Quality • Integrity • Creativity • Responsiveness
SKINNER LANDFILL
FINAL SOILVAPOR EXTRACTION
SYSTEM FEASIBILITYINVESTIGATION
WEST CHESTERBUTLER COUNTY, OHIO
PREPARED BY:
RUST ENVIRONMENT &INFRASTRUCTURE INC
11785 HIGHWA Y DRIVESUITE 100
CINCINNATI, OHIO 45241(513) 483-5300
AUGUST 1995
SKINNER LANDFILL
FINAL SOILVAPOR EXTRACTION
SYSTEM FEASIBILITYINVESTIGATION
WEST CHESTERBUTLER COUNTY, OHIO
PREPARED BY:
RUST ENVIRONME\T AINFRASTRUCTURE I\C.
11785 HIGHWA Y DRII ESUITE 100
CINCINNATI, OHIO 45241(513) 483-5300
AUGUST 1995
SKINNER LANDFILL
FINAL SOH. VAPOR EXTRACTIONSYSTEM FEASIBILITY INVESTIGATION
WEST CHESTER, BUTLER COUNTY, OHIO
Prepared by:
Rust Environment & Infrastructure, Inc.11785 Highway Drive, Suite 100
Cincinnati, Ohio 45241(513) 483-5300
August 7, 1995
Revision 1
Skinner LandfillSoil Vapor Extraction
System Feasibility Investigation
Prepared by: Rust Environment & Infrastructure Inc.11785 Highway Dr., Suite 100Cincinnati, Ohio 45241on behalf of the Skinner Landfill PRP Group
Date: August 7, 1995
Approvals:Jarney Bell /
•'TJ.S. EPA Remedial Project Manager
Date
Larryl/BonsT Ph.D.PRP Group Technical Committee ChairmanDow Chemical Company
Date
Date.Edward C. Copeland, P.E.Technical Project Manager for the PRP GroupRust Environment & Infrastructure Inc.
Skinner LandfillButler County. Ohio_____________________________________SVE System Feasibility Investigation
TABLE OF CONTENTS
LIST OF ACRONYMS/ABBREVIATIONS . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . iii
EXECUTIVE SUMMARY . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . iv
1.0 INTRODUCTION . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 11.1 SITE LOCATION AND DESCRIPTION . . . . . . . . . . . . . . . . . . . . . . . 11.2 SITE HISTORY AND BACKGROUND . . . . . . . . . . . . . . . . . . 21.3 GENERAL SOIL VAPOR EXTRACTION
TECHNOLOGY DESCRIPTION . . . . . . . . . . . . . . . . . . . . . . . . 2i
2.0 PROJECT SCOPE AND OBJECTIVES . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 4
3.0 SUPPLEMENTAL INVESTIGATION ACTIVITIES . . . . . . . . . . . . . . . . . . . 53.1 SUBSURFACE INVESTIGATION - BURIED LAGOON PERIMETER 53.2 GEOTECHNICAL LABORATORY ANALYSES . . . . . . . . . . . . . . . . 5
4.0 SUPPLEMENTAL INVESTIGATION F I N D I N G S . . . . . . . . . . . . . . . . . . . . . 6
5.0 SOIL VAPOR EXTRACTION FEASIBILITY ASSESSMENT . . . . . . . . . . . 1051 MODFLOW APPLICATIONS AND FINDINGS . . . . . . . . . . . . . . . 105.2 HYPERVENTILATE SOFTWARE APPLICATIONS AND FINDINGS . 11
6.0 CONCLUSIONS AND RECOMMENDATIONS . . . . . . . . . . . . . . . . . . . . . . 13
LIST OF FIGURES
Figure
1 Site Location Map2 Buried Lagoon Test Boring Configuration3 Soil Venting MODFLOW Simulation - Finite Difference Grid System4 Approximate Line of SVE Wells for Containment
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TABLE OF CONTENTS (continued)
LIST OF TABLES
Table
1 Geotechnical Analyses Results
LIST OF APPENDICES
Appendix
A Soil Borehole LogsB Grain Size Distribution ReportsC Coefficient of Uniformity and Curvature FormulasD USDA Triangle Coordinate Soil Classification ChartsE Casagrande's Plasticity ChartF Gas Permeability CalculationsG Lateral Pressure Drop From Soil Venting WellsH HyperVentilate Information Package
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LIST OF ACRONYMS/ABBREVIATIONS
