuremants takeii as reqLrlred herein l!'hall :be
npresentative of the vol\Jlle an5 nablre of the monitored disc:tial:ge.
All sall'ples shall be takeii at the Jlllllitorirq points l!lp!cified in this:
permit and, unless otherwise specified, l:lefore the etnuent joins or
ill diluted by any other waste stream, bcdy of water, or substanoe.
M::citorin; points shall rot be charqeQ without rotifioation to, an:!
Off>roval. t>y, the pru:niit issuirq authority.
2. Report.in;
Permittee lTUSt llalitor in accordaooe with~ lised in Part
I, Page 3 arrl 4 Of this permit.
Jiblltorin;J Results obtained by the l'emittee shall :be Slnrarized an::1
reported on the Incl.irect. Disc::haJ:qe M:xiitorirq Rep:>zt Form (Il'.MQ,
posonarke:i no later than the twentieth day of the lla'lth follMn; the
IQ"lth in whim the sanples 'Wal'.'El taken. If no clischazge occurs durln;J
the :report.in] period, "no discharge" shall :be :report.Id. ecpies of
these and all other reports n'qllired Mrein shall ~ sul:l'!litted to the
permit-~ authority at the folladn;J address:
O'la.:d~enburg utility Department
In:iustrial waste Pretreabmnt Prc:gram
5301 Cl~ Raad
Olarlotte, NOrth caro1ina 28210
•
•
•
.;..---~ .... _T -
GENERAL WIDmCJ:!S
A. D.lty to CDTply
'Die Pmtdttee :mst ocmply with all oorxlitims of this penuit. Acy ~t
noro:xiplianoe o.:mstitutes a violatiCl"l of the city Qlde and is grourm for
possible .m'.010E1Iieiit actia"l.
B. Duty to Mitigate -PreVention of l!dverse ll!pact
c.
o.
'!be Pennittee shall take all reasonable st.eps to minimize or preYe:lt any
disdtarqe in violation of this penrl.t ..midi has a reasaiable liksliho:::d
of adversely affectin;I human health, the WIW, the waters :i:eoeivirq the
FCIIW's discharge, or the eiwil':ament.
Facilities q,eration
'lbe Pennittee is authorized to qierate any existin;J pxetz:eat.ment systems
am;or any systcrs required. 'lbe Pmmittee shall at all tiJneS :maintain
in good workil'J; order arrl opmlte as (lfficiently as possible, all CXAit::l"Ol
facilities or systems installed or used l:ly the Pennittee to achieve
oonplianoe with the tenns arrl corditiais of this permit. Bypass of
treatment facilities a prdrll:>ited except. When app%'OY9d in advance by the
City. Bypass er.prowl !:hall be given only When such bypass is in
eatpliance with 40 CFR 403.17 •
Rem;Md~
solids, shxlges, filtar baclGiash, or other pollut.ants l"El1rJYOO. in the
course of trMt.ment or oontrol of wastewaters shall be diq>OSed of in a
ll1aME!l' sucti as to prevant any pollutants frail wch ne.t.eri.als fra'D
entering the se*n'el:' syst.em. 'lhe Pemittae is nesponsible for assurin] it.s
ocq:>lianoe with any nquiraents regard.inJ the ~tia'i, traat:nertt,
~. &n;J/or disposal of ~ Waste" as defined. wder the
Fedexal Re.so..u:oe o:mseivatioo ar.d 'IW:xNerj Act.
E. tJl:set Q:niltiais
An "upset" ll13al'IS an excx:ptional incidant in Widl there is en
unintentional ani teiipora:ry J'IOU:Xitplianoe with the effluent limitations
of this pennit l»oause of factors beyond the reascml'>le m1txol of the
Perroittee. An upset does not inclu::ie norm1plianoe to the extent caused
by operational. ern>r, il'l,J1operly designed or inacleqllate treat:liei'lt
facilities, lack of preventative mainterance, or careless or inpniper
QPerations.
An upset may constitute an affirmative defense for action br<lught for the
nonca:iplianoe. 'Ihe Permittee has the bllden of pi:oof to provide ev1denoe
am demonstlate that none of the factors specifically listed above ~
respons:il:>le for the noncaipliance •
•
'Ihe Pemittee shall allc:M the staff ot tbe GUtte or Nonll QU:o.u.n••
l)epart:ment Of Natural ~ and Ct.llm.mity DWelcp:M11t, Division Of
EnVi.rarmlental ~, the Rlgic:nal Mminisl:n.tor of the J)witanmental
Proteotioo 1qerCj, the City of <l:larlott.e, and/or their authorized
nipresentatives, \lpOrl the presentati.M of~:
l. To enter qx:in the Pennittee's premises tlhere a real. or potential
d.ischa:rge is located or in Whim reo::n:dS are requind to be :kept
~the~ ard o:rditi<:mS of this permit; am
2. At reascnable tilnes to lave ac<: ms to am COfl:I reoordS requind
to be kept urmr the terms and oon:U.tions of this pe:rl'lliti to
inspect Im)' mcnit.orlrq Eqlipnsnt or natltorin] lQethcd ~ in
thi5 petll\it; an:i to cm1ple aey discbnge of poll'Utants.
G. Availability of '.Rap::>rts
Exoept for data~ to be o::afidential un:ie.r the Q:lde, all xl:!pOJ:ts
prepared in ~ with tertt6 of this pe:mit shall be available for
p.lblic: inspection at the city Of Olarlotte. M nquUed by the OXle,
effluent data shall 1-* be consi4exed confidential.
• H. rucy to Provide Infomation
•
'ltle Pennitter:i Shall fUrnish to the Industrial Waste Manager or his
desigmw!, within a reasaiable ~. art/ infonmti.cn 'Whidl the Direct.or,
his designee, or the Division of Envixonnental ~ may request to
CletelJnine whether a\1.lSe edsts for IOOdifyinq, rwokin;J am. xeissl.ibig, or
tarndnatinJ this pennit or to det.e:ard:ne caipl.iar.::a with this pennit. 'lhe
Pennittee shall also fuxnilsh1 upon request, cq>ies Of reix:n;ds required to
be kept ey this pennit.
I. Si911<'1t.ol:y ~
All >:Eplrts or infornaticn wl:rnitted ~ to the ~ of this
pemit IXllSt be signed and oe.rtified. by a ranking official or duly
authorized ~ ot t.he ~ttee.
J. Toxic Pollutant&
If a toxic effluent starrlard or prch.ihitian (incll.ldin; any scheaul.e of
catpli.aroe specified in Sl.dl. etnuent st.aroard ar prdlibition) is
established unSer Section 307(a) of the ~ Clean water Act for a
toxic pollutant 'ttlic:b is pxssent. in the ~ an:! sucti standard or
prohil::>ition is lllOre st:r:in;Jent than aey lbd.tatia1 for suc:b. pollutant .hl
this permit, this pe.tmit lN1Y be xeviSGd or Jll:dified in aecoxdanoe with
the t:oxic odfluent. i>taimrd or prohibiticn ard the Permittee so notified. .
~~-·-"-" -- - -
•
•
•
Part n -P-~e 3
~"°·~
:ic. . Civil arrl crilninsl Liability
Nothi:g in thll: permit shall be ccnstrued t.o raliwe the Permj:tt:ae tra:n
civil or cri.minal penalties f01: !'lOl'ICQlpliaooe.
