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PRELIMINARY TREATMENT FACILITY DESIGN REPORT
Pristine Inc Site Reading, Ohio
I P: ivJTED O N I
I MAY 8 1995
PRELIMINARY TREATMENT FACILITY DESIGN REPORT
Pristine Inc. Site Reading, Ohio
M A Y 1995
R E F . N O . 3250(37) This report is printed on recycled paper.
CONESTOGA-ROVERS & ASSOCIATES
TABLE OF CONTENTS
Page
1.0 INTRODUCTION 1 1.1 PURPOSE AND ORGANIZATION OF REPORT 1 1.2 RAP REQUIREMENTS 2 1.2.1 General Requirements 2 1.2.2 Initial/Intermediate Design Requirements 5
2.0 PRE-DESIGN ACnvmES 6 2.1 GENERAL 6 2.2 ISVE STUDIES 6 2.3 LOWER AQUIFER PUMPING TEST 7 2.4 GROUNDWATER TREATABILITY STUDY 8
3.0 REGULATIONS AND GUIDANCE DOCUMENTS .10 3.1 FEDERAL REGULATIONS 10 3.2 STATE REGULATIONS 11 3.3 GUIDANCE DOCUMENTS 12
4.0 DESIGN BASIS 15 4.1 GENERAL 15 4.2 WASTESTREAM CHARACTERIZATION 16 4.2.1 ISVE System Vapors and Groundwaters 16 4.2.2 Lower Aquifer Groundwater 17 4.3 RCRA REQUIREMENTS 18 4.4 DISCHARGE REQUIREMENTS 20 4.4.1 Surface Water Discharge 20 4.4.2 Air Discharge 21 4.5 MISCELLANEOUS 22
5.0 EVALUATION OF TREATMENT TECHNOLOGIES 24 5.1 GRANULAR ACTIVATED CARBON (GAC) 24 5.2 AEROBIC BIOLOGICAL TREATMENT 25 5.3 AIR STRIPPING 25 5.4 STEAM STRIPPING 26 5.5 ULTRAVIOLET OXIDATION 27 5.6 EVALUATION SUMMARY 28
6.0 TREATMENT FACILITY DESIGN 29 6.1 GENERAL 29 6.2 TREATMENT BUILDING 29 6.3 UNDERGROUND UnLITIES 32 6.3.1 Gas Line 33 6.3.2 Effluent Line 33
3250 07) CONESTOGA-ROVERS & ASSOCIATES
TABLE OF CONTENTS
Page
6.3.3 Potable Water Line 34 6.3.4 Vapor Extraction Line 34 6.3.5 Sanitary Line 34 6.3.6 Electrical 35 6.4 CAP 35 6.5 GROUNDWATER EXTRACTION SYSTEM 36 6.5.1 Forcemain 36 6.5.2 ISVE Pumping System 37 6.5.3 Primary Extraction Well Pump 37 6.6 ISVE BLOWER SYSTEM 37 6.7 TREATMENT SYSTEM 38 6.7.1 Influent Characteristics 38 6.7.2 System Overview 39 6.7.3 Groimdwater Treatment System Components 39 6.7.3.1 Aeration/Equalization Tank 40 6.7.3.2 Settler/Clarifier 40 6.7.3.3 Sludge Filtration/Disposal 41 6.7.3.4 Multi-Media Sand Filtration 41 6.7.3.5 Air Stripping 42 6.7.3.6 Carbon Polishing 42 6.7.3.7 Catalytic Oxidizer 43 6.8 SURFACE WATER DISCHARGE 43 6.8.1 Wasteload Allocation Modeling 43 6.8.2 Discharge Assessment 44 6.8.3 Discharge Limitations 45 6.9 AIR EMISSIONS 45 6.9.1 Air Emissions Controls 45 6.9.2 Air Dispersion Modeling 46 6.9.3 Emissions Assessment 47 6.10 CONSTRUCTION 48
6.11 STARTUP, OPERATION AND MAINTENANCE 48
7.0 INFORMATION REQUIRED TO COMPLETE DESIGN 51
8.0 SCHEDULE 52
9.0 REFERENCES 53
3250 07) CONESTOGA-ROVERS & ASSOQATES
LIST OF TABLES
Following Page
TABLE 1.1
TABLE 4.1
TABLE 4.2
TABLE 4.3
TABLE 4.4
TABLE 4.5
TABLE 4.6
TABLE 4.7
TABLE 4.8
TABLE 4.9
TABLE 5.1
TABLE 6.1
TABLE 6.2
TABLE 6.3
PERFORMANCE GOALS AND STANDARDS GROUNDWATER
EXPECTED ZONE A ISVE SYSTEM EXHAUST-GAS CONCENTRATIONS
EXPECTED ZONE B ISVE SYSTEM EXHAUST-GAS CONCENTRATIONS
RANGE OF EXPECTED CONCENTRATIONS IN EXTRACTED GROUNDWATER
VOC DATA SUMMARY - LOWER AQUIFER GROUNDWATER
NON-VOC DATA SUMMARY - LOWER AQUIFER GROUNDWATER
INORGANIC DATA SUMMARY - LOWER AQUIFER GROUNDWATER
USTED HAZARDOUS WASTE DEFINITIONS
RCRA TREATMENT STANDARDS
MAGLC FOR AIR EMISSIONS FROM EXISTING REGULATIONS
EVALUATION OF TREATMENT TECHNOLOGIES
16
16
17
17
17
18
18
19
22
28
COMPARISON OF GROUNDWATER ANALYTICAL DATA WITH SURFACE WATER MODELE^JG RESULTS 43
SUMMARY OF EMISSION RATES FOR AIR STREAM 46
SUMMARY OF MAXIMUM GROUND LEVEL CONCENTRATIONS 47
32S0O7) CONESTOGA-ROVERS & ASSOCIATES
LIST OF HGURES
Following Page
HGUREl.l SITE LOCATION 2
FIGURE 1.2 SITE LAYOUT 2
HGURE 8.1 IMPLEMENTATION SCHEDULE 52
32SO 07) CONESrOGA-ROVERS & ASSOQATES
LIST OF DRAWINGS
DRAWING Al BUILDING PLAN
DRAWE^G A2 BUILDING NORTH AND EAST ELEVATIONS
DRAWING A3 BUILDING SOUTH AND WEST ELEVATIONS
DRAWING A4 BUILDING SECTIONS
DRAWING Ml
DRAWING M2
DRAWING M3
DRAWING M4
DRAWING PI
DRAWING P2
GROUNDWATER TREATMENT AND SVE SYSTEM FIRST FLOOR PLAN
GROUNDWATER TREATMENT AND SVE SYSTEM SECOND FLOOR PLAN
GROUNDWATER TREATMENT AND SVE SYSTEM SECTION LOOKING EAST
GROUNDWATER TREATMENT AND SVE SYSTEM SECTION LOOKING WEST
GROUNDWATER TREATMENT AND SVE SYSTEM PROCESS SCHEMATIC
GROUNDWATER TREATMENT AND SVE SYSTEM PROCESS FLOW
DRAWnsTG SI BUILDING FOUNDATION PLAN
DRAWING S2 BUILDING FOUNDATION SECTIONS
DRAWING S3 BUILDING CONCRETE FLOOR PLAN
DRAWING S4 BUILDING CONCRETE DETAILS
DRAWING S5 BUILDING CONCRETE SECTIONS
DRAWING S6 BUILDING NORTH-SOUTH SECTION
DRAWING 8A LIMITS OF CAP CONSTRUCTION
DRAWING 8C CROSS SECTIONS G-G' AND H-H'
3250 07) CONESTOGA-ROVERS & ASSOaATB
LIST OF DRAWINGS
DRAWING 11 TREATMENT PLANT DISCHARGE LINE
DRAWING 16E UNDERGROUND PIPE JG CROSS-SECTIONS AND DETAILS
DRAWING 16F UNDERGROUND UTILITIES AND LINES ASSOCL\TED WITH TREATMENT BUILDING
DRAWING 18 SANITARY DISCHARGE LINE
325007) CONESTOGA-ROVERS & ASSOCIATES
LIST OF APPENDICES
APPENDIX A
APPENDIX B
APPENDIX C
APPENDIX D
APPENDIX E
APPENDIX F
APPENDIX G
APPENDIX H
APPENDIX I
GROUNDWATER QUALITY DATABASE
EXPECTED CHEMICAL CONSTITUENTS OF EXTRACTED SOIL VAPOR AND GROUNDWATER
TREATABILITY STUDY REPORT
GEOTECHNICAL REPORT
SUPPLEMENTAL SPECIHCATIONS (TO BE COMPLETED)
SURFACE WATER MODELING
INFORMATION REQUIRED FOR DISCHARGE TO SURFACE WATER
AIR DISPERSION MODELING
INFORMATION REQUIRED FOR PERMIT-TO-EMSTALL (TO BE COMPLETED)
32S0O7) CONESTOGA-ROVERS & ASSOCIATES
1.0 INTRQDUCnON
1.1 PURPOSE AND ORGANIZATION OF REPORT
This report contains the preliminary remedial design (RD)
submittal for the treatment facility for the Pristine, Inc. Site (Site) in Reading,
Ohio. As agreed with USEPA, this report encompasses both the initial (10%)
and intermediate (60%) designs. This report supplements the Final Design
Report for the In Situ Soil Vapor Extraction (ISVE) System and Cap by
Conestoga-Rovers & Associates (CRA) dated August 1994.
The treatment facility design report addresses the design of the treatment facility for handling on-Site waste streams. Sjjedfically, this includes vapors and shallow groundwater collected from the ISVE system and groimdwater from the lower aquifer primary extraction well located on Site. The miscellaneous design items which are addressed in this report include the on-Site lower aquifer groundwater extraction system and the completion of the Site cap.
This document is organized as follows:
Section 1.0
Section 2.0 Section 3.0 Section 4.0 Section 5.0 Section 6.0 Section 7.0
Section 8.0
discusses the purpose of the report and outlines general requirements;
describes the pre-design activities;
lists the regulatoiy and guidance docvunents;
discusses the design basis;
provides an evaluation of the treatment technologies;
discusses the treatment facility design activities;
outlines the information required to complete the design; and presents the schedule.
32S0O7) CONESTOCA-ROVERS & ASSOaATES
Appendices to this document include the following:
Appendix A Groimdwater (j^ality Database Appendix B Expected Chemical Constituents of Extracted Soil
Vapor and Groundwater Appendix C Treatability Study Report Appendix D Geotechnical Report Appendix E Supplemental Specifications Appendix F Surface Water Modeling Appendix G Information Required to Discharge to
Surface Water Appendix H Air Dispersion Modeling Appendix I Information Required for Permit-to-Install
The Site location and Site layout are presented on Figures 1.1 and 1.2, respectively.
1.2 RAP REOUIREMENTS
1.2.1 General Requirements
The RAP states that the requirements for the ISVE system/cap and lower aquifer groundwater include:
1) "Design, construction, operation and maintenance of an in-situ soil vapor extraction (ISVE) system, which shall include an off-gas control system, to mitigate VOC contamination in the Zone A and Magic Pit portion of Zone B soils. As a result of ISVE, the upper twelve (12) feet of Zone A and the Magic Pit portion of Zone B will be dewatered, including the upper outwash lens. Ground water extracted from the ISVE trenches and well points will be treated in the Facility treatment plant using carbon adsorption;"
2) "Performance of a pre-design lower aquifer ground water investigation to delineate the extent of the contaminated Facility ground water;"
32S007) 2 CONESTOGA-ROVERS & ASSOaATES
SOURCE: 1991 OOUSHA ROAD AILAS
CRA
figure 1.1 SITE LOCATION
Pristine, Inc. Site
3250 (37) APR 2 7 / 9 5 (W) REV.O
- ' M t ^ ..yiL: ^-.--iAi^BSi** -*-:^.^
3) "Based on the predesign ground water investigation, design, construct, operate and maintain a lower aquifer ground water extraction and treatment system for the contaminated Facility ground water. Such treatment system is to be located on the Facility; and"
4) "Design, construction and maintenance of a RCRA cap on Zone A of
Figure 1 (see Attachment A for conceptual design)."
The ISVE/Cap components of the design listed above are primarily addressed in the ISVE system/cap final design report. The lower aquifer investigation identified in Number 2 above is ongoing. The lower aquifer groundwater extraction/treatment system design presented herein addresses extraction/treatment of lower aquifer groundwater from the on-Site extraction well only. Lower aquifer groundwater that may be generated from off-Site extraction wells will be addressed separately.
Other requirements in the RAP related to the treatment
facility and lower aquifer groimdwater extraction are as follows:
Groundwater
"Approximately 1,000,000 gallons of contaminated Facility ground water in the near surface, upper outivash lens of the upper aquifer will be removed as a result of the implementation of the ISVE system and treated by carbon adsorption at the Facility. In addition, a mass of contaminated Facility ground water exists in the lower aquifer system. As presented in the FS and ROD, it is estimated that it will take 5-10 years of air stripping at a rate of approximately 300 gallons/minute to remediate the contaminated Facility ground water in the lower aquifer to cumulative 10'^ risk based levels for carcinogenic compounds (based on the Superfund Public Health Evaluation Manual, October 1986) and other standards for noncarcinogenic compounds."
"The ground water Performance Goals and Standards presented in Table II of
this RAP are from the Safe Drinking Water Act, RCRA Ground Water
Protection Standards and Water Quality Criteria. Except as provided for in
32S0O7) 3 CONESTOGA-ROVERS & ASSOQATES
Section VIII (Technical Impracticability) of the Consent Decree, the Facility
ground water must be extracted and treated until Settling Defendants
demonstrate that the ground water Performance Goals and Standards have
been met for non-naturally occurring compounds and that background levels
have been reached for naturally occurring compounds. Any naturally
occurring background levels proposed by the Settling Defendants are subject
to the approval of U.S. EPA. The Performance Goals and Standards and
background levels must be met under Zone A and wherever contaminated
Facility ground water has migrated off Zone A. The demonstration of
achievement of Performance Goals and Standards for non-naturally
occurring compounds and background levels for naturally occurring
compounds must be made over a minimum period of three(3) years."
"A lower aquifer ground water investigation shall be conducted to delineate the extent of the contaminated Facility ground water and to develop design options for the extraction and treatment of that water. The conceptual design proposes a 100-foot deep extraction well screened twenty-five (25) feet into the lower aquifer. It is possible that based upon pumping tests, additional extraction wells will be necessary to achieve more efficiently the ground water Performance Goals and Standards specified in Table II of this RAP."
"The carbon adsorption treatment for the upper aquifer ground water and the air stripping ground water treatment for the lower aquifer must be capable of removing contaminants to meet the substantive requirements of a National Pollution Discharge Elimination System (NPDES) Permit. It will not be necessary to actually obtain an NPDES permit. It is expected that the carbon adsorption and air stripping will produce effluent capable of meeting these requirements."
Surface Water
"Treated groundwater discharged to the Mill Creek must meet the
substantive requirements of Section 402 of the Clean Water Act. Specific
discharge limits will be developed for the ground water treatment system in
consultation with OEPA. It will not be necessary to actually obtain a permit
for this discharge."
325007) 4 CONESTOGA-ROVERS& ASSOQATES
Air
"Certain risks may be derived by the inhalation of contaminants from existing site conditions or the Remedial Action. Further mitigative measures will have to be added to the various components (ISVE emissions must be controlled) of the Remedial Action if any one component poses an unacceptable risk as determined by the Southwestern Ohio Air Pollution Control Agency. In particular, the air stream emanating from the air stripping column . . . must be monitored, and if necessary, controlled. Such controls may include activated carbon."
Table n of the RAP is reproduced in Table 1.1.
1.2.2 Initial/Intermediate Design Requirements
The RAP requires separate submittals for the initial and intermediate designs. As discussed above this report presents both the initial and intermediate designs in a single "preliminary" design package.
The sp)ecific items included herein are as follows:
- drawings showing treatment system layout and schematic; - drawings and specifications related to treatment building construction,
utilities and cap completion details; - discussion of treatment process; - discussion of air and surface water emissions; and - discussion of startup, operation, and maintenance requirements.
Associated plans (i.e., QAPP, Site Safety Plan, Sampling Plan, and Operations/Maintenance Plan) are under development and will be submitted separately. These will be comprehensive documents which address all remaining aspects of the RA (i.e., ISVE system, cap, groundwater extraction system, treatment facility).
325007) 5 CONESTOGA-ROVERS & ASSOQATES
TABLE 1.1
PERFORMANCE GOALS AND STANDARDS* GROUNDWATER
A. Carcinogens**
Chemical Conc^tratiotl iUSlL)
Aldrin 0.0012 Arsenic 0.0025 Benzene 0.67 Benzo(a)pyrene 0.0031 Beryllium 0.0039 Chloroform 0.19 DDT 0.0012 1,2-dichloroethane 0.94 1,1-dichloroethene 0.033 Dieldrin 0.0011 2,3,7,8-TCDD (Dioxin) 0.0000002 Tetrachloroethene 0.88 Trichloroethene 2.8 Vinyl Chloride 0.02
B. Noncardnogens
Chemical Concentration ( i /L)
Barium 1,000 Cadmium 10 Chlorobenzene 488 Chromium 50 Copper 1,000 1,2-dichlorobenzene 75 Ethylbenzene 2,400 Fluoride 4,000 Lead 50 Mercury 2 Pentachlorophenol 1,010 Phenol 3,500 Toluene 15,000 1,1,1-trichloroethane 200
Notes:
The Performance Goals and Standards for naturally occurring compounds shall be the naturally occurring background levels approved by U.S. EPA.
Ground water must meet cumulative 10-6 level for the carcinogens specified in 11(a) above.
CRA 3250 07)
2.0 PRE-DESIGN ACTIVITIES
2.1 GENERAL
The activities which have been conducted in support of
the treatment facility design presented herein include: i) the ISVE pre-design
investigation, pilot studies, and detailed design; ii) the lower aquifer primary
extraction well pumping test; and iii) the lower aquifer groundwater
treatability study (treatability studies utilizing shallow groundwater samples
were not conducted due to the relatively small volume of shallow
groundwater that will be generated). These activities are discussed in the
following subsections.
The primary information from the predesign activities
which is used in support of the design is included in Appendix A
(Groundwater (Quality Database), Appendix B (Expected Chemical
Constituents of Extracted Soil Vapor and Groundwater), and Appendix C
(Treatability Study Report).
2.2 ISVE STUDIES
The design report for the ISVE System and Cap included a
desCTiption of the ISVE pre-design field investigation, pilot study and detailed
design.
The ISVE pre-design field investigation was conducted to generate data necessary for the design of the ISVE system. These data included the contaminant distribution, the Site lithology, and various soil physical characteristics.
The investigation was carried out in two phases. The first
phase consisted of sampling and analysis of soil gas, soil, and groundwater for
volatile organic compounds (VCXs). The second phase consisted of sampling
to determine Site lithology, organic carbon content, and soil physical
parameters; drive-point air permeability tests; and groundwater sampling and
^^07) 6 C0NESTOGA-R0VERS&: ASSOCIATES
analysis for non-volatile constituents. Results of the ISVE Pre-Design investigation were presented in a report prepared by Hydro Geo Chem, Inc. entitled "Pristine, Inc. Superfund Site, ISVE Pre-Design Investigation Technical Memorandum" dated May 1993.
The ISVE pilot study was conducted to determine
Site-specific data such as soil physical and chemical characteristics which are
necessary for the design of the full-scale ISVE system. Specific objectives of
the pilot study included the measurement of soil vapor flow characteristics at
the Site, estimation of groundwater drainage rates during ISVE operation,
estimation of VOC removal rates, and estimation of the transport properties
of VOCs at the Site (retardation, partitioning, etc.). Results of the ISVE pilot
study were presented in a report prepared by Hydro Geo Chem, Inc. entitled
"Pristine, Inc. Superfund Site, ISVE Pilot Study Technical Memorandum",
dated August 1993.
The detailed design of the ISVE System utilized the
information described above. The design includes parallel gravel-filled
trenches in Zone A, wells in the pond area of Zone A and wells in the Magic
Pit Area (Zone B). Each of these components will achieve the dual purposes
of dewatering and soil vapor extraction. Modeling was conducted in support
of the detailed design in order to assist in establishing the spacing of trenches
and wells, and to estimate the time required to achieve performance goals for
soil. This was described in detail in the design report for the ISVE System and
Cap.
A summary of the modeling and calculations performed to estimate the chemical concentrations in the extracted vapors and groundwater from the ISVE system is contained in Appendix B.
2.3 LOWER AOUIFER PUMPING TEST
Pumping tests of the lower aquifer were completed on the
lower aquifer primary extraction well located on Site. These tests included a
stejj-drawdown test and a 72-hour pumping test. These data were used to
3250 07) 7 CONESTOGA-ROVERS & ASSOQATES
establish a suitable pumping rate for the primary extraction well and the
corresponding zone of influence. During the pumping tests, groundwater
samples were collected and analyzed for various parameters, as input data to
the treatment system design. Samples were also collected at the completion
of the pumping tests for conducting laboratory treatability tests as discussed in
the next subsection. The pumping tests are described in detail in the report
entitled "72-Hour Pumping Test Report" by CRA dated April 1995.
2.4 GROUNDWATER TREATABILITY STUDY
A groundwater treatability study was performed during
January, February, and March 1995 as part of the pre-design activities for the
Site groundwater treatment system. The treatability study was carried out to
primarily address inorganics pretreatment requirements, with a specific focus
on iron and solids formation/removal. The scope of the treatability study
consisted of the following laboratory tests:
• Groundwater characterization;
• pH adjustment test;
• Aeration test;
• Aeration/Polymer addition test;
• Aeration/Polymer addition/Multi-media sand filtration test; and
• Pretreatment sludge generation and analysis (field test).
The laboratory tests were performed on two groundwater samples obtained from the lower aquifer primary extraction well at the Site. The first sample (approximately 20 gallons) was obtained in late December 1994 at the completion of the pumping test and was fully characterized and used for the pH adjustment and aeration tests. The second groundwater sample (approximately 5 gallons) was taken early February 1995 and was used for the sequential treatment test involving aeration, polymer addition, and multi-media sand filtration. Field testing to produce the filter cake for TCLP analysis was performed in March 1995.
3250 07) 8 CONESTOGA-ROVERS& ASSOC1A1T.S
The conclusions drawn from the Treatability Study can be
summarized as follows:
• Total iron, which was found in the treatability water samples varying
from 8.4 to 32 mg/L, would require pretreatment prior to air stripping.
These levels of iron would precipitate out in the air stripper and cause
fouling, requiring downtime of the system for maintenance, if left
untreated.
• In order to reduce the level of iron, aeration for 20 minutes with polymer addition and twenty minutes of settling was found to be the most efficient pretreatment method. Total iron was reduced from 32 to less than 3 mg/L. A further reduction of iron could be accomplished by filtration through a multi-media sand filter. In the treatability study, total iron was further reduced to 0.05 mg/L by filtration.
• The TCLP analysis of sludge generated from pretreatment of the
groundwater from the on-Site extraction well indicated that the sludge is
not characteristically hazardous.
Although the treatability study only used groundwater from the lower aquifer, the shallow groundwater is not expected to cause significant variation in the overall pretreatment requirements.
A detailed explanation of the tests performed, the procedure and equipment used, and the results are provided in the Treatability Study Report in Appendix C.
3250 07) 9 CoNESTOGA-RovERS & ASSOCIATES
3.0 REGULATIONS AND GUIPANCT DOCUMENTS
3.1 FEDERAL REGULATIONS
The Title 40 (Protection of the Environment) Code of Federal Regulations (CFR) referenced in the RD are summarized as follows:
Part 50 Specifies the National Primary and Secondary Ambient
Air Quality Standards (NAAQS) for six air pollutants including SO2, CO, O3, N02/ Pb and total suspended
particulate. ISVE off-gas and groundwater treatment
system emissions must meet these requirements.
Part 60 Specifies standards of performance for new stationary sources. The regulations are very "source-specific" dealing individually with specific processing/manufacturing plants and do not cover the type of work proposed under this remedial design and thus are not applicable.
Part 61 Establishes National Emission Standards for Hazardous
Air Pollutants (NESHAP) including vinyl chloride, asbestos, beryllium, mercury, benzene, and arsenic (proposed). The regulations are very "source-specific" dealing individually with specific processing/ manufacturing plants. These regulations are not applicable but they do offer some quantifiable information regarding acceptable emission levels for the above-noted pollutants.
Part 122 Outlines the National Pollutant Discharge Elimination
System (NPDES) permit regulations. Treated groundwater discharges must meet the requirements laid out under the NPDES.
325007) 1 0 CONESTOGA-ROVERS & ASSOQATES
Part 260 Establishes general regulations for hazardous waste
management. Much of this regulation is not applicable to
the Site work but provides defiiutions for terms used in
subsequent hazardous waste regulations.
Part 261 Characterizes hazardous wastes by ignitability, corrosivity,
reactivity and EP toxicity. Appendix VIE of this regulation
lists hazardous waste constituents.
Part 264 Specifies regulations for owners and operators of
permitted hazardous waste facilities. Subpart AA deals with air emission standards for process vents.
Part 265 Establishes interim status standards for owners and
operators of hazardous waste facilities. This regulation
provides general interim operating standards, however it
is less specific than Part 264.
Part 268 Specifies land disposal restrictions. This regulation is applicable to the treatment, storage and disposal (TSD) facilities that may be used for off-Site disposal of waste generated on the Site.
Part 270 Defines the USEPA permit process for hazardous waste
facilities listing general information required for the permit. Since work carried out entirely on Site does not require application for any local, state, or federal permits this regulation applies only in outlining information required by USEPA in their review of construction plans and reports.
3.2 STATE REGULATIONS
The Ohio Administrative Code (OAC) Title 37
(Health-Safety-Morals) referenced in the RD are summarized as follows:
3^'37) I I CONESTOGA-ROVERS & A S S O Q A T E S
Chapter 3704 Outlines general air pollution control laws for all sources of air pollution. This regulation deals mainly with administrative procedures and the applicability to this work is limited to a general rule.
Chapter 3745 Specifies air pollution control regulations and solid waste
rules for the state. This regulation contains all of the state air pollution regulations applicable to the work at the Site. Areas covered in this regulation include emissions of organic compounds and state ambient air quality standards (similar to NAAQS contained in 40 CFR 50) and are applicable to this work. This regulation contains requirements for closure and post-closure for sanitary landfills. Chapter 3745 also specifies NPDES regulations for the state. This regulation contains the application, issuance and general conditions of permits. The information required for a permit application will be submitted to ensure that the treated groundwater discharged from the groundwater treatment system meets the substantive requirements of the NPDES.
3.3 GUIDANCE DOCUMENTS
The following guidance documents will be consulted during the RD phase:
1. Guideline for Determination of Good Engineering Practice Stack Height (Technical Support Document for the Stack Height Regulations) (EPA/450/4-80/-23R. Tune 1985)
This document discusses GEP stack height determination
as per 40 CFR 51.1. This manual defines "excessive concentration" as being
the maximum ground-level concentration due to stack emission caused in
whole or in part by downwash wakes and eddy effects. The guidance
33S007) 12 CONESTOGA-ROVERS & ASSOQATES
document discusses cavity analysis as well as the effects of elevated terrain on
GEP stack height.
Although the regulations are for permanent installations
the GEP stack height is important with respect to the Pristine Site since GEP
stack height ensures minimal building downwash effects. The GEP stack
height may not be practically achievable at the Site therefore air modeling of
the building downwash will be important in evaluating air emissions.
2. Guideline on Air Oualitv Models (EPA 450/2-78-027R. Tuly 1986)
Discusses suitiability, classes and levels of air dispersion
models and recommends models for varying conditions. The manual
includes discussions on simple and complex terrain, saeening techruques,
input data and modeling accuracy and uncertainty. The guidance manual
recommends use of a screen model to determine if PSD increments or
NAAQS may be exceeded. If these levels are exceeded with screening then a
more refined model analysis is necessary.
3. OEPA Review of New Sources of Air Toxic Emissions (Draft) OEPA. Division of Air Pollution Control. Februarv 1991
This document specifies OEPA's review of new sources of air pollutants using maximum allowable ground level concentration (MAGLC) determination and BAT considerations. The air modeling results will be compared to the MAGLC values.
4. Air/Superfund National Technical Guidance Study Series Volume IV - Procedures for Dispersion Modeling and Air Pathwav Analvsis - Interim Final EPA-450/1-89-004. Tulv 1989
This document discusses air pathway analysis at
hazardous waste sites using air modeling and monitoring techniques. The
report includes guidelines for data collection, model/monitor equipment
3JS0O7) 1 3 C O N E S T O G A - R O V E R S & ASSOQATES
selection development of modeling/monitoring plan, modeling/monitoring, and summarizing and evaluating results.
32S0O7) 1 4 C O N E S T O G A - R O V E R S & ASSOQATES
4.0 DESIGN BASIS
4.1 GENERAL
The RAP lists several requirements related to the
treatment facility as outlined below:
i) The treatment system for the ISVE system will include an off-gas
control system;
ii) The groundwater collected from the ISVE trenches and wells will be
treated by carbon adsorption;
iii) The treatment system for lower aquifer groundwater will be located on
Site;
iv) The lower aquifer groundwater may be treated by air stripping;
v) The treatment system must be capable of removing contaminants to
meet the substantive requirements of an NPDES permit (an NPDES
permit will not be required); and
vi) Air emissions from the air stripper must be monitored and if
necessary, controlled.
The treatment facility design addresses each of the above requirements. As an initial part of the design, a review of available treatment technologies was undertaken as described in Section 5.0. Based upon detailed consideration of the wastestreams that will be generated, it was decided to provide a single treatment train which would accommodate the combined wastestreams from the ISVE system and the lower aquifer primary extraction well.