AOC Administrative Order on ConsentASTM American Society for Testing and MaterialsCc Coefficient of Curvaturecfm Cubic Feet Per MinuteCu Coefficient of UniformityFI Feasibility InvestigationIRM Interim Remedial MeasuresLL Liquid LimitMSL Mean Sea LevelOEPA Ohio Environmental Protection AgencyPI Plasticity IndexPRP Potentially Responsible PartyRDWP Remedial Design Work PlanRust Rust Environment & InfrastructureRI Remedial InvestigationROD Record of DecisionSOW Statement of WorkSVOC Semi-Volatile Organic CompoundsSVE Soil Vapor ExtractionUSCS Unified Soils Classification SystemUSD A United States Department of AgricultureUSEPA United States Environmental Protection AgencyUSGS United States Geological SurveyVOC Volatile Organic Compounds
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EXECUTIVE SUMMARY
In accordance with the requirements of the Administrative Order on Consent (AOC) between theUnited States Environmental Protection Agency (USEPA) and the Skinner Landfill PotentiallyResponsible Party (PRP) Group dated March 29, 1994, a field evaluation and proposal for Soil VaporExtraction (SVE) have been performed. This work was completed in accordance with the Statementof Work for Remedial Design, Skinner Landfill Site, Butler County, Ohio and the Remedial DesignWork Plan dated August 25, 1994.
The Skinner Landfill site is located approximately 15 miles north of Cincinnati, Ohio near the city ofWest Chester. The site was used in the past for sand and gravel mining, and was operated fromapproximately 1934 through 1990 to landfill a wide variety of materials. According to EPA studies,materials deposited at the site include demolition debris, household refuse, and a broad range ofchemical wastes. Past field investigations have revealed that contamination was found at the buriedwaste lagoon. This report presents the results of the buried lagoon SVE System FeasibilityInvestigation (FI) performed at the Skinner Landfill Site.
The SVE System FI consists of three parts:
1) Buried Lagoon (Perimeter) Soils Investigation2) Geotechnical Laboratory Analysis3) Evaluation of Soil Vapor Extraction Feasibility
The following information summarizes the investigative methods, findings and recommendations ofthe SVE System FI.
Buried Lagoon (Perimeter) Soils Investigation
1. Subsurface Investigation - Buried Lagoon Perimetera. Seven test borings were installed in October 1994.b. The static water table was observed at approximately 18 to 27 feet belowground surface.c. Two distinct soil zones have been defined:
1. Beneath lagoon - silty clay (prior investigation)2. Lagoon perimeter - sandy loamThese findings indicated that two contrasting permeabilities were observed.
2. Soil samples were submitted for the following geotechnical analyses:a. Sieve Analysisb. Atterberg Limitsc. Moisture Contentd. Organic Carbon Contente. Classification
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Geotechnical Laboratory Analysis
1. Sieve Analysis findings indicated that well-graded sediments were present at theperimeter of the lagoon. This means that soil particles cover a wide range ofdiameters from very fine to very coarse. With this range of particle sizes, void spacesare filled with fine grained materials, thus decreasing porosity and limiting theeffectiveness of vapor flow for an SVE remedial system.
2. Atterberg Limits testing results showed that soils on the perimeter of the lagooninclude silty clays, clayey silts, and clayey sands. This test is mainly used to evaluateclay soils. The data indicate that very fine particles are present in the SVE zone,which would hamper remediation.