L. ~ aro,tor State IA'tlS
Nothin3' in this perlllit Bhall be cxnrt.rued to precl\ds the institution of
any legaJ. aeti.on or relieve the Pel:mittee f'ran any respmsibilities,
liabilities, or penal.ties establiMe:l ~ t.o any ai;plicable Federal
am;or St.ate law or J:e91llei.tims.
M. Penalties for Violati= of Permit carditions
N.
Any pel'.'.'Ea'I ~ violei.tes a pennit oc:n:ilticn is subje::t to actict'I outlined
in Cllapter 23 of the City of Q'larlotte O;ide,
'Ihe City of Chtrlotte Code, Qi.apter" 23 pt'Oll'ides that any person Who
lontirqly makes any false ~tanents or nipresentation in e:ttt application
or 1ep::>r t or other doo.ment subtdtted or required to be Jle.int:ainEr:1
~ to the ot'dinan:le of this pemit, or 'Who Jcnowi:¢y tenders
inaccurate any JUlitorin;J device or methcd req.iind under this ordinmJ::e,
Bhall upon convict.ia'l be pmiahe(i l:ly a fine of up to $15,000 per
viohticn, or by inpr~ for not mre than cine year, or by both •
'lhis provision fs baclt;OO. up by the NCCS 143-215.
Need to Halt or ~>oe mt ei. Defen5e
It shall wt be a deferl$e for a Pel:mittee in an enforoement action t.hat
it wccld have been necessaiy to halt or redllOe the pennittea activity to
maintain caipli.anoe With the cioniltions of the pemit.
0. Transferability
'lb.is permit shall not be reassi9Md or transferred or sold to a new
~. new user, different premiaes, or a new or ~ opeiation
wit:lDit awnm.J. of the City.
P. P.tq:ezl;:y Rights
Q.
'Ibis pel:."lllit does not o::KN£ff any piqie:rty rights in either l:eal or
persmal property, or any exclusive privileges, nor does it authorize any
injury to private property or any :invasion of personal rights, nor any
infrirge: llEll1t of Fedeml, state or City laws or re<31.1latians.
several:lility
'lhe provisions of th1$ permit are severable am, if any provision of this
parlllit or the application of any provision of this pannit to any
cirrunstanoes is held invalid, the awlication of alCh pr<:llrision to other
c~ ~ the remaimer of this pennit sMll. not be affected
theteby.
•
Appendix D
•
OBRIEN 6 GERE
•
•
Appendix D
Stabilization Study
•
•
•
Introduction
APPENDIX D
STABILIZATION STUPY
On September 12, 1988, O'Brien & Gere Engineers, Inc.
received homogeneous sludge samples from central Transport,
Incorporated (CTI). Stabilization tests were conducted on the
sludge to evaluate the effectiveness of both cement-based and
pozzolanic processes. The following stabilizing agents were
tested: cement, fly ash, cement and fly ash, hydrated lime
(Ca(OH)2), and quicklime (CaO). The cement utilized was
building grade Portland cement. The fly ash was obtained from
NY State Electric and Gas Company. The hydrated lime utilized
was commercial grade, and the quicklime was laboratory grade.
In order to demonstrate that stabilization of sludge from
Central Transport•s facility would decrease the leachability
potential of organics, a second · treatability study was
performed comparing before and after TCLP results. On July 2,
1990, O'Brien and Gere Engineers, Inc collected a composited,
homogeneous sample of sludge from CTI. The stabilization
agents used in this study included cement, cement with fly
ash, and cement kiln dust (pozzalirne). The pozzalirne was
provided by JTM Industries of Marietta, Georgia •
D-1
O'BRIEN & GERE
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•
•
A • September 19BB Treatability Study
Experimental Procedures
Three one gallon glass jars containing homogeneous
samples of sludge from CTI were received by O'Brien & Gere
Engineers, Inc. Upon receipt, the sludge in the three jars
was composited to form a single sample. The sample was of
uniform texture, resembling sand. Several large chunks of
material were also found in the sample.
The testing method consisted of mixing the sludge with an
appropriate quantity of each of the five stabilization agents
previously mentioned. The combinations investigated presented
in Attachment 1.
Each sludge aliquot to be tested was weighed and placed
into a plastic cylinder, 2. 25" in diameter and 6. 5" in height .
The stabilizing agent was weighed and added to the sludge.
The combination was mixed for approximately five minutes to
provide complete mixing of the two materials. The mixture was
allowed to cure at room temperature for three days, with
observations of each sample taken after two days and three
days.
Results
Following the 4B-hour curing period, the volume increase
of the sample and the sample properties were noted. Volume
increases for each of the fifteen samples are given in
Attachment 1. Samples 1-3 and 5-3 had stabilized completely
D-2
0'8RIEN & GEHf
•
•
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, 2-2, 2-3 and 5-2 exhibited these same properties.
The addition of quicklime to the sludge at all ratios
given in 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
O'BRIEN & GERE
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•
•
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/liter (ug/l). 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
O'BRIEN & GERf
•
•
•
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
O'BRIEN & GERE
~--·---- -
TABLE D-1
CENTRAL TRANSPORT, INC.
STARILIZA.TION TESTS (Seotember 1988)
SLUDGE:
SOLIDIFYING SOUDIFYING SOUDIFYING VOLUME
SAMPLE AGENT USED SI,UDQE AGENT AGENT INS::REA~E
(grams) (grams) (%)
1-1 Cement 300 30 0.1 : 1 0
1-2 Cement 300 75 0.25: 1 5.7
1·3 Cement 300 150 0.5 : 1 20
2-1 Cement & 220 110 0.5 : I 28
Fly-Ash•
2-.2 Cement & 220 165 0.75; 1 40
Fly-Ash•
2-.3 Cement& 220 132 0.6: 1 36
Fly-Ash*
3-1 t1y-Ash 220 110 0.5: 1 28
• 3-2 fiy-Ash 220 132 0.75: 1 26.9
3-3 Fly-Ash 220 165 I : 1 44
4-1 Hydrated Lime 220 55 0.25; l 7.7
4-2 Hydrated Lime 220 110 0.5 : 1 24
4-3 Hydrated Lime 220 88 0.4: 1 11.5
5-1 OuickHmc 220 55 0.25: 1 8
5-2 Quicklime 220 110 0.5: 1 15.4
5-3 Quicklime 220 165 l : 1 60
One part cement and three parts fly-ash .
• D-6
O'BRIEN & GERE
r-
TABLE 11
CENTRAL TRANSPORT, INC.
LAGOON CLOSURE PLAN • TCLP S°""le Results (All results reported in Ug/l)
Ars~nit::
Bariun
Benzene
CactnilJ'l'I
CONSTITUENT
Carbon Tetrachloride
Chlordane
C::hlorobenzene
chloroform
Chromil..l'n
o·Cresol (2·methylphenol)
n·Cresol (3·methylphenoll
p-Cresol (4-methylphenol)
Cresol
2,4-0
1,4-Dichlorobenzene
1,Z~Oichloroethane
1, 1-Dichloroethylene
2,4-DinitrotolLil:!'ne
Endrin
lieptad1lor
l chtorobenzene
chloro~1.3-butadiene
cntoroethane
Lead
Lindane
Mercury
Methoxych l or
Methyl ethyl ketone
Ni t robenzene
Pentachlorophenol
PyridiM
SeleniLm
Si Lver
Tetrachloroethylene
roxaphene
Trichloroethylen4:!