The treatment train for groundwater includes
pretreatment for iron removal, air stripping, multi-media filtration, and
carbon adsorption. The off-gas from the air stripper and the vapors from the
33S0O7) 1 5 C O N E S T O G A - R O V E R S & ASSOQATES
ISVE system will be "controlled" prior to discharge to the atmosphere using a catalytic oxidizer. The design of the treatment train is discussed in Section 6.0.
In addition to the RAP requirements, the design also
specifically considers requirements related to: geotechnical conditions;
interaction between the building foundation and the ISVE system and cap;
local building codes; utilities; startup; and operation/maintenance.
4.2 WASTESTREAM CHARACTERIZATION
4.2.1 ISVE System Vapors and Groundwaters
Estimates of the quantity and quality of soil vapor and
groundwater that will be produced by the ISVE system have been developed
by Hydro Geo Chem. This information is presented in Appendix B.
The Zone A system includes parallel gravel filled trenches and wells around the ix)nd area at the north end of Zone A. The expected soil vapor flow rate is approximately 700 scfm and the expected initial groundwater flow rate is 4 to 8 gpm. The Zone B system includes wells around the Magic Pit area. The expected soil vapor flow rate is approximately 10 scfm and the expected irutial groundwater flow rate is 1 to 2 gpm. The overall groundwater flow rate from Zone A and Zone B is expected to decrease with time as the Site is dewatered.
The expected major constituents in the off-gas from Zone A include trichloroethylene, tetrachloroethylene, toluene, 1,2-dichloroethane and dichloromethane (methylene chloride); and from Zone B include dichloromethane (methylene chloride), chloroform and 1,2-dichloroethane. Tables 4.1 and 4.2 show the estimated exhaust gas concentrations for Zones A and B respectively. It should be noted that the VCX concentrations in the off-gas are expected to drop significantiy in both zones after the first 90 days of operation. However, these estimates were based on the soil already being in a dewatered state, which will not be the case at startup. The design flow rate for the combined vapors is 1,000 scfm.
'^"OT) 1 6 C O N E S T O G A - R O V E R S & ASSOQATES
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groundwater was developed by averaging the water quality data based on the
flow contribution from different areas of Zone A and from Zone B. The
expected major constituents in the combined groundwater include
dichloromethane (methylene chloride) and 1,2-dichloroethane with lesser
concentrations of several other VOCs, SVCXZs, pesticides and PCBs.
Metals are also expected to be present including iron
(dissolved) at approximately 6 mg/L. Table 4.3 shows the range of expected
concentrations in the combined groundwater.
4.2.2 Lower Aquifer Groundwater
Groundwater from the lower aquifer was characterized
based on data generated from the pumping tests discussed in Section 2.3.
Consideration has also been given to other available chemical information
from lower aquifer monitoring wells as contained in Appendix A.
As outlined in the 72-hour pumping test report, the
expected flowrate for the primary extraction well is 30 to 50 gpm. At a
flowrate of 40 gpm the primary extraction well is expected to generate a
capture width of 285 feet.
Table 4.4 contains a summary of VCXZ analytical results for samples collected from the primary extraction well during the pumping tests. As shown in Table 4.4 the concentrations of VOCs are elevated in the sample collected from the step drawdown test as compared to the samples collected at other times. The elevated results are not considered to be representative of groundwater that will be pumped in the long term. Also shown in Table 4.4 are the ranges of detected VCXIs from lower aquifer monitoring wells located in the vicinity of the primary extraction well.
Table 4.5 contains a summary of the analytical results for
non-VOC organic constituents for samples collected from the primary
32SO07) 1 7 CONESTOGA-ROVERS & ASSOQATES
TABLE4J
RANGE OF EXPECTED CONCENTRATIONS IN EXTRACTED SHALLOW GROUNDWATER
Page 1 of 2
Ranyg of Expected Concentrations Compound
Dichloromethane 1^-Dichloroethane m&p-Xylenes Benzene ds-l,2-dichlOToethene Chloroform Vinyl Chloride 1,1,1-trichloroethane Toluene Tetrachloroethene 1,1 -Dichloroethane 1,1-Dichloroethene Ethylbenzene Trichloroethene trans-l,2-dichloroethene Chlorobenzene o-Xylene Carbon Tetrachloride
S«ni-Yolatilc Organic Cgmpounds (ug/L) Phenol 1,2-Dichlorobenzene 2,4-Dimethylphenol 2-Methylphenol 4-Methylphenol Dimethylphthalate 2-Methylnapthalene Diethylphthalate Isophorone 1,4-Dichlorobenzene Pentachlorophenol 2,4-Dichlorophenol Dibenzofuran l^Dichlorobenzene Di-n-Butylphthalate Butylbenzylphthalate Acenaphthylene bi8(2-Chloroethyl)ether Di-n-Octylphthalate Carbazole
Low
13,729 3,077 234 188 140 96 78 76 63 47 29 24 13 7.0 3.2 2.5 2.2
0.06
2,668 66 52 26 24 7 3
1.6 0.9 0.69 0.46 0.46 0.26 0.15 0.08 0.06 0.06 0.06 0.06 0.04
High
41,169 8,571 679 251 184 287 123 101 127 54 38 32 35 7.2 4.3 7.6 2.9
0.09
3,418 71 148 47 31 10 4
2.1 12
0.92 1.4 0.61 0.35 020 0.10 0.08 0.08 0.07 0.07 0.06
CRA 3250 07)
TABLE 43
RANGE OF EXPECTED CONCENTRATIONS IN EXTRACTED SHALLOW GROUNDWATER
Page 2 of 2
Compound Range of Expected Concentrations
Low High
PCB-1248 Heptachlor Dieldrin 4,4'-DDT PCB-1260 4,4'-DDD gamma-BHC 4,4"-DDE Endrin gamma-Chlordane
Folynudear Aromatic Hydrocarbons (^g/L) Naphthalene Fluoranthene Acenaphthene Phenanthrene Fluorene Anthracene Pyrene 6enzo(b)fluoranthene Indeno(lA3<d)pyrene Chrysene Benzo(k)fluoranthene Benzo(a)pyrene Benzo(g,h,i)perylene
Mctab (dJMPlYtd) (ng/L) Iron Manganese Zinc Arsenic Copper Nickel Selenium Lead
Sulfate Alkalinity (as CaC03) Bicarbonate Chloride Calcium Magnesium Sodium Potassium
0.061 0.023 0.020 0.013 0.009 0.006 0.005 0.004 0.001 0.001
15 0.54 0.34 0.28 0.17 0.075 0.049 0.019 0.008 0.007 0.007 0.004 0.004
4,545 1,811 137 11 10 10 3
0.9
1,144 396 384 274 264 165 130 20
0.081 0.051 0.027 0.015 0.012 0.008 0.007 0.005 0.002 0.001
19 0.83 0.46 0.35 023 0.078 0.065 0.026 0.011 0.010 0.009 0.006 0.005
5,676 3,161 183 14 12 13 10 1.1
U74 399 385 319 331 173 153 49
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The concentrations of organic constituents will be reduced
with time due to pumping. The rate at which this will occur is currently
unknown. It is expected that the time required for significant reductions to
occur will be several months or years. The design of the treatment system is
based on the chemical concentrations existing at the Site at the time of the
pumping tests.
4.3 RCRA REOUIREMENTS
According to facility records, in the possession of USEPA, Pristine Inc. was handling (between 1974 and 1981), the following RCRA listed hazardous wastes on the Site: FOOl, F002, F003, F005, and F007. These wastes codes are related to spent halogenated and non-halogenated solvents and spent cyanide plating bath solutions. The definitions of each of the above waste codes as they appear in 40 CFR 261.31 are shown in Table 4.7.
USEPA and OEPA have formed the opinion that the soil and groundwater at the Site contain a listed hazardous waste under the "contained in" policy. This opinion is based on the assumption that the contaminants detected in the affected media originated from a listed hazardous waste. Based on USEPA's and OEPA's opinion, consideration of the RCRA requirements of 40 CFR Part 264 in the design of the treatment facility is necessary. Consideration of the RCRA requirements of 40 CFR Part 268 for disposal of residuals from the treatment facility during long-term op>eration is also necessary. The Pristine Trust is currently reviewing USEPA's and OEPA's opinion and takes no position at this time as to whether their opinion is correct.
With respect to Part 264, this regulation specifies
regulations for permitted hazardous waste facilities including technical
requirements for handling hazardous wastes. The applicability of this section
32S0 07) 1 8 CONESTOGA-ROVERS & ASSOCIATES
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TABLE 4.7
LISTED HAZARDOUS WASTE DEFINITIONS
Waste Code Definition (from 40 CFR 26131)
FOOl The following spent halogenated solvents used in degreasing: tetrachloroethylene, trichloroethylene, methylene chloride, 1,1,1-trichloroethane, carbon tetrachloride, and chlorinated fluorocarbons; all spent solvent mixtures/blends used in degreasing containing, before use, a total of ten percent or more (by volume) of one or more of the above halogenated solvents or those solvents listed in F002, F004 and F005; and still bottoms from the recovery of these spent solvents and spent solvent mixtures. (T)
F002 The following spent halogenated solvents: tetrachloroethylene, methylene chloride, trichloroethylene, 1,1,1-trichloroethane, chlorobenzene, 1,1,2-trichloro-1,2,2-trifluoroethane, ortho-dichlorobenzene, trichlorofluoromethane, and 1,1,2-trichloroethane; all spent solvent mixtures/blends containing, before use, a total of ten percent or more (by volume) of one or more of the above halogenated solvents or those listed in FOOl, F004 and F005; and still bottoms from the recovery of these spent solvents and spent solvent mixtures. (T)
F003 The following spent non-halogenated solvents: xylene, acetone, ethyl acetate, ethyl benzene, ethyl ether, methyl isobutyl ketone, n-butyl alcohol, cyclohexanone, and methanol; all spent solvent mixtures/blends containing, before use, only the above spent non-halogenated solvents; and all spent solvent mixtures/blends containing, before use, one or more of the above non-halogenated solvents, and a total of ten percent or more (by volume) of one or more of those solvents listed in FOOl. (I)*
F005 The following spent non-halogenated solvents: toluene, methyl ethyl ketone, carbon disulfide, isobutanol, pyridine, benzene, 2-ethoxyethanol, and 2-nitropropane; all spent solvent mixtures/blends containing, before use, a total of ten percent or more (by volume) of one or more of the above non-halogenated solvents or those solvents listed in FOOl, F002, and F004; and still bottoms from the recovery of these spent solvents and spent solvent mixtures. (I, T)*
CRA 3250 (37)
Page 2 of 2
TABLE 4.7
LISTED HAZARDOUS WASTE DEHNITIONS
Waste Code Definition (from 40 CFR 26131)
F007 Spent cyanide plating bath solutions from electroplating operations. (R,T)
Notes:
(I) -ignitable waste (R) -reactive waste (T) -toxic waste
'*(I, T) should be used to specify mixtures containing ignitable and toxic constituents.
CRA 3250 (37)
is specified in Subpart A - Section 264.1. It is stated in Section 264.1(g)(6) that the requirements of Part 264 are not applicable to "the owner or operator of... a wastewater treatment unit as defined in 260.10...". A "wastewater treatment unit" is defined in Part 260.10 as a device which "(1) Is part of a wastewater treatment facility that is subject to regulation under either Section 402 or 307(b) of the Clean Water Act; and (2) Receives and treats or stores an influent wastewater that is a hazardous waste as defined in 261.3 of this chapter, or that generates and accumulates a wastewater treatment sludge that is a hazardous waste as defined in 261.3 of this chapter, or treats or stores a wastewater treatment sludge which is a hazardous waste as defined in 261.3 of this chapter; and (3) Meets the definition of tank or tank system in 260.10 of this chapter."
Based on the above, it is concluded that the requirements
of Part 264 are not applicable to the treatment facility.
Subpart AA of Part 264 specifies air emission standards for
process vents. Although this section is not applicable it contains
requirements which may be relevant and appropriate. Specifically this
includes a requirement to reduce total organic emissions from process vents,
such as an air stripper, to below 3 lb/hour and 3.1 tons/year or by 95 weight
percent.
If it is determined that the residuals from the treatment system (e.g., pretreatment system filtered solids, spent granular activated carbon) are hazardous waste, they will have to be sampled and analyzed to determine whether they would be considered to "contain" any of the constituents identified by the applicable listed hazardous waste codes. If these constituents are present, then the concentrations will have to be compared to the treatment standards identified in Part 268 prior to land disposal. The standards for FOOl, F002, F003, F005, and F007 constituents are listed in Table 4.8. The concentrations will also have to be compared to criteria which would specify values below which the material would no longer be considered to contain a hazardous waste. These criteria are not yet established. In addition to the above, TCLP analysis of the material would
32S0O7) 1 9 CONESTCXIA-ROVERS & ASSOQATES
TABLE 4.8
ROIA TREATMENT STANDARDS
Parameter Trcatmtmt Standard Frnm 40 CFR 268
methylene chloride caibon disulfide 2-butanone 1,1,1-trichloroethane carbon tetrachloride trichloroethene 1,1,2-trichloroethane benzene tetrachloroethene chlorobenzene trichlorofluoromethane toluene l,l,2-trichloro-l,2,2-trifluoroethane 1,2-dichlorobenzene pyridine isobutanol cyanide
30 mg/kg 4.8 mg/L TCLP (1)
36 mg/kg 6.0 mg/kg 6.0 mg/kg 6.0 mg/kg 6.0 mg/kg 10 mg/kg 6.0 mg/kg 6.0 mg/kg 30 mg/kg 10 mg/kg 30 mg/kg 6.0 mg/kg 16 mg/kg 170 mg/kg 590 mg/kg
Note: (1) The treatment standard for carbon disulfide applies to wastes which contain only carbon
disulfide. Compliance is measured for carlx)n disulfide in the waste extract from test Method 1311, the Toxicity Characteristic Leaching Procedure. If the waste contains carbon disulfide along with any of the other constituents, then compliance with the treatment standard for carbon disulfide is not required.
CRA 3250 (37)
have to be conducted to determine whether it is a characteristic hazardous
waste.
4.4 DISCHARGE REOUIREMENTS
4.4.1 Surface Water Discharge
OEPA has established procedures for determining
limitations for discharges of pollutants to surface water. Generally this
involves an assessment of the wasteload allocation available at the proposed
discharge point considering factors such as flow rate, other existing sources,
and background water quality. A computer model is used to determine a
maximum allowable wasteload utilizing the information described above
along vdth surface water quality standards. The allowable wasteload for the
proposed discharge would generally be calculated by OEPA as a portion of the
maximum allowable wasteload. OEPA's regulations for surface water
discharges are contained in OAC 3745-1.
The OEPA also considers policy statements for specific contaminants when setting discharge limitations. These policy statements include policy number DSW-DERR 0100.027 dated September 22,1994. This policy establishes guidelines for the disposal of wastewaters resulting from the cleanup of response action sites contaminated with VOCs. These guidelines establish discharge categories information which are required to be submitted when requesting discharge criteria and requirements for Best available treatment technology/Best available demonstrated control technology (BATT/BADCT). The OEPA policy requires that discharges to surface water meet BATT/BADCT requirements. BATT/BADCT is defined in the OEPA policy as follows:
"BATT/BADCT: Best available treatment technology/best available demonstrated control technology (BATT/BADCT) for wastewaters generated at VOC-contaminated response action sites, as defined by Ohio EPA, consists of air stripping, carbon columns, or both or equivalent so as to remove VOCs to 5 ug/l or less for each covered VOC parameter present (see page 9 for the list of covered parameters).
^^<^'^ 2 0 CONESTOGA-ROVERS & ASSOQATES
Permit limitations shall be 5 ^g/L, 30 day average and 10 ug/l, daily maximum for each contaminant."
This policy is not applicable. First, the policy appears to
create a new point source category for "VOC-contaminated wastewaters".
This point source category does not exist under federal or Ohio statutes.
Second, the policy is not an ARAR because it is not a promulgated regulation.
Third, ARARs were "frozen" at the time of the ROD, thus the September 1994
policy is inapplicable for this reason also.
The treatment system design considers the wasteload
allocation modeling discussed above. The BATT/BADCT requirement of the
DERR policy was considered in the air stripper design although the policy is
not applicable.
4.4.2 Air Discharge
Maximum air emissions for the off-gas from the ISVE system and the air stripper for the groundwater treatment are limited by both State and Federal regulations.
Under OAC 3745-21-07(G)(2), no more than 40 pounds of organic material may be discharged to the atmosphere in any one day or more than 8 pounds may be discharged to the atmosphere in any one hour. If these quantities are exceeded, the discharge must be reduced by at least 85 percent. Also, it should be noted that OAC 3745-15-05 contains exemptions for "DeMinimus" air contaminant sources.
OEPA's document entitled "Option A - Review of New
Sources of Air Toxics Emissions" addresses air quality standards for criteria
pollutants (NESHAPS), and the Federal New Source Performance Standards
(NSPS). Also, the OEPA has established its own determination of MAGLC.
The American Conference of Governmental Industrial Hygienists (ACGIH) publishes and continuously updates a list of "Threshold Limit Values" (TLVs) for many substances. The OEPA MAGLCs are based on
3250 07) 2 1 CONESTOGA-RoVERS & ASSOQATES
these TLVs. These TLVs represent maximum concentrations for worker exposure. Most of the TLVs refer to time-weighted average concentrations for a normal work day, with certain excursions within limits permissible during that time period, as long as the weighted average is not exceeded. The current OEPA MAGLC is calculated as the TLV divided by 42 (TLV/42). OEPA's proposed MAGLC is TLV divided by 100 (TLV/100).
Emission concentrations must meet the MAGLC for each
pollutant being monitored. The MAGLC used for each pollutant will be
determined to be the lowest MAGLC limits specified for the pollutant by the
following:
i) National Ambient Air Quality Standards (NAAQS); and
ii) Threshold Limit Value divided by 100 (TLV/100).
NAAQs values are established for sulfur dioxide, carbon monoxide, ozone, nitrogen dioxide, lead, and total suspended particulate. None of these constituents are expected to be present in the air emissions and therefore, are not of concern. The MAGLC values are presented in Table 4.9.
As discussed in Section 4.3, 40 CFR Part 264 - Subpart AA
contains "Air Emission Standards for Process Vents". This section is not
applicable to the Site air emissions but contains requirements that are
considered in the design (for reduction of organic loading to below 3 lb per
hour and 3.1 tons per year or by 95 weight percent).
4.5 MISCELLANEOUS
The design of the treatment facility includes consideration of potential future requirements for additional groundwater that may be extracted from off-Site, as follows:
i) the treatment facility building has been oversized to allow space for
additional treatment components such as pretreatment tanks/clarifier;
ii) a foundation for an additional air stripper has been included; and
3250 07) 2 2 CoNESTOGA-RovERS & ASSOCIATES
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In addition to the above, the groundwater treatment system has been sized to accommodate a maximum flow rate of 150 gpm. The expected flow rate from on-Site waste streams is approximately 50 gpm, at startup (i.e., 40 gpm from the on-Site primary extraction well and 10 gpm from the ISVE system). Thus, there is additional capacity in the system which could be used in the future.
^^OT) 2 3 CONESTOG A-RovERS & Assoa A r>-s
5.0 EVALUATION OF TREATMENT TECHNOLOGIES
In accordance with the influent flow and chemical parameters discussed in Section 4.2 and the discharge requirements discussed in Section 4.4, five potential technologies were evaluated for the groundwater treatment system. They included granular activated carbon (GAC), aerobic biological treatment, air stripping, steam stripping and ultraviolet oxidation.
The following subsections desaibe each of these
technologies and their applicability for groundwater treatment.
5.1 GRANULAR ACTIVATED CARBON (GAC)
The process of adsorption onto activated carbon involves
contacting the water with GAC, usually through a series of contactors or
adsorbers operated in series. GAC adsorbs organic constituents in the water by
surface/pore diffusion where organic molecules are entrapped in the pores of
the carbon granules. Adsorption potential and efficiency depends on such
factors as the polarity, molecular weight, or the water solubility of the organic
compound.
A GAC system is considered saturated with the organic when the effluent organic concentration equals the influent concentration. This is sometimes called "breakthrough" or carbon exhaustion. The carbon's breakthrough capacity is specific to the properties of the organic being treated and can be predicted either through the use of adsorption isotherms or previous treatment performance data. Once the carbon becomes saturated with orgarucs, it must be replaced with either virgin carbon or reactivated carbon.
Methylene chloride, the primary constituent in the Site groundwater, is highly soluble in water and therefore has poor carbon adsorption properties. A one percent by weight maximum carbon saturation capacity is reported by GAC manufacturers for methylene chloride. Based on a 40 mg/L influent methylene chloride level and a 150 gpm flow, the Site
3250(37) 2 4 CONESTOGA-ROVERS & ASSOQATES
groundwater treatment system would require over 7,000 pounds of GAC per
day for methylene chloride removal.
5.2 AEROBIC BIOLOGICAL TREATMENT
Aerobic biological treatment of wastewater is a proven
technology typically used for municipal sewage application sector. It is an
oxidation process using indigenous microorganisms as a "catalyst" to
mineralize complex organic constituents to carbon dioxide and water. The
feasibility of biological treatment for groundwater is compound specific.
While the technology is proven for non-halogenated compounds such as
phenols and acetone, there have been limited successful cases for chlorinated
organics such as methylene chloride and 1,2-dichloroethane.
There has been some recent report of success using an
anaerobic biological approach for chlorinated organics. But the results are
predominantly in the research state and involve chlorinated organic
concentrations in the low mg/L range.
5.3 AIR STRIPPING
Air stripping is a mass transfer operation that involves the transfer of a solute from the liquid phase to the gas phase. Packed towers, commonly known as stripping towers, or perforated trays are used for continuous contact of the water with air in a counter current flow. The water is distributed over the packed bed or trays, exposing a large surface area for air contact.
Some of the major factors in considering air stripping are
the compound's Henry's Law Constant and water solubility. Compounds
with a high Henry's Constant have a greater concentration in air when an
air-water system is in equilibrium. These compounds undergo a phase
change from liquid to vapor quite easily and hence are easily stripped
(e.g., vinyl chloride). Compounds with a low Henry's Constant, on the other
3250(37) 2 5 C 0 N E S T ( X ; A - R 0 V E R S & ASSOQATES
hand, are more hydrophilic and are more difficult to strip (e.g., methyl ethyl
ketone). The Henry's Constant rule can be affected by the water solubility of
the compound. High water solubility is known to inhibit organic removal
from the liquid to the air phase. More air to water contact area (e.g., bigger
towers or more trays) is usually required for compounds that exhibit poor
stripping properties.
Air stripping can be used to treat the major compounds in
the Pristine groundwater, specifically methylene chloride, 1,2-dichloroethane,
chloroform, and trichloroethylene. For the less volatile compounds
(e.g., phenol) an additional treatment technology such as GAC can be used in
order to reduce the concentration.
The economics of air stripping versus other treatment
technologies is usually based on the requirement and costs for emission
controls. Vapor treatment options usually include vapor phase carbon
treatment (with or without on-Site reactivation), catalytic or thermal
oxidation, and synthetic resin vapor adsorption and regeneration systems
(such as the PURUS system).
5.4 STEAM STRIPPING
Steam stripping is typically orders of magnitude higher in cost than conventional air stripping. In addition to the cost for steam, there are other considerations such as material of construction (usually exotic alloys are used instead of steel because of the temperature and chlorides corrosion from stripping chlorinated compounds) and pretreatment costs for removing inorganic solids. Steam stripping is similar to air stripping in concept, except that the process is enhanced through the use of steam instead of air. Steam provides a heat input to artificially improve the compounds volatility (Henry's Constant relationship).
For the Pristine groundwater, steam stripping is a
potential technology but its cost is expected to be higher than other options.
3250(37) 2 6 CONESTOGA-ROVERS & ASSOQATES
5.5 ULTRAVIOLET OXIDATION
Ultraviolet (UV) oxidation is an enhanced chemical
oxidation process whereby organics are destroyed upon the application of a
high energy UV light in combination with a strong oxidant such as hydrogen
peroxide or ozone. The UV radiation catalyzes the chemical oxidation of the
organics in the water, where they undergo a change in their chemical
structure or simply become more reactive. Additionally, UV light at a
wavelength less than 400 Newton-meters (Nm) reacts with hydrogen
peroxide (H2O2) molecules to form hydroxyl radicals (OH°), which in turn
reaci aggressively with any oxidizable organics in solution. The ultimate end
products of this reaction are dependent on the particular organics in the water
being treated. In the case of simple organics (comprised orUy of carbon and
hydrogen) such as benzene, the end products would be carbon dioxide and
water. In the presence of chlorine molecules, as is the case of chlorobenzene
or trichloroethylene, the reacted chlorine would be oxidized to chloride ions
(C1-). No sludges are produced from such organic reactions. However, if
inorganic constituents are present in the influent, such as ferrous and
manganese ions, these may be oxidized to form sludge that will require
separation and removal.
The UV/H2O2 process is dependent upon a number of reaction conditions which can affect both performance and cost. Some of these include the amount of UV and H2O2 applied, water retention time in the UV reactor, the temperature and the pH under which the system is operated, mixing efficiency and the usage of other catalysts. Operational costs associated with the enhanced oxidation process are primarily related to the rate of primary oxidant used, UV lamp replacement and the electrical power required to operate a specific system design.
UV/H2O2 is a relatively new treatment technology for
groundwater. In general, the process has been proven adequate for most
aromatic compounds such as benzene or phenol. But for chlorinated
aliphatic compounds such as methylene chloride and chloroform, the
3250(37) 2 7 CONESrOGA-ROVERS & ASSOQATES
UV/H2O2 reaction has proven to be very slow and costly due to high energy
and catalyst consumption.
5.6 EVALUATION SUMMARY
Air stripping by packed tower with off gas treatment by
catalytic oxidation is selected as the most appropriate process based on cost to
install and operate. It should be noted that the catalytic oxidation process is
considered to be the most cost-effective control process based on the expected
contaminant loading at start-up. As concentrations of contaminants are
reduced during operation, the catalytic oxidizer may become more costly to
operate than alternate processes such as carbon adsorption.
Granular activated carbon is inefficient in the treatment of methylene chloride at the levels and flow rates required. The operating costs are extremely high. Aerobic biological treatment is unproven and would be risky for the treatment of chlorinated organics at the levels required. Steam stripping is a low risk option, but much higher in cost to both install and to operate. UV/oxidation is a relatively new technology and unproven at the levels and flow rates required for this process.
Table 5.1 contains a summary of the advantages and
disadvantages of the five treatment technologies evaluated for the
groundwater treatment system.
3250 07) 2 8 CONESTOGA-ROVERS& ASSOQAll.S
TABLE S.1
EVALUATION OF TREATMENT TECHNOLOGIES GROUNDWATER TREATMENT SYSTEM
Advantages
1. GAC 1. Wm meet both VOC and SVOC effluent criteria.
1 Highly flexible to handle big changes in influent chemistry.
2. Aerobic Biological Treatment 1. An on-Site destruction approach.
Disadvantages
1. Low adsorption capacity for methylene chloride. Very high operating costs due to carbon consumption estimated at over 7,000 lbs/day.
1. No demonstrated success with chlorinated compounds at high concentration.
3. Air Stripping
4. Steam Stripping
1. Proven technology for removing VOCs. 2. Low capital cost for stripper.
1. Proven technology for removing VOCs.
3.
Will need vapor emission treatment for VOCs. System is not flexible to handle higher organic loading or higher flow. Will need solids/iron removal to prevent fouling.
1. Will need vapor emission treatment or organic recovery system.
2. System is not very flexible to handle higher flow or organic loading.
3. Will need solids/iron removal to prevent fouling.
4. High cost alloys required for material of construction.
5. UV/Oxidation 1. On-Site destruction approach. 1. Slow rate expected for methylene chloride and chloroform. Large system and high energy/catalyst usage costs expected.
2. Relatively new technology. 3. Will need solids/iron removal to
prevent fouling.
CRA 1250 07)
6.0 TREATMENT FACILITY DESIGN
6.1 GENERAL
The treatment facility design considers the information
discussed in the preceding sections. This section describes the various aspects
of the design.
The treatment facility is designed to be located on the Site
without affecting the performance of the ISVE system and the cap. The
treatment facility includes process equipment designed to remove VOCs from
the vapor stream from the on-Site ISVE trenches, and to remove VOCs and
iron from the groundwater stream extracted from the ISVE wells and
trenches, and the on-Site lower aquifer primary extraction well.
Supplemental specifications for the treatment facility
foundations and underground lines and utilities associated with its
construction are contained in Appendix E.
6.2 TREATMENT BUILDING
The proposed treatment building is located in the southwest portion of Zone A, as shown on Drawing No. 8A. This location allows the cap construction in the north end of Zone A to be completed as design of the treatment building progresses. The south end of Zone A also allows easier truck access to the treatment building from the south access road and/or the access gate from Morton International. The underground lines servicing the treatment building will be located below the cap in the south end of Zone A (refer to Drawings No. 16F and 18).
The proposed treatment building is a pre-engineered
structural steel building with insulated metal siding. The proposed treatment
building will consist of two stories and have two main sections, the main
treatment area (approximately 101 x 56 feet) and a smaller filter press room
(approximately 35 x 36 feet) (see Drawings No. Al and A2). The treatment
3250 07) 2 9 CONESTOGA-ROVERS & ASSCXriATES
building is designated as low industrial use. Type 2C, User Group F-2.