3. Moisture Content results indicated an average moisture content of 5.4 percent. Ageneral range of moisture content is from 10 to 20 percent. Typically, the greater themoisture content the slower contaminant removal rates will be.
4. Organic Carbon Content testing results showed a geometric mean organic carboncontent of 3.4 percent. Soils with an organic carbon content of more than 1 percenthave a high sorption capacity for volatile organic compounds (VOC). This means thepotential effectiveness of SVE will be reduced.
5. Two soil classification test results showed that the sediments on the perimeter of theburied lagoon are well graded, ranging from fine- to coarse-grained sediments.According to USCS particle size distribution charts, test results indicated that theburied lagoon perimeter soils are mainly silts and clays. According to the USDAclassification system, the sediments tested were considered a sandy loam. For bothclassification schemes, this means that the fine-grained sediments found in theperimeter area will have low porosity, thereby decreasing void spaces, and limitingSVE effectiveness.
Evaluation of Soil Vapor Extraction Feasibility
1. MODFLOW Computer Software Applications and Findingsa. MODFLOW-was used to evaluate the performance of an SVE system installed
in the permeable soils around the west, south, and east perimeter of the buriedlagoon.
b. Modeling was performed for transient conditions of 50 and 500 days,c. Surfer software was used to contour the radius of influence and vacuum
conditions.d. A MODFLOW runtime equal to 500 days yields:
Q (flowrate) = 160 cubic feet per minute (cfrn)Vacuum = 10 feet of water (ft H20)Radius of influence s 30 feet
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e. To effectively remediate the buried lagoon, an SVE system located along thelagoon perimeter would require a radius of influence £ 75 feet to removecontaminants.
2. HyperVentilate Computer Software Applications and Findingsa. Due to the ineffectiveness of a perimeter-based remedial approach, Rust
investigated an approach assuming SVE wells would be placed in the silty clayzone of the buried lagoon. A computer software package calledHyperVentilate was used to determine the number of extraction wells requiredif the SVE wells were installed within the buried lagoon. This determinationevaluates the ease (or difficulty) of creating adequate air flow within theburied lagoon soils,
b. The evaluation indicated that a minimum of 84 SVE wells would be requiredin the buried lagoon.
c. Further, the evaluation indicated that a minimum of 32 SVE wells would berequired in the perimeter soils for containment.
Rust's Conclusions and Recommendations
Attempting to remediate the buried lagoon contamination by applying SVE technology to the morecoarse grained perimeter soils is not feasible because adequate air flow through the contaminatedzone can not be achieved with this approach. Factors precluding effective air flow include:
1. Topography constraints - Because the ground surface on the outside of the perimeter(i.e., the "clean" side) slopes away from the SVE system, there will be less resistanceto air flow; consequently, there will be more air flow coming from the perimeter andless from the lagoon (i.e., the target remediation zone).
2. Permeability contrasts - Because there is a permeability contrast of 3 to 4 orders ofmagnitude between the buried lagoon soils and the lagoon perimeter soils, thetendency for air to flow into the system from the contaminant zone (i.e., from theburied lagoon) will be minimized.
3. Effects of other remedial actions - Because the buried lagoon will be capped, therewill be even greater resistance to air flow through the target remediation zone, furtherhindering remediation. In addition, the cap and the groundwater interception systemwill combine to create an effective method to capture and contain contaminants,obviating the need for the SVE system as a containment measure.
In addition to these effects, the relatively high organic carbon content of the soil will have a highadsorption capacity for the VOCs within the subsurface, thereby further inhibiting the effectivenessof SVE.
No further evaluation of soil vapor extraction for remediation of the buried lagoon soils isrecommended.