2,4,5-Trichlorophenol
Zf4,6-Trichlorophenol
2,4,5-r~ CSflvex)
Vinyl Chloride
Regulatory SatrfJLe Results
Levl!'l from November 1989
5,000 <10
100,000 410
soo N/A
1,000 <10
soo N/A
30 N/A
100,000 N/A
6,000 N/A
S,000 120
200,000 IU
200,000 1U
200,000 1U
200,000 SU
10,000 N/A
7,SOO 1U
soo N/A
700 N/A
130 1U
20 N/A
8 N/A
130 2U
500 1U
3,000 1U
5,000 90
400 N/A
200 <10
10,000 N/A
200,000 N/A
2,000 2U
100,000 2
5,000 N/A
1,000 <50
S,000 <SO
700 N/A
soo N/A
soo N/A
400,000 1U
2,000 1U
1,000 N/A
200 N/A
N/A indicates analysis was not perfor~ for particular constituent
S~le Results Post Solidi·
frOl'n July 2, 1990 ficat;on Results
9.8 NB
717' NB
su 1J
<10 NB
5U 5U
o.sou NA
SU su
5U SU
<20 NB
400 15
10U 10U
16 25
N/A N/A
1U N/A
5U SU
5U SU
SU 5U
IOU 10U
0, 10U N/A
o.osu N/A
IOU 10U
10U 10U
10U 10U
<80 NB o.osu N/A
<0.4 NB
a.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
10U 10U
o. 10U N/A
1 OU IOU
U indicates analyte was not detected in sairple above detection limit. Nl.IJber acconpanying U is the detection limit
NB indicates that the results for metals were not available for thls report and will be app@nded to report
• Baril.In ~as detected in the lClP Method Blank
•
•
•
Appendix E
•
•
aBRIEN 6 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
O'BRIEN & GERE
•
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•
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
O'BRIEN & GERE
•
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•
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 it 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
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O'BRIEN & GERE
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third downgradient well will be installed as part of the
lagoon closure.
The well installation will be completed using the air
rotary drilling method, with a nominal six-inch diameter bit.
The drill cuttings will be inspected in the field · for
lithology and moisture content. Once the desired depth has
been reached, the monitoring well will be constructed by
lowering an assembly of two-inch inside diameter, flush-joint
threaded, PVC well screen and riser casing into the borehole.
The well assembly will consist of lo feet of PVC screen, with
0.020-inch slot size, attached to an appropriate length of
riser casing.
A clean sand pack will be installed in the annular space
between the well screen and the borehole. The sand pack will
extend two feet above the top of the well screen. A two-foot
thick bentonite seal will then be placed on top of the sand
pack. The remaining annular space between the borehole wall
and the well casing will be filled with a cement grout. The
grout will extend to the ground surface, where a locking steel
protective casing with a cover will be installed. The
protective casing will extend approximately two to three feet
above the ground surface.
A typical well construction diagram is included in
Appendix A. The well construction will be in accordance with
the North Carolina Administrative Code, Title 15, Subchapter
2C "Well Construction standards", section .0108
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"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 discha:r;ged 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.
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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 .
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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
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O'BRIEN & GERE
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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 analy2ed 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
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O'BRIEN & GERo
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10. Copper 22. Vanadium
11. Iron 23. Zinc
12. Lead 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 15, Subchapter 2L -"Classifications and water Quality
Standards Applicable to the Groundwaters of North Carolina",
section • 0202 -"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.
It should be noted that in addition to the unfiltered
inorganics analyses required by the State, O'Brien & Gere will
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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 PREPA:RATION
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;
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O'BRIEN & GERE
• references to scientific or technical literature used
in the preparation of the Report;
names, titles, and disciplines of professionals
engaged in the preparation of the Report .
•.. , ,,
• WP-12
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APPENDIX A
TYPICAL MONITORING WELL CONSTRUCTION
O'BRIEI'< & GERE
•
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APPENDIX B
GROUND WATER SAMPLING PROTOCOL
0 BRIEN & GERF:
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GROUND WATER SAMPLING PROTOCOL
The following procedures will be used to obtain representative
ground water samples. To obtain representative ground water
samples from wells containing only a few gallons of ground
water, the bailing procedure is preferred. To obtain
representative ground water samples from wells containing more
than a few gallons, the pumping procedure generally
facilitates more rapid sampling. Each of these procedures is
explained in detail below.
Sampling Procedures <BAILER\
1. Identify the well and record the location on the
Ground water Sampling Field Log (copy attached).
In order to minimize the potential for cross-
contamination, wells will be sampled in order from
least contaminated to most contaminated.
2. Put on a new pair of disposable gloves.
3. Cut a slit in the center of a plastic sheet, and
slip it over the well creating a clean surface onto
which the sampling equipment can be positioned.
4 •
5.
6.
7.
Using a clean electric well probe, measure the
depth to the water table and the total depth to the
bottom of the well. Record this information in the
Ground Water Sampling Field Log. Depth
measurements will be taken in all wells before the
start of any purging and sampling so that this data
is collected over the shortest period possible.
This will allow for less data variability due to
time.
Clean the electric well depth probe by washing it
with a methanol rinse and a distilled water rinse
after each use.
Compute the volume of water in the well, and record
this volume on the Ground Water Sampling Field Log.
Attach enough polypropylene rope to a clean, clear,
LEXANR bailer to reach just below the surface of the
water table, and lower the bailer slowly into the
well making certain to submerge it only far enough
to fill one-half full. The purpose of this is to
recovery any oil film, if one is present on the
water table .
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O'BRIEN & GERE'
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18.
vial. 'l'his will adjust the pH to less than 2 •
Carefully fill the 40 ml VOA vials to minimize
agitation. 'l'his is usually done by pouring the
sample into a tilted VOA vial. Cap the VOA vial,
turn it upside down, and check for air bubbles. If
properly filled, there should be no visible air
bubbles. Filter one set of samples for metals
analysis through a 0.45 micron filter and adjust
the pH to less than 2 with A.C.S. reagent grade,
concentrated (approximately 69-71%) nitric acid. A
second set of samples for metals analysis should be
left unfiltered. Adjust the pH of the second set
to less than 2 as before. Return each sample
bottle to its proper transport container. Samples
must not be allowed to freeze.
Record the physical appearance
observed during sampling on
Sampling Field Log.
of the ground water
the Ground Water
19. Begin the Chain of Custody Record.
20. Clean the bailer by washing it with soapy distilled
water, followed by a nitric acid rinse, a methanol
rinse, and a distilled water rinse. store the
bailer in a clean, dry place, until it is used at
the ne:xt well.
21. Replace the well cap, and lock the well protection
assembly before leaving the well location.
22. Place the polypropylene rope, gloves, and plastic
sheeting in a suitable trash receptacle before
leaving the well location, for proper disposal
after sampling.
Sampling Procedures (PUMP)
1.
2.
3.
Identify the well and record the location on the
Ground Water Sampling Field Log (copy attached).
In order to minimize the potential for cross-
contamination, wells will be sampled in order from
least contaminated to most contaminated.
Put on a new pair of disposable gloves.
cut a slit in the center of a plastic sheet, and
slip it over the well creating a clean surface onto
which the sampling equipment can be positioned .
4
0 BRIEN & c;rnt:
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4 • Using a clean electric well probe, measure the
depth to the water table and the total depth to the
bottom of the well. Record this information in the
Ground Water Sampling Field Log. Depth
measurements will be taken in all wells before the
start of any purging and sampling so that this data
is collected over the shortest period possible.
This will allow for less data variability due to
time.
5. Clean the electric well depth probe by washing it
with a methanol rinse and a distilled water rinse
after each use.
6. Compute the volume of water in the well, and record
this volume on the Ground Water Sampling Field Log.