Architectural and foundation drawings were sent to the City of Reading
building inspector for review and approval. The treatment building will also
contain a two-story masonry control and office room which will contain the
motor control centers (MCCs), the washroom, and a maintenance area.
Overhead doors will be located along the west wall of the treatment building
to provide truck access to the interior of the filter press room and the main
building area.
The foundations of the treatment building will penetrate
the clay layer of the cap. To ensure the ISVE air flow system will not be
short-circuited, a spray-applied liner will be provided below the concrete slab
and foundations. The liner will prevent the passage of air and the migration
of water from entering the soil below the cap. The liner will also be applied
aroimd all imderground pipes and utilities which penetrate the treatment
building floor and the cap.
In addition to the treatment building foundations, the
foundations for the air strippers will penetrate the cap. The slabs supporting
the vapor extraction blowers and tank farm are designed as a slab-on-grade.
Since the tarJc farm slab will have a perimeter wall around the slab which
will penetrate a portion of the clay layer of the cap, the spray-applied liner will
be installed below it.
In December 1994, three boreholes were drilled through the ash, trench spoil, and the native soil to determine the geotechnical properties of the soil. The drilling, soil logging, soil testing, and the preparation of the geotechrucal report was completed by Fuller, Mossbarger, Scott & May (FMSM) of Cincinnati, Ohio. This report is contained in Appendix D. The report utilized data from the new boreholes, the existing drilling logs from MW#68, 69, 70, and 81 and from the analysis of soil samples extracted from the new boreholes. FMSM's report recommended that the structural footings for the treatment building bear on the native soil, located below the backfilled and compacted layers of ash and trench spoil material. The report allows for the placement of lean concrete (minimum of 1,500 psi 28-day strength ) or granular backfill to be placed below the structural
3250 07) 3 0 CONESTOGA-ROVERS & ASSOQATES
footings to the depth of the native soil. The design of the treatment building
utilized the placement of lean concrete instead of granular backfill, below the
structural footings, to eliminate the possibility of air flow along the granular
backfill, short-circuiting the ISVE trenches. The depth of the lean concrete
will range from 5 feet in the south end of the building foundations to
approximately 10 feet thick below the north treatment building foundations.
Material excavated to allow the placement of the lean concrete will be
stockpiled in separate piles of ash and trench spoil materials. The trench spoil
and ash material will not be mixed and will be used as backfill in various
locations below the treatment building slab and below the cap, as specified
below. Two additional boreholes were drilled in April 1995 after the proposed
building layout was finalized. These borehole results will be incorporated
into the final design report.
The treatment building floor will consist of a 12-inch thick reinforced concrete slab which slopes towards a central floor drain and sump collection system. A separate trench and sump system will be located in the filter press room. The floor sump in the main building will be 4 x 8 x 8 feet deep, providing approximately 2,000 gallons of capacity to provide containment for washdown or minor leakage. The floor sump in the filter press room will be 2 x 4 x 3 feet deep, providing approximately 200 gallons of capacity to provide containment for washdown or minor leakage. A 4-inch high concrete curb will be included around the perimeter of the entire concrete slab, as an additional spill contaiiunent measure. The floor will be sloped toward the floor trench and sump. Together, this will provide contaiiunent for leakage from the largest vessel (i.e., 20,000-gallon sludge tank). The elevation of the floor slab in the filter press room will be 2.5 feet below the elevation of the floor of the main building. The elevation of the floor of the filter press building will be lower than the main building to minimize the slope of the access road to the filter press building (presentiy set at 10 percent) and to assist in the cap material mass balances. The concrete slab will be supported on 2 feet of compacted granular backfill material. Below the gravel a 60-mil thick spray-applied liner will be installed and attached to the treatment building foundations. The proposed spray-applied liner will be composed of a geotextile liner (Amoco 4551, polypropylene.
3250 07) 3 1 CONESTOGA-ROVERS & ASSfXHATES
60-mil thickness) and a spray-applied hydrocarbon-modified urethane
(Futura-Thane 6000), will provide an inert, seamless barrier to air and liquids.
Cross-sections through the cap and the proposed building
foundations area shown on Drawing No. 8C. Cross-section locations are
shown on Drawing No. 8A. Compacted trench spoil material or ash material
will cover the native soil surface. The vapor extraction and the atmospheric
trenches will be raised to ensure horizontal air flow through the trench spoil
material. Ash material will be placed below the spray-applied liner and the
elevation of native soil in the south and the north areas of the treatment
building since horizontal air flow in these areas is impeded by the treatment
building east-west vertical foundation walls.
The treatment building will contain localized fire
protection (overhead sprinklers) in the area of the burner and catalytic
oxidizer located on the second floor. In the remaining portions of the
treatment building, column mounted fire extinguishers will provide the
required fire protection. Four mandoors (wheelchair accessible) are
incorporated in the treatment building design, providing necessary
emergency egress.
The roof of the treatment building will be at a 12 to 1 slope, directing rainwater from the roof area to the cap top surface via roof drair\s. A drainage swale will be added to the cap area north of the treatment building, directing cap drainage away from the treatment building to the east Zone A drainage swale. The cap elevations adjacent to the treatment builciing will be graded to direct water away from the building towards the cap perimeters.
6.3 UNDERGROUND UTILITIES
All utilities entering the treatment building or accessing
the stripper towers, the tank farm, or the SVE blowers, that penetrate the cap,
will have a spray-applied liner where they pass through the cap. As specified
in the final design document for the ISVE System and Cap, tracer wire or
3250 07) 3 2 CONESTOGA-ROVERS & AS50C:i A! I_S
marker tape, located in the top foot of the cap, will be placed over all buried utilities and underground lines. The utilities below the cap which will feed the treatment building, the air strippers, the tank farms, and the SVE blowers are discussed below. Drawing No. 16 presents a plan view of the underground utilities and lines associated with the treatment building.
6.3.1 Gas Line
A 2-inch diameter. Schedule 40 steel pipeline will provide
a constant source of natural gas to the treatment building. The gas source is
required for both the heating of the treatment building in the winter and to
provide a fuel source for the burner on the catalytic oxidizer system. The
treatment plant requires a constant supply of approximately 3,000,000 BTUs
per hour. The natural gas will be fed to the treatment building from either
the service line feeding Cincinnati Drum Services (CDS) or directly from
Cincinnati Gas and Electric (CG & E) main line which is located south of
Morton International. The gas line will be located within the sand layer of
the cap.
6.3.2 Effluent Line
The 12-inch diameter PVC effluent line, which has been partially completed allows treated groundwater from the treatment building to be discharged to Mill Creek. The effluent line has been installed to manhole #3 shown on drawing #11 of the construction drawings for the ISVE system and cap contract. The effluent line will extend eastward from Manhole No. 3 and then northward along the east perimeter of the treatment building. The effluent line will enter the treatment building opposite the effluent tank located between column lines 3 and 4 on the first floor. The effluent line will be located in the compacted ash or trench spoil, below the cap, maintaining a minimum 4.5 feet of cover over the gravity drainage line. Manhole #4 shown on Drawing No. 11 is not required and will not be installed. The effluent line is sloped at a minimum of 0.45 percent grade to ensure drainage.
3250 07) 3 3 CONESTOGA-ROVERS & ASSOCIATES
6.3.3 Potable Water Line
Potable water will be supplied to the treatment building
from the hot box existing in the southeast corner of the Site. A 3-inch
diameter, HDPE line will be installed in a trench along the east perimeter of
the treatment building. The waterline will be located within the ash or
trench spoil layer below the cap maintaining a minimum 4.5 feet of cover.
The waterline will enter the treatment building adjacent to the effluent line.
The waterline will provide a source of potable water to the treatment
building.
6.3.4 Vapor Extraction Line
Vapors extracted from the ISVE trenches and wells will be
transported to the blowers, located outside of the treatment building, through
an 8-inch diameter PVC line. The line exists in the ash layer below the cap
terminating approximately 50 feet east of chamber VS-1. The line will
continue eastward toward the building, then northward to atmospheric
trench A-2, then eastward towards the treatment building. The vapor
extraction line will penetrate the cap between the blower pads outside the
treatment building.
6.3.5 Sanitary Line
A 6-inch diameter, PVC gravity sanitary line from the washroom, will drain to a manhole located outside of the north end of the treatment building. A grinder pump in the manhole will pump sanitary waste westward in a 3-inch diameter PVC line to the existing sanitary line located at the border between Zones A and B. This line will direct the sanitary waste to the Cincinnati MSD sewer system for disposal. The section of existing 3-inch diameter, PVC piping located south of the tie-in with the new sanitary line from the manhole, will be plugged and abandoned in place in
3250 07) 3 4 CONfESTOGA-RoVERS & ASSOQATES
Zone B. The new sanitary line will be located in the ash layer below the cap,
in Zone A.
6.3.6 Electrical
Three-phase, 480 volt power will be fed to the treatment
building through underground electrical lines rurming from the power poles
in Zone B to the building. The electrical service will be installed in two
4-inch conduits (required by NEC and/or local by-laws) located in the sand
layer of the cap. Direct buried electrical cables from the MCCs in the control
room will nm below the treatment building slab and within the sand layer of
the cap, feeding the two compressor buildings, the on-Site primary extraction
well, and the grinder pump in the sanitary manhole.
6.4 CAP
The cap over Zone A is designed to provide an airtight and watertight seal between the ground surface and the soil requiring vapor extraction. The integrity of this seal is potentially breached at locations where underground utilities or pipes or the treatment building foundations penetrate the cap. To ensure the integrity of the cap, a HDPE boot and skirt, a HDPE liner, or a spray-applied liner will be used at the various penetrations.
The cap grading at the south end of Zone A has been modified to allow for the construction of the treatment building. The percent slope of the cap in this area was determined considering maximum grades allowable for truck access from the south access road and on revised material balances necessitated by excavations required for the treatment building foundations.
The road from the south access road to the filterpress
room and to the west side of the treatment building is constructed of
18 inches of compacted granular material. The granular material will replace
3250 07) 3 5 CONESTOGA-ROVERS & ASSOQATES
the 6 inches of topsoil and the 1 foot of fill material layers of the cap. The top
surface of the granular material will not be paved.
The fence around the Site will be completed as shown on
Drawing No. 13 for the ISVE System and Cap Conti-act.
6.5 GROUNDWATER EXTRACTION SYSTEM
6.5.1 Forcemain
Groundwater will be pumped from the ISVE trenches and wells, and the lower aquifer primary extraction well, to the tank farm via three separate forcemains. One forcemain will be provided for water from Zone A, one for Zone B and one for the lower aquifer primary extraction well. Portions of the forcemains for pumping water from Zones A and B are in place. These are 2-inch diameter HDPE lines. The line from the primary extraction well will also be 2-inch diameter HDPE. Additional buried forcemains will be installed for potential additional groundwater from off-Site. This will include one 2-inch diameter and one 4-inch diameter HDPE pipe. Each of these pipes will be terminated outside of the cap limits at the southwest corner of Zone A.
All of the 2-inch diameter lines will be directed to a 10,000 gallon equalization tank located in the tank farm. The tank farm will include a collection sump and perimeter walls designed to contain 110 percent of the volume of the tank plus 4 inches of rainfall.
The 4-inch diameter HDPE line will be terminated at a location north of the north wall of the treatment facility. All groundwater extraction lines will be located in the ash or trench spoil layer below the cap with a minimtmi of 4.5 feet of cover, except in locations where the cap is penetrated as the line comes to the surface.
3250 07) 3 6 CONESTOGA-ROVERS & ASSOCIATES
6.5.2 ISVE Pumping System
The pumping system for groundwater from the ISVE
system is described in the design report for the ISVE system and cap.
6.5.3 Primary Extraction Well Pump
A 3 to 5 horsepower submersible pump equipped with a
pump protector will be used to pump groundwater from the lower aquifer.
The pump protector will automatically shut the pump off when the water
level drops below the pump intake and in the event of mechanical or
electrical problems with the pump. The pump will be sized to deliver 30 to
50 gpm at 150 feet of hydraulic head. The pump intake will be set at a level of
127 feet below ground surface, and will be suspended by a 2-inch diameter
drop pipe. The drop pipe will connect into a pitless adapter and will extend to
the ground surface allowing the pump to be removed for maintenance
purposes.
6.6 ISVE BLOWER SYSTEM
The expected flow rate from the ISVE system is approximately 700 scfm from Zone A and 10 scfm from Zone B at a vacuum of 7.5-inch Hg according to the Hydro Geo Chem, Inc. Report. For design purposes a required flow rate of 1,000 scfm has been assumed. Two blowers will be used in parallel to provide the necessary vacuum and air flow across the site. It is anticipated, two DRC/Roots 615 RAIU Blowers will be used for the ISVE system. Each blower is capable of 500 scfm at 7.5-inch Hg vacuum, using a 25 horsepower TEFC motor. Valving will allow the operator to control the air flow from each blower. The blowers will arrive as a skid mounted package which will include: filter, silencer, vacuum, pressure and temperature gauges, and a vacuum relief valve. Both blower skids will be regulated by a system controller. A moisture separator is required to remove water extracted from the soil prior to the air stream entering the catalytic oxidizer. Any water collected in the moisture separator will be routed to the
3250G7) 3 7 CONESTOGA-ROVERS& ASSOCIATtS
groundwater treatment system. Each blower skid will be installed in an
enclosure west of the treatment building.
6.7 TREATMENT SYSTEM
The treatment system is designed to treat 150 gpm of
extracted groundwater for the treatment of VOCs and iron. The plant is also
designed to treat 1,000 scfm of extracted vapors containing volatile organics
from the ISVE system.
6.7.1 Influent Characteristics
The air stream from the ISVE system is comprised of compotmds that have been estimated based upon data from Zones A and B as discussed in the Hydro Geo Chem Report, dated September, 1994 contained in Appendix B. Zone A is expected to produce 714 scfm, and Zone B, 10 scfm. For the design, a flow rate of 1,000 scfm has been assumed. The main constituents of Zone A are trichloroethylene (0.442 mg/L), and tetrachloroethylene (0.184 mg/L). The main constituents of Zone B are methylene chloride (77.4 mg/L), chloroform (6.29 mg/L), and 1,2-dichloroethane (3.89 mg/L).
The groundwater will contain primarily volatile organic compounds (VOCs). Methylene chloride will be the major VOC compound at an influent concentration of 40 mg/L. Chloroform, 1,2-dichloroethane, and xylenes are the other VOCs of concern with concentrations of 9 mg/L, 13 mg/L, and 2 mg/L, respectively. The concentration of semi-volatile organic compounds (SVOCs) will be much lower relative to the VOCs. Individual SVOC concentrations are expected to be below 0.5 mg/L. The groundwater will also contain high levels of iron (approximately 15 mg/L).
3250 07) 3 8 CONESTOGA-ROVERS & ASSOQATES
6.7.2 System Overview
As previously discussed, the ISVE system will produce an
air stream containing VOCs at a flow rate of approximately 700 scfm, as well
as a 10 gpm groundwater stream. The groundwater flow rate is expected to
decrease as the Site is dewatered. These two streams will be treated along
with the groundwater produced from the on-Site lower aquifer pumping
system. The combined groundwater flow rate is approximately 50 gpm to the
treatment system iiutially, with a design capacity of 150 gpm.
The groundwater will be combined in an equalization
tank where the water will be aerated. The water will then be pumped into the
treatment plant clarifier for polymer addition and settling to remove iron and
suspended solids in the clarifier. The clarifier overflow will be pumped
through a multi-media sand filter and then to an air stripper. The water will
finally pass through granular activated carbon prior to discharge to Mill
Creek.
The sludge produced in the clarifier and from backwash
from the multi-media sand filters will be dewatered using a filter press. The
filtrate produced will go back into the treatment system, and the solids
produced will be collected and disposed of.
The air stream from the ISVE, and the off-gas of the air stripper will be treated in a catalytic oxidizer. The hydrochloric acid produced from the oxidation of the chlorinated VOCs will be treated in a quench/scrubber system. The treated air stream will be discharged to the atmosphere.
6.7.3 Groundwater Treatment System Components
Drawings PI and P2 show the mass balance and process
flow sheet of the proposed groundwater treatment system. The following
subsections describe the unit operations of the proposed system.
3250 07) 3 9 CONESTOGA-ROVERS & ASSOCIATES
6.7.3.1 Aeration/Equalization Tank
The aeration tank (equalization tank) is used to equalize
the flow from the different groundwater sources. The tank is 10,000 gallons
in capacity, thereby providing 60 minutes of aeration residence time at a
maximum flow rate of 150 gpm. Air is blown (diffused) into the tank
through an air sparge pipe in the bottom of the tank to aid in the precipitation
of metals, namely iron. It is estimated that less than ten percent of the total
dissolved solids will become suspended solids in this tank. It has also been
estimated that five percent of the VOCs (except 1,2-DCA) will be removed
from the groundwater due to aeration. The air will be vented to either a
vapor carbon adsorber or the catalytic oxidizer to prevent organics discharge
to the atmosphere.
The aeration tank is expected to be steel construction. It
will be located outside in the south tank farm, and may require freezing
protection such as heat tracing and insulation. The tank will be 12-feet in
diameter and is expected to be flat bottom and dished top.
6.7.3.2 Settler/Clarifier
The aerated water is pumped into the settler/clarifier. Polymer is added to the water to increase the speed of solids settling. From the treatability study it is expected that 2.5 mg/L iron and 10 mg/L TSS will be carried over in the effluent water. The remainder will be removed with the sludge.
The settier is expected to be an Eimco Model 200R Clarifier. The imit is equipped with a 423-gallon flash mix/flocculator for polymer addition. At a flow rate of 150 gpm the liquid solids separation rate is 0.34 gpm/ft2.
3250 07) 4 0 CONESTOGA-RoVERS & ASSOQATES
6.7.3.3 Sludge Filtration/Disposal
Sludge handling is comprised of a 20,000-gallon cone
bottom sludge tank and a 50 cubic foot recessed plate filter press. The sludge
from the settier and the backwash from the sand filters is collected in the
sludge tank. The sludge is pumped through the filter press, producing a
30 percent solids filter cake. The iron and suspended solids fed to the press
will be removed in the filter cake. Sludge production is estimated to be
approximately 1,000 pounds per day.
The press is sized to hold four days production of sludge.
The sludge tank can accommodate the backwash of the sand filters and still
have capacity for sludge from the clarifier. The sludge tank will be a steel
vessel which will either be supported by the building's structural steel or will
be mounted on the floor in a stand. The operator of the facility will have to
coordinate sludge handling between these unit operations to maximize plant
efficiency.
6.7.3.4 Multi-Media Sand Filtration
The effluent from the filter press and the settler carryover are pumped through the multi-media sand filter to remove the estimated 2.5 mg/L residual iron. The treatability study showed iron levels down to 0.5 mg/L for iron and 1.0 mg/L for TSS are achievable with sand filtration. This will minimize fouling in the air stripper.
The sand filters are expected to be Bruner Model ML-54HF with multi-media sand. Multi-media sand filters were chosen over a continuous backwash sand filter due to the low iron levels potentially required for discharge. The sand filter system will be comprised of two beds, so that the system can continue operating while one of the beds is in backwash mode. The backwash will be done with treated water. A typical backwash cycle is 240 gpm for approximately 15 to 30 minutes. It is estimated that the beds will require backwash one to three times per day.
3250 07) 4 1 CONESTOGA-ROVERS & ASSOQATES
6.7.3.5 Air Stripping
The air stripping towers are sized to treat the VOCs down
to 5 lig/L or less for each VOC. Treatment of the VOCs to this level will
reduce the chemical loading to the granular activated carbon system and
minimize potential operational problems (with regard to the carbon
polishing process). To minimize air flow, two 4-foot diameter towers, with
24 feet of packing height each, are required. The required air flow for this
arrangement is 2,500 scfm. The air and water feed the towers counter
currently in series. It is anticipated that a biocide such as chlorine may be
added to the influent stream to prevent the build up of iron bacteria in the
towers.
The towers will be manufactured by the Duall Division of MetPro Inc. The Duall Model ST48-24 towers will include the interconnecting ductwork, a 10 horsepower blower, ladder and cage, mist eliminator, and support instrumentation.
6.7.3.6 Carbon Polishing
Liquid phase carbon adsorbers will be provided to polish the groundwater of non-VOC organics prior to discharge. The carbon adsorbers have been sized based on the 150 gpm flow rate. The carbon will be able to be backwashed in case any solids are precipitated from the air stripping step.
It is expected that the system will be provided by Calgon Corporation and will include a skid-mounted, 2-vessel system with 10,000-pound units. Carbon changeout is expected to be infrequent due to the low levels of organics for treatment. The skid would include interconnecting pipe for service in series, backwash, and carbon changeout.
3250 07) 4 2 CONESTOGA-ROVERS & ASSOC IA IT.'
6.7.3.7 Catalytic Oxidizer
The treatment of the off-gas from the air strippers and the ISVE
system will be accomplished using a catalytic oxidizer. The unit will remove
95 to 99 percent of the incoming VOCs from the air stream prior to
atmospheric discharge. The unit is sized based on the organic loading
previously discussed and a flow rate of 3,500 scfm. Due to the high levels of
chlorinated organics, hydrochloric acid will be produced and will most likely
be required to be treated in a scrubber with caustic prior to discharge.
The catalytic oxidizer and quench/scrubber system will be
provided by Global Technologies. A model 40 VTM-Chloro Cat unit will be
used for destruction of the VOCs from the ISVE and air stripper off-gas
streams. The scrubber will remove 99 percent of any HCl produced during
the oxidation step. The catalyst is manufactured by Engelhard Corporation
and is specifically designed for chlorinated organics.
6.8 SURFACE WATER DISCHARGE
6.8.1 Wasteload Allocation Modeling
Wasteload allocation modeling was conducted to determine the maximum allowable concentration (MAC) for the proposed surface water discharge from the treatment facility. The model which was used was the Conservative Substance Wasteload Allocation (CONSWLA) model developed by OEPA. The model uses mass balance equations and calculates allowable point discharge concentrations, considering mixing zone, background water quality, flowrates, and water quality standards. A complete description of the modeling is contained in Appendix F.
The modeling results are contained in Table 6.1. The MAC for various parameters in the proposed discharge was calculated for five different categories of water quality standards as follows:
3250 07) 4 3 CONESTOGA-ROVERS & ASSOQATES
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AL (Max) - Aquatic Life (maximum)
6.8.2 Discharge Assessment
The MACs have been compared to the groundwater data
base for samples collected from areas that will be affected by groundwater
pumping. This includes samples from the upper 12 to 15 feet of Zone A, the
Magic Pit Area and lower aquifer monitoring wells on or near Zone A. The
comparison is presented on Table 6.1.
Based on the information contained in Table 6.1 the
following observations are made:
1. Among the inorganic compounds only iron exhibited a significant
number of exceedances of the MACs. Iron exceedances were seen in
24 out of 87 samples, occurring in both filtered and non-filtered
samples. The lowest calculated MAC for iron is 6.869 mg/L [for the AL
(30-day average) water quality criterion].
2. Several semi-VOC and pesticide/PCB compounds were detected at concentrations exceeding MACs. However the exceedances were very infrequent and occurred primarily in the shallow groundwater, which will contribute a minor portion of the overall treatment system flow.
3. Several VOCs were detected at concentrations exceeding MACs. The exceedances were observed in both the shallow groundwater and the lower aquifer groundwater. The VOCs which most frequently exceeded the respective MAC are: 1,1,1-Trichloroethane, 1,2-Dichloroethane, Benzene, Chloroform, Ethylbenzene, Methylene Chloride and Toluene.
3250(37) 4 4 CONESTOGA-ROVERS & ASSOCIATES
Based on the above, the primary constituents requiring removal prior to surface water discharge are VCXIs. Individual VOC levels will be reduced to 5 p.g/L or less by air stripping as discussed in Section 6.7.
Iron levels will require reduction to protect the air
stripper as described in Section 2.4. The pretreatment system for iron is
expected to reduce iron concentrations to below 3 mg/L, which is below the
MAC of 6,869 ^ig/L.
The other organic compounds which have been detected in groundwater samples (i.e., semi-V(X!s, pesticides/PCBs, dioxin/furans) are expected to be present in the treatment system influent in low to non-detectable concentrations. These constituents are all expected to be removed by the granular activated carbon polishing step.
It should be noted that the scrubber will produce a liquid
wastestream containing sodium chloride (Na Cl). This wastestream when
combined with the water to be discharged to Mill Creek will represent a
concentration of approximately 200 mg/L in the effluent. This will be in
addition to the chlorides which are already present in the groundwater.
6.8.3 Discharge Limitations
Specific discharge limitations are not yet established. It is expected that these limitations will be established based on USEPA and OEPA review of the information contained herein. The information required by OEPA for a proposed discharge to surface water is contained in Appendix G.
6.9 AIR EMISSIONS
6.9.1 Air Emissions Controls
Vapors from the ISVE system and the groundwater treatment system will be treated using a catalytic oxidizer and scrubber. The
3250 07) 4 5 CONESTOGA-ROVERS & ASSOQATES
estimated uncontrolled and controlled mass emission rates are summarized
in Table 6.2.
The total estimated V(X! loading without controls is
approximately 281 lbs per day or 52 tons per year. These values are in excess
of the allowable levels discussed in Section 4.0 and therefore require controls.
Table 6.2 also shows the estimated controlled emissions, based on the use of a
catalytic oxidizer with a control efficiency of 95 percent and a vapor scrubber
with an HCl removal efficiency of 99 percent.
6.9.2 Air Dispersion Modeling
The treated air emissions will be emitted via a stack
through the roof of the treatment building. The estimated maximum treated
air emission rates of each air contaminant summarized in Table 6.2 were used
as input into the USEPA SCREEN 2 screening air dispersion model to
calculate estimated maximum ground level concentrations. SCREEN 2 is a
conservative, Gaussian-based dispersion model which utilizes worst case
atmospheric conditions including wind speed and stability to calculate
maximum ground level concentrations.
The Site is located in a commercial/industrial area. The potential effect on the dispersion of Site air emissions by the presence of adjacent building(s) was included in the dispersion modeling. In particular, a grain silo facility located approximately 100 m east of the Site may adversely affect dispersion of air emissions during certain meteorological conditions. During an easterly wind, the silo facility may cause down wash of the treatment facility emissions and trap emissions in the downwind silo facility cavity.
The Site treatment building may also adversely affect the dispersion of emissions due to the building wake and the potential to trap emissions in the downwind cavity.
3250(37) 4 6 CONESTOGA-RovERS & ASSOQATES
TABLE 62
SUMMARY OF EMISSION RATES FOR AIR STREAM
Parameter
Methylene Chloride
Chloroform
1,2-Dichloroethane
Xylenes
Trichloroethylene
Tetrachloroethylene
HCl (2)
lb/day
168.0
23.2
30.4
4.0
39.1
16.2
240.0
Uncontrolled
lb/hour
7.0
1.0
1.3
0.2
1.6
0.7
10.0
Emission Rate
ton/year
30.7
4.2
5.5
0.7
7.1
3.0
43.8
lb/day
8.4
1.2
1.5
0.2
2.0
0.8
2.4
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0.4
0.1
0.1
0.0
0.1
0.0
0.1
ton/year
1.5
0.2
0.3
0.0
0.4
0.1
0.4
Notes:
1) Air flow rate equals 3,500 scfm. 2) Uncontrolled values are after oxidation but prior to scrubbing.
Controlled values arc after scrubbing.
CRA 3250 07)
The following dispersion calculations were conducted
using SCREEN 2:
• maximum one-hour off-Site ground level concentration including
potential building wake effects of the grain silo and the treatment
building;
• maximum one-hour grain silo cavity concentration; and
• maximum one-hour treatment building cavity concentration.
The results of the air modeling are presented in Table 6.3.
The SCREEN 2 model output is provided in Appendix H.
The maximum one-hour concentrations calculated using
SCREEN 2 may be compared to Ohio MAGLCs. The proposed MAGLCs for
toxic air contaminants, as discussed in the Ohio EPA document "Review of
New Sources of Air Toxic Emissions", is the American Conference of
Governmental and Industrial Hygienists (ACGIH) threshold limit value
(TLV) divided by 100 (TLV/100). For screening purposes, the TLV/100 is used,
however it is noted that the current Ohio MAGLC for toxic air contaminants
is TLV/42. The Ohio air quality criteria are summarized in Table 6.3.
Also provided in Table 6.3 is the USEPA air quality criteria for hydrogen chloride provided in the USEPA document "Guidance on Metals and Hydrogen Chloride Controls for Hazardous Waste Incinerators". The armual average hydrogen chloride criteria of 7 ng/m^ provided in this document was divided by a one-hour to annual time averaging factor of 0.08 to obtain a one-hour criteria of 87.5 ng/m^ which may be compared with the SCREEN 2 one-hour modeling result as summarized in Table 6.3.
6.9.3 Emissions Assessment
Based on the air emissions modeling results contained in
Table 6.3 the estimated maximum ground level concentrations for the
3250 07) 4 7 CoNESTOGA-RovERS & ASSOCIATES
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various modeling scenarios are below the respective MAGLCs. Based on the
above and since the emissions will be controlled in accordance with USEPA
and OEPA requirements, the proposed air emissions are considered to be
acceptable.
The information required by the OEPA Permit-to-Install
application is being prepared for submittal to OEPA, and will be included in
Appendix I.
6.10 CONSTRUCTION
The construction of the treatment building foundation,
the buried utilities and underground piping, the ISVE system, the cap and the
fence is expected to be completed under the existing contract with Smith
Environmental - Canonie. The remaining construction activities including
construction of the treatment building, treatment system and ancillary
equipment will be completed by TreaTek-CRA. The building and equipment
components will be procured individually. Subcontractors will be retained to
provide mechanical and electrical services, and will work under the direction
of TreaTek-CRA.