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1.0 INTRODUCTION
This report presents the results of the Soil Vapor Extraction (SVE) System Feasibility Investigation(FI) performed at the Skinner Landfill Superfund Site, West Chester, Butler County, Ohio. The FIwas performed in accordance with the requirements of the Administrative Order on Consent (AOC)for Remedial Design for the Skinner Landfill Site between the U.S. Environmental Protection Agency(USEPA) and the Skinner Landfill Potentially Responsible Party (PRP) Group, dated March 29,1994. The AOC presented selected investigative actions for the site and the requirements for reportpresentation. Attachments to the AOC included the Record of Decision and the Statement of Work,which will be discussed in Section 2.0.
Rust Environment & Infrastructure (Rust) completed the FI in three tasks. The first activity involvedinstalling of seven soil borings around the perimeter of the buried lagoon. The second activityconsisted of detailed geotechnical testing of representative soil samples collected from these borings.The final activity was to evaluate the performance of possible SVE systems using MODFL OW andHyperVentilate computer software. The FI was performed in accordance with the approvedRemedial Design Work Plan submitted by Rust on August 25, 1994, and companion documents,Remedial Design Field Sampling Plan, Remedial Design Investigations Quality Assurance ProjectPlan, and Remedial Design Investigations Health and Safety Plan.
The remainder of this section of the FI presents descriptions and background information about theSkinner Landfill site. The project scope, objectives and the purpose of this investigation are discussedbriefly in Section 2.0. Section 3.0 addresses the first part of the investigation, while Section 4.0presents the geotechnical findings. SVE computer simulations are addressed in Section 5.0, whichdiscusses computer software applications and findings. Conclusions and recommendations arepresented in Section 6.0.
1.1 SITE LOCATION AND DESCRIPTION
The Skinner Landfill site is located approximately 15 miles north of Cincinnati, Ohio near the city ofWest Chester, an unincorporated area in Union Township, Butler County, Ohio, as shown inFigure 1. The Skinner site is comprised of approximately 78 acres of hilly terrain. The site isbordered on the south by the East Fork of Mill Creek, on the north by wooded, undeveloped land,on the east by a Consolidated Railroad Corporation (Conrail) right-of-way, and on the west bySkinner Creek.
The site is located in a highly dissected area that slopes from a till-mantled bedrock upland to a broad,flat-bottomed valley that is occupied by the main branch of Mill Creek. Elevations on the site rangefrom a high of nearly 800 feet above mean sea level (MSL) in the northeast to a low of 645 feet MSLnear the confluence of Skinner Creek and the East Fork of Mill Creek. Both Skinner Creek and theEast Fork of Mill Creek are small, shallow streams that flow to the southwest from the site towardthe main branch of Mill Creek.
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1.2 SITE HISTORY AND BACKGROUND
The site was used in the past for sand and gravel mining, and was operated from approximately 1934through 1990 to landfill a wide variety of materials. According to EPA studies, materials depositedat the site include demolition debris, household refuse, and a broad range of chemical wastes. Thewaste disposal areas include a now-buried waste lagoon near the center of the site and a landfill.According to EPA studies, the buried lagoon was used for the disposal of paint wastes, creosote,pesticides, and other chemical wastes. The landfill area, located north and northeast of the buriedlagoon, received predominantly demolition and landscaping debris.
In 1976, in response to a fire on the site and reported observations of a black, oily liquid in the wastelagoon, the Ohio Environmental Protection Agency (OEPA) began an investigation of the SkinnerLandfill. Before the OEPA could complete this investigation, the Skinners covered the waste lagoonwith a layer of demolition debris, thereby hindering the investigation. Trenches were eventuallyexcavated into the buried waste lagoon, and black and orange liquids and a number of barrels ofwastes were observed.
In 1982 the site was placed on the National Priority List by the USEPA based on informationobtained during a limited investigation of the site. In 1986 a Phase I Remedial Investigation (RI) wasconducted that included sampling of groundwater, surface water, and soil as well as a biologicalsurvey of the East Fork of Mill Creek and Skinner Creek. A Phase II RI was conducted from 1989to 1991 and involved further investigation of groundwater, surface water, soils and sediments. ThePhase n RI also included investigation of the buried lagoon by means of soil borings drilled throughthe overlying construction/demolition debris and into the underlying native soils.