7. Attach enough polypropylene rope to a clean, clear,
LEXANR bailer to reach just below the surface of the
water table, and lower the bailer slowly into the
well making certain to submerge it only far enough
to fill one-half full. The purpose of this is to
recovery any oil film, if one is present on the
water table.
8.
9.
10.
11.
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.
Record the physical appearance
turbidity, and presence of floating
ground water on the Ground Water
Log.
{color, odor,
product) of the
Field Sampling
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.
Prepare the pump for operation. The pump to be
used is a WaTerra hand-operated inertial pump.
Connect the dedicated polyethylene tubing to a
delrin foot valve. The tubing will be dedicated to
a well and therefore not used to purge any other
well. Additional information on the pump is
attached to this protocol •
5
D'BRIEN & GER[
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• Order
1
2
3
4
5
6
7
12. Lower the pump intake to near the bottom of the
well and pump the ground water into a graduated
pail. Continue pumping throughout the water column
and from the bottom. However, if floating product
was observed, the pump intake should be kept near
the bottom of the well, in order to minimize
disturbance of the floating product layer. Pumping
should continue until three (3} well volumes have
been removed or the well is pumped dry. If the
well is pumped dry, allow sufficient time for the
well to recover before proceeding with step 13.
Record this information on the Ground water
sampling Field Log. The pump will be used for
purging only. Samples will be collected with the
stainless steel bailer.
13. Attach the polypropylene rope to a clean, stainless
steel bailer.
14. 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.
15. Sample bottles should be filled in the following
order:
Analyses Bottles Preservatives
volatile organics three 40 ml glass HCL
base/neutral and one 1 liter none
acid extractables amber glass
pesticides/PCBs one 1 liter none
amber glass
herbicides one 1 liter none
amber glass
coliform organisms one 125 ml Na2S203
sterile plastic
filtered metals one 500 ml HNOs
plastic
unfiltered metals one 500 ml HNo3
plastic
6
OBRIEN & GER!.'
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*
cyanide
other
North Carolina
parameters*
one 500 ml
plastic
one 1/2 gallon
plastic
NaOH
none
chloride,
fluroide,
sulfate.
color, dissolved solids (total),
foaming 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 38%)
to 1 part of organic-free water to each 40 ml VOA
vial. This will adjust the pH to less than 2.
carefully fill the 40 ml VOA vials to minimize
agitation. This is usually done by pouring the
sample into a tilted VOA vial. Cap the VOA vial,
turn it upside down, and check for air bubbles. If
properly filled, there should be no visible air
bubbles. Filter one set of samples for metals
analysis through a 0.45 micron filter and adjust
the pH to less than 2 with A.C.S. reagent grade,
concentrated (approximately 69-71%) nitric acid. A
second set of samples for metals analysis should be
left unfiltered. Adjust the pH of the second set
to less than 2 as before. Return each sample
bottle to its proper transport container. Samples
must not be allowed to freeze.
18. Record the physical appearance of the ground water
observed during sampling on the Ground Water
Sampling Field Log.
19.
20.
Begin the Chain of custody Record.
Clean the bailer by washing it with soapy distilled
water, followed by a nitric acid rinse, a methanol
7
O'BRIEN [,. GER1'
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rinse, and a distilled water rinse.
bailer in a clean, dry place, until it
the next well.
Store the
is used at
21. Replace the well cap, and lock the well protection
assembly before leaving the well location.
22. Place the polypropylene rope, gloves, and plastic
sheeting in a suitable trash receptacle before
leaving the well location, for proper disposal
after sampling.
Analytical Procedures
The ground water samples will be
following parameters, which are
analytical method:
analyzed for
listed with
Parameter
Inorganics
Aluminum
Antimony
Arsenic
Barium
Beryllium
Cadmium
Calcium
Chromium
Cobalt
Copper
Iron
Lead
Magnesium
Manganese
Mercury
Nickel
Potassium
Selenium
silver
Sodium
Thallium
Vanadium
Zinc
cyanide
8
Test Method
EPA 202.1
EPA 204.1
EPA 206.2
EPA 208.l
EPA 210.l
EPA 213.1
EPA 215.1
EPA 218.1
EPA 219.1
EPA 220.l
EPA 236.l
EPA 239.1
EPA 242.1
EPA 243.2
EPA 245.1
EPA 249.l
EPA 258.1
EPA 270.2
EPA 272.1
EPA 273.1
EPA 279.1
EPA 286.1
EPA 289.1
EPA 335.3
the
the
O'BRIEN & l'ERE
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Acid and Base/Neutral Extractables
Acid Extractables
Phenol
2-Chlorophenol
2-Nitrophenol
2,4-Dimethylphenol
2,4-Dichlorophenol
4-Chloro-3-methylphenol
2,4,6-trichlorophenol
2,4-Dinitrophenol
4-Nitrophenol
2-Methyl-4 1 6-dinitrophenol
Pentachlorophenol
Base/Neutral Extractables
N-Nitrosodimethylamine
Bis (2-Chloroethyl) Ether
1 1 3-Dichlorobenzene
1,4-Dichlorobenzene
1,2-Dichlorobenzene
Bis (2-Chloroisopropyl) Ether
Hexachloroethane
N-Nitroso-Di-n-Propylamine
Nitrobenzene
Isophorone
Bis (2-Chloroethoxy) Methane
1,2,4-Trichlorobenzene
Napthalene
Hexachlorobutadiene
Hexachlorocyclopentadiene
2-Chloronapthalene
Acenaphthylene
Dimethyl Phthalate
2,6-Dinitrotoluene
Fluorene
Diethyl Phthalate
4-Chlorophenyl Phenyl Ether
N-Nitrosodiphenylamine
1,2-Diphenylhydrazine
4-Bromophenyl Phenyl Ether
Hexachlorobenzene
Phenanthrene
Anthracene
Di-n-Butyl Phthalate
Fluoranthene
Benzidine
Pyrene
9
EPA 8270/625
O'BRIEN & L~ERL
• ••,J
•
Butyl Benzyl Phthalate
Benzo (a) Anthracene
3,3-Dichlorobenzidine
Chrysene
Bis (2-Ethylhexyl) Phthalate
Di-n-Octyl Phthalate
Benzo (a) Pyrene
Indeno (l,2,3-cd) Pyrene
Dibenzo (a,h) Anthracene
Benzo (g,h,i) Perylene
Benzo (b+k) Fluoranthene
Pesticides/PCBs
a-BHC
g-BHC
b-BHC
Heptachlor
d-BHC
Aldrin
Heptachlor Epoxide
Endosulfan I
Dieldrin
4,4'-DDE
Endrin
4,4'-DOT
Endrin Aldehyde
Endosulfan Sulfate
Chlordane
Toxaphene
PCB-1016
PCB-1221
PCB-1232
PCB-1242
PCB-1248
PCB-1254
PCB-1260
Volatile Organics
Chloromethane
Bromomethane
Vinyl Chloride
Chloroethane
Methylene Chloride
1,1-Dichloroethene
1,1-Dichloroethane
1,2-Dichloroethene (total)
Chloroform
1,2-Dichloroethane
1,1,1-Trichloroethane
carbon Tetrachloride
10
EPA 8080
EPA 8240/624
o·BHiEN & GEF.(::·
•
•
nitrate (as N)
nitrite (as N)
oxarnyl (a pesticide)
pH
styrene (a VOC)
sulfate
2 1 4,5-TP (Silvex, an herbicide)
EPA
EPA
EPA
EPA
EPA
EPA
trans-1,2-dichloroethene (a VOC) EPA
12
353.2
354.1
632
150.1
8240
375.3
8240
EPA 8150
O'BRIEN 6. c;;oRt-
•
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•
GROUND WATER SAMPLING FIELD LOG
Sample Location ----------------Well No.