6.11 STARTUP. OPERATION AND MAINTENANCE
Upon completion of the installation of the treatment facility and all its components, the system will be tested. All of the process vessels and piping will be hydrostatically tested. All of the instrument and electrical loops will be checked. All instruments will be calibrated and the communication between the system and the programmable logic controller (PLC) verified.
After the above tests have been successfully completed, the system will be started up. The catalytic oxidizer will be started up first, since the air strippers and the ISVE system cannot operate until the vapor treatment system is functional. Once the catalytic oxidizer is up to operating
3250 07) 48 CONESTOGA-ROVERS & ASSOQATES
temperature and ready for operation the SVE blowers will be turned on and
allowed to vent to the oxidizer.
The air strippers must be running and the pretreatment
system ready for operation prior to starting up the groundwater extraction
system. Each unit operation of the treatment system will be performance
evaluated prior to full scale operation. The air emissions and groundwater
discharge streams will be monitored and analyzed as required. The
pretreatment system will be evaluated for solids removal and the air strippers
evaluated for VOC removal. The vapor and groundwater streams will be
analyzed into and out of every unit operation to evaluate performance. It is
expected commissioning and performance evaluation will take two to four
weeks.
Operator attention is anticipated to be necessary on a periodic basis once in full scale operation. The system is designed to operate unsupervised, with the PLC monitoring key parameters for proper operation. Should an operating parameter be out of range, the system will attempt to adjust for it or if necessary shut the system down safely, while notifying the operator of the shut down. The system cannot be started up remotely. The operator must go to the facility, evaluate the problem, and make corrections, prior to restarting the system. During the operator's daily visit, they must check the system's operation, log key data, sample as necessary, and process sludge from the pretreatment system. Operation of the filter press requires operator attention. The PLC will be designed to assist in the accumulation, storage, and trending of operating data. The operator will also be responsible for the maintenance of the building, and equipment.
Detailed plans for Startup and Operation and Maintenance are being develop)ed and will be finalized during detailed design utilizing information from the treatment equipment vendors.
As discussed earlier in this report, the concentrations of
VCXHs in the wastestream influent are expected to deaease with time. The air
emissions control device which is currently contemplated (i.e., catalytic
oxidizer) will become less cost-effective as the VOC loading to the unit
3250 07) 49 CONESTOGA-ROVERS & ASSOCIATES
decreases. It may be necessary in the future to utilize a different control technology due to operating cost. Furthermore, VOC loading may be reduced to levels that do not require controls if, for example, the levels fall below levels described in OAC 3745-15-05 and/or OAC 3745-21-07, as applicable. In this event, removal of air emission controls will be proposed to USEPA and OEPA for consideration.
32S0O7) 5 0 CONESTOGA-ROVERS & A S S ( X U I K 5
7.0 INFORMATION REQUIRED TO COMFLEFE DESIGN
During detailed discussions with the catalytic oxidizer
vendor, it was identified that certain chemicals which are potentially present
in Site soils may affect the performance of the catalyst. Specifically this
includes certain fluorinated compounds. Additional evaluation of the
potential for fluorinated compounds to exist in the ISVE vapors is required in
order to complete the design. This may involve additional field data
collection.
3250 07) 5 1 CONESTOGA-ROVERS & ASSOQATES
8.0 SCHEDULE
The schedule for the construction and startup of the
treatment facility is shown on Figure 8.1. The schedule is primarily dictated
by the delivery time for the major equipment components, which are listed
below:
Building Package 12-14 weeks
Clarifier 16-18 weeks
Filter Press 10-12 weeks
Air Strippers 6-8 weeks
Multi-Media Filter 10-12 weeks
Carbon Filters 8-10 weeks
Catalytic Oxidizer/Scrubber 12-14 weeks
3250 07) 5 2 CONESTOGA-RoVERS & ASSOQATES
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9.0 REFERENCES
"Remedial Design/Remedial Action Work Plan", Pristine, Inc. Site, Reading,
Ohio, CRA, January 1991.
"Pristine Inc. Superfund Site ISVE Pre-Design Investigation Technical
Memorandum", Hydro Geo. Chem, Inc., May 1993.
"Pristine Inc. Superfund Site, ISVE Pilot Study Technical Memorandum",
Hydro Geo Chem Inc., August 1993.
"Technical Memorandum No. 1, Pre-Design Investigation, Lower Aquifer
Investigation", Pristine Inc. Site, Reading, Ohio, CRA, February 1994.
"Final Design Report, (One Hundred Percent Design Report), In Situ Soil
Vapor Extraction System and Cap", Pristine Inc. Site, Reading, Ohio, CRA,
August 1994.
"72-Hour Pumping Test Report", Pristine, Inc. Site, Reading, Ohio, CRA, April 1995.
3250 07) 53 C O N E S T O G A - R O V E R S & ASSOQATES
APPENDIX A
GROUNDWATER QUALITY DATABASE
32S0O7)
APPENDIX A-1
DATABASE FOR GROUNDWATER SAMPLES
COLLECTED FROM THE ISVE AFFECTED PORTIONS
OF ZONES A AND B
32S0O7)
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APPENDIX A-3
PRE-DESIGN INVESTIGATION DATABASE FOR
LOWER AQUIFER MONITORING WELLS IN THE
VICINITY OF THE PRISTINE INC. SITE
3250 07)
GROUNDWATER SAMPLE KEY
The following is a key to the ID names on the groundwater database.
RI Analytical Data
Example IDs: GW5101 (sample) GW51DP01 GW51DP01-NF
GW 51 01
DP NF
- groundwater - location number - sampling round where:
01 - Round 1 gune 1985) 02 - Round 2 (September 1985) 03-Round 3 Quly 1987)
- field duplicate sample - not filtered (inorganics only)
Pre-Desien j\nalvtical Data
Example
PR GW 9 7 DL FD
IDs: PRGW9-7DL PRFDGWl
- Pristine - groundwater - location number - sample depth below ground in feet - sample diluted by laboratory and reanalyzed - field duplicate sample
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Page 1 of 5
SUMMARY OF PRIMARY EXTRACTION WELL RAW WATER SEMIVOLATILES, METALS, GENERAL CHEMISTRY, PESTICIDES/PCBS
Pristine, Inc. Site
SVOC phenol bis(2-chloroethyl)ether 2-chlorophenol 13-clichlorobenzene 1,4-d ichlorobenzene benzyl alcohol 1,2-dichlorobenzene 2-methylphenol bis(2-chloroisopropyl)ether 4-inethylphenol n-nitroso-di-n-propylamine hexachloroethane nitrobenzene isophorone 2-nitrophenol 2,4-dimethylphenol benzoic acid bis(2-chloroethoxy)methane 2,4-dichlorophenol 1,2,4-trichlorobenzene naphthalene 4-chloroaniline hexachlorobutad iene 4-chloro-3-methylphenol 2-methylnaphthalene hexachlorocyclopentadiene 2,4,6-trichlorophenol 2ichloronaphthalene 2-nitroaniline 2,4^-trichlorophenol dimethylphthalate acenaphthylene 2,6-dinitrotoluene 3-nitroaniline acenaphthene 2,4-dinitrophenol 4-nitrophenol dibenzofuran 2,4-dinitrotoluene diethylphthalate 4-chlorophenol phenyl ether fluorene 4-nitroaniline 4,6-dinito-2-methylphenol n-nitrosodiphenylamine
ug/L ug/L ug/L ug/L ug/L ug/L ug/L ug/L ug/L ug/L ug/L ug/L ug/L ug/L ug/L ug/L ug/L ug/L ug/L ug/L ug/L ug/L ug/L ug/L ug/L ug/L ug/L ug/L ug/L ug/L ug/L ug/L ug/L ug/L ug/L ug/L ug/L ug/L ug/L ug/L ug/L ug/L ug/L ug/L ug/L
FOLLOWING FOLLOWING WELL STEP-DRAWDOWN
DEVELOPMENT TEST
(50) UR (50) U
(50) UR (50) U (50) U (50) U (50) U (17 J) J (50) U
(50) UR (50) U (50) U (50) U (50) U
(50) UR - • (50) UR
(250) U (50) U
(50) UR (50) U (50) U (50) U (50) U
- • (50) UR (50) U (50) U
(50) UR (50)U (250)U
(250) UR (50) U (50) U (50)U
(250)U (50) U
(250) UR (250) UR
(50) U (50) UJ (50) U (50) U (50) U (250) U (44 J) J (50) U
72-HOUR PUMPING TEST CRA OEPA SPLIT
SAMPLE SAMPLE
(10) UR (10) u
(10) UR (10) U (10) u (10) u (10) u
(10) UR (10) U
(10) UR ( (10) U (10) u (10) U (10) u
(10) UR (10) UR (50) U (10) U
(10) UR (10) u (10) U (10) u (10) u
(10) UR (10) u (10) UJ (10) UR (10) u (50) U
(50) UR (10) U (10) u (10) U (50) U (10) u
(50) UR (50) UR (10) U (10) u (10) u (10) u (10) u (50) U
(50) UR (10) U
(10) U (10) u (10) u (10) U (10) u
-10
(10) u (10) u 10) u* (10) u (10) u (10) u (10) u (10) u (10) u
-(10) u (10) u (10) u (10) u (10) u (10) u (10) u (10) u (10) u (10) u (10) u (25) U [25) U (10) U (10) u (10) u (25) U (10) u (25) U (25) U (10) u (10) u (10) u (10) u (10) u (25) U (25) U (10) u
Page 2 of 5
SUMMARY OF PRIMARY EXTRACTION WELL RAW WATER SEMIVOLATILES, METALS, GENERAL CHEMISTRY, PESTICIDES/PCBS
Pristine, Inc. Site
4-bromophenyl phenyl ether hexachlorobenzene pentachlorophenol phenanthrene anthracene di-n-butylphthalate fluoranthene pyrene butylbenzylphthalate 3,3'-dichlorobenzidine benzo(a)anthracene chrysene bis(2-ethylhexyl)phthalate di-n-octylphthalate benzo(b)fluoranthene benzo(k)fluoranthene benzo(a)pyrene indeno(l,2,3-cd)pyrene dibenzo(a,h)anthracene benzo(g,h,i)perylene carbazole
METALS mercury mercury - diss silver silver - diss aluminum aluminum - diss arsenic arsenic - diss barium barium - diss beryllium beryllium - diss calcium calcium - diss cadmium cadmium - diss cobalt cobalt - diss chromium chromium - diss copper copper - diss iron
ug/L ug/L ug/L ug/L ug/L ug/L ug/L ug/L ug/L ug/L ug/L ug/L ug/L ug/L ug/L ug/L ug/L ug/L ug/L ug/L ug/L
mg/L mg/L mg/L mg/L mg/L mg/L mg/L mg/L mg/L mg/L
. mg/L mg/L mg/L mg/L mg/L mg/L mg/L mg/L mg/L mg/L mg/L mg/L mg/L
FOLIO VV7NG FOLLOWING WELL STEP-DRAWDOWN
DEVELOPMENT TEST
(50) U (50) U
(250) UR (50) U (50) U (12) U (50) U (50) U (50) U (100)U (50) U (50) U (18) U (50) U (50) U (50) U
. - (50) U (50) U (50) U (50) U
— -
(0.0002) U (0.0002) U (0.01) U (0.01) U
0.56 (0.20) U (0.010) U
0.014 (0.20) U (0.20) U (0.005) U (0.005) U
200 230
(0.005) U (0.005) U (0.05) U (0.05) U (0.01) U (0.01) U (0.025) U (0.025) U
15
72-HOlIR PUMPING TEST CRA
SAMPLE
(10) U (10) u
(50) UR (10) U (10) u (10) u (10) u (10) U (10) u (20) U (10) u (10) u (10) u (10) u (10) u (10) u (10) u (10) u (10) u (10) u
—
(0.0002) U (0.0002) U (0.01) u (0.01) u (3.0) J
(0.20) U 0.039 0.036
(0.20) U (0.20) U (0.005) U (0.005) U
250 230
(0.005) U (0.005) U (0.05) U (0.05) U (0.01) U (0.01) U (0.025) U (0.025) U
14
OEPA SPLIT SAMPLE
(10) U (10) U (25) U (10) u (10) u (10) u (10) u (10) u • (10) u (10) u (10) u (10) u (10) u (10) u (10) u (10) u (10) u (10) u (10) L (10) u (10) u
(0.0002) L (0.0002) U (0.050) U (0.050) L
0.72 0.11
(0.10) U (0.10) U 0.0344 0.0269
(0.0020) L (0.0020) L
236 222
(0.0050) U (0.0050) L
" 0.020 0.012
(0.040) L (0.040) L (0.020) .L (0.020) L
8.35
Page 3 of 5
SUMMARY OF PRIMARY EXTRACTION WELL RAW WATER SEMIVOLATILES, METALS, GENERAL CHEMISTRY, PESTICIDES/PCBS
Pristine, Inc. Site
iron -diss potassium potassium - diss magnesium magnesium - diss manganese manganese - diss sodium sodium - diss nickel nickel - diss lead lead - diss antimony antimony - diss selenium selenium - diss thallium thallium - diss vanadium vanadiiun - diss zinc zinc - diss
GENERAL CHEMISTRY alkalinity ammonia-N BOD{5) bromide chloride T-cyanide COD fluoride nitrite nitrate pH T-phosphorus sulfite sulfate TDS
Tcx: turbidity TSS oil & grease
mg/L mg/L mg/L mg/L mg/L mg/L mg/L mg/L mg/L mg/L mg/L mg/L mg/L mg/L mg/L mg/L mg/L mg/L mg/L mg/L mg/L mg/L mg/L
mg/L mg/L mg/L mg/L mg/L mg/L mg/L mg/L mg/L mg/L
mg/L mg/L mg/L mg/L mg/L
ntu
mg/L mg/L
FOLLOWING WELL
DEVELOPMENT
---------------
' -----— —
-------------------
FOLLOWING STEP-DRAWDOWN
TEST
5.0 47 55 110 130 4.0 4.5 120 140
(0.04) U (0.04) U
0.008 (0.003) U (0.06) U (0.06) U (0.005) U
0.029 (0.010) U (0.010) U (0.05) U (0.05) U
0.04 (0.02) U
400 3.3 7.5 74 410
(0.010) U 190 0.2
(0.02) U 0.02 6.9
(0.08) J (2.0) UJ
980 1700 11 130 68
(5)U
72-HOlIR PUMPING TEST CRA
SAMPLE
11 27
(32) J 79 79 2.6 2.7 210 220
(0.04) U (0.04) U
0.007 (0.003) U (0.06) U . (0.06) U (0.005) U (0.006) J (0.010) U (0.010) U (0.05) U (0.05) U
0.11 0.08
400 1.8
(200) U 15
420 (0.010) U
88 0.2
0.021 reported with nitrite
6.7 0.05
(2.0) UJ 480
(1700)J 6.5 57 19
(5)U
OEPA SPUT SAMPLE
6.11 17.4 17.9 78.3 78.4 2.50 2.51 210 197
(0.020) U (0.020) U (0.050) U (0.050) U (0.10) U (0.10) U (0.10) U (0.10) U (0.80) U (0.80) U (0.010) U (0.010) U
0.077 0.070
-• -
-------
• -
--
• -
---— -- .
Page 4 of 5
SUMMARY OF PRIMARY EXTRACTION WELL RAW WATER SEMIVOLATILES, METALS, GENERAL CHEMISTRY, PESTICIDES/PCBS
Pristine, Inc. Site
FOLLOVmiG WEIL
DEVELOPMENT
PESTICIDES/PCBS alpha-BHC ug/L beta-BHC ug/L delta-BHC ug/L gamma-BHC (lindane) ug/L heptachlor ug/L aldrin ug/L heptachlor epoxide ug/L endosulfan I ug/L dieldrin ug/L 4,4'-DDE ug/L endrin ug/L endosulfan II ug/L 4,4'-DDD ug/L endosulfan sulfate ug/L 4,4'-DDT ug/L methoxychlor ug/L endrin ketone ug/L alpha-chlordane ug/L gamma-chlordane ug/L toxaphene ug/L aroclor 1016 ug/L aroclor 1221 ug/L aroclor 1232 ug/L aroclor 1243 ug/L aroclor 1248 ug/L aroclor 1254 ug/L aroclor 1260 ug/L
FOLLOWING STEP-DRAWDOWN
TEST
(2.5) U (2.5) U (2.5) UJ (2.5) U (2.5) U (2.5) U (2.5) U (2.5) U (5.0) U (5.0) U (5.0) U (5.0) U (5.0) U (5.0) U (5.0) U (25) U (5.0) U (25) U (25) U (50) U (25) U (25) U (25) U (25) U (25) U (50) U (50) U
72-HOUR PUMPING TEST CRA OEPA SPUT
SAMPLE SAMPLE
(0.25) UJ (0.25) UJ (0.25) UJ (0.25) UJ (0.25) UJ (0.25) UJ (0.25) UJ (0.25) UJ (0.50) UJ (0.50) UJ (0.50) UJ (0.50) UJ (0.50) UJ (0.50) UJ (0.50) UJ (2.5) UJ (0.50) UJ (2.5) UJ (2.5) UJ (5.0) UJ (2.5) UJ (2.5) UJ (2.5) UJ (2.5) UJ (2.5) UJ (5.0) UJ (5.0) UJ
Page 5 of 5
SUMMARY OF PRIMARY EXTRACTION WELL RAW WATER SEMIVOLATILES, METALS, GENERAL CHEMISTRY, PESTICIDES/PCBS
Pristine, Inc. Site
Notes:
- Not reported or not analyzed.
* Represents tfie combination of 3-methylphenol and 4-methylphenoi.
All data is validated except for the OEPA split sample.
Organic Data Dualifiprs
Data Validation Qualifien
()J - The analyte was positively identified; the associated numerical value is the approximate corKentraticsi of d\e analyte in the sample.
()U - The emalyte was analyzed for, but was not detected above the reported sample quantitation limit (in parentheses).
()UJ - The analyte was not detected above the reported sample quantitation limit. However, the reported quantitation limit is approximate
and may or may not represent the actual limit of quantitation necessary to accurately and precisely measure ttte analyte in the sample.
R - The sample results are rejected due to serious defidendes in the ability to analyze the sample aiul meet quality control criteria.
The presence or absence of the analyte cannot be verified.
laboratory Qualifiers
J - Indicates that the compound was analyzed for and determined to be present in the sample. The mass spectrum of the compound meets
the identification criteria of the method. The concentration listed is an estimated value, which is less than the specified minimum detection
limit but is greater than zero.
Inorganic Data Oiialifiprx
Data Validation Qual^iers
()J - The analyte was analyzed for and was positively identiffed, but the assodated numencai value may not be consistent with the amount
actually present in the envircmmental sample.
()U - The analyte was analyzed for but was not detected above the level of the associated value in parentheses. The assodated value is
the Instrument Detection Limit (IDL) for ail analytes except Cyanide (CN) and Mercury (Hg). For CN and Hg, the assodated value is the
Contract Required Detection Limit (CRDL).
()UJ - A combination of the "LT and the T qualifiers. The analyte was analyzed for but was not detected above the level of the associated value.
The assodated value may not accurately or precisely represent the sample detection limit
TB4NOTEJCLS
APPENDIX B
EXPECTED CHEMICAL CONSTITUENT OF EXTRACTED SOIL
VAPOR AND GROUNDWATER
325007)
-DRAFT-EXPECTED CHEMICAL CONSTITUENTS OF
EXTRACTED SOIL VAPOR AND GROUNDWATER, PRISTINE, INC. ISVE SYSTEM CONCEPTUAL DESIGN
Prepared for:
Conestoga-Rovers and Associates 651 Colby Drive
Waterloo, Ontario N2V IC2 Canada
Prepared by:
HYDRO GEO CHEM, INC. 1430 North Sixth Avenue Tucson, Arizona 85705
(602)623-6981
September 2, 1994
TABLE OF CONTENTS
1. INTRODUCTION I 1.1 Site Background 1 1.2 Purpose and Scope 2
2. EXPECTED ISVE EXHAUST-GAS VOC CONCENTRATIONS 4 2.1 Zone A 4
2.1.1 Estimation of Extraction Flow Rate 5 2.1.2 Estimation of VOC Mass Removal Rate 7
2.2 Zone B 8
3. EXTRACTED GROUNDWATER CHEMICAL CONSTITUENTS 10 3.1 Method of Analysis 10 3.2 Results 12
4. REFERENCES 14
TABLES
1. Physical and Chemical Properties of VOCs used in TRACRN Modeling 2. Range of Expected Concentrations in Extracted Groundwater
FIGURES
1. Zone A Section Types for Off-gas Concentration Calculations 2. Expected Zone A ISVE System Exhaust-gas Concentrations 3. Expected Zone A ISVE System Exhaust-gas Concentrations 4. Expected Zone A ISVE System Exhaust-gas Concentrations 5. Expected Zone A ISVE System Sum of VOCs in Exhaust Gas 6. Expected Zone B ISVE System Exhaust-gas Concentrations
-DRAFT-H:\POBUC\EXTCONC.RPT Sep«anber2,1994
L INTRODUCTION
This report presents an analysis of the expected chemical constituents in soil vapor and
groundwater to be extracted by the in-situ vapor extraction (ISVE) system at the Pristine, Inc.
Superftind Site in Reading, Ohio. This report was prepared for Conestoga-Rovers and Associates
(CRA) and the Pristine Trust by Hydro Geo Chem, Inc. (HGC). The conceptual ISVE system design
has been presented in a previous report prepared by HGC (1994). The information in this document
is intended to supplement the design data presented in HGC (1994).
1.1 Site Background
Two separate zones, designated A and B, are identified in the Record of Decision (ROD) for
the Pristine, Inc. site. Zone A is the former area of operation at Pristine, Inc. The ROD specifies
that the ISVE system remediate the soils in Zone A to a depth of 12 feet below the ground surface
that existed prior to the start of RA activities. Zone B is the area between the former Pristine, Inc.
operation and Cincinnati Drum Service. Zone B includes a former disposal area known as the Magic
Pit The ROD specifies that the ISVE system remediate the soils in the area around the Magic Pit
in Zone B.
The ISVE system at the Pristine, Inc. site is designed to remediate volatile orgariic compound
(VOC) contamination in the upper 12 feet of Zone A soils and in the Magic Pit portion of Zone B
-DRAFT-H;\PUBUC\EXTCONC.RPT Septeiiit)CT2.1994
soils as specified in the ROD. This will also result in dewatering of the upper 12 feet of Zone A soils
and two thin silty-sand lenses in the upper 35 feet of Zone B soils in the area around the Magic Pit.
The dewatering will include the upper outwash lens where it exists in the volume of soil to be
remediated.
Design and implementation of an ISVE system to remediate shallow soils at the Pristine, Inc.
site is one part of the overall Remedial Design/Remedial Action (RD/RA) project for the site. The
RD/RA project and the ISVE implementation plan are described in an RD/RA Work Plan (CRA,
1991) prepared by CRA and approved by the United States Environmental Protection Agency
(USEPA) and the Ohio Environmental Protection Agency (OEPA).
1.2 Purpose and Scope
The work presented in this report has two purposes. The first purpose is to develop an
estimate of VOC concentrations that can be expected in the Zone A ISVE system exhaust gas based
on the observed horizontal and vertical distribution of VOCs within Zone A. The second purpose
is to develop an estimate of the initial concentrations of volatile and non-volatile constituents that
can be expected in the groundwater extracted from Zones A and B. The scope of the work
performed for this report was limited to the tasks necessary to accomplish these two purposes.
-DRAFT-H;\PI;BUC\EXTCONC.RPT September 2. 1994
The conceptual ISVE system design for the Pristine, Inc. site (HGC, 1994) was based on
conservative assumptions about the distribution of the VOCs of concern across Zone A. The
numerical modeling for the Zone A ISVE system design was performed assuming that the maximum
concentration of each VOC of concern in each soil type at the Pristine, Inc. site occurred in all soils
of that type within Zone A. This was done to develop a robust ISVE system design capable of
meeting the performance otandfirds under reasonable worst-case assumptions about possible site
conditions.
Data collected during the ISVE predesign investigation (HGC, 1993) indicated that some
areas of Zone A are characterized by concentrations of the VOCs of concern that are less than the
maximum values assumed for the conceptual ISVE system design. Therefore, the concentrations
of the VOCs of concern in the Zone A ISVE system exhaust-gas can be expected to be lower than
the values presented in HGC (1994).
The conceptual Zone B ISVE system design presented in the conceptual ISVE system design
report (HGC, 1994) was based on the actual VOC concentrations measured during the ISVE
predesign investigation (HGC, 1993). Therefore, the Zone B ISVE system exhaust-gas VOC
concentrations presented in HGC (1994) are reasonable estimates based on the information available.
The Zone B ISVE system exhaust gas VOC concentrations presented in HGC (1994) are included
herein to provide a complete characterization of ail extracted vapor and groimdwater streams
requiring treatment prior to discharge.
-DRAFT-H:\PUBUC\EXTCONC.RPT Sep<einber2.1994
J
2. EXPECTED ISVE EXHAUST-GAS VOC CONCENTRATIONS
Conservative, maximum estimates of Zone A ISVE exhaust gas concentrations for the VOCs
of concern were presented in HGC (1994). Those estimates were based on the assumption that the
maximum concentrations measured in each soil type were distributed throughout all soils of that type
in Zone A. In this section, estimates of exhaust-gas concentrations for all VOCs detected during the
ISVE predesign investigation are developed based on the measured soil concentrations presented in
HGC (1993).
2.1 Zone A
Zone A ISVE system exhaust-gas VOC concentrations were estimated using TRACRN, a
numerical model of vapor-phase flow and transport. In order to apply TRACRN, the site was
divided into four section types based on the different lithologic sequences found in Zone A. The
section types used for this analysis correspond to the section types used during the Zone A ISVE
system design process (HGC, 1994). The locations of the four section types (Type 1, Type 2, North
Slope, and South Slope) are shown on Figure I.
The four section types were further divided into subsections based on the relative position
and thickness of the lithologic units encountered in that type of section. A two-dimensional
TRACRN model of each subsection was constructed and used to estimate flow rates and exhaust-gas
-DRAFT-H:\PUBLIC\EXTCONC.RFr Sei]Canber2, 1994
VOC concentrations. The horizontal dimensions of the numerical models were 50 feet between
vacuum and atmospheric trenches and 30 feet parallel to the trenches. Details of TRACRN and the
procedures used to construct the numerical models are presented in HGC (1994).
Exhaust-gas VOC concentrations were calculated by first using TRACRN to estimate the
vapor-extraction rate and mass of each VOC removed from individual areas of the different
subsections within Zone A. The combined exhaust-gas concentration for each VOC was then
calculated by multiplying the concentration and extraction rate for each section type, summing the
resulting products, and dividing by the total Zone A ISVE system extraction rate. Details of these
calculations are presented below.
2.1.1 Estimation of Extraction Flow Rate
The Type 1 and Type 2 sections were divided into five and four subsections respectively,
based on the position and thickness of the major materials encountered in Zone A. The ash and
trench spoil thickness was varied within each subsection. TRACRN was run to determine the flow
rate in standard cubic feet per minute (SCFM) for each subsection of Type 1 and Type 2 with
combined ash and trench spoil thicknesses of 0,2,4,6, 8, and 9 feet. Flow rates for ash and trench
spoil thicknesses between these values were obtained by linear interpolation of the TRACRN results.
The dimensions of the modeled subsections were 50 feet between adjacent vacuum and atmospheric
trenches, and 30 feet parallel to the trenches.
-DRAFT-H:\PUBUC\EXTC0NC.R1T Septanber2. 1994
After the TRACRN model was run for subsections of Type 1 and 2, individual areas of Zone
A were defined that could be represented by a particular section type or subsection. For each of
these areas, the average distance between vacuum and atmospheric trenches, the length parallel to
the trenches, and the average ash and trench spoil thickness were determined. The average flow rate
from the TRACRN model representative of the area was used to calculate the expected flow rate
from that area by the following relationship:
50 L V , V • { — ) • { — ) • ' W W
where V, is the volumetric flow rate for the individual area [SCFM] Vj is the volumetric flow rate calculated using TRACRN [SCFM] assuming 50 feet between trenches W is the actual distance between vacuum and atmospheric trenches [ft] L is the lengthof area parallel to trenches [ft]. (The TRACRN model was run for a 30-
ft lengthof trench.)
The North Slope and South Slope section types were not divided into subsections because
the lithologic sequence does not vary extensively within these relatively small areas. The actual
distances between and along trenches were used in the model. TRACRN was used to determine the
flow rates for the North Slope and South Slope section types using a procedure similar to that used
for the Type 1 and Type 2 sections.
The expected flow rates from each area within Zone A were summed to obtain a total
estimated vapor extraction rate of 714 SCFM. This value is within the range of 700 to 1000 SCFM
presented in HGC (1994).
-DRAFT-H:\PUBLlC\EXTCONC.RPT /-September 2. 1994 "
2.1.2 Estimation of VOC Mass Removal Rate
TRACRN was used to determine the mass removal rate for 14 VOCs detected in Zone A
during the ISVE predesign investigation. These VOCs represent the major components that can be
expected in the Zone A ISVE system exhaust gas. The chemical and physical properties for the 14
VOCs represented in the models are presented in Table 1.
An average ash and trench spoil thickness of 4 ft was used for the Type 1 and Type 2
subsections for the determination of mass-removal rate. No ash or trench spoil material was
represented in the North Slope or South Slope models because these sections are near the edge of
the cap. Construction plans and cross-sections presented in CRA (1994) indicate that no ash or
trench spoil materials will be placed beneath the cap in the North Slope or South Slope areas.