The field investigations have revealed that the most contaminated medium at the site is the soil fromthe buried waste lagoon. Lower levels of contamination were also found in soils on other portionsof the site and in the groundwater, and low levels were found in the sediments of East Fork of MillCreek, Skinner Creek, and the Duck and Diving Ponds. Migration of the contaminants has beenlimited, and the Phase II RI concluded that there had been no off-site migration of contaminants viagroundwater. In accordance with the December 9, 1992 AOC for Interim Remedial Measures (IRM),groundwater samples are being obtained and analyzed quarterly. In addition, a fence was installedaround the Skinner Landfill site and is inspected on a continuing biweekly basis.
1.3 GENERAL SOIL VAPOR EXTRACTION TECHNOLOGY DESCRIPTION
The SVE process is an in-situ technique for the removal of volatile organic compounds (VOC) andsome semi-volatile organic compounds (SVOC) from the vadose zone of the soil. The vadose zoneis the subsurface soil zone located between the surface soil and the top of the water table. SVE iscommonly used with other technologies in a treatment train, since it transfers contaminants from soilto air and water wastestreams.
SVE treatment is conducted as follows. Vapor extraction wells or vents are installed in theunsaturated zone of a contaminated site. A vacuum is applied to the wells, usually supplemented bythe injection of ambient air through separate wells. When the air passes through the soil.
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contaminants are volatilized and removed via vacuum extraction wells. Entrained liquids areseparated from the air stream and the liquids are treated to remove contaminants. The gas is thendrawn through a blower, treated (if necessary) and discharged to the atmosphere.
The two primary limiting factors when considering use of SVE is the volatility of the contaminantsand the properties of the soil. SVE is most effective at removing compounds which have high vaporpressures and which exhibit significant volatility at ambient temperatures in contaminated soil. Theair permeability of the contaminated soils controls the rate at which air can be drawn through the soilby the applied vacuum. This is generally related to the grain size of the soil, with sandy soils havinga higher air permeability, while clayey or silty soils are less permeable. The soil moisture content ordegree of saturation is also important. Soil heterogeneities will also limit effectiveness due todifferential treatment and development of preferential pathways.
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2.0 PROJECT SCOPE AND OBJECTIVES
As documented in the Record of Decision (ROD), it was suggested during the public commentperiod that "extraction of the volatile organic vapors from the permeable materials surrounding thelagoon wastes be considered as a remedial alternative." It was this suggestion which initiated theSVE System FI.
The Statement of Work (SOW) indicated that the primary objective of the SVE System FI is todetermine the practicality of an SVE system removing organic vapors within the "permeable"perimeter materials adjacent to portions of the buried waste lagoon. The perimeter areas along andadjacent to the western, southern, and eastern boundaries of the buried waste lagoon area were tobe investigated.
The Remedial Design Work Plan (RDWP), submitted by Rust on August 25, 1994, indicated thatPhase I would consist of three primary tasks: soil borings, geotechnical laboratory testing, and thecomparison of findings with published literature. The scope of subsequent phases of investigationswould depend on the results of the Phase I investigation.
The Phase I field investigation for the FI consisted of seven borings drilled on the perimeter of theburied waste lagoon. The purpose of the borings was to determine the vertical and lateral distributionof granular materials adjacent to the buried lagoon. Selected soil samples from the borings weretested in a geotechnical laboratory to determine their gradation characteristics, moisture content andorganic carbon content. In addition to a limited data search, the results of the laboratory tests wereused in computer models to determine if SVE would be a practical technology for the remediationof buried lagoon volatile contaminants.