Date Time 5 amp led By ------------
Weath'er
----~ ------
A.
------------~ Sampled with Bailer~ Pump
WATER TABLE:
Well depth; Well elevation:
(below top of casing) ft. (top of casing)
Depth to water table: Water tab·le elevation:
(below top of casing) ft.
Length of water column (U.'C) ft.
Volume of water in well:
2" diameter wells • 0.163 x (LWC) • gallons
4" diameter wells• D.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 layer apparent?
~---------------
C. PREPARATION OF WELL FOR SAMPLING:
Amount of water removed before sampling _________ gallons.
Did well go dry? --------
D. PHYSICAL APPEARANCE DURING SAMPLING:
Col or --------Odor -------Turbidity -----~
Was an oil film or layer apparent? ----------------
E. CONDUCTIVITY----------
F. pH ----~---------
G. TEMPERATURE----------
H. WELL SAMPLING NOTES:
.... -
m CTBRIEN 6 GERE
O'Brien & Gere Engineers. Inc. • CHAIN OF CUSTODY RECORD
URVEY U .. MPL £!15: :S•o••"'""
5.t.Mtflf f••f
~lt\llON ~f&UON l0C::All01'111 O.t.rl 11M{ lllllGlll'f ~10. M0.0' .AN•~Y$15
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Relinq,,i>h"d by: ,,.,.,.,. .. , Recl!iv•d by: (S•.-.•;I Doie(Tirne
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RelinqrJished by: 1~ Rec:•iv.d by: ~ ........ , 001• 'n,.,.
R•linqrJished by: fS_,•I Rec:eived by: 1s.,_.,. .. , Ootetrime
Relinquished by::,., ....... ; Received by Mobil• laboralory for fi•id Dale/Time
dnofysis: i.Siv,.."',..'
Dispatched by: ts.,_ ... Oat• 'Time Received far laboralory by: oarri"'•
M111nod .ol Sh1pmerrt: •
O'Brie~ & Gi:irf Engirieers. Inc, ~~1 o·Brien & Gere Limited Company
8201 Co•porate Dr I Su rte 1120 I Landover. MD 20785 / [phone] FAX (301) 5'77-4737
and offices in maJot U. S cities
-
•• The WaTerra Inertial Pump
How does it "'ork?
Conceptually different pump
The WaTerra inertial pump is unlike any other
pump currently used for purging and sampling
monitoring wells. It does not operate using the
principle of suction, gas drive, bladder squeeze, or
piston-cylinder positive displacement
The operating principle of the WaTerra Pump is
based on the inertia of the column of water within
the pump tubing.
iner'tia (-sha, -shya) n. I. (Phys.)
property of matter by which it con-
tinues in its existing slate of rest or
uniform motion in straight line,
unless that state is changed by
• external force
The downhole components of the WaTerra Pump
consist of only a single tu be or pipe on the end of
which is a foot valve. The foot valve allows water
to enter the tube and prevents water from draining
back out of the tube.
The pump is operated by simply raising and low-
ering the tube repeatedly over a distance of a few
cen1imeters using abrupt and rapid strokes. This is
done either manually, using the WaTerra levered
pump handle, or automatically, using the WaTerra
Power Pump.
Like tossing a ball
The operating principle of the pump is best under-
stood by the analogy of tossing a ball in the air. If
you hold a ball in your open hand and quickly raise
it then stop, the ball will continue to rise above your
hand due to its inertia until it stops due to the force
of gravity. In a similar way, by quickly lifting and
then dropping the pump tubing, the column of
water which is held by the foot valve, is "tossed up"
inside the tubing.
The manner in which water is lifted by the up and
down motion of the tube is further explained as
follows:
( 1) When the pump is first installed in the well,the
water level inside the pump tubing will be the same
as the level in the well.
(2) By rapidly lifting the tube a distance of say 10
cm, the column of water inside the tube will also
move up IO cm.
(3) At the end of this IO cm up-stroke, although
the tube stops moving, the column of water
continues to move upwards inside the tube for a
short distance, say 8 cm, due to its inertia, Simul-
taneously, an 8 cm long column of water is drawn
through the foot valve.
(4) By pushing the tube down immediately after the
up-stroke, an additional amount of water, say a 7
cm Jong column, is drawn into the tube due to the
inertia of the water column with :respect to the down
moving tubing. Therefore, for a single up and down
stroke, the water level in the tube will have been
raised a total of IS cm.
(S) By moving the tube up and down repeatedly
using a sharp and rapid stroke to impart ma:1dmum
upward momemtum to the column of water, the
water level inside the tube will quickly rise to the
surface and discharge out of the end of the tube,
When operated at a comfortable level of exertion,
the WaTerra Hand Pump will deliver from 2 to over
8 litres per minute for lifts of up to 40 metres.
Higher lifts and flowrates are possible by using
larger diameter rigid pipe and the WaTerra Power
Pump mechanical drive.
-=----------------waTerra Pumps Ltd----·
•
•
•
( , Perf orn1ance of · l_~T_he_W~a_Ti_er_r_a _H_a~nd_P_um_p_j
Test Conditions
Performa.nce t.~t• oflh~ W•Tert• h•nd purnp were conduct•d in
a 18nun (U Inch) l.D. ABS plaolic pip. which wao clooed al Ibo
bottom •nd Ht in• liO mm (6 lnch) l.D., 17 nietre deep well. The
W aTi:M'"• is mm O.D. Delrin fex>t v-.lvt and Otxibl•1 hi&h d~n.sit:r
polyoth.Jono lubio& (li/8" O.D.>< 1/2" I.P.) we"' UN<!forlh ... 1 .. 11.
The WaTt:r-rn leve.~ pump h...ndle wu mount.e-d on a •t.eel
prQt.eetive cuing at a bei.rht of approx.imt.tely O.& metru •bove the
.,-ou.nd.
Sinee the pump iJ hand oper•t.td1 it ia poa1ible t.oobtlt.i.n • 11ride :r-.n1e
or flowrat~ dependini on tht en~rgy upended. To prQvide
mea.ninrful rauh.a, all lut1 were conducted wing • eom!ort.•hlt
level or uertion.
Thr i>ump wu t.e.ted at four difTtt:t'tnt pumping depthe and with
Nver•l different ••t.r )evei. at 11ac:h pumpine depth. The water
le:vel in lhc clo.ed pipe wu ma.int.a.ined durin.1111-.ch i>umpini test
by recircul•ting the diac.h•r•~· The ,...t.er llf:v11l Ouctuated within
about 1 rnttte du~ flowra.t.e meuutem.ent.11, •hic:h •ere done
u11in£ a 1 lit~ be111.ker. Tht tuult11 or lhe performance tea.ti a.re
1umm...riud bf:low in T.ble l.
Flow Capacity
Tbt tc:.ult11 pr~ent.ed bclo• indic.n.te a. wide nmg~ ofnowrat.u from
1.8 L/mJn t.o 6.$ L/fIJiJ:J. for the 16 t~t.a conducted. Fot tht-hi,1h~t
lift. or 60 nu!:tr~, a Dowrat.t or OYl!r 2 L/min .-:u11 euily rna.inta.ined_
The no~r•tt! inttt!UH •ii:nific.ant.ly •ith gr11ater•ubmer1enceof the
tu bin& (1h.11J.lower waler levt:la). For exampJe wi~h t.he foot valve at
41 metret, tht Oownle increued from 2.4 to 3.0 t.o 6.S L/rrUn for
w•t.er h:vir.l.ii of 37, 20, and : m11:tru, ~low ~und 1urf-.ce retpec~
tlvmly. Tht:r11:fore, tomax.i.mis.e pumpln1 r-atiu.1 the foot. vltlvl! •hQuld
bo lrdlollod u dHp .. -ible In lb• monllbrln& well.