An assumed initial concentration was used for input to the TRACRN models. Output from
TRACRN includes the flection of mass of each VOC remaining in the model domain as a function
of time. The model output was used to calculate the mass of each VOC removed during a time
period relative to the initial concentration. The concentration in the ISVE exhaust gas was calculated
by dividing the mass of VOC removed by the volume of air circulated through the model domain
during the time period.
-DRAFT-H:\PUBL1C\EXTC0NCRPT September 2, 1994
Estimated exhaust-gas concentrations were calculated by multiplying the modeled
concentrations by the ratio of actual to assumed initial concentrations for each model block. The
actual initial VOC concentration for a block was determined by averaging all of the soil
concentrations measured during the ISVE predesign investigation within that block.
The procedure of calculating exhaust-gas concentrations was repeated for all of the Type 1,
Type 2, North Slope, and South Slope sections. After the concentrations were calculated, a weighted
average concentration for each time period and VOC was determined according to:
c- Y,v.
where C| and V| are the concentration and volumetric flow rate, respectively, in each section type; and
C is the total concentration of an individual VOC in a time period.
Expected Zone A ISVE exhaust-gas concentrations for each of the individual VOCs are
shown on Figures 2-4. The sum of the VOC concentrations is shown on Figure 5.
2.2 Zone B
Estimates of exhaust-gas VOC concentrations for the Zone B ISVE system were presented
in the conceptual ISVE system design report (HGC, 1994). Those estimates were based on a
-DRAFT-H;\PUBLIC\EXTCONC.RPT September 2.1994
w'J
TRACRN model of the Zone B ISVE system. Input to the Zone B TRACRN model included soil
VOC concentrations measured during the ISVE predesign investigation (HGC, 1993), rather than
the maximum values used in the design-phase Zone A TRACRN models. The Zone B exhaust-gas
VOC concentration estimates presented in HGC (1994) are therefore reasonable estimates based on
the available information.
The major VOCs detected in Zone B soils during the ISVE predesign investigation were
dichloromethane (methylene chloride), chloroform, and 1,2-dichloroethane (1,2-DCA). These three
compounds were included in the Zone B ISVE system model. Figure 5 shows the expected Zone
B exhaust-gas concentrations presented in HGC (1994) for the three major VOCs detected in
Zone B. Other VOCs may occur in the Zone B ISVE system exhaust gas, but at much lower
concentrations than the three major constituents.
-DRAFT-H:\PUBUC\EXTCONC.RPT September 2, 1994
3. EXTRACTED GROUNDWATER CHEMICAL CONSTITUENTS
The Zone A and Zone B ISVE systems will extract groundwater ft-om the saturated portions
of site soils. HGC(1994) presents an analysis of the volume of groundwater expected to be
withdrawn fi-om both Zone A and Zone B during the initial operation of the ISVE systems. Initial
groundwater extraction rates are expected to be from 4 to 8 gallons per minute (gpm) in Zone A and
from 1 to 2 gpm in Zone B. This section presents an estimate of the chemical constituents of
groundwater to be withdrawn from the Pristine, Inc. site during th6 initial phaseof ISVE system
operation.
3.1 Method of Analysis
The range of expected concentrations for each of the compounds detected during the ISVE
predesign investigation (HGC, 1993) was determined using a weighted-average method. Zone A
was divided into three sections: the upper outwash lens (UOL), the south-central sand lens (SCL),
and the remainder of Zone A. Zone B was considered a single section. Groundwater concentrations
of individual compounds in each of the four sections (UOL, SCL, remainder of Zone A, and Zone
B) were determined by averaging the results of analyses reported in HGC (1993) for each section.
For the purpose of this analysis, the UOL and SCL were assumed to contribute 90% of the
4- to 8-gpm initial groundwater extraction rate from Zone A. Because of the lower hydraulic
-DRAFT-H:\PUBUC\EXTCONC.RPT , n September 2, 1994 ^ "
conductivity and the absence of extensive saturated zones in the remainder of Zone A, 10% of the
initial Zone A extraction rate was assumed to come from this section. The relative contribution of
the UOL and SCL was determined by the number of linear feet of trench in each lens. Because the
UOL will have about 50% more linear feet of trench than the SCL (HGC, 1994), it was assumed to
contribute 60% of the initial groundwater extraction rate assigned to the two sand lenses. The
remaining 40% of the sand-lens contribution was assigned to the SCL. The Zone B extraction rate
was assumed to be 1 to 2 gpm, as determined in HGC (1994). This method of apportioning the
initial expected groundwater extraction rate between the various sections of the site resulted in the
following calculated contributions:
UOL: 55%of4to8gpm
SCL: 35%of4to8gpm Remainder of Zone A: 10% of 4 to 8 gpm ZoneB: 100% of 1 to 2 gpm
The range of expected concentrations was determined by calculating the expected
concentration using the low and high estimates of groundwater extraction rate from both Zone A and
Zone B. This resulted in four separate scenarios; a) 4 gpm from Zone A and 1 gpm from Zone B,
b) 4 gpm from Zone A and 2 gpm from Zone B, c) 8 gpm from Zone A and 1 gpm from Zone B,
and d) 8 gpm from Zone A and 2 gpm from Zone B.
-DRAFT-HAPUBUQEXTCONCRPT , , September 2, 1994 1 1
The concentrations of chemical constituents in the combined Zone A and Zone B extracted
groundwater were calculated using the following weighted -average method;
^ C,(0.556,).C,(0.35g,).C^CO. 1 gJ .C .g ,
Q.^QB
where C is the concentration in the combined Zone A and Zone B extracted groundwater; C, is the average concentration in the UOL; C2 is the average concentration in the SCL; C3 is the average concentration in the remainder of Zone A; C4 is the average concentration in Zone B; QA is the initial volumetric groundwater extraction rate from Zone A (4 or 8 gpm); anc QB is the initial volumetric groundwater extraction rate from Zone B (1 or 2 gpm)
This method resulted in four estimates of concentration for each compound. The lowest and highest
estimate were used to bracket the expected range of concentrations for the initial operation of the
groundwater extraction system at the Pristine, Inc. site.
3.2 Results
The range of expected concentrations in extracted groundwater for each of the chemical
constituents detected during the predesign investigation is presented in Table 2. Results are reported
only for those constituents with non-zero expected concentrations. All concentrations are reported
in micrograms per liter (|ig/L) with the exception of the major ions, which are reported in units of
milligrams per liter (mg/L).
J
-DRAFT-H:\PUBUC\EXTC0NC.R1T , ^ September 2, 1994 ^ ^
The results of this evaluation represent a reasonable estimate of concentrations for the initial
groundwater extracted by the ISVE system. As system operation proceeds, the groundwater
extraction rate is expected to decline (HGC, 1994) and the relative contributions of the different
sections of the site may change. Therefore, the concentrations of chemical constituents in the
extracted groundwater can be expected to change over time.
-DRAFT-H:\PUBLIC\EXTCONC.RPT . _ September 2,1994 1 3
4. REFERENCES
CRA. 1991. Remedial Design/Remedial Action (RD/RA) Work Plan, Pristine Inc. Site, Reading, Ohio. Prepared by Conestoga-Rovers and Associates, Waterloo, Ontario, Canada.
HGC. 1993. Pristine, Inc. Superfund Site ISVE Predesign Investigation Technical Memorandum. Report prepared for Conestoga-Rovers and Associates. Hydro Geo Chem, Inc., Tucson, Arizona, May 12, 1993.
HGC. 1994. Conceptual ISVE System Design, Pristine, Inc. Superfimd Site Final Design Report. Report prepared for Conestoga-Rovers and Associates. Hydro Geo Chem, Inc., Tucson, Arizona, August 26, 1994. Included as Appendix B to Final Design Report fOne Hundred Percent Design Report) In-situ Soil Vapor Extraction Svstem and Cap. Pristine. Inc. Site. Reading. Ohio, prepared by Conestoga-Rovers and Associates
-DRAFT-H:\PUBUC\EXTCONC.RPT , . September 2,1994 ' ^
TABLES
Table 1 Physical and Chemical Properties of VOCs
Used in TRACRN Modeling
COMPOUND
Vinyl chloride Dichloromethane cis-1,2-Dichloroethene Chloroform 1,1,1-Trichloroethane
Carbon tetrachloride Benzene 1,2-Dichloroethane
Trichloroethene Toluene Tetrachloroethene Ethylbenzene m- & p-xylenes o-xylenes
MOLECULAR WEIGHT
(gm) 63 85 97 119 133 154 78 99 131 92 166 106 106 106
HENRY'S LAW CONSTANT (atm-m3/mol)
8.19E-02 2.03 E-03 7.58E-03 2.87E-03 1.44E-02 2.41E-02 5.59E-03 9.78E-04 9.10E-03 6.37E-03 2.59E-02 6.43E-03 7.04E-03 7.04E-03
DIMENSIONLESS HENRY'S LAW CONSTANT•
3.40 0.08 0.32 0.12 0.60 1.00 0.23 0.04 0.38 0.26 1.08 0.27 0.29 0.29
Koc (mL/gm)
57 8.8 49 31 152 110 83 14
126 300 364 1100 240 240
Solubility (mgy^)
2.67E+03 2.00E+04 3.50E+03 8.20E+03 1.50E+03 7.57E+02 1.75E+03 8.52E+03 l.lOE+03 5.35E+02 1.50E-K)2 1.52E+02 1.75E+02 1.75E+02
* Dimensionless Henry's Law Constant calculated at 20 degrees C.
HA264aO\PREDESGNU:ONaCHEM WB1
Table 2 Range of Expected Concentrations in Extracted Groundwater
COMPOUND
Volatile Organic Compounds Dichloromethane 1,2-dichloroethane m- & p- xylenes Benzene cis-1,2-dichloroethene Chloroform Vinyl chloride 1,1,1 -trichloroethane Toluene Tetrachloroethene 1,1-dichloroethane 1,1-dichloroethene Ethylbenzene Trichloroethene trans-1,2-dichloroethene Chlorobenzene 0- xylene Carbon tetrachloride
Semi-volatile Organic Compounds Phenol 1,2-Dichlorobenzene 2,4-Dimethylphenol 2-Methylphenol 4-Methylphenol Dimethylphthalate 2-Methylnaphthalene Diethylphthalate Isophorone 1,4-Dichlorobenzene Pentachlorophenol 2,4-Dichlorophenol Dibenzofuran
RANGE OF EXPECTED CONCENTRATIONS Low
(ug/L) 13,729 3,077
234 188 140 96 78 76 63 47 29 24 13
7.0 3.2 2.5 2.2
0.06
(ug/L) 2,668
66 52 26 24
7 3
1.6 0.9
0.69 0.46 0.46 0.26
High (ugA.) 41,169
8,57! 679 251 184. 287 123 101 127 54 38 32 35
7.2 4.3 7,6 2.9
0.09
(ug/L) 3,418
71 148 47 31 10 4
2.1 1 :
0.92 1.4
0.61 0.35
H :U6400\TRTMNT\GWCHEM 1. WB1 Table 2 page I of 3
Table 2 (continued)
COMPOUND
Semi-volatile Organic Compounds (cont'd) 1,3-Dichlorobenzene Di-n-butylphthalate Butylbenzylphthalate Acenaphthylene bis(2-Chloroethyl) ether Di-n-octylphthalate Carbazole
Pesticides and Polychlorinated Biphenyls PCB-1248 Heptachlor Dieldrin 4.4'-DDT PCB.1260 4,4'-DDD gamma-BHC 4,4'-DDE Endrin gamma-Chlordane
Polynuclear Aromatic Hydrocarbons Naphthalene Fluoranthene Acenaphthene Phenanthrene Fluorene Anthracene. Pyrene Benzo(b)fluoranthene Indeno(l ,2,3,c,d)pyrene Chrysene Benzo(k)fluoranthene Benzo(a)pyrene Benzo(g,h,i)perylene
RANGE OF EXPECTED CONCENTRATIONS
Low i^g/L)
. 0.15 0.08 0.06 0.06 0.06 0.06 0.04
(ug/L) 0.061 0.023 0.020 0.013 0.009 0.006 0.005 0.004 0.001 0.001
(ug/L) 15
0.54 0.34 0.28 0.17
0.075 0.049 0.019 0.008 0.007 0.007 0.004 0.004
High (ug/L)
0.20 0.10 0.08 0.08 0.07 0.07 0.06
(ug/L) 0.081 0.051 0.027 0.015 0.012 0.008 0.007 0.005 0.002 0.001
(ug/L) 19
0.83 0.46 0.35 0.23
0.078 0.065 0.026 0.011 0.010 0.009 0.006 0.005
H:\26400\TRTMNT\GWCHEM 1. WB 1 Table 2 page 2 of 3
Table 2 (continued)
COMPOUND
Metals - p l W t J . Iron Manganese Zinc Arsenic Copper Nickel Selenium Lead
Major Ions Sulfate Alkalinity as CaC03 Bicarbonate Chloride Calcium Magnesium Sodium Potassium
RANGE OF EXPECTED CONCENTRATIONS
Low High (ugA.) {ugfL)
4,545 5,676 1,811 3,161
137 183 11 14 10 12 10 13 3 10
0.9 1,1
.(mgfL) (mgyl.) 1,144 1,274
396 399 384 385 274 319 264 331 165 173 130 153 20 49
H;\26400\TRTMhmGWCHEM 1. WB 1 Table 2 page 3 of 3
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APPENDDCC
TREATABILITY STUDY REPORT
3S0O7)
TREATABILITY STUDY REPORT
Inorganics Pretreatment Testing for Groundwater Pristine, Inc. Site
Prepared by TreaTek-CRA Company
3250-81 March 1995
1.0 INTRODUCTION
A groundwater treatability study was performed during January
and February, 1995 as part of the pre-design activities for the Pristine,
Inc. Site (Site) groundwater treatment system. The treatability study was
carried out to primarily address inorganics pre-treatment requirements,
with a specific focus on iron and solids formation/removal. The scope of
the treatability study consisted of the following laboratory tests:
Groundwater characterization;
pH Adjustment test;
Aeration test;
Aeration/Polymer addition test;
Aeration/Polymer addition/Multi-media sand filtration test; and
Pretreatment sludge, generation and analysis (field test).
The laboratory tests were performed on two groundwater samples
obtained from the Site. The first sample (approximately 20 gallons) was
obtained in late December 1994 and was fully characterized and used
for the pH adjustment and aeration tests. The second groundwater
sample (approximately 5 gallons) was taken early February 1995 and
was used for the sequential treatment test involving aeration, polymer
addition, and multi-media sand filtration. A field test to produce
pretreatment sludge for TCLP analysis was performed in March 1995,
2.0 GROUNDWATER CHARACTERIZATION
A complete inorganic profile (metals and general chemistry) was
performed on samples taken at the end of the 72-hour pumping test
conducted in December, 1994 at the Site's primary extraction well. The
results are summarized in Table 2.1. Table 2.1 also shows the analytical
results from samples collected at the same time by OEPA. The metals
and general chemistry results are similar to previous groundwater
monitoring data from the Site. Iron was found at 8.4 to 14 mg/1 total and
6.1 to 11 mg/1 dissolved. Based on discussions for post-treatment
groundwater discharge, iron is likely to be the only metal requiring
removal.
3.0 pH ADJUSTMENT TEST
A pH adjustment test was performed in the laboratory to
determine the effect of increasing the pH of groundwater samples as an
enhancement for metals and solids precipitation. The test was
conducted for three pH conditions (pH = 9, 10, and 11) and two
different settling times (20 minutes and 60 minutes).
3.1 Test Protocol
Described below is the testing procedure and the equipment and
chemical reagents used for the pH adjustment test.
Equipment and Reagents:
1 liter glass beakers
stock solution of 1 normal sodium hydroxide (IN NaOH)
10 ml glass pipettes
Phipps and Bird Jar Stirrer apparatus
calibrated pH meter
glass thermometer
250 ml filtration flask
1 liter graduated cylinders
TABLE 2.1 (page 1 of 3) Metals and General Chemistry Results
72-Hour Pumping Test Sample (12/1994) Pristine, Inc. Site
METALS
Mercury - Total
Mercury - Dissolved
1 Silver - Total
Silver - Dissolved
Aluminum - Total
Aluminum - Dissolved
Arsenic - Total
Arsenic - Dissolved
Barium - Total
Barium - Dissolved
Beryllium - Total
Beryllium - Dissolved
Calcium - Total
Calcium - Dissolved
Cadmium - Total
Cadmium - Dissolved
Cobalt - Total
Cobalt - Dissolved
Chromium - Total
1 Chromium - Dissolved
Copper - Total
Copper - Dissolved
mg/L
mg/L
mg/L
mg/L
mg/L
mg/L
mg/L
mg/L
mg/L
mg/L
mg/L
mg/L
mg/L
mg/L
mg/L
mg/L
mg/L
mg/L
mg/L
mg/L
mg/L
mg/L
lEA Lab Results
(0.0002) U
(0.0002) U
(0.01)U
(0.01)U
3
. (0.20)U
0.039
0.036
(0.20) U
(0.20)U
(0.005)U
(0.005) U
250
230
(0.005) U
(0.005) U
(0.05)U
(0.05) U
(0.1)U
(0.1 )U
(0.025)U
(0.025)U
Ohio EPA Lab Results
(0.0002) U
(0.0002) U
(0.05) U
(0.05)U
0.72
0.11
(0.1)U
0.1
0.034
0.027
(0.002) U
(0.002)U
236
222
(0.005)U
(0.005)U
0.02
0.012
(0.04) U
(0.04)U
(0.02) U
(0.02) U
TABLE 2.1 (page 2 of 3) Metals and General Chemistry Results
72-Hour Pumping Test Sample (12/1994) Pristine, Inc. Site
METALS
Iron - Total
Iron - Dissolved
Potassium - Total
Potassium - Dissolved
Magnesium - Total
Magnesium - Dissolved
Manganese - Total
Manganese - Dissolved
Sodium - Total
Sodium - Dissolved
Nickel - Total
Nickel - Dissolved
Lead - Total
Lead - Dissolved
Antimony - Total
Antimony - Dissolved
Selenium - Total
Selenium - Dissolved
Thallium - Total
Thallium - Dissolved
Vanadium - Total
Vanadium - Dissolved
Zinc - Total
Zinc - Dissolved
mg/L
mg/L
mg/L
mg/L
mg/L
mg/L
mg/L
mg/L
mg/L
mg/L
mg/L
mg/L
mg/L
mg/L
mg/L
mg/L
mg/L
mg/L
mg/L
mg/L
mg/L
mg/L
mg/L
mg/L
lEA Lab Results
14
11
27
32
79
79
2.6
2.7
210
220
(0.04)U
(0.04)U
0.007
(0.003)U
(0.06)U
(0.06) U
(0.005)U
0.006
(0.010)U
(0.010)U
(0.05)U
(0.05)U
0.11
0.08
Ohio EPA U b Results
8.4
6.1
17
18
78
78
2.5
2.5
210
777
(0.02)U
(0.02)U
(0.05) U
(0.05) U
(0.01)U
(0.01)U
(0.1)U
(0.1 )U
(0.8)U
(0.8)U
(0.01)U
(0.01)U
0.077
0.070
6
TABLE 2.1 (page 3 of 3) Metals and General Chemistry Results
72-Hour Pumping Test Sample (12/1994) Pristine, Inc. Site
GENERAL CHEMISTRY
Alkalinity
Ammonia-N
BOD (5)
1 Bromide
Chloride
T-Cyanide
COD
Fluoride
Nitrate/nitrite
Nitrate
pH
T-phosphorus
Sulfite
Sulfate
TDS
TOC
Turbidity
TSS
Oil & Grease
mg/L
mg/L
mg/L
mg/L
mg/L
mg/L
mg/L
mg/L
mg/L
mg/L
mg/L
mg/L
mg/L
mg/L
mg/L
mg/L
ntu
mg/L
mg/L
lEA Lab Results
400
1.8
(200)U
15
420
(0.010)U
88
0.2
0.021
NA
6.7
0.05
(2.0) U
480
1,700
6.5
57
19
(5)U
Ohio EPA Lab Results
NA
NA
NA
NA
NA
NA
NA
NA
NA
NA
NA
NA
NA
NA
NA
NA
NA
NA
NA
NOTE:
U - Not Detected (Detection Limit) NA - Not Analyzed
Procedure:
1. Fourteen 1 liter clean glass beakers were filled with 900 ml of
groundwater.
2. Beakers were placed on the jar stirrer apparatus and the mixing
blades were lowered into the beakers to a depth of 10 cm.
3. A 1 nomnal (IN) NaOH solution was prepared in accordance with
Standard Methods.
4. The stin-er was tumed on at zero rotation. The rotation of the
stirrer was adjusted to 10 rpm to allow slow mixing during NaOH
addition.
5. The pH of the control sample (Beakers #1 and 2) was measured
and recorded using a calibrated pH meter.
6. The pH in Beakers #3, #4, #5, and #6 was adjusted by slowly
adding prepared NaOH solution. NaOH solution was added
dropwise using a 10 ml pipette. Drops were added to the beaker
from approximately 1 cm above the water level in the beaker.
NaOH solution was added dropwise until the final pH reading was
9.0 (+. 0.1). The final pH reading and the volume of the NaOH
solution added to raise the pH to the selected value was
recorded.
7. Step #7 was repeated for the remaining beakers, with the final pH
readings being 10.0 (±0.1) for Beakers #7, #8, #9, and #10
and 11.0 (±0.1) for Beakers #11, #12, #13 and #14.
8. When the pH in all the beakers had been adjusted to the selected
pH (up to pH 11.0), the stirrer was tumed off and the mixing
blades raised from the samples. Beakers #3, #4, #7, #8, #11,
and #12 were allowed a 20 minute settling time and Beakers #5,
#6, #9, #10, #13, and #14 were allowed a 60 minute settling
time. The final pH, temperature, and turbidity was determined for
all the beakers.
8
^ II
X a
o
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Z a.
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1
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h i - * T- d z z 2 2
h : ^ ^ d 2 2 2 2
0 0 13 Q .r- 0 0 10 ' 2 ' " * <0
-'^ ^ ^ 1
- 1 ^ := fair's tllfllil §cocn":2o 8 S S *, •§ w 9 ^ «=-w S a,
m > * ~ ' ~ 3 C S S w
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o>
9. Beakers were inspected visually for signs of precipitation. Nature
of precipitate was recorded.
10. Beakers were slowly removed from the stirrer apparatus so as not
to disturb the precipitate. The supematant was decanted from
each beaker into a 1 liter graduated cylinder. Due to minimum
volume requirements for analysis, up to 700 ml is usually
decanted as supematant and at least 200 ml is maintained as the
bottom fraction.
11. The supematant and the bottom fractions were each individually
filtered (Whatman glass fiber filter -47 mm diameter) into separate
filtration flasks and analyzed for total suspended solids (TSS) and
total dissolved solids (TDS) by TreaTek-CRA laboratory. A portion
of the sample was sent out to lEA, Inc. Laboratory in Gary, North
Carolina for iron and manganese analysis.
12. Samples in beaker #1 , #3, #5, #7, #9, #11, #13 were used for
TDS and TSS analysis and samples in beaker #2, #4, #6, #8,
#10, #12, #14 were used for total and dissolved iron and
manganese analysis.
3.2 Results
The results of the pH adjustment test are tabulated in Table 3.1.
The results indicate the following:
An increase in groundwater pH resulted in significant solids
precipitation. TSS in the bottom fraction (after settling) increased
from 41 mg/1 (in the control) to between 1,400 to 2,500 mg/1 with
pH adjustment. Correspondingly TDS in the supematant
decreased from 1,900 mg/1 in the control to 1,600 -1,700 mg/1,
10
with pH adjustment.
pH AdjustmenVsettling was successful in reducing total iron from
5.5 mg/1 to less than 0.1 mg/1 in the supematant. it is important
to note that the groundwater sample tested in the laboratory did
not initially contain any iron in the dissolved state, which is
different than previous results obtained from the field. It appears
that much of the dissolved iron precipitated during sample
shipment and subsequent sample storage in the laboratory.
Settling time of 20 minutes versus 60 minutes did not result in
significant differences in solids settling performance. TSS values
and turbidity readings in the supematant after 20 and 60 minutes
of settling were all in the same order of magnitude.
11
4.0 AERATION TEST
The laboratory-scale aeration test was performed on the Site
groundwater to determine the effect of oxidation on iron and solids
precipitation. The test was conducted for aeration time of 20 and 60
minutes. The results were compared against a control.
4.1 Test Protocol
Described below is the testing procedure and the equipment and
chemical reagents used for the aeration test.
Equipment and Reagents:
1 liter glass beakers
calibrated pH meter
glass thermometer
air compressor
250 ml filtration flask
1 liter graduated cylinders
Procedure;
1. Six 1 liter clean glass beakers were filled with 700 ml of
groundwater.
2. Beakers #3, and #4 were aerated for 20 minutes, beakers #5,
and #6 were aerated for 60 minutes, and beakers #1 and #2
were maintained as a control.
12
3. For the aeration process, a piece of tygon tubing was connected
at one end to the compressed gas source and the other end to a
glass diffuser. The diffuser was inserted into the beakers to
provide a constant air flow of 0.05 cfm.
4. At 20 and 60 minutes, the air was tumed off at the specified
beakers. The beakers were inspected for signs of precipitation.
The nature of precipitate, if any, was recorded.
5. The supematant was decanted from each beaker into a 1 liter
graduated cylinder. Approximately 500 ml of supematant and 200
ml of bottom fi'action are usually generated.
6. The supematant and the bottom portion were filtered separately
(Whatman glass fiber filter - 47 mm diameter) into filtration flasks
and analyzed for total suspended solids (TSS) and total dissolved
13
60 M
inute
s A
era
tion
and 5
Min
ute
s S
ettl
ing
||
20 M
inute
s A
era
tion a
nd 5
M
inute
s S
ettl
ing
o c o o
S2
» E 2 (S 0 .
o CO
Oi
"c
X a
500
17
1,
600
0.04
5
2.6
(0
.1)U
0.
56
0.39
1
Q CO O CM "^ ^ < ^
500
19
1,
700
0.11
2
5.5
(0.1
)U
2.4
2.5
Sup
emat
ant
Vol
ume (
ml)
TSS
(m
g/1)
TD
S (
mg/
1)
Tur
bidi
ty (
unit)
Iro
n (
tota
l)(m
g/l)
Iron (
diss
olve
d) (
mg/
1)
Man
gane
se (
tota
l) (m
g/1)
M
anga
nese
(di
ssol
ved)
(m
g/1)
200
460
1.60
0
0.27
9
12
(0.1
)U
5.1
0.17
Q o 8 S < < < <
o „ 8 « < < < <
Bot
tom
Fra
ctio
n
Vol
ume
(ml)
TSS
(m
g/1)
TD
S (
mg/
1)
1Tur
bidi
ty (
unit)
Iro
n (
tota
l) (m
g/1)
Iro
n (
diss
olve
d) (
mg/
1)
Man
gane
se (
tota
l) (m
g/1)
M
anga
nese
(di
ssol
ved)
(m
g/1)
CO •g "o 0)
•o c (D Q.
(/> •g "o CO
> Q
Sus
| D
iss
o B o
a E T—
d • i
o *->
1 c .o *^ s z T3 CO
to
^ ^ •S N
etec
na
ly
• D CO
o o
II II II
CO CO ;=*< CO Q o ^ I - I - S z
solids (TDS) by TreaTek-CRA laboratory. A portion of the sample
was sent to lEA Laboratory in Gary, North Carolina for iron and
manganese analysis.
8. Samples in beakers #1 , #3, and #5 were used for TDS and TSS
analysis, and samples in beakers #2, #4, and #6 were used for
total and dissolved iron and manganese analysis.
4.2 Results
The aeration test results are summarized in Table 4.1. The key
observations are:
Aeration at 20 minutes and 60 minutes did not generate neariy as
much solids as was generated during the pH adjustment test.
TSS in the bottom fraction only increased fi-om 43 mg/1 to
between 120 to 460 mg/1. Similariy TDS in the supematant only
decreased slightly fi-om 1,700 mg/1 (in the control) to 1,600 mg/1
for the 60 minutes aeration sample.
At 5 minutes settling (after aeration) much of the iron remained in
the suspended state.
15
5.0 AERATION/POLYMER ADDITION TEST
Based on the results ftxDm the pH adjustment and aeration tests
(Section 3.0 and 4.0), it was decided to obtain another groundwater
sample fi-om the Site, with the intention of getting a sample with higher
iron content (specifically in the dissolved state). This sample was taken
on Febmary 9, 1995 and shipped overnight to the TreaTek-CRA
laboratory. Testing was done on the sample immediately on February 9,
1995. The sample was found to contain 32 mg/1 total iron, of which
16 mg/1 was dissolved. This sample was subjected to an aeration test
with polymer addition for enhancing settling.
5.1 Polymer Screening
Prior to running the aeration/polymer addition test, polymer
screening was perfonned. Three polymers were screened to determine
which would provide the best settling of the suspended solids. Since
the test was targeting the precipitation of iron and other suspended
solids, two anionic and one nonionic polymer were compared. They
were 9137A, C0983, and C09243N fi-om the Diversey Corporation.
Three 700 ml samples of aerated groundwater were amended by
polymer addition using one of the above polymers. After 20-minutes of
settling, the three samples were compared visually. The 9137A polymer
was found to provide the best enhancement for the settling of
suspended solids. This polymer was used in the aeration/polymer test.
16
5.2 Aeration/Polymer Addition Test Protocol
In this test, the groundwater sample was first subjected to
aeration followed by polymer addition and settling. The groundwater
was initially aerated for 20 minutes. The prefen-ed anionic polymer was
added at 5 ppm concentration, stin-ed, and allowed to settle for 20
minutes. The same process was repeated with another sample at 60
minutes of aeration time and 20 minutes of settling time. The treatment
variations are described below:
• No aeration, no polymer addition (control);
• Aeration 20 minutes, polymer addition, residence time 20 minutes;
and
• Aeration 60 minutes, polymer addition, residence time 60 minutes
17
IO
o
|2
g
\ ^
75 O
s. 3 V)
Q 1-
(0
!2
Dis
solv
ed
Iron
c 2
1
1 9 E a S 1-
CM"
CO
CO
CO
2
(3
8 CM"
CM
D
iS" O d.
CO
120 M
inut
es a
erat
ion
and
5 m
inut
es s
ettling
8 CM"
CO
d
Oi CM
20 M
inut
es a
erat
ion,
po
lym
er a
dditi
on a
nd 2
0
min
utes
set
tling
8 CM"
CO
o d.
o CO
60 M
inut
es a
erat
ion
and
5 m
inut
es s
ettli
ng
8 CM"
00 CM
D in o d.
60 M
inut
es a
erat
ion,
po
lym
er a
dditi
on a
nd 6
0
min
utes
set
tling
C3)
E m o
c q
0) •o CO
o z II
D^ iS" O
The test was conducted on a 700 ml groundwater sample. After
completing the test, the supematant fraction was analyzed for total and
dissolved iron, TSS, and TDS.
5.3 Results
The results of the aeration/polymer addition tests are summarized
In Table 5.1. The results showed the following:
Dissolved iron can be precipitated out with as low as 20 minutes
of aeration.
Polymer addition drastically improved suspended iron and
suspended solids settling. Suspended iron was reduced from 31
mg/1 and 30 mg/1 to 2.9 mg/1 and 2.4 mg/1 with polymers. TSS
was reduced ft-om 72 mg/1 and 116 mg/1 to 18 mg/1 and 23 mg/1.
19
Table 5.1. Aeration and Polymer Addition Test Results
Groundwater Treatability Study
Pristine, inc. Site
Treatments
Control
20 Minutes aeration and
5 minutes settling
20 Minutes aeration,
polymer addition and 20
minutes settling
60 Minutes aeration and
5 minutes settling
60 Minutes aeration,
polymer addition and 60
1 minutes settling
Supernatant Quality (mg/1)
Total Iron
32
31
2.9
30
2.4
Dissolved
Iron
16
(0.05) U
0.33
(0.05) U
(0.05) U
TSS
89
72
18
116
23
TDS
2,200
2,100
2,100
2,100
2,100
(0.05)U = Not detected at a detection limit of 0.05 mg/1
20
6.0 AERATION/POLYMER ADDITION/MULTI-MEDIA SAND FILTRATION
TEST
This test was performed to evaluate the effect of multi-media sand
filtration, if any, on suspended solids and metal removal after the
aeration/polymer addition steps. The laboratory-scale multi-media filter
consisted of a 24-inch long by 3-inch diameter Lucite column, packed
with 4-inches of pea gravel, 4-inches of garnet sand, 4-inches of filter
sand, and 12-inches of anthracite.
21
3 M O
* 3 9 S HOT j j j g * *
a 2 W
^ » - =
• • s S ^ JS Si S o .
i l o
o n i2
o
L
OT
2
Dis
solv
ed
Iron
c 2
i
c « E
8 CM"
s
d .
CO
cvi
Influ
ent t
o th
e m
ulti-
med
ia
colu
mn
afte
r 20
min
utes
of
aera
tion,
pol
ymer
add
ition
, and
20
min
utes
of s
ettling
8 CM"
"* 1 d 1
D
s
8 d
Effl
uent
from
the
mul
ti-m
edia
co
lum
n
Oi
E in o
c o
( 0 1 : CO
« | ^
® (D O o a CO CD CO ( 0
2 . 2 ° II II II
O CO CO r S C O p
CM CM
The groundwater (approximately 10 liter) was first subjected to 20
minutes of aeration, polymer addition (5 ppm) and 20 minutes of settling
prior to loading into the multi-media sand filtration column. The
groundwater was pumped at a rate of 9.1 gallons/ft^. The influent and
effluent samples were analyzed for total and dissolved iron, TSS, and
TDS.
6.1 Results
The results of the groundwater, after subjecting to aeration and
polymer addition tests, showed 2.3 mg/1 total iron, less than 0.05 mg/1
dissolved iron, and 20 mg/1 TSS. This water was treated by passing
through the multi-media column. This treatment reduced the total iron in
the effluent samples to 0.05 mg/1, and TSS to 0.4 mg/1. The results are
summarized in Table 6.1.
23
7.0 FIELD TEST FOR PRETREATMENT SLUDGE GENERATION AND
ANALYSIS
A field test was conducted at the Site to generate sufficient
sludge fi^jm aeration (the pretreatment step) for TCLP RCRA metals,
BNA and VOCs analysis.
On March 21, 1995, fifty gallons of water was pumped ft-om the
Site extraction well into a 100 gallon tank. Using an oil-less compressor,
this water was aerated for approximately 40 minutes. After aeration, the
polymer was added and mixed into the water with heavy agitation for 3
to 5 minutes. Another 3 to 5 minutes of light agitation followed. Each
50 gallon batch was. pumped into a 1000 gallon tank. The procedure
was repeated until 500 gallons of water/polymer mixture was obtained,
the 500 gallon batch was allowed to settle overnight
The clear excess water was decanted off and the remaining
sludge (5 gallons) was run through a filter press to generate a solid filter
cake. This cake was used to analyze for TCLP RCRA metals. In order
to speed up the process and generate sufficient sludge for
characterization, another 500 gallon batch was developed using pH
adjustment instead of aeration. The water was adjusted to a pH of 8.5
using caustic pellets, and allowed to settled overnight. The second
batch was run through the press to generate filter cake used for TCLP
BNA, TCLP VOCs, and TCLP RCRA metals analysis.
24
7.1 Results
The results of sludge analysis field tests are presented in Table
7.1 All compounds except for 1,2 DCA were determined to be non-
detect (at the given detection limits). The 1,2 DCA was found at a
concentration of 0.011 mg/1, below the 0.5 mg/1 regulatory level. Based
on these data, the sludge generated ft'om the groundwater ft-om the
extraction well on Site is not characteristically hazardous.
25
TABLE 7.1 ANALYTICAL RESULTS FOR TWO SLUDGE SAMPLES
TREATABIUry TESTING . PRISTINE, INC. SITE
Sample ID
Compound (mg/L)
Mercury Selenium Silver Arsenic Barium Cadmium Chromium Lead
S-032495-RB-001
ND (0.02) ND (0.10) NO (0.50) ND (0.50) ND (10)
ND (0.10) ND (0.50) ND (0.50)
S-032495-RB-002
ND (0.02) ND(O.IO) ND (0.50) ND (0.50) ND(10)
ND (0.10) ND (0.50) ND (0.50)
Benzene 2-Butanone Cartxsn Tetrachloride Chlorobenzene Chlorofonn 1,2-Dichloroethane 1,1,-DJchloroethene Tetrachloroethene Trichloroethene Vinyl Chloride
ND(O.IO) ND(0.20) ND (0.10) ND (0.10) ND (0.10)
0.011 ND (0.10) ND (0.10) ND (0.10) ND (0.20)
1,4-Dichlorobenzene 2,4-Dinltrotoluene Hexachlorobutad iene Hexachloroethane Total Cresol Nitrobenzene Pentachlorophenol Py rid iene 2,4,5-Trichlorophenol 2,4,6-Trichlorophenol Hexachlorobenzene
• ----------
ND (0.020) ND (0.020) ND (0.020) ND (0.020)
ND (0.020) R ND (0.020) ND (0.10) R ND (0.020) ND (0.20) R ND (0.020)R ND (0.020)
The sample results are rejected due to serious deficiencies in the ability to analyze the sample and meet quality control criteria
26
8.0 CONCLUSIONS
The Pristine, Inc. Site groundwater contains between 8.4 to 32 mg/1 total iron and less than 0.1 to 16 mg/1 dissolved iron. This iron will require removal to minimize fouling of the primary organic treatment unit operations, and to meet potential surface water discharge criteria.
2. A combination of aeration, polymer addition, and multi-media sand filtration can be used to reduce iron ft'om a level as high as 32 mg/1 total, and 16 mg/1 dissolved to less than 1 mg/1 total.
3. pH adjustment to 10 or above can also bei used to remove iron, but a greater amount of solids will be generated with pH adjustment versus aeration.
4. Sludge generated ft-om pretreatment of the groundwater from the extraction well on-site during the Treatability Study is not characteristically hazardous.
27
APPENDDCD
GEOTECHNICAL REPORT
32S0O7)
Fuller Mossba rge r Scott & M a y
E N G I N E E R S
REPORT OF GEOTECHNICAL EXPLORATION
Proposed Water Treatment Plant Pristine, Inc. Site Cincinnati, Ohio
PrvparadFor
Conestoga-Rovers & Associate* Watertoo, Ontario, Canada
PreparadBy
Fuller, Mossbarger, Scott and May Engineers, inc. Cincinnati, Ohio
January, 1995
E N G I N E E R S
Januarys, 1995
!00i3
Iniv^ationai Boui ^ard
Cincinnati Ohio
45246-4839
5U-860-1070
513-860-1073 fAj
0.1.1.C94122
Mr. Henry Cook Conestoga-Rovers & Associates 651 Coley Drive Waterloo, Ontario, Canada N2V 1C2
RE: Geotechnical Exploration Proposed Water Treatment Plant Pristine, Inc. Site
Dear Mr. Cook:
As requested. Fuller, Mossbarger, Scott and May, Engineers, Inc. (FMSM), has completed a geotechnical exploration for the referenced project. Included herein are discussions of the general site conditions, scope of sen/ices, results of the exploration and conclusions and recommendations relative to the design and construction of the proposed water treatment plant at the site.
We appreciate the opportunity to provide these geotechnical services. Should you have any questions or require additional infonnation, please feel free to contact our office.
Respectfully submitted,
FULLER, MOSSBARGER. SCOTT AND MAY ENGINEERS. INC.
£4 ^
E. Joseph Keiser Project Engineer
^ ^ • ^ ^
Stan A. Harris. P.E. Associate
? ,£ iU2e^
''AyO^'^Z,
EJK/SAH/Ifb
F U L L E R , M O S S B A R G E R , S C O T T & M A Y E N G I N E E R S , I N C .
O F M C E S I N L E X I N G T O N , C I N C I N N A T I & L O U I S V I L L E
REPORT OF GEOTECHNICAL EXPLORATION
PROPOSED WATER TREATMENT PLANT
PRISTINE, INC. SITE
CINCINNATI, OHIO
Prepared For
Conestoga-Rovers & Associates Waterloo, Ontario, Canada
Prepared By Fuller, Mossbarger, Scott and May
Engineers, Inc. Cincinnati, Ohio
January, 1995
REPORT OF GEOTECHNICAL EXPLORATION
PROPOSED WATER TREATMENT PLANT
PRISTINE, INC. SITE
CINCINNATI, OHIO
1. BACKGROUND. PROJECT DESCRIPTION AND SITE GEOLOGY
Pristine, Inc. handled and treated hazardous waste at the site between 1974 and 1981. The site was placed on the National Priorities List (NPL) in 1982. A Remedial Investigation/Feasibility Study (Rl/FS) was conducted in 1987. Based on the results of the Rl/FS, a Record of Decision (ROD) was issued in 1987. and amended In 1990. The remediation selected for the site consists of excavation and on-site thermal treatment of surficial soil and sediment, the construction of an in-situ soil vapor extraction system for deeper soils, and placement of a day cap over the site.
The project site is a 3.5 acre tract of land situated east of Cincinnati Dmm Services, Inc. and bounded on the east by the Conrail Railroad tracks. The City of Reading is the property that establishes the boundary to the north while the south boundary is the Morton International, Inc. property. It is located in the Mill Creek Valley at approximate elevation of 580± feet. At the time of our exploration, the site was recently graded earth, void of any vegetation.
Available geologic mapping (USGS Bedrock Geology of the Cincinnati East Quadrangle, Hamilton County, Ohio, 1974) shows the site to be underiain by up to 100 feet of undifferentiated alluvium and outwash from the Quaternary Geologic Period. This material is described as recent alluvial silt, sand and gravel; fluvial gravel, sand, silt and day comprising dissected terraces and abandoned river channels; laminated silt and clay of probable fluviolacustrine origin; and one or more intercalated till units. The site is located approximately 700± feet from the existing channel of the Mill Creek.
2. PROPOSED DEVELOPMENT
Proposed improvements for this phase of the project consist of building a 5.000 square-foot water treatment plant in conjunction with the environmental remediation of the Pristine, Inc. site. The fadlity will be two-story, slab on grade constnjction.
FMSM understands that the foundations for the proposed building will bear below the proposed cap system which will consist of six inches of topsoil, twelve inches of common fill, a geotextile layer, twelve inches of sand and a 24-inch day cap. The area beneath the floor slab inside of the foundation walls will be backfilled with compacted granular material.
3. SCOPE OF EXPLORATION
Three borings were drilled at the site by Frontz Drilling using 4-1/4-inch Inside diameter hollow-stem augers powered by a tmck-mounted drill rig. Standard penetration test (SPT) and undisturbed thin walled Shelby tube samples were obtained from the borings. The samples were logged by a geotechnical engineer with particular attention paid to the samples' textures, consistendes and moisture contents. Each boring was checked for the presence of groundwater during the drilling process and at its condusion with the depths to water recorded. After the completion of drilling operations and groundwater depth data collection, the borings were backfilled with bentonite. Boring surface elevations were provided by Canonie Environmental Services (Canonie). The borings were located by means of finite measurements from existing topographic features by representatives of Canonie.
All samples were retumed to our materials testing laboratory, where each SPT sample was visually classified and tested for natural moisture content (NMC) and Shelby tube samples were tested for NMC and unconfined compressive strength. Engineering classification testing was performed on disturtsed bag samples of the predominant soil horizons encountered at the boring locations. These tests induded sieve and hydrometer analysis (ASTM D 422), Atterberg limits (ASTM D 4318) and spedfic gravity (ASTM D 854).
4. RESULTS OF EXPLORATION
The boring layout and logs of the borings are endosed in Appendix A, while results of the soil classification tests are contained in Appendix B. No vegetation or topsoil was encountered at the boring locations. Four predominant soil horizons, designated as Soil Nos. 1,2,3 and 4. were encountered in all three borings with Soil No. 5 present only in Boring No. 1.
Soil No. 1, which is fill material, was encountered in all borings in thicknesses varying from 1.0 to 1.5 feet. Soil No. 1 is described as a brown dayey sand with gravel. The soil is moist in natural moisture content and loose in relative density. Soil No. 1 dassified as SC according to the Unified Soil Classification System and as A-2(4) according to the American Assodation of State Highway Transportation Offidals (AASHTO) dassification process.
Soil No. 2 was present below Soil No. 1 in all borings in a relatively uniform layer ranging from 2.5 to 2.8 feet in thickness. This material is the thermally treated soil < (ash) which is being utilized in the site dosure scheme and is described as a dari red-brown silty sand, moist in natural moisture content and medium in consistency. Soil No. 2 classified as SM and A-2-4(0) according to the Unified and AASHTO classification systems, respectively. Standard penetration test (SPT) "N'-vaiues ranged from 9 to 13 blows per foot
Soil No. 3 was encountered below the fill material present In the area of the treatment plant at the time of the exploration and represents the beginning of original material. This material consists of a brown to olive-gray sandy lean day, moist in natural moisture content and stiff to very stiff in consistency. This material is typical of
C94122,dac
weathered glacial till, and dassified as CL and A-6(6) according to the Unified and AASHTO dassification systems, respectively. SPT values ranged from 8 to 30 blows per foot. An undisturtaed tube sample from Boring 2 exhibited an unconfined compressive strength of 2,500 pounds per square foot.
Soil No. 4 was observed in all borings beginning at depths varying from 8.2 to 9.8 feet In Boring Nos. 3 and 1. respectively, and is present to the bottom of all borings. The material is described as olive brov\m to gray lean clay with silt, moist to wet in natural moisture content and medium stiff to stiff in consistency. Soil No. 4 is laminated with the laminations indined slightly, varying from zero degrees to fifteen degrees. This material is typical of gladal lake bed deposits. Soil No. 4 dassified as CL and A-4(7) according to the Unified and AASHTO soil dassification systems, respectively. SPT "N"-values varied from 10 to 23 blows per foot and an undisturbed tube sample from Boring 2 exhibited an unconfined compressive strength of 3,180 pounds per square foot.
Soil No. 5 was encountered only in Boring No. 1 from 7.2 to 9.8 feet The material consists of brown to orange brown sandy lean clay that is moist in natural moisture content and stiff in consistency. Soil No. 5 dassified as CL and A-6(6) according to the Unified and AASHTO soil dassification systems, respectively. It exhibited an unconfined compressive strength of 5.340 pounds per square foot
Selected samples were submitted for pH testing. The values obtained ranged from 6.85 (Boring 3) to 9.97 (Boring 2). The pH results are shown on the boring logs.
Auger refusal was not encountered in the borings advanced for this exploration. Groundwater was not noted in any of the borings; however, higher moisture contents and wetter zones were observed in more granular pockets and lenses throughout the materials encountered at the site.
The original material observed during the exploration is typical of glacially deposited drift material. The information obtained from the borings conflates well with published geologic mapping.
5. CONCLUSIONS AND RECOMMENDATIONS
5.1. FMSM understands that the proposed improvements consist of a 5,000 square foot water treatment fadlity for use in the remediation of the Pristine, Inc. site. The proposed fadlity will be a two-story, slab on grade staicture.
5.2. It is recommended the water treatment plant be supported on footings bearing on original soil (Soil No. 3). The net allowable bearing capacity values for footings bearing on original soil (Soil No. 3) and constructed in accordance with the recommendations outlined herein are as follows:
a. Isolated Spread Footings - Two thousand six hundred (2,600) pounds per square foot
C94122.doc
b. Continuous Wall Footings - Two thousand (2,000) pounds per square foot
5.3. In lieu of footings bearing directly on Soil No. 3, it would be acceptable to undercut footing excavations down to the top of Soil No. 3, and then backfill up to bottom of footing elevation either with compacted, granular material or low-strength "lean" concrete. Granular backfill material should be placed and compacted as outlined in recommendation 5.5. below.
5.4. The allowable bearing values given above were based on a factor of safety equal to 3 against shear failure for a soil material. It has been found that settlements produced by loads which do not exceed allowable bearing values based on this factor of safety are generally within tolerable limits.
5.5. For any areas to receive fill, proper evaluation, placement and compaction of the material is necessary for satisfactory results. Any topsoil, existing bituminous pavement, organic material or other construction debris should be removed from areas to receive fill. Prior to placement of fill material, these areas should be "proof-rolled". Any obsen^ed isolated "pumping" should be con-ected by undercutting unstable material. Soil should be spread in 8-inch (loose) lifts and compacted using a sheepsfoot roller for cohesive soils or vibratory compaction equipment for granular soils. In-place field density checks of the "new" compacted fill should indicate a dry density of at least 100 percent of the maximum value as determined by the standard Proctor density test before any structural loads are applied to the fill material. This recommended compaction requirement should apply where buildings or structures are to be placed, extending at least five feet outside the footprint of the structure. Additionally, it is recommended that fill materials be placed at a moisture content within ±2 percent of the optimum moisture.
5.6. Borrow material used should be approved for such use by the Geotechnical Engineer. Prior to its use, the Contractor should identify the source and provide samples for soil dassification and moisture-density tests. Borrow material should meet the following requirements:
a. Unless othenwise permitted by the Geotechnical Engineer, bonx)w material to be used as structural fill should not be comprised of soils represented by the following dassifications, as determined in accordance with ASTM D 2487: MH, CH, OL, OH, Pt
b. The borrow material should be free from mbbish, organic material, frozen soil, muck or other perishable, compressible debris, which prevent compaction to a dense, uniform state. Rock and other hard, durable Augments should be limited to particles displaying a maximum dimension of 6 inches, should not exceed 10 percent of the total volume, and should be unifomrily distributed throughout the material.
CS4123.dae
c. The maximum dry density of the bon-ow material should meet or exceed 98 pounds per cubic foot In accordance with ASTM D 698. Standard Specification for Test Methods for Moisture-Density relations for Soils and Soil-Aggregate Mixtures.
5.7. Excavated footings should not be left open to allow accumulation and infiltration of rain water or ground water seeps, as the water will tend to soften and weaken the foundation material. Concrete should be placed as soon as possible after excavation, or if this cannot be done, the last four to six Inches of foundation material should not be removed until preparations for placing concrete are complete. In no case should concrete be placed in footing excavations which contain water.
5.8. Reinforcing steel should be placed in all footings to provide rigidity and strength to bridge over any weak or more compressible foundation materials which may be in contact with the foundation system. Although no shear failures are expected if the recommended allowable stresses are not exceeded, a small amount of settlement could occur and should be antidpated. This precaution will tend to cause any settlement which may occur to be of a more uniform nature and prevent damage to the foundation elements.
5.9. It is recommended that the bottoms of exterior footings extend a minimum of 30 inches below finish grade to provide ftT}st protection.
5.10. All constnjction operations involving earthwori< should be perfonned in the presence of a qualified technidan who is experienced in monitoring and testing earthwori< construction. The technidan should operate under the direct supervision of a Professional Engineer experienced in geotechnical engineering. We strongly recommend to your office that our staff be retained for earthwort< review/testing in order to maintain continuity of the assessment of soil materials from this study through foundation construction.
5.11. The condusions and recommendations presented herein are based on information gathered fnsm the borings advanced during this investigation using that degree of care and skill ordinarily exerdsed under similar circumstances by competent members of the engineering profession. No wan^nties can be made regarding the continuity of conditions between borings.
C84122.dae
APPENDIX A
BORING LOCATIONS
AND
LOGS OF BORINGS
"-1
• f - - \ \ -
Ol
o
Ol .c
CD
Sbi
Ol
o CO
L L
,or
' j
1
s
s o
Is
20 -
^ \
2 S * -
LU O U 0.
o CI: 0.
s -m m—
^ ^ ^1 -^
•
U l ' ' t
1 " ' I "
! ' I
I c c
f- _ J of
r
5 ^
/
7 ^ c
•5^"
^ ^ c ;
Unified Soil Classification System
Major Divisions
Group
Symbol Typical Names Laboratory Classifications Criteria
o Z
» c IS a 0 £
W
fee
• •
i » 8 6
CD'S £
s | • fli
GW Well graded gravels,
g rave l -sand mix tures, l i t t le or no f ines.
GP Poorly graded gravels, g rove l -sand mix tu res ,
l i t t le or no f ines.
n GM Silty gravels, g rave l - sond -s i l t m ix tu res
GO Clayey gravels, g r a v e l - s o n d - d o y mix tu res
c o (n e o « 5
SW Well graded sands,
gravelly sands, l i t t le or no f ines.
SP Poorly graded sands,
gravelly sands l i t t le or no f ines.
SM Silty sands, sand-s i l t m ix tures
. 6 % c z = N O
n c -
c ° " £ £ o O is.>- "O
.2 £ E | 1 O c n
? l = g i : o fe'E . = - O O S "
» o o
n o S «r; £ o « o
• C N a.0 a o o> « c ^ >
o 3 •o
c ;c 3 O" k.
M V n
Q.O S W W 352 •
WW I
0 0 - 5
O O CD
in «-
o o *>
Not meet ing ail gradotion requirements for G
A t te rbe rg l imi ts below ' A ' line or P.I.
less than 4
A t te rberg l imi ts above " A ' line with P.I. greater than 7
SC Clayey sands, s a n d - d a y mix tu res e 0) o
0 0 CM
n p o S o --J 3 i n
D (D V
^u 0 ^ " • ^ ^ S: - D X D -10 10 60
Above " A ' line with P.l. between 4- and 7 are borderline cases
requiring use of dual symbols
C u = - F ^ ^ 6 10
fD ^2
10 60
Not meet ing ail gradation requirements for S
A t te rberg l imi ts bdow "A" line or P.l.
less than 4
A t te rberg l imi ts above ' A * line with P.l. greater than 7
Limits plot t ing to ha te zone with P.l. betweer 4 and 7 ara bordert im
coses requiring the use of dud symools
5. ML
8
I' • a
e o n « n •
tfl •
Inorgonic ai ts, v«ry fine sanda, reck flour, sflty or doy«y flna
•onda or d o ^ y s i ts with alight ploatldty
CL Inorganic doye of low
to madhjm ploatlcHy. grovaily daya, aondy doya.
«gty doy i . loon doys
1. Plot in tersect ion of PI ond LL as determined from A t t e r t e rg L imi ts tes ts .
2. Points p lo t ted above A line indicate d a y soils, those below the A line indicate s i l t
OL Organic si l ts and
organic si l ty d a y s of low p last ic i ty
o
Si I--
o m » es Ol 10
MH Inorganic si l ts, micaceous or diotomaceous f ine sandy or
sflty soils, eiast ie si l ts
CH Inorganic days of h igh plasticity, fa t d a y s
OH Organic days of med ium to high plast ici ty, organic si l ts
"Si o o Pt Peat or o ther highly organic soils
60
50
X
«
.S30 X
120 o
= 10 7 4 0
/ - 7 ^ ^
/
^
/
k<
/
^ , , /
r OL
/
-f^ oi-
y
/
A ' /
/
MH c
y X
r OH
1
i i
1 i i
10 20 30 40 50 60 70 SO 90 100 nC Uquld Ufnit ( a )
Plostletty Chart
9n*!!Mi E N G I N E E R S
uin CSWBI
DOnHK
NBII CiaM.aB iy«-<w
Unified Soil Classification System ASTM Designation D-2487
f u l l ^
E N G I N E E R S
Fuller, Mossbarger, Scott and May Engineers, Inc. Lexington • Louisville • Cincinnati
FIELD CLASSIFICATION SYSTEM FOR SOIL EXPLORATION
NON COHESIVE SOILS
Density
Very Loose Loose Medium Dense -Dense Very Dense
Relative Proporl •Descriptive Terni
• -3ce
Jttle Some And
(Silt, Sand, Gravel and
5 blows/foot or less 6 to 10 blows/foot 11 to 30 blows/foot 31 to 50 blows/foot 51 blows/foot or more
tions Percent
1-10 11-20 21-35 36-50
Combinations)
Particle Size Identification
Boulders
Cobbles
Gravel
Sand
Silt and Clay
- 8 incli diameter
- 3 to 8 inch diameter
- Coarse - Fine
- Coarse - Medium - Fine
- O.075mm or less
- 3/4 to 3 incties - 3/16 to 3/4 inches
- 2mm to 4.75mm - 0.425mm to 2mm - 0.075mm to 0.425mm
Consis tency
Very Soft Soft Medium Stiff Very Stiff
COHESIVE SOILS (Clay, Silt and Combinations)
Field Ident i f icat ion
Easily penetrated several inches by fist Easily penetrated several inches by thumb Can be penetrated several inches by thumb with moderate effort Readily indented by thumb but penetrated only with great effort Readily indented by thumbnail
Unconf ined Compress ive St rength (tons/sq.ft .)
Less than 0.25 0.25 - 0.5 0.5 - 1 . 0 1.0 - 2 . 0 Over 2.0
Classification on logs are made by visual inspection where laboratory test results are not available.
Standard Penetration Test - Driving a 2.0" O.D., 1-3/8" I.D., sampler a distance of 1.0 foot into undisturbed soil with a 140 pound hammer free falling a distance of 30.0 inches. It is customary for FMSM to drive the spoon 6.0 inches to seat into undisturbed soil, then perform the test. The number of hammer blows for seating the spoon and making the tests are recorded for each 6.0 inches of penetration on the drill log (example - 5/7/12). The standard penetration test results can be obtained by adding the last two figures (i.e., 7 •*-12 - 19 blows/foot). Refusal is defined as greater than 50 blows for 6 inches or less penetration.
Strata Changes - In the column "Soil Descriptions" on the drill log the horizontal lines represent strata changes. A solid line { ) represents an actual observed change, a dashed line (—) represents an estimated change.
Ground Water observations were made at the times indicated. Porosity of soil strata, weather conditions, site topography, etc., may cause changes in the water levels indicated on the logs.
93000/fo(m»/fi«ldels doc
mmm JWt^ J l l SUBSURFACE LOG Page _ 1 of 1
E N G I N E E R S
Project N u m b e r C94122
Pro ject N a m e Pr is t ine, inc. Si te T rea tment Plant
Coun ty _ Hami l ton
Bor ing Type S a m p l e
Superv i so r E. J . Keiser Dr i l ler Frontz
Logged By E. Joseph Keiser
Uhdogy
Elevation
575.8
573.2
570.1
567.5
560.8
-
.
•
•
-
Oeptn
1.5
4.1
7.2
9.8
16.5
Description
Overburden
Rock Core
Brown , moist, loose, clayey
sand with gravel (Soil No. 1)
Red brown, sandy lean clay.
moist, (ash fill) (Soil No. 2)
Brown to olive gray sandy lean
clay, moist, stiff (weathered gla
dal till) (Soil No. 3)
Brown to orange brown lean clay
with silt and sand, moist, stiff
(Soil No. 5)
Olive brown to gray silty clay,
mois t stiff (Soil No. 4)
(gladal lake bed day)
- sand lenses 10.6-10.8 stained
black
- becomes sitty at 12.5
No Refusal
Bottom of Boring
Locat ion Read ing , Oh io
Bor ing No .