Pumping Stroke Rate
For lhe ohollower t .. 1, (l ... lbU> 20 mol,.. liR), 11 wu n ...... .,,
t.o me a hi1her 1t.roke r.le to ni.111.intain Do.-rat.cs over 2 L/mJn1
•ped.lly •he~ the water level •u within a few met.res of the foot
valve. Tht reuon fort.hi• iii that the Bowrate ii a func::tion of the
momentum senera.ted in the column ofw•ter imide the tube. For
•h.J.low lmt.allatiom t.he e:olutnn b lhort.er and th@tefore1 t.he
Jnl)Jnent.um b lower (mo~ntum :::o: J:n.Ufi of •at.er s: Yt)l)c.ity of
.-at.er). To maintain biih moment.um and I.hut hi.Ch no.-ratt in
ahallow •ell•, it b "ec:.HSILr)' to 1e-:ntr11.te hisher column velocit.iu
lo eompen1at.e for the lo•er m~. ThU it achiev.d by inc:reuin;;
the attoke rate. A hi&"htratrok.11: rate doea D.Ol require. crea.&."t" ,Ur
penditu~ of en.el'C)', •inee • •inaller mu• of w•ter ifl bc-inr lift~d e•c.h
•troke.
Standpipe Diameter and Lift Capacity
The performanc.it or the WaTerra pump wh~n w.ed •ith nexible
tubins ii seneraUy bt:t.\er in •mall diameter wdh •in.c.e latent
mo-vemenb of tbe tubin1 durin1 pumpiDI au con.trNned to a
ere at.er decree Lv the nanower cuina:. In larJ"t!!Z' di-.met.er wetl1 th~
pr-.c.tical lift. ii lo"Wtr ht!!c.tt.Ult 1"W"aying of the tqbing within th~ we:ll
reduc .. pump •fliciency. In 60 mm (2 inch) U>d 100 nun (~inch)
J.D . .-ellt, tht pta.c.tieti.I: lift• an!! •bout fO m .-nd SO m Mmpeetively.
The WaTernHo.ndPumpbubttn ""ed•ucc .. •!ullyin lU mm (6
lraeh) diameter .-elb to a depth of about 20 mebw. For deeper-1 lu-ae
dia.meler .-e1l11 it ii recommended that ri,Jid tubinl' be us~.
Table 1
PEPTH OF FOOT PEPTH TO WATER SUBMERGED STROKE RATE FLOWRATE
VALVE(m.B.G.)' (m.}l.G.)' LENGTH (tn) {olroke•/min) {lilreo/min)
56.5 50.0 6.5 90 2.2
40.0 16.5 90 2.2
30.0 26.S 90 2.4
15.0 41.5 70 4.9
10.0 46.S 70 5.5
2.0 54.S 80 S.5
41.0 37.0 4.0 90 2.4
20.0 21.0 90 3.9
2.0 39.0 90 6.5
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 ~ = me tree below ground •urf~e
•
•
••
••
NEW LOW-PRICED FOOT VALVE
NOW AVAILABLE
MODEL D-25 AND SS-25
WaTerra Pumps Ltd. has developed a new
single-piece Delrio foot valve which is as
efficient as our earlier two-piece design but
substantially lower priced and easier to
install.
The Model D-25 foot valve, shown full scale
here, is designed for use with 5/8 inch O.D.
plastic tubing (high density polyethelene is
recommended).
To assemble, the foot valve is simply pushed
and turned onto the end of a cleanly cut
plastic tube. Because the foot valve is
made of Delrin, a very hard plastic, the
threads in the foot valve self-tap into the
plastic tubing to provide a strong, water-
tight connection. No special tools, effort
or skill is required for assembly.
A stainless steel foot valve (SS-25) is
available for use with teflon tubing, or for
situations requiring a more durable pumping
system.
••
ur~1vr11.sx7~· or \.:l,'rr.r;1_.0c) STUDlrf.
r1:111· ~:.!r'Lr!Cll' Ptrrc\r:1-:1.1:~:: or
'!·1;r ~)\1Lf'.l<J\ PUtr:!· fOh S/\~PLlt\G
GAS-CHARGED GROUND~ATERS
FOR VOLATILE ORGA~IC ANALYSIS
Th~ performanc~ of the W~Terra Pump was
when sampling volutile orgilnic compounds
in field an<l lbboratory tests conducted
Waterloo, W~terloo, C~nadn.
round to be excellent
fro~ gas-chAr~ed waters
by the university or
Two other pumps were also cvulunted in these tests: the W~lJ
Wiza{d {bladrJer pump) and a peristaltic (suction) pump. All purnps
~ere mad~ o! teflon+
The thtee pu~ps wer~ employed in sampling methane-chnrged
groundwater for volatile aromatic hydrocarbons and ~ C02~char9eO
water in a laboratory si~ulated well for volatile chlorinated
hyclrocLI:rbons.
Rf.SULTS
ln the laboratory tests. the WaTerra rump produced tha highest
recov~ries of halocarbon compounds. Th~ bladder pump and
peristallic pump produced samples that were lower in halocarbon
concent[ation by 13 to 19\ end 9 to 33\ respectively.
The fleld test recoveries for the
were es5entially the same. The
si~niticant ne~ative bias relative
WoTerr~ Pump
per.istaltic
to the other
~nd bladder pump
pump produced a
two ilh'.?thods.
lt is import~nt to note that these excellent results were
aehieved in 8n environment where the w~ter was actively degassing
at a high rate. This ti~orst case11 scenario provides ~ rigorous
test of the WaTerra Pump'~ ability to recover volatile organic
comfM:>uncls.
Contrn~r&Uona of ..._Ji;ot:~rbonf. f111/LJ .In e.11tr-r.111JJY -drr•••lni;:
•a~er Vail'UI' ¥(1.rJo..,. ll.l!•Plln.1 titchf1Jq1.u~,,,
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CDlfTAOL ' Ii.HI 4. •O o.(I~ ~.81 3, lie
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~ ~•Jttvr ditpJac:r•rrit bl111ddrr p11ap .. perl•t•lti1: pua;i Cift13 . i::hJ.:ircror• ... ~rJ) tt1i•rd TClA lr I el'l l O!'IPr thane
WA'r '"~l'"lJlllll IJ(t itl.l*P
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'tC:,E'( t,. I chJ<iro1o therir
f'tRC l('\i".111;hl O!'oett).rne
•
•
•
\ll\Ti.1/1tl.)' ~\1 LO::.sL: CJ r'Ut,i;LJif\Lt 0f;(./\1'1lf COr-il'CJUNU~
oasERVW I~ PRlLIHlMR\' TLSTS CO~DVCJW BY Tllo
UNIVERSITY OF WATER~OO WHEN USING l'llE WATERRA PUMP
Tli<' \.l;iTerr:i. l'Ufl'IJ'> was t~6ted at the Org.flnic: Ceocheinii&tty Laboratory of thl' University
of w~terloo to ev~lu~t~ the e~tent o! lo~6es of f1vr rurgeable ~rganic ~om~~unds
reF>vlt1nt from th£ operation of r.he. pump. Thei;;c testi;; were conch,11;:ted in e 20 fc;iiot
lOl"IF:,, 2 ft\Ch ditlmC'tef rvc pipe I filled With \lilt er t(;l ll depth O! 10 feet O tr;i t>itnulste
8 5h~llow ~onitoring well.