Sur face Ele^
1 TotJ
/a t ion 577.3 feet
l l Depth 16.5 feet
Date Star ted 12/02/94 Comp le ted 12/02/94
Depth to W a t e r - Da te /T ime
Depth to W a t e r - Da te /T ime
Sample #
ROD
1
2
3
4
5
Depth
Run
2.5-4.0
5.0-6.5
7.5-9.5
10.0-11.5
15.0-16.5
Rec. Ft.
Rec. Ft.
1.3
Btows
Rac.%
8/7/6
' N = 1 3
4/3/5
N=8
8/8/9
N=17
4/8/8
N=16
Type
SDI
SPT
SPT
ST
SPT
SPT
-
-
Remarks
NMC = 2 1 %
• p H = 6 . 8 5
NMC = 17%
pH = 7.50
U.C. = 5340 psf
NMC = 2 1 %
NMC = 20%
NMC = 26%
•
•
-
-
-
•
-
^
FULLER, MOSSBARGER, SCOTT AND MAY ENGINEERS, INC.
b£CU A
E N G I N E E R S
SUBSURFACE LOG Page 1 of __1_
Project Number C94122
Project Name Pristine, Inc. Site Treatment Plant
County Hamilton
Boring Type Sample
Supervisor E. J. Keiser Driller Frontz
Logged By E. Joseph Keiser
Uhotogy
Elevation
f 577.6
575.1
1 569.4
L [-
^
u .
I
u \ 553.4
I
u
1
Depth 1
1.4
3.9
9.6
26.5
Descriptnn
Overburden
Rock Core
Brown, moist, loose, clayey
sand with gravel (fill) (Soil No. 1)
Red brown, sandy lean clay,
moist, medium (Soil No. 2) (ash
fill)
Brown to olive gray, sandy lean
clay, moist, stiff (weathered till)
(Soil No. 3)
Gray silty lean clay, with fine
sand, moist to wet, stiff to very
stiff (glacial lake bed clay) (Soil
No. 4)
No Refusal
Bottom of Boring
Location Reading, Ohio '
Boring No.
Surface Ele
2 Tot.
nation 579.0 feet
3l Depth 26.5 feet
Date Started 12/02/94 Completed 12/02/94
Depth to Water - Date/Time
Depth to Water - Date/Time
Sample #
ROD
1
2
3
4
5
6
7
8
Oeptti
Run
0.0-1.5
2.5-4.0
5.0-7.0
7.5-9.0
10.0-11.5
15.0-17.0
20.0-21.5
25.0-26.5
Rec. Ft.
Rec. Ft.
2.0
2.0
Blows
Rec.%
4/3/2
N=5
8/2/7
N=9
11/12/18
N=30
3/6/14
N=20
4/4/6
N = 10
4/5/6
N=11
Type
SDI
SPT
SPT
ST
SPT
SPT
ST
SPT
SPT
Remar1<s
NMC = 13%
pH = 7.48
NMC = 19% J
pH = 9,97
U.C. = 2500 psf
NMC=15% j
NMC = 24% J
NMC = 19%
'
.
U.C. =3180 psf
NMC = 26%
NMC = 30%
•
NMC = 32%
•
-
-
FULLER, MOSSBARGER, SCOTT AND MAY ENGINEERS, INC.
E N G I N E E R S
SUBSURFACE LOG Page _J . of 1
Project Number
Project Name
C94122
Pristine, Inc. Site Treatment Plant
County Hamilton
Boring Type
Supervisor _E
Logged By _E,
Sample
J. Keiser Driller
Joseph Keiser
Frontz
Locat ion Read ing, Oh io
Bor ing No. 3 To ta l Dep th
Sur face Elevat ion 579.9 feet
Date Star ted 12/02/94 Comp le ted _
Depth to Wate r Da te /T ime
Depth to Wa te r -
16.5 feet
12/02/94
Da te /T ime
Lithology
Elevation Depth Deschptkm
Overburden
Rock Core
Sample #
ROD
Depth
Run
Rec. Ft.
Rec. Ft.
Blows
Rac.%
Type
SDI Remarks
578.9
576.1
571.7
563.4
1,0 Brown, moist loose, clayey
sand with gravel (fill) (Soil No. 1)
3.8
Red brown lean clay with sand,
moist, medium (Soil No. 2) (ash
fill)
8.2
Brown to olive gray sandy lean
clay, moist, stiff (weathered till)
(Soil No. 3), sand layer6.9'-8.2'
brown, fine, wet, dense
16.5
Olive gray to brown, silty clay,
fine sand seams throughout
(glacial lake bed clay) (Soil
No. 4)
- becomes gray at 10.2'
No Refusal
0.0-1.5
2.5-4.5
5.0-6.5
7.5-9.0
9.0-10.5
1.1
15.0-16.5
Bottom of Boring
4/2/4
N=6
5/6/10
N=16
5/8/11
N=19
7/9/14
N=23
6/6/10
N=16
SPT
ST
SPT
SPT
SPT
SPT
NMC = 14%
pH = 8,88
U.C. = 60 Dsf
NMC = 9%
NMC = 14%
pH = 8.04
NMC = 25%
NMC = 2 3 %
NMC = 24%
FULLER, MOSSBARGER, SCOTT AND MAY ENGINEERS, INC.
APPENDIX B
SUMMARY OF
SOIL TESTS
HHH #•(" Jim E N G I N E E R S
SUMMARY OF SOIL TESTS
COUNTY Hamilton PROJECT NO. C94122
NAME OF PROJECT Pristine Treatment Building
Laboratory No.: 1
Identification: Bag 4
Date Received: 12/16/94
Date Reported: 12/29/94
Source of Material: Composite Submitted By: EMK
TEST RESULTS
Size
3"
2"
VA'
r
3/4"
3/8"
No. 4
No.10
No. 40
No. 200
.005 mm
.001mm
Total % Passing
100
97
94
88
73
58
43
30
13
Particle Size Analysis
Material
Gravel
Coarse Sand
Medium Sand
Fins Sand
Silt
Clay
Passing Sizs
3'
No. 4
No.10
No. 40
No. 200
.005 mm
Retaining Size
No. 4
No.10
No. 40
No. 200
.005 mm
.000 mm
% Total Sample
27
15
15
13
17
13
%Soil Mortar
0
0
26
22
30
22
Physical Tests
Natural Moisture (%)
Liquid Limit 26
Plastic Limit 16
Plasticity Index 10
Activity Index
Specific Gravity 2.70
Maximum Density (pcf)
Optimum Moisture (%) California Bearing Ratio (%)
CLASSIFICATION:
UnWed SC
Textural Clayey sand with gravel
AASHTO A-2(4)
Remarlcs:
FULLER, MOSSBARGER, SCOTT AND MAY ENGINEERS, INC.
E N G I N E E R S
SUMMARY OF SOIL TESTS
COUNTY Hamilton PROJECT NO, C94122
NAME OF PROJECT Pristine Treatment Building
Laboratory No.: 2
Identification: Bag 5
Date Received: 12/16/94
Date Reported: 12/29/94
Source of Material: Composite Submitted By: EMK
TEST RESULTS
Slz.-
3"
2"
VA'
1"
3/4"
3/8''
No. 4
No. 10
No. 40
No. 200
.005 mm
.001mm
Total % Passing
100
96
91
85
60
355
3
Particle Size Analysis
Material
Gravel
Coarse Sand
Medium Sand
Fins Sand
SIK
Clay
Passing Size
3*
No. 4
No.10
No. 40
No. 200
.005 mm
Retaining Sizs
No. 4
No. 10
No. 40
No. 200
.005 mm
.000 mm
% Total Sample
9
6
25
25
32
3
%Soil Mortar
0
0
29
29
38
4
Physical Tests
Natural Moisture (%)
Liquid Limit
Plastic Limit
Plasticity Index
NP
NP
NP
Activity Index
Specific Gravity 2,73
Maximum Density (pcf)
Optimum Moisture (%) Caiifomia Bearing Ratio (%)
CLASSIFICATION:
Unified
Textural
AASHTO
SM
Silty sand
A-2-t(0)
Remarlcs:
FULLER, MOSSBARGER, SCOTT AND MAY ENGINEERS, INC.
E N G I N E E R S
SUMMARY OF SOIL TESTS
COUNTY Hamilton PROJECT NO. C94122
NAME OF PROJECT Pristine Treatment BuHding
Laboratory No.: Soil No. 3
Identification: Boring 2, 5.0'-8.0'
Date Received: 12/16/94
Date Reported: 12/29/94
Source of Material: Bag Sample Submitted By: EMK
TEST RESULTS Partide Size Analysis
Size
3'
2"
VA'
1"
3/4"
3/8'
No. 4
No.10
No. 40
No. 200
.005 mm
.001mm
ToUI% Passing
100
97
95
91
80
66
26
Material
Gravel
Coarse Sand
Medium Sand
Fine Send
SIK
Clay
Passing Size
3"
No. 4
No.10
No. 40
No. 200
.005 mm
Retaining Size
No. 4
No.10
No. 40
No. 200
.005 mm
.000 mm
% Total Sample
5
4
11
14
40
26
%SoH Mortar
0
0
12
15
44
29
Physical Tests
Natural Moisture (%)
Liquid Limit 30
Plastic Limit 17
Plasticity Index 13
Activity Index
Specific Gravity 2.70
Maximum Density (pcO
Optimum Moisture (%) Caiifomia Bearing Ratio {%)
CLASSIFICATION:
Unified CL
Textural Sandy lean day
AASHTO A-6(6)
Remarks:
FULLER. MOSSBARGER. SCOTT AND MAY ENGINEERS. INC.
E N G I N E E R S
SUMMARY OF SOIL TESTS
COUNTY Hamilton PROJECT NO. C94122
NAME OF PROJECT Pristine Treatment Building
Laboratory No.: Soil No. 4
Identification: Boring 3, 10.0'-15.0'
Date Received: 12/16/94
Date Reported: 12/29/94
Source of Material: Bag Sample Submitted By: EMK
TEST RESULTS
SL.3
3"
2"
VA'
V
3/4"
3/8"
No. 4
No.10
No. 40
No. 200
.005 mm
.001mm
Total % Passing
100
99
97
88
34
Particle Size Analysis
Material
Gravel
Coarse Sand
Medium Sand
Fine Send
Silt
Clay
Passing Size
3'
No. 4
No.10
No. 40
No. 200
.005 mm
Retaining Size
No. 4
No.10
No. 40
No. 200
.005 mm
.000 mm
% Total Sample
0
1
2
9
54
34
%Soil Mortar
0
0
2
9
55
34
Physical Tests
Natural Moisture (%)
Liquid Limit
Plastic Limit
Plasticity Index
25
15
10
Activity Index
Specific Gravity 2.71
Maximum Density (pcO
Optimum Moisture (%) Caiifomia Bearing Ratio (%)
CLASSIFICATION:
Unified
Textural
AASHTO
CL
Lean clay
A-4(7)
Remarics:
FULLER, MOSSBARGER, SCOTT AND MAY ENGINEERS, INC.
n - M J T J U i mWt JWm
E N G I N E E R S
SUMMARY OF SOIL TESTS
COUNTY Hamilton PROJECT NO. C94122
NAME OF PROJECT Pristine Treatment Building
Laboratory No.: Soil No. 5
Identification: Boring 1, 7.2'-9.5'
Date Received: 12/16/94
Date Reported: 12/29/94
Source of Material: Bag Sample Submitted By: EMK
TEST RESULTS
size
3-
2"
VA'
V
3/4"
3/8"
No. 4
No.10
No. 40
No. 200
.005 mm
.001mm
Total % Passing
100
97
91
83
74
58
28
Partide Size Analysis
Material
Gravel
Coarse Sand
Medium Send
Rne Send
Silt
Clay
Passing Size
3-
No. 4
No.10
No. 40
No. 200
.005 mm
Retaining Size
No. 4
No.10
No. 40
No. 200
.005 mm
.000 mm
% Total Sample
9
8
9
16
30
28
%Soil Mortar
0
0
11
19
36
34
Physical Tests
Natural Moleture (%)
Liquid Limit 32
Plastic Limit 17
Plasticity Index 15
Activity Index
Specific Gravity 2.74
Maximum Density (pcf)
Optimum Moisture (%) Caiifomia Beering Ratio (%)
CLASSIFICATION:
Unified CL
Textural Sandy lean clay
AASHTO A-6(6)
Remarks:
FULLER, MOSSBARGER, SCOTT AND MAY ENGINEERS, INC.
APPENDIX E
SUPPLEMENTAL SPECIFICATIONS
(TO BE COMPLETED)
3250 07)
APPENDIX F
SURFACE WATER MODELING
325007)
M E M O
TO: Rob Harris A REFERENCE NO: 3250
FROM: Bruce Polan/bjr/239F/ DATE: March 22,1995
c c Julian Hayward
RE: Assimilation Assessment for Mill Creek Pristine, Inc. Site, Ohio
1.0 INTRODUCTION
This memo provides an assessment of the assimilative capacity of Mill Creek in the vidnity of the proposed Pristine Inc. treated effluent discharge. The assimilative assessment was carried out using the Ohio Environmental Protection Agency (OEPA) Conservative Substance Wasteload Allocation Program (CONSWLA).
Treated groundwater will be discharged to Mill Creek from the Pristine Inc. Site (Site) below Cooper Creek and the General Electric (G.E.) Tributary. The subject area of Mill Creek is shown on Figure 1. The purpose of this assessment was to use CONSWLA to determine the discharge effluent requirements for the Site for the design flow rate of 150 gallons per minute (gpm) from the proposed treatment system.
The terms of reference and assumptions used in performing the evaluation are discussed in the following sections of this memo.
2.0 DEVELOPMENT OF MODEL SCHEMATIC
The model used in the CONSWLA program is shown schematically on Figure 2. The basis for the model was discussed with OEPA, DSW-South. The model extends a limited distance above and below the Site, and considers the proposed Pristine treatment facility discharge. General Electric (G.E.) and Shell Oil (Shell) as interactive dischargers. This simplified model of the Mill Creek area accounts for upstream dischargers and upstream and downstream water quality. This approach was taken to minimize the number of interactive dischargers to be considered in the model. The OEPA indicated that there were no dischargers downstream of the Site that needed to be considered in this assessment.
3.0 PARAMETERS USED IN THE MODEL
The parameters which were used in the model were derived from the combination of lists of parameters detected in the groundwater below the Site. The analytical data reviewed included data from samples collected from shallow groundwater during
2-
the pre-design investigation for the ISVE design (1992), from Lower Aquifer (LA) groundwater following monitoring well installation (1992 to 1994), and from LA groundwater prior to, during and following the 72-hour pumping test (December 19-22,1994) and prior to and following the step-drawdown test (September 20 and 21, 1994). These parameters are listed in Table 1.
4.0 DETERMINATION OF WATER QUALITY STANDARDS
Water quality standards were obtained directly from the State of Ohio Water (Quality Standards - Chapter 3745-1 of the Administrative Code - July 5,1991. Considering Mill Creek as a Warmwater Habitat (as indicated in the OEPA - Mill Creek Study Report, April, 1994), standards were obtained for the categories of Human Health, Aquatic Life (30 day average). Aquatic Life (Maximum), Agricultural Water Supply, and Inside Mixing Zone Maximum (IMZM). A listing of the applicable water quality standards is presented in Table 2..
The water quality standards for copper, lead, nickel, zinc, beryllium, cadmium, chromium and silver are dependent upon the hardness (alkalinity) of the Creek. The OEPA provided hardness data at the following downstream stations:
(202P02 - near Arlington Heights/Galbraith road, (201512 - at Elmwood Place/Center Hill Road, (201513 - at Carthage/North Bend Road, Q01514 - North of Cartage/St Rt. 4, and Q01515 - at Reading/West Columbia Rd.
The 50th percentile values for these data was used to establish an average downstream hardness of 238.9 mg/L. This value was then used to calculated the applicable water quality standards shown in Table 2.
The water quality standard for ammonia is dependent on the pH and temperature of the creek and the water quality standard for pentachlorophenol is dependent on the pH of the creek. From data provided for the above mentioned downstream stations, the 75th percentile values were used to establish an average dov/nstream pH of 8.01 and temperature of 22.5°C. These values were then used to calculate the applicable water quality standards for ammonia and pentachlorophenol.
5.0 DETERMINATION OF FLOW VALUES
5.1 MILL CREEK BACKGROUND FLOW
In order to perform the CONSWLA modelling, a background low flow for Mill Creek was required upstream of the G.E. discharge point [River Mile (RM) 13.85].
-3
Downstream flow values were provided by the OEPA at the Reading, Ohio USGS gage. Upstream flow values were not available at the time of the modelling. However, the OEPA provided drainage areas (shown below) for both upstream and downstream of the model study area.
[Site
1 Mill Creek downstream of Sharon Creek 1 Cooper Creek at mouth 1 Mill Creek at Reading (USGS gage)
River Mile
15.63 14.04 12.55
Drainage Area(mi2)
60.9 5.1 73.0
As recommended by the OEPA - DSW, the upstream flows were calculated by multiplying the river yield at the gage by the upstream drainage area (above the GE tributary and Cooper Creek). The river yield at the gage is calculated by dividing the measured flow(s) by the drainage area. The calculation is summarized below:
Downstream River Yield = Downstream Flow/73.0 mi^
Upstream Flow = Downstream River Yield x (60.9 mi^ + 5.1 mi^)
The downstream flows and the calculated upstream flows are presented below.
Q30,10 Flow: Winter Summer Annual
Q7,io Flow: Winter Summer Annual
Harmonic Mean Flow:
Downstream (provided by OEPA from USGS gage)
7.2 cfs 7.2 cfs 5.7 cfs
4.6 cfs 4.8 cfs 4.0 cfs
Upstream (Calculated)
6.510 cfs 6.510 cfs 5.153 cfs
4.159 cfs 4.340 cfs 3.616 cfs
18.24 cfs 16.491 cfs
The modelling was performed using the annual flow for the aquatic life criteria and harmonic mean flows for the human health and agricultural water supply criteria. For ammonia, both summer and annual flows were assessed. Winter flows were not used in the assimilation assessment.
4 -
5.2 G.E. DISCHARGE
A design discharge flow of 7.736 cfs (5.0 MGD) for G.E was used. This value was taken from Table 3 of the Mill Creek Study Report (April, 1994) for the outfall at RM. 13.85.
5.3 SHELL DISCHARGE
A design discharge flow of 0.011 cfs (0.0072 MGD) for Shell was used. This value was taken from Table 3 of the Mill Creek Study Report (April, 1994).
5.4 PRISTINE DISCHARGE
A discharge flow value of 0.334 cfs (150 gpm) was used. The flow value is based on the proposed treatment facility design flow rate of 150 gpm.
6.0 DETERMINATION OF CHEMICAL PROnLES
6.1 G.E. EFFLUENT CHEMICAL PROFILE
Of the 82 parameters considered in the model, G.E. has a permit (1IN00006) to discharge the following; 1,1,1-trichloroethane, benzene, ethylbenzene, naphthalene, toluene and xylene (as provided by the QEPA). Therefore, these parameters were considered interactive, and discharge criteria were established using CONSWLA. The remaining parameters listed in Table 2 are not permitted in the G.E. effluent, and hence the concentration of each was fixed as being equal to the background Mill Creek concentration, as recommended by the OEPA.
6.2 SHELL EFFLUENT CHEMICAL PROHLE
Of the 82 parameters considered in the model. Shell has a permit (1IN00186) to discharge the following; benzene, ethylbenzene, toluene and xylene (as provided by the OEPA). Therefore, these parameters were considered interactive, and discharge criteria were established using CONSWLA. The remaining parameters listed in Table 2 are not permitted to be in the Shell effluent, and hence the concentration of each was fb<ed as being equal to the background Mill Creek concentration, as recommended by the OEPA.
6.3 PRISTINE EFFLUENT CHEMICAL PROHLE
The Pristine effluent profile will be determined based on the expected groundwater chemistry and treatment removal efficiencies of the proposed treatment system. For the purposes of the model, no maximum or minimum concentrations were
specified, and therefore, effluent limits for each parameter were allowed to be determined by CONSWLA.
6.4 BACKGROUND (UPSTREAM) CHEMICAL PROHLE - MILL CREEK
After consultation with the OEPA, background (upstream) concentrations for Mill Creek were determined based on the following rationale:
i) the background concentration was set equal to the 50th percentile value of STORET data for three upstream stations combined ((201516 -Evendale/Formica Entrance, Q01517 - NE of Glendale/Kemper Rd., 600400 -Sharonville/Sharon Rd.); or
ii) the background concentration was set equal to upstream concentration at the RM 14.75 monitoring station (as reported in the OEPA - Mill Creek Study); or
iii) the background concentration was set at the default upstream value provided by OEPA (fax dated December 8,1994); or
iv) the background concentration was set at one-half the standard quantitation (detection) limit; or
v) the background concentration was set at one-half the applicable water quality standard.
Priority was given to the methods as they are listed above; i.e., method (i) was applied first and if no value was available, method (ii) was applied, etc. In the case where the quanfitation limit was less than the W(2S then method (iv) was applied. In the case where the water quality standard was less than the quantitation limit then method (v) was applied.
7.0 RESULTS OF THE ASSIMILATION ASSESSMENT
The CONSWLA program was ufilized to determine the allowable effluent limits for the Pristine Inc. Site for a discharge rate of 150 gpm. The model was run for four different criteria; human health, agricultural water supply, aquatic life (30 day average), and aquatic life (maximum). The corresponding appropriate Creek background flow was used for each criteria. The results of the model for each criteria are presented below. As noted previously, effluent limits were calculated for G.E. and Shell for only those parameters that were permitted to be discharged. It should be noted that maximum concentrations for the permitted parameters were not provided by the OEPA, and historic effluent data were also not available. Therefore, discharge criteria determined by the program for the permitted parameters was not limited by a fixed maximum (such as the 95th percenfile
6-
effluent level). All other G.E. and Shell parameter effluent levels (i.e. those parameters not listed in the p)ermits) were fixed (set equal to) the background Mill Creek water quality.
For the interactive parameters, allowable effluent concentrafions were determined by using proportioning factors based on design flow rates, as suggested by the OEPA. This method distributes the total mass assimilative capacity available by the rafio of the flows of the interactive discharges. Therefore, because G.E.'s design flow is much greater than Shell or Pristine, most of the mass loading is allocated to G.E. This method results in equal effluent concentrations being assigned to each discharger potentially discharging that particular constituent.
The results for the Human Health, Agricultural Water Supply, Aquatic Life (30-Day Average) and Aquatic Life (Maximum) water quality criterion are presented in Tables 3, 4, 5, and 6, respectively for Pristine, G.E. and Shell. A total of 34 parameters had Human Health water quality standards, 11 parameters had Agricultural Water Supply water quality standards, 60 parameters had Aquatic Life (30 Day Average) water quality standards and 52 parameters had Aquatic Life (Maximum) water quality standards.
Ammonia was handled somewhat differently in the model. As stated previously, the water quality criteria for ammonia is a function of the creek's temperature and pH. To account for seasonal variafions in temperature, pH and flow in the creek, the model was run for ammonia with both the Q30,10 Summer and Annual flows for the Aquatic Life (30 day average), and the Q7,10 Summer and Annual flows for the Aquatic Life (Maximum). From the STORET data, a pH value of 8.01 and a temperature of 22.5°C applies to both the Summer and Annual Seasons. Therefore these values were used for both seasons, however the background flow was different for each case. The results are presented in Tables 5 and 6.
A summary of effluent concentrations, as determined by CONSWLA, are presented in Table 7. Inside Mixing Zone Maximums are included for comparison purposes.
References:
Crowell, Randal J. (1987). "CONSWLA Conservation Substance Wasteload Allocation Program, User's Guide" Ohio Environmental Protection Agency, Water Quality Modeling Section
Ohio Environmental Protection Agency - Division of Surface Water (1994) "Biological and Water Quality Study of Mill Creek and Tributaries - BuUer and Hamilton Counties, Ohio" - Volumes 1 and 2
Ohio Environmental Protection Agency (1991) "Ohio Water Quality Standards -Chapter 3745-1 of the Administrative Code"
Ohio Environmental Protection Agency (1995) "Annual and Seasonal Statistics for Selected STORET Water Quality Stations" (Computer printout provided by the OEPA - February 15,1995)
26J5-.4
/WARREN CO.
river mile at monitoring sites
The Mill Creek study area showing principal streams and tributaries, and water quality raonitoring sites.
SOURCE: BIOLOGICAL AND WATER QUALITY STUDY OF MILL CREEK AND TRIBUTARIES, BUTLER AND HAMILTON COUNTIES, OHIO, VOLUME 1, APRIL 15, 1994, OEPA TECHNICAL REPORT S W S / 1 9 9 3 - 1 2 - 9
CRA
figure 1 ASSIMILATION EVALUATION
SUBJECT AREA Pristine, Inc, Site
3250 (L) MAR 09/95(W) REV.O
BACKGROUND
G.E. TRIBUTARY
1
SHELL (COOPER CREEK)
PRISTINE. INC.
CRA
figure 2 ASSIMILATION EVALUATION
MODEL SCHEMATIC Pristine, Inc. Site
3250 (L) MAR 09/95(W) REV.O (P27a)
TABLE 1 PRISTINE INC. SITE
PARAMETERS DETECTED IN GROUNDWATER ASSIMILATION ASSESSMENT
PRISTINE, INC., OHIO
Parameter Parameter
Ammonia
Dissolved Solids
Fluoride
Suspended Solids
Aluminum
Antimony
Arsenic
Barium
Beryllium
Cadmium
Calcium
Chromium
Cobalt
Copper
Cyanide
Iron
Lead
Magnesium
Manganese
Nickel
Potassium
Selenium
Silver
Sodium
Thallium
Varmdium
Zinc
Polychlorinated biphenyls
Alpha-hexachlorocyclohexane Beta-hexachlorocydohexane
DDT Dieldrin Endrin
Gamma-hexachlorocydohexane Heptachlor
1 -Diciiloro benzene
1^-Dichlorobenzene
1,4-Dichlorbenzene
2,4-Dichlorophenol
2,6-Dinitrotolucne
2-Methylphenol
4-Oiloro-i-methylphetwl
4-Methylphenol
Acenapthene
Bis (2<hloroethyl) ether
Bis(2-ethylhexyl) phthalate
Butyl benzyl phthalate
Di-n-butylphthalate
Di-n-octylphihalate
Diethylphthalate
Dimethylphthalate
Fluoranthene
Isophorone
N-Nitrosodiphenylamine
Naphthalene
Pentachlorophenol
Phenol
1,1,1-Trichloroethane l,lZ2-Tetrachloroethane
l,U-Trichloroethane
1,1-Dichloroethane
1,1-Dichloroethene 1,2-Dichloroethane
1,2-Dichloroethene (traiw) 2-Butanone
4-methyl-2-pentanone Acetone Benzene
Carbon Disulfide Carbon Tetrachloride
Chlorobenzene Chloroethane
Chlorides Chloroform
Ethylbenzene Halomethanes
Methylene Chloride Styiene
Tetrachloroethene Toluene
Total Xylenes Trichloroethene Vinyl Chloride
Nalss: No applicable water quaUty standard applies to the parameters in italics.
These parameters were not assessed in the assimilation assessment.
TABLE 2
PRISTINE INC. SITE
SUMMARY OF WATER QUALITY STANDARDS
Applicable Flow Rate
Parameter
HH Harmonic
Mean
V^ater Quality
Standard ( H ^ L )
AWS Harmonic
Mean
AL
Q 30,10
ALiMAX)
^7,10
mzM N / A
Ammonia
Dissolved Solids
Fluonde
Suspended Solids 2,000
1,150
1,500,000
30,000
9,050
45,000
Polychlorinated biphenyls 0.00079
Alpha-hexachlorocyclohexane
Beta-hexachlorocydohexane
DDT Dieldrin Endrin Gamma-hexachlorocydohexane
Heptachlor
o:3i
0.55
0.00024
0.00076
-0.63
0.0028
1.2-Dichlorobenzene
1,3-Dichloroben2ene
1,4-Dichlorbeiuene
2,4-Dichlorophenol
2,6-Dinitrotoluene
2-Methylphenol
4-Methylphenol
Acenapthene Bis (2-chloroethyl) ether
0.001
0.005 0.002
0.01
0.001
11 87
43 18
42
2 2 ^
6.2 67
-----
160 250
no 200
950
500
140 67
---
. --
320 500 220 400
1,900
1,000
280 134
13.6
Page 1 01 :
TABLE 2
PRISTINE INC. SITE
SUMMARY OF WATER QUALITY STANDARDS
Applicable Flow Rate
Parameter
HH Harmonic
Mean
Water Quality
Standard (figlL)
AWS Hannonic
Mean
AL
Q 30,10
AL(MAX)
^7,10
IMZM N / A
Bis(2-ethylhexyl) phthalate
Butyl benzyl phthalate
Di-n-butyiphthalate
J ^ Diethylphthalate Dimethylphthalate Fluoranthene Isophorone N-Nitrosodiphenylamine Naphthalene Pentachlorophenol Phenol
59
12,000
120,000 2,900,000
54 520,000
161
8.4
49
190
120 73 8.9 900 13 44 14
370
1,100
230
350
^ ^ 2,600 1,700 200
6,000 290 160 24
5300
2,200
460
700
5,200 3,300 400
12,000 580 320 48
11,000
1,1,1-Trichloroethane 1,1,2,2-Tetrachloroethane 1,1,2-Trichloroethane
1,030,000 107 418
88 360 650
2,000 1,000 2,000
3,900 2,000 4,000
1,1-Dichloroethene 1,2-Dichloroethane 1,2-Dichloroethene (trans) 2-Butanone
32 990
Chloroform Ethylbeiuene Halomethanes
Methylene Chloride Styrene Tetrachloroethene Toluene
29,000
4,700
3300 300,000
430
56
73
1,700
1,800
1,400
9,700
1,300
540
2,400
3,000
24,000
14,000
320,000
3,600
2,800
19,000
2,500
1,100
4,800
Tr ichloroethene
Vinyl Chlor ide
Notes:
HH - Human Health
AWS - Agricultural Water Supply
AL - Aquatic Life (30 Day Average)
AL(MAX) - Aquatic Life (Maximum)
IMZM - Aquatic Life Inside Mixing Zone Maximum
807 5,250
75 1,700
[1] -Based on dowTutream Mill Creek haidneas of
238.9 mg/L as CaC03
N/A-Not Applicable
No applicable water quality standard
3,400
nsoMus-n Page : o f :
TABLE 3
PRISTINE INC SITE
SUMMARY OF WATER QUALITY DATA
HUMAN HEALTH CRITERIA - HARMONIC MEAN FLOW
Parameter
Results (Pristine Flow = ISOgpm (0.334 cfs))
Mill Creek G.E. Shell AllowabU
Water Quality Background Effluent Effluent Effluent
Standard (figlL) Concentration Concentration Concentration Concentration
HH (fgIL) (HgIL) (figlL) digIL)
Page 1 ot :
TABLE 3
PRISTINE INC SITE
SUMMARY OF WATER QUAUTY DATA
HUMAN HEALTH CRITERLA - HARMONIC MEAN FLOW
^Results (Pristine Flow = ISOgpm (0.334 cfs))
Mill Creek G.E. Shell AllowabU
Water Quality Background Effluent Effluent Effluent
Standard (figlL) Concentration Concentration Concentration Concentration
Parameter
Di-n-butylphthalate
Trichloroethene
Vinyl Chloride
807
5,250
2.5*
5**
2.5 912214
2.5
5
2.5 912214
2.5
5
257310
912214
59189
385874
Notes :
Background Fkjw «16.491 cfs
(GE) - General Electric is permitted to disctiarge this compound
(Shell) - Shell is peimiued to discharge this compouiul
HH - Human Health Water Quality Critenon
I - No applicable water quaUty standard
. [lj-BaacdondowratreamMillCnekhardne9Sof238.9mg/L
* - Background coiventratian taken as the default upstream value as per fax received from Eric Pineiro, Ohio EPA -12/8/94
** - Background concentration taken as Ihe 50th percentile valuie of the STORET data
*** - Background cocKeittratkjn taken as upstream concentration (RM 14.75) from the Ohio EPA - Mill Creek Study
****-Background concentration taken as one half the quantitation (detection) limit
(Vi) - Background concentration taken as one half the applicable water quality standard
TABLE 4
PRISTINE INC SITE
SUMMARY OF WATER QUALITY DATA
AGRICULTURAL WATER SUPPLY CRITERIA - HARMONIC MEAN FLOW
Parameter
Results (Pristine Flow = ISOgpm (0.334 cfs))
Mill Creek G.E. Shell Allowable
Water Quality Background Effluent Effluent Effluent
Standard (figlL) Concentration Concentration Concentration Concentration
AWS (!ig/U (HXIE) (}iglL) (Hg/L)
100 0 . 1 "
^ ^ T ? ^ ^ •'•iSrW^-r:M^^ i | ^ ^ ^ • ^ S ^ ^ •;: i i^^^^lS^
•:-. : : r-"L«|.l|lm
• ' ^ - ^ . ^
L.y#i^SI«p>ii»H-.:: ••••«•"
tfq
^^3 JJ I- J,.ss • . i«" i
. - . ^ . • • fly
-r f • * .
i - * ! f # - . s . - 2 ? * " * * • " . • "
'•-»i?!
fjfifl Ba(2-tllnlhnyU phlUttle - "-_
j » *
5 " ~
• « 3 i :
; ? • - * 3-
7TT
l ^ T J E T
s ^ ™ ^ ^*6i5cv.':>
' - I ^ - • •
i i ^ ^ ^ ^ t ^
i - . ^ . . f t
.. .._.-* • : : ; • • *? ,?* ' • • • • • .
l iT-r
> " ' ?
. » * ? i t
X,
K-*?-!-
H-
TABLE 4
PRISTINE INC SITE
SUMMARY OF WATER QUALITY DATA
AGRICULTURAL WATER SUPPLY CRITERLA - HARMONIC MEAN FLOW
Water Quality Standard (fi!(IL)
, Results (Pristine Flow a ISOgpm (0.334 cfs))
Mill Creek G.E. Shell Allowable
Background Effluent Effluent Effluent Concentration Concentration Concentration Concentration
Parameter
Notffi;
Background Fk>w - 16.491 cfs (CE) - General Electric is pel mil led to discharge thb compound
(Shell) - Shell is pennilted to discharge this compound AWS • Agricultural Water Supply Water Quality Criterion
• No applicable water quality stai«dard • Based on dowTStream Mill Cieek hardness of 238.9 mg/L
* - Background concentration taken as the default upstream value as per fax reoeivad from Eric Pinein), Ohk> EPA -12/8/94 ** • Background coiwentration taken as the 50th percentile value of the STORET data
*~ - Background concBittitian taken as upstnunconcentratun (RM 14.75).from theOhk> EPA - Mill CieekStudy **** - Background concentration taken as one half the quantitation (detection) limit (H) - Background coitcentration taken as orw half the applicable water quality standard
111-
Pain- : .If
i ADUC 3
PRISTINE INC SITE
SUMMARY OF WATER QUALITY DATA
AQUATIC LIFE CRITERLA (30 DAY AVG.) - Q30,10 FLOW
Parameter
Ammonia - Summer Flow = 6.510 cfs
Ammonia - Annual Flow = 5.153 cis
Dissolved Solids
Suspended Solids
Results (Pristine Flow = ISOgpm (0.334 cfs))
Mill Creek OE. Shell Allowable
Water Quality Background Effluent Effluent Effluent
Standard ()tglL) Concentration Concentration Concentration Concentration
Bis(2-ethylhexyl) phthalate Butyl benzyl phthalate
Pai;e '. r :
TABLE 5
PRISTINE INC SITE
SUMMARY OF WATER QUALITY DATA
AQUATIC LIFE CRITERLA (30 DAY AVG.) - Q30,10 FLOW
Parameter
Di-n-butylphthalate
Diethylphthalate
Dimethylphthalate Fluoranthene
Isophorone
N-Nitrosodiphenyiamine
Naphthalene (GE)
Pentachlorophenol Phenol
1,1,1-Trichloroethane (GE) 1,1,2^-Tetrachloroethane 1,1,2-Trichloroethane
1,1-Dichloroethene 1,2-Dichloroethane 1,2-Dichloroethene (trans) 2-Butanone
• Results (Pristine Flow » ISOgpm (0.334 cfs))
Mill Creek G.E. Shell AllowabU
Water Quality Background Effluent Effluent Effluent Standard (figlL) Concentration Concentration Concentration Concentration
AL
190
120 73 8.9
900
13
44 14
370
88 360 650
78 3,500
" 310 7,100
WE)
5—* 5**** 5 —
5»—
(V4) 5»-»
2.5— 2.5— 2.5—
jypiiiiiiBi 2.5— 0.015* 2.5—
WD
5
5 5 5
5
5 69 7
.5
143 25 2.5
2.5 0.015
2.5 5
WD WD 1
5
5 5 5
5 5 7
5
15 2.5 2.5
2.5 0.015
2.5 5
7334|
4561 2699 159
35459
322 69
284
14464
143 14164 25652
2993 138647
12184 281065
Acetone Benzene (GE U SheU)
Carbon tetrachloride Chlorobeiuene
Chloroform Ethylbenzene (GE & Shell)
Methylene Chloride Styrene Tetrachloroethene Toluene (GE&SheU)
78,000 560
280 26
79
62
430 56 73
1700
25*-» 2.5—
2.5— 2.5—
0.025* 0.1*
0.13* 2.5**-2.5—
0.1*
0.025
101
0.025
101 3128
101
0.13 15 2.5
2783
0.13 15 2.5
2783
17029 2122 2795 2783
Notes :
Background Fbw a J.is ds
(GE) - General ElacHk is peiurilled to discharge this compound
(Shell) - Shell is permitted to discharge this compouitd
AL • Aquatic Life Water Quality Criterion (Maximum)
• No appUcabIc water quality standard
- Based on downttream Mill Creek hardneM of 238.9 mg/L
* - Background concentration taken as the default upstream value as per fax received from Eric Pineiro, Ohk> EPA • 12/8/94
** - Background concentration ttken as the 50th percentik value of the STORET date
•** • Background concaination taken as upetieamcuniMnUaiMn (RM 14.75) fiom the Ohio EPA-MIU Creek Study
*~* - Backgrtnmd concentration ukan aa one half the quanhtaticn (detection) limit
(Vi) • Background concentration taken as one half the applicable water quality standard
m-
Page 2 of 2
TABLES PRISTINE INC. SITE
SUMMARY OF WATER QUALfTY DATA AQUATIC LIFE CRITEIUA (MAXIMUM) • Q7,10 FLOW
Parameter
Ammonia - Summer Flow = 4.340 ds Ammonia - Armual Flow = 3.616 cfs
Results (, .tine Flow = ISOgpm (0.334 cfs)) Mill Creek G.E. Shell AllowabU
Water Quality Background Effluent Effluent Effluent Standard (iigIL) Concentration Concentration Concentration Concentration
Bis(2-ethylhexyl) phthalate Butyl tjenzyl phthalate
Pat:e 1 ot :
TABLE 6 PRISTINE INC SITE
SUMMARY OF WATER QUALITY DATA AQUATIC LIFE CRITERLA (MAXIMUM) • Q7,10 ROW
Parameter
Di-n-butylphthalate
ResulU (Pristine Flow » ISOgpm (0.334 cfs)) Mill Creek G.E. Shell AllowabU
Water Quality Background Effluent Effluent Effluent Standard (itgIL) Concentration Concentration Concentration Concentration
AL(MAX)
350
WD
5 —
W D
5
W D
5
W D
12087
Diethylphthalate Dimethylphthalate Fluoranthene Isophorone N-Nitrosodiphenylamine Naphthalene (GE) Pentachlorophenol Phenol
1,1,1-Trichloroethane (GE) 1,1,2,2-Tetrachloroethane 1,1,2-Trichloroethane
2,600 1,700 200
6,000 290
160 24
5300
2,000 1,000 2,000
5 — 5 — 5 — 5 — 5 — 5 — (Vi)
2.5— 2.5*-* 2.5»—
5 5 5 5 5
230 12 5
2898 15 15
5 5 5 5 5 5
12 5
2.5 2.5 2.5
90884 59366 6834
209956 9986 230 432
185441
2898 34396 69957
1,1-Dichloroethene 1,2-Dichloroethane 1,2-Dichloroethene (trans) 2-Butanone
Methylene Chloride Styrene Tetrachloroethene Toluene (GE&SheU)
1300 12,000 7,000
160,000
2.5*— 0.015* 2.5*-* 5 — '
2.5 0.015
2.5 5
2.5 0.015
2.5 5
52446 420251 245062
5603184
9,700 1,300 540
2,400
0.13* 2.5— 2.5—
0.1*
0.13 2.5 15
3474
0.13 15 15
3474
339699 45442 18826 3474
Notes :
Background Fbw • 3.616 ds (CE) - General Electric is peiuulled to discharge this compound
(SheU) - Shell is pettnitled to discharge this compound AUMAX) • Aquatic Life Water Quality Criterion (30 day average)
- I k> applicable water quality standard - Based on downstnam Mill Creek hardnea of 238.9 mg/L
* -Background concentration taken as the default upstream value as per fax received from Eric Pineiro, Ohio EPA-12/8/94
** • Background coiKentration taken a* the 50lh percentile value of the STORET data
***-Background concentratian taken as upstream concentratun (RM 14.75) from the Ohu EPA - Mill Creek Study
"** - Backgrouttd ccncentration taken as one half the quantitatlan (detection) limit
(Wl - Background concentration taken as one half the applicable water quality standard
m-
Page 2 of 2
TABLE 7 PRISTINE INC SITE
SUMMARY OF WATER QUALITY DATA PRISTINE DISCHARGE FLOW ^ ISOGPM
Parameter IMZM HH
Allowable Effluent Concentration 9150 GPM (0.334 cfs) AWS AL AL (Max)
Ammonia - Summer Flow Ammonia - Winter Flow Dissolved Solids Fluoride Suspended Solids
W D W D W D W D W D
324,977 306,053
4-Methylphenol Acenapthene Bis (2-chloroethyl) ether Bis(2-ethylhexyl) phthalate 2,200 38,353
3250.84 Page 1 of:
TABLE 7
PRISTINE I N C SITE
SUMMARY OF WATER QUALITY DATA
PRISTINE DISCHARGE FLOW - ISOGPM
AllowabU Effluent Concentration
9150 GPM (0.334 cfs)
Parameter
Butyl benzyl phthalate Di-n-butylphthalate
IMZM WD
460 700
HH WD
™ 882,463t
AWS
WD
m AL
WD
1,748 7,334
AL(Max) WD
7,885 12,087
Diethylphthalate
Dimethylphthalate
Fluoranthene Isophorone N-Nitrosodiphenylamine Naphthalene (GE) Pentachlorophenol Phenol
1,1,1-Trichloroediane (GE) 1,1,2,2-Tetrachloroethane 1,1,2-Trichloroethane
5,200 3,300 400
12,000 580 320 48
11,000
3,900 2,000 4,000
8327,900 99,999,000
3,610 38,255,450
11,482
^^».;g;g' - j j i f^pJ^WIPCil
3,136,198 7,690
30370
4361 2,699
159 35,459
322 69
284 14,464
143 14,164 25,652
90,884 59366 6,834
209,956 9,986
230 432
185,441
2,898 34396 69,957
1,1 -Dichloroethene 1,2-Dichloroethane 1,2-Dichloroethene (trans) 2-Butanone
3,000 24,000 14,000
320,000
2,173 72,832
gaauBBH I^PMM
2,993 138,647 12,184
281,065
52,446 420,251 245,062
5,603,184
Acetone Benzene (GE&SheU)
1,100,000 2,100
Carbon tetrachloride Chlorobenzene
3300 1,200
Chlorofonn Ethylbenzene (GE & Shell) Halomethanes Methylene Chloride Styrene Tetrachloroethene Toluene (GE&SheU)
3,600 2,800
-19,000 2300 1,100 4,800
mssm 88,180
344322
257310 912,214
17,029 2,122 2,795 2,783
339,699 45,442 18,826 3,474
Trichloroethene Vinyl Chloride
3,400 59,1891 3853741
Notes:
(GE) - General Electric is peruiilled to discharge this compounl
(Shell) - SheU is pet milled to discharge this compound
HH -Human Health Water Quality Criterion
AWS • Agricultural Water Supply Water Quality Critcricn
AL - Aquatic Life Water Quality Crilericfi (30 day avenge)
AUMAX) • Aquatic Lifa Water Quality Critetlon (Maximum)
IMZM - Aquatic Life Inside Mixing Zone Maximum Water Quality Criterion
59,451 |
3250.84 Page 2 of 2
APPENDIX G
INFORMATION REQUIRED FOR
DISCHARGE TO SURFACE WATER
325007)
Discharge Infonnation Pristine Inc Site
1) Site Name - Pristine Inc. Site Discharge Name - Pristine Facility Trust
2) Discharger Location - City of Reading - Hamilton County
(see Attachment 1)
3) Receiving Stream Map - Mill Creek - River Mile #13.72 (approximately)
(see Attachment 1)
4) Cause
The water to be discharged is treated groundwater resulting from a CERCLA site cleanup.
5) List of Pollutants
The pollutants that may be discharged for the Phase II and III operations are listed in Table 1 of Attachment 2. The effluent does not exist at this time. Therefore, there is no description of analytical methods and detection limits. The predicted effluent concentration cannot be determined at this time but will be governed by the discharge limits established by OEPA, the concentrations in the groundwater and the removal efficiency of the proposed treatment facility.
6) Flow Rate
The Phase II and HI combined Flow Rate is expected to be 150 gpm.
7) Date of Commencement
The discharge is expected to commence in the fall of 1995.
8) Duration of Discharge
The remedial action for groundwater which includes Phases II and III is expected to continue for 30 years or more.
3Z0/Mlsc/Dladurp Infcnnetloii
ATTACHMENT 1
COPY OF USGS MAP - DISCHARGE LOCATION
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ATTACHMENT 2
POTENTL\L DISCHARGE POLLUTANTS
TABLE 1 PRISTINE INC SITE
PARAMETERS DETECTED IN GROUNDWATER ASSIMILATION ASSESSMENT
PRISTINE, INC, OHIO
Parameter Parameter
Ammonia
Dissolved Solids
Fluoride
Suspended Solids
Aluminum
Antimony
Arsenic
Barium
Beryllium
Cadmium
Calcium
Chromium
Cobalt
Copper
Cyanide
Iron
Lead
Magnesium
Manganese
Nickel
Potassium
Selenium
Silver
Sodium
Thallium
Vanadium
Zinc
Polychlorinated biphenyls
Alpha-hexadilorocydohexane
Beta-hexachlorocydohexane
DDT Dieldrin
Endrin
Gamma-hexachlorocydohexane
Heptachlor
1,2-Dichlorobenzene
l,3-Dtchioroben2ene
1,4-Dichlorfoenzene
2,4-Dichlorophenol
2,6-Dinitrotoluene
2-Methylphenol
4-Chloro-3-methylphenol
4-Methylphenol
Acenapthene
Bis (2-chloroethyl) ether
Bis(2-ethylhexyl) phthalate
Butyl benzyl phthalate
Di-n-butylphthalate
Di-n-octylphthalate
Diethylphthalate
Dimethylphthalate
Fluoranthene
Isophorone
N-Nitrosodiphenylamine
Naphthalene
Pentachlorophenol
Phenol
1,1,1-Trichloroethane
l,lZ2-Tetrachloroethane
1,1,2-Trichloroethane
1,1-Dichkmxthane
1,1-Dichloroethene
1,2-Dichloroethane
1,2-Dichloroetheiw (trans)
2-Butanone
4-methyl-l-pentanom
Acetone
Benzene
Carbon Disulfide
Carbon Tetrachloride
Chlorobenzene
Chloroethane
Chlorides
Chloroform
Ethylbenzene
Halomethanes
Methylene Chloride
Styrene
Tetrachloroethene
Toluene
Total Xylenes
Trichloroethene
Vinyl Chloride
3250M23S.T1 No applicable water quaUty standard applies to the parameters m italics.
These parameten were not assessed in the assimilation assessment.
APPENDIX H
AIR DISPERSION MODELING
32007)
04/25/95 15:24:29
*** SCREEN2 MODEL RUN *** *«* VERSION DATED 92245 ***
Treatment System Emissions - No Building Downwash or Cavity
SIMPLE TERRAIN INPUTS: SOURCE TYPE EMISSION RATE (G/S) STACK HEIGHT (M) STK INSIDE DIAM (M) STK EXIT VELOCITY (M/S) STK GAS EXIT TEMP (K) AMBIENT AIR TEMP (K) RECEPTOR HEIGHT (M) URBAN/RURAL OPTION BUILDING HEIGHT (M) MIN HORIZ BLDG DIM (M) MAX HORIZ BLDG DIM (M)
POINT 1.00000 10.6700 .6096 .6595 .0000 .0000 .0000. URBAN .0000 .0000 .0000
5 293 293
STACK EXIT VELOCITY WAS CALCULATED FROM VOLUME FLOW RATE = 3500.0000 (ACFM)
BUOY. FLUX = 000 M**4/S**3; MOM. FLUX = 2.976 M**4/S**2.
*** FULL METEOROLOGY ***
**********************************
••* SCREEN AUTOMATED DISTANCES *** **********************************
TERRAIN. HEIGHT OF 0. M ABOVE STACK BASE USED FOR FOLLOWING DISTANCES
DIST (M)
1. 100. 200. 300. 400. 500. 600. 700. 800. 900. 1000.
CONC (UG/M**3)
.0000 466.2 49 3.0 344.0 238.6 174.3 133.5 106.2 87.09 73.11 62.56
STAB
1 4 6 6 6 6 6 6 5 6 6
UIOM (M/S)
1.0 1.0 1.0 1.0 1.0 1.0 1.0. 1.0 1.0 1.0 1.0
USTK (M/S)
1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0
MIX HT (M)
320.0 320.0
10000.0 10000.0 10000.0 10000.0 10000.0 10000.0 10000.0 10000.0 10000.0
PLUME HT (M)
20.92 20.85 17.27 17.27 17.27 17.27 17.27 17.27 17.27 17.27 17.27
SIGMA Y (M)
.97 15.96 21.25 31.24 40.90 50.24 59.30 68.09 76.62 84.91 92.99
SIGMA Z (M)
.95 14.10 14.16 20.02 25.37 30.30 34.87 39.16 43.19 47.01 50.63
DWAS
NO NO NO NO NO NO NO NO NO NO NO
yiKKiyiim I -HR CONCENTRATION AT OR BEYOND l . M: 165. 52.0.7 6 1.0 1.0 10000.0 17.27 17.78 12.03 NO
DWASH= MEANS NO CALC MADE (CONC = 0.0) DWASH=NO MEANS NO BUILDING DOWNWASH USED DWASH=HS MEANS HUBER-SNYDER DOWNWASH USED DWASH=SS MEANS SCHULMAN-SCIRE DOWNWASH USED DWASH=NA MEANS DOWNWASH NOT APPLICABLE, X<3*LB
******************************* ***«•*«*
*** SUMMARY OF SCREEN MODEL RESULTS ***
CALCULATION MAX CONC DIST TO TERRAIN PROCEDURE (UG/M**3) MAX (M) HT (M)
SIMPLE TERRAIN 520.7 165. 0.
***************************************************
** REMEMBER TO INCLUDE BACKGROUND CONCENTRATIONS **
04/25/95 15:59:48
*** SCREEN2 MODEL RUN *** *** VERSION DATED 92245 ***
Treatment System Emissions - With Silo Building Downwash and Cavity
SIMPLE TERRAIN INPUTS: SOURCE TYPE EMISSION RATE (G/S) STACK HEIGHT (M) STK INSIDE DIAM (M) STK EXIT VELOCITY (M/S) STK GAS EXIT TEMP (K) AMBIENT AIR TEMP (K) RECEPTOR HEIGHT (M) URBAN/RURAL OPTION BUILDING HEIGHT (M) MIN HORIZ BLDG DIM (M) MAX HORIZ BLDG DIM (M)
POINT 1.00000 10.6700 .6096 6595 0000 0000 .0000 URBAN
27.0000 9.0000 85.0000
5 293 293
STACK EXIT VELOCITY WAS CALCULATED FROM VOLUME FLOW RATE = 3500.0000 (ACFM)
BUOY. FLUX = .000 M**4/S**3; MOM. FLUX =
*** FULL METEOROLOGY ***
A * * * * - * * * * * * * * * * * * * * * * * * * * * * * * * * * * *
*** SCREEN AUTOMATED DISTANCES *** **********************************
2.976 M**4/S**2,
*** TERRAIN. HEIGHT OF 0. M ABOVE STACK BASE USED FOR FOLLOWING DISTANCES
DIST (M)
1. 100. 200. 300. 400. 500. .600. 700. 800. 900. 1000.
MAXIMUM 81.
CONC (UG/M**3)
.0000 433.0 282.9 190.1 142.0 111.3 90.35 75.34 64.16 55.57 48.80
STAB
0 3 6 6 6 6 6 6 6 6 6
1-HR CONCENTRATION 472.3 3
UIOM (M/S)
.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0
AT OR 1.0
USTK (M/S)
.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0
BEYOND 1.0
MIX HT (M)
.0 320.0
10000.0 10000.0 10000.0 10000.0 10000.0 10000.0 10000.0 10000.0 10000.0
1. M: 320.0
PLUME HT (M)
.00 10.78 10.77 10.77 10.77 10.77 10.77 10.77 10.77 10.77 10.77
10.78
SIGMA Y (M)
.00 31.19 37.89 46.23 55.41 64.32 72.96 81.36 89.53 97.48 105.23
29.98
SIGMA Z (M)
.00 20.17 26.87 33.76 38.12 42.21 46.08 49.75 53.25 56.60 59.81
18.97
3 WAS:
NA SS SS SS SS SS SS SS SS SS SS
SS
DWASH= MEANS NO CALC MADE (CONC =.0.0) DWASH=NO MEANS NO BUILDING DOWNWASH USED DWASH=HS MEANS HUBER-SNYDER DOWNWASH USED DWASH=SS MEANS SCHULMAN-SCIRE DOWNWASH USED DWASH=NA MEANS DOWNWASH NOT APPLICABLE, X<3*LB
CAVITY CALCULATION CAVITY CALCULATION - 2
CONC (UG/M**3) CRIT WS 910M (M/S) CRIT WS a HS (M/S) DILUTION WS (M/S) CAVITY HT (M) CAVITY LENGTH (M) ALONGWIND DIM (M)
290.5 1 1 1
55 148 9
00 01 00 01 27 00
CONC {UG/M**3) CRIT WS ®10M (M/S) CRIT WS @ HS (M/S) DILUTION WS (M/S) CAVITY HT (M) CAVITY LENGTH (M) ALONGWIND DIM (M)
2743. 1.00 1.01 1.00
27.72 14.54 85.00
*************************************** *** SUMMARY OF SCREEN MODEL RESULTS *** ***************************************
CALCULATION PROCEDURE
SIMPLE TERRAIN
BUILDING CAVITY-1 BUILDING CAVITY-2
MAX CONC (UG/M**3)
472.3
290.5 2743.
DIST TO MAX (M)
81.
148. 15.
TERRAIN HT (M)
0.
-- (DIST = -- (DIST =
= CAVITY LENGTH) = CAVITY LENGTH)
** REMEMBER TO INCLUDE BACKGROUND CONCENTRATIONS ** ***************************************************
04/25/95 15:56:27
*** SCREEN2 MODEL RUN **• *** VERSION DATED 92245 ***
Treatment System Emissions - With Treatment Building Downwash and Cavity
SIMPLE TERRAIN INPUTS: SOURCE TYPE EMISSION RATE (G/S) STACK HEIGHT (M) STK INSIDE DIAM (M) STK EXIT VELOCITY (M/S) STK GAS EXIT TEMP (K) AMBIENT AIR TEMP (K) RECEPTOR HEIGHT (M) URBAN/RURAL OPTION BUILDING HEIGHT (M) MIN HORIZ BLDG DIM (M) MAX HORIZ BLDG DIM (M)
POINT 1.00000 10.6700
.6096 5.6595
293.0000 293.0000
.0000 URBAN 9.7500 16.7600 30.4800
STACK EXIT VELOCITY WAS CALCULATED FROM VOLUME FLOW RATE = 3500.0000 (ACFM)
BUOY. FLUX = .000 M**4/S**3; MOM. FLUX = 2.976 M**4/S**2,
*** FULL METEOROLOGY ***
**********************************
*** SCREEN AUTOMATED DISTANCES *** **********************************
*** TERRAIN.HEIGHT OF 0. M ABOVE STACK BASE USED FOR FOLLOWING DISTANCES
DIST (M)
1. 100.
.'lAXIMUM 44.
CONC (UG/M**3)
.0000 893.9
STAB
0 4
1-HR CONCENTRATION 1394. 3
UIOM (M/S)
.0 1.0
AT. OR 1.0
USTK (M/S)
.0 1.0
BEYOND 1.0
MIX HT (M)
.0 320.0
1. M: 320.0
PLUME HT (M)
.00 13.54
12.33
SIGMA Y (M)
.00 15.69
9.81
SIGMA Z (M)
.00 13.79
9.00
3 WASH
NA 3S
33
DWASH= MEANS NO CALC MADE (CONC =0.0) DWASH=NO MEANS NO BUILDING DOWNWASH USED DWASH=HS MEANS HUBER-SNYDER DOWNWASH USED DWASH=SS MEANS SCHULMAN-SCIRE DOWNWASH USED DWASH=NA MEANS DOWNWASH NOT APPLICABLE, X<3*LB
*** CAVITY CALCULATION CONC (UG/M**3) CRIT WS aiOM (M/S) = CRIT WS a HS (M/S) = DILUTION WS (M/S) = CAVITY HT (M) CAVITY LENGTH (M) = ALONGWIND DIM (M)
*** CAVITY CALCULATION - 2 755.6 5.86 5.94 2.97 11.42 25.01 16.76
CONC (UG/M**3) CRIT WS 910M (M/S) = CRIT WS a HS (M/S) = DILUTION WS (M/S) = CAVITY HT (M) CAVITY LENGTH (M) = ALONGWIND DIM (M) =
682.6 11.80 11.95 5.98 10.02 20.51 30.48
***************************************
*** SUMMARY OF SCREEN MODEL RESULTS ***
CALCULATION PROCEDURE
SIMPLE TERRAIN
BUILDING CAVITY-1 BUILDING CAVITY-2
MAX CONC (UG/M**3)
1394.
755.6 682.6
DIST TO MAX (M)
44.
25. 21.
TERRAIN HT (M)
(DIST = CAVITY LENGTH) (DIST = CAVITY LENGTH)
***************************************************
*• REMEMBER TO INCLUDE BACKGROUND CONCENTRATIONS ** ***************************************************
APPENDIX I
INFORMATION REQUIRED FOR PERMIT-TO-INSTALL
(TO BE COMPLETED)
3250(37)