Control snmpl~6 were collected in 18 ml. glass vial6 from the b.tiiEie of the PVC. pipe
throuEh s port loc;itecl r;iprosite the intake of the Wi;iTerrs Pump. Pump snrnple~ ·Yere
obtn1necl by operst1n& lhe: puniri at a rote of eprrox.tm,...tely 150nil/1nin. to min1m1z.c
as1r.ar.ion ~ncl to f.tic1litar.e th~ filling of the glass vial~. San1ples were 11.nal)'6ed
hy ga~ ~hro~atogr~phy follo~in& 6olvent ~~traLtion. The detection li~it was better
th~r1 J ppb.
The re6ults pte&ented belo~ Ghov quite clearly that ther~ were es6entially no
los5es of vol8t1le compouhds in the t~o test6 perforM~d.
ORGA~lC GEOCH!;HISTRY LABORATORY / UNIVERSITY Of WATERLOO
Proje~t: W~Terra Pu~r £valuation
Vol.ar.ile L.ossei;;
D.flte Sampled: February 5, 1987
Date Analysed: fe.hruary 6, 1987
"l"t:Gt No. l
Compounds Control Pump
Sample Sample
(ppb)
Chlorof onn 30 27
(CHCL3) 29 30
28 30
me:i;in 29 29
ltl.I Trichloro-io 19
~thane 20 20
(TCEA) 19 20
Hean 20 20
Carbon Tetra~hloride
(CCL4) 21 19
21 20
20 20
Mean 21 20
·1 rl~h.lorc;iieth.'.tne 24 21
(l'CEA) 23 23
23 23
H@ti;n 23 23
Perchloroethelene 21 17 (PERC) 21 19
20 19
Hean 21 18
Test No. 2
Contt"ol Pump
Sample Sampl~
(ppb)
32 33
37 33
33 33
34 33
22 22
24 22
23 22
23 22
22 23
25 23
24 22
24 23
25 26
29 26 <7 26
27 26
22 n
25 23
24 22
24 22
Results fro11'. test~ conducted in gas-eh1;1rged ground water ere g.iv~n ovei:-len!
•
•
•
•
Appendix F
•
•
aBRIEN 6 GERE
•
•
•
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 SUBMITTALS
A. The Contractor shall submit for approval by the Owner the results of
all analytical testing of soils.
PART 2 ·EXECUTION
2.01 SAMPLING
5/91
A. Sample Collection
1. Lagoon 1 and Lagoon 2 will each be divided into four
quadrants subsequent to excavation to construction required
elevations.
2. Two (2) discrete samples shall be collected by the Engineer
from each quadrant: one from the floor of each quadrant,
and one from the side walls, using 3/4 inch diameter Lexan
•
•
•
02001-2
3883.001
SOIL TESTING PROTOCOL -SECTION 02001
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) sample will be prepared for each quadrant from the
bottom of the excavation, and one (1) sample will be prepared
from the side wall sample. The samples will be stored in a
glass container which will be labeled as to sample location,
date and sampler.
8. Sample Testing
5/91
1. The sixteen samples will be submitted to a laboratory by the
Engineer for analyses. The analytical program will include the
following indicator parameters:
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
Oi-n-butyl phthalate 8270
Methyl Ethyl Ketone 8240, 624
Perchlorethylene 8240,624
Phenol 8270
-------~~·-···------·· -
•
2.
•
• 5/91
02001-3
3883.001
SOIL TESTING PROTQCOL -SECTION 02001
Pentachlorophenol
Toluene
Trichloroethane
Trichloroethylene
1,2,4-Trichlorobenzene
EPA Method No.
8270
8240, 624
8240,624
8240, 624
8270
When analytical results from item 1 above indicate that the
concentration of indicator parameters are less than or equal
to acceptable soil clean-up criteria then 16 discrete samples
(total) shall be obtained from Lagoon 1 and Lagoon 2.
Samples will be analyzed using the methodologies and /
paramters specified in EPA method 8240, EPA method 8270,
and TCLP constituents.
END OF SECTION
•
•
•
02008-1
3883.001
RESTORATION OF SURFACES· SECTION 02Q06
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
7/90
A. 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.
02008-3
3883.001
• RESTORATION OF SURFACES -SECTION 02008
• >.,,
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 CONCREfE 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.
0.
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 0898 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. The depth of the stone or gravel shall be at least equal to the
existing.
2. After compaction the surface shall conform to the slope and
grade of the area being replaced.
2.07 CONCRETE WALKS, CURBS AND GUTTER 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 .
L_._ -·--· -
•
•
c.
D.
- - --~~----------
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.
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.
i. 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· SEQTION 02006
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 -
•
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• 5/91
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
•
•
•
02200-2
3883.001
5/91
') •..
3.
EARTHWORK -§ECTION 02200
Earth
placing, driving, cutting off and removal of the same;
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 .
•
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• 5/91
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 SUBMITTAL$
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.
D. Documentation of clean fill.
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
EARTHWORK -SECTION 0220Q
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
5/91
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.
8. Steel Sheeting and Bracing
1. Shall be sound
2. Shall conform to ASTM A328 with a minimum thickness of 3/8
inch.
•
•
• 5/91
EARTHWORK -SECTION 02200
02200-5
3883.001
PART 3 -EXECUTION
3.01 UNAUTHORIZED EXCAVATION
A Limits of Excavation
1. Excavations shall be made to the elevations of subgrade
specified.
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.
8. Dust Control
1. The contractor shall provide control of dust and minimize
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 surfaces is prohibited.
•
•
•
02200-6
3883.001
EARTHWORK -SECTION 02200
3.02 REMOVAL OF WATER
5/91
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 interfere 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
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.
6. If dewatering is required, the North Carolina Department of t/
Environment, Health, and Natural Resources, Office of Solid
Waste Management shall be notified .
•
•
• 5/91
EARTHWORK -SECTION 02200
8. Work Included
1 . Excavation of lagoon sludges.
02200-7
3883.001
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 .
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
• '
•
•
02200-8
3883.001
EARTHWORK -SECTION 02200
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.
3.03 SHEETING AND BRACING
5/91
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
•
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• 5/91
EARTHWORK -SECTION 02200
02200-9
3883.001
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.
B. 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 .
3.04 BACKFILLING
A. General
1. The contractor will be required to submit his source for fill for
approval to the Engineer prior to beginning to backfill. If
documentation confirming that clean fill is being used is not
provided, the Contractor will be required to take one sample /
of fill per 50 cubic yards and analyze for volatiles,
acid/base/neutral extractables, and TCLP constituents and
submit the results to the Engineer prior to the placement of
the fill.
2. All excavations shall be backfilled to the original surface of the
ground or to such other grades as may be shown, specified
or directed .
•
02200-10
3883.001
• 5/91
EARTHWQRK -SECTION 02200
3. 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 l
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.
4. 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 2
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 specified for the type of
earthwork, i.e., structural, trenching or embankment.
a. Compaction specified shall be 90 percent of maximum
dry density.
b. The compaction equipment shall be suitable for the
material encountered.
•
• 5/91
EARTHWORK -SECTIQN 02200
02200-11
3883.001
2. Where required, to assure adequate compaction, in-place
density testing shall be made by an approved testing
laboratory.
3.
a. The moisture-density relationship of the backfill material
shall be determined by ASTM 0698, Method D.
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.
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
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
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. Any soils located within one foot of the bottom or sides of
Lagoon 1 and 2 will be considered contaminated soil. Other
•
02200-12
3883.001
EARTHWORK -SECTION 02200
soil that Is excavated during remediation will be dassified as
contaminated or uncontaminated depending on results of
chemical analyses. The Contractor shall be required to take
one sample of fill per 50 cubic yards and analyze for volatiles,
acid/base/nuetral extractables, and TCLP constituents, and
submit the results to the Engineer prior to the placement of
the fill. Soils in which constituents are detected above POLs
will be considered contaminated.
3. Temporary Staging in the form of placing material on
visqueen, covering with visqueen, and providing sufficient
ballast to maintain the cover (i.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.
4. 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,
• 5/91
•
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5/91
EARTHWORK -SECTION 02200
02200-13
3883.001
in order that surface drainage will be obstructed no longer
than necessary.
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
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.
0. 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
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.
• .
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02200-14
3883.001
5/91
EARTHWORK -SECTION 02200
2. 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.
3. lhe 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. lhe 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. lhe use and care
of Safety Equipment shall be in accordance with the approved
Health and Safety Plan.
2. lhe Contractor shall comply with all of the provisions covering
workers involved in hazardous waste operations as set forth
in 29 CFR 1910.120.
3. lhe Contractor shall comply with all safety standards required
by the Owner.
•
5/91
EARTHWORK -SECTION 02200
E. Dust Control
02200-15
3883.001
1. It shall be the sole responslbility 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.
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 . The Contractor shall shore and brace excavations as required
to prevent cave-ins, and to protect adjacent structures,
facilities and utilities.
2. The Contractor shall remove shoring when no longer required,
unless otherwise directed or approved by the Engineer.
-END OF SECTION -
•
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•
02240-1
3883.001
SOIL/SLUDGE STABILIZATION. REMQYAL 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 .
•
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02240-3
3883.001
SOIL/SLUDGE STABILIZATION. REMOVAL AND DISPOSAL-SECTION 0224Q
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 .
8. 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.
0. 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 .
I
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02240-4
3883.001
SOIL/SLUDGE STABILIZATION. REMOVAL AND DISPOSAL-SECTION 02240
E. Once the results of the stabilization pilot test have reviewed by the
Engineer the established stabilization methodology and mix
formulation shall not be changed until a subsequent demonstration
test is conducted for the newly proposed methodology.
PART 3 EXECUTION
3.01 WATER REMOVAL
A During the stabilization of sludges, the Contractor shall provide and
maintain proper and satisfactory means and devices for the removal
of all water entering the excavation. All water so removed shall be
treated and disposed properly.
B. Any free water from the stabilization process, or which drains or runs
off from stockpile areas, shall be collected and treated properly .
3.02 STABILIZATION
7/90
A. The contractor may perform the stabilization of the sludges in place,
or by transferring the sludges into an adjacent reactor within which
the stabilization process is initiated.
B. Regardless of the stabilization methodology utilized, the Contractor
shall not transport any stabilized material until it has cured sufficiently
to meet the performance criteria specified in this section. The
stabilized material shall be stockpiled at a location accepted by the
Engineer, during the curing period. All run-off or drainage from the
stockpile areas shall be collected and treated as specified herein.
C. Upon reaching sufficient cure, the stabilized material shall be
transported to a secure landfill accepted by the Engineer and
disposed .
•
•
- - --------------
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.
8. 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 Of used) including all material
application rates.
D. Topsoil test results, as specified .
l
•
•
02900-2
4144.CX)1
f.ANDSCAPING -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 D423 and
0424.
C. A minimum of three representative samples shall be tested tor
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
029Q0-3
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.
8. Seed Mixtures:
Common Name
nmothy
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.
8. 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.
8. 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 fess than 60 days
after the date of substantial completion.
3. If seeding is not completed before ,
maintenance shall be continued through the following spring
•
AppendixG
aBRIEN 6 GERE
•
•
POST CLOSOR~~ON'l'BL~;lNSPECTION LOG
CENTRAL TRANSPORT, INC.
Charlotte, North Carolina
Inspector:
Date:
Time: a.m.
STATUS
INSPECTION ITEM OK . DEFICIENT
Fencing:
-intact
-undisturbed
Vegetative cover: .
-height of growth
(need for cutting)
-density and ~-
uniformity of growth
-thinning?
(insect impact)
-presence of
brush, shrubs or weeds
-surface
continuity
(sinks or mounds)
-surface integrity
(erosion, cracks, holes)
-water runoff
-other
observations
1
p.m._
COMMENTS/ACTION TAKEN
•
•
•
POST CLOSURE MC»llHLY INSPECTION LOG
CENTRAL TRANSPORT, INC.
Monitoring Wells:
MW-##:
-Protective Metal
Casing
-Lock
-Well casing
-Well Cap
-Cement Pad
-Well Identif-
cation No.
-Refer. mark for
gw elevation
-Depth of well
-Turbidity of gw
samples
Continued
-Changes in gw flow into well
during well purging
-Changes in static gw elevation
MW-##:
-Protective Metal
Casing
-Lock
-Well Casing
-Well Cap
-cement Pad
-Well Identif-
cation No .
2
----ft.
POST CLOSURE SEMI-aNNUaL INSPECTION LOG •
•
•
CENTRAL TRANSPORT, INC.
-Refer. mark for
gw elevation
-Depth of well
-Turbidity of gw
samples
Continued
-Changes in gw flow into well
during well purging
-Changes in static gw elevation
MW-##:
-Protective Metal
Casing
-Lock
-Well casing
-Well cap
-Cement Pad
-Well Identif-
cation No.
-Refer. mark for
gw elevation
-Depth of well
-Turbidity of gw
samples
-Changes in gw flow into well
during well purging
-Changes in static gw elevation
3
--· --· -·· --
ft. ----
____ ft.
•
•
•
POS'l' CLOSURE lilliM!: A11Ndl't" !NSPECTION LOG
CENTRAL TRANSPORT, INC.
MW-##:
-Protective Metal
Casing
-Lock
-Well Casing
-Well Cap
-cement Pad
-Well Identif-
cation No.
-Refer. mark for
gw elevation
-Depth of well
-Turbidity of gw
samples
Continued
-changes in gw flow into well
during well purging
-Changes in static gw elevation
MW-##:
-Protective Metal
casing
-Lock
-Well casing
-well cap
-cement Pad
-Well Identif-
cation No.
-Refer. mark for
gw elevation
4
____ ft.
•
•
POST CLOSURE &£J!f.f-ANihiAL INSPECTION LOG
CENTRAL TRANSPORT, INC.
-Depth of well
-Turbidity of gw
samples
continued
-Changes in gw flow into well
during well purging
-Changes in static gw elevation
MW-##:
-Protective Metal
casing
-Lock
-well casing
-Well Cap
-cement Pad
-Well Identif-
cation No.
-Refer. mark for
gw elevation
-Depth of well
-Turbidity of gw
samples
-Changes in gw flow into well
during well purging
-changes in static gw elevation
'MW-##;
-Protective Metal
Casing
-Lock
-Well Casing
5
____ ft.
____ ft.
•
Appendix H
•
•
aBRIEN Ei GERE
-..... ,_ ---. ~--
•
Appendix H
Financial Assurance Mechanism
•
•
•
•
APPENDIX H
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 .