This document is intended to report methods, findings and conclusions of the Phase I investigationAs discussed in the RDWP, if the findings of the investigation indicate that an SVE system may bea viable method to remove organic vapors from the granular materials adjacent to the buried wastelagoon, the report will contain recommendations and proposals for additional work that may berequired in subsequent phases to further evaluate and design an SVE system. If the findings of theinvestigation are that an SVE system is not feasible, the report will recommend that no further actionbe taken with respect to SVE.
The SOW established a May 23, 1995 submittal date for the completion of a draft report on the SVESystem FI.
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3.0 SUPPLEMENTAL INVESTIGATION ACTIVITIES
As defined in the approved RDWP, the purpose of the supplemental field investigation was to obtainadditional data for evaluating the feasibility of an SVE system for the removal of organic vaporswithin the soils adjacent to the buried waste lagoon. The perimeter areas along and adjacent to thewestern, southern and eastern boundaries of the buried waste lagoon area were investigated.Supplemental site investigation activities began in November 1994 under the direction of Rustpersonnel. During the course of this investigation, Rust employees installed a series of on-site testborings and submitted representative soil samples for geotechnical testing. Field investigation taskswere conducted in accordance with the requirements of the OEPA and USEPA.
3.1 SUBSURFACE INVESTIGATION - BURIED LAGOON PERIMETER
The supplemental field efforts consisted of evaluating the subsurface materials to identify the natureand extent of potential SVE applications. Seven soil borings were installed along the perimeter ofthe buried waste lagoon to determine the physical characteristics, areal extent and uniformity ofsediments. Locations of these borings are shown in Figure 2. The depths of borings varied fromdepths of 14 to 42 feet below grade. Descriptions of the subsurface materials are presented in theSoil Borehole Logs contained in Appendix A. Continuous soil samples were obtained in accordancewith American Society for Testing and Materials (ASTM) Methods.
3.2 GEOTECHNICAL LABORATORY ANALYSES
Soil samples were obtained for geotechnical testing to determine whether or not the subsurfacesediments are conducive to SVE applications. Each soil sample collected was properly logged in thefield and classified in accordance with the Unified Soil Classification System (USCS). Analyses forcomplete grain size, Atterberg Limits, and moisture content were performed on one representativesample from each designated test boring location. All geotechnical analyses were conducted inaccordance with appropriate ASTM standards. The depth of these samples was selected in a rangebelow the contamination and above the water table. The samples were collected at the depths wherethe SVE well screens would actually be open and at which the vacuum would actually be applied.Typically, a SVE well point is constructed with a screened interval near the bottom of the well (butabove the water table) so that air is drawn from the ground surface downward through the entirevadose zone. As such, the geotechnical data at the bottom of the anticipated well point are of interestbecause this defines the zone of influence the well will create. The following table indicates thedepths at which each sample was obtained:
TestBoring
Sampledepth (ft)
B-59
14-16
B-61
10-12
B-62
14-16
B-63
16-20
B-64
18-22
B-65
18-22
B-66
16-18
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4.0 SUPPLEMENTAL INVESTIGATION FINDINGS
On November 11, 1995, after completing field activities, seven soil samples were submitted forgeotechnical analyses. The soil sample test record, as shown below, indicates the analysesperformed. The analytical findings from these tests are summarized in Table 1 and consist of thefollowing parameters.
• Sieve Analysis - ASTM D422• Atterberg Limits - ASTM D4318• Moisture Content - ASTM D2216• Organic Content - ASTM D2974• Classification - ASTM D2487
Sieve Analysis
A sieve analysis is performed when a sample of dry soil is shaken mechanically through a series ofwoven-wire square-mesh sieves with successively smaller openings. The sieve analysis is useful indetermining grain-size distributions (i.e., grading), as well as the coefficient of uniformity andcoefficient of curvature. The Skinner soil samples tend to be characterized as well-graded sand, siltand clay; the grain size distribution reports are shown in Appendix B.
The coefficient of uniformity (CJ indicates the smaller the number, the more uniform the gradation.For example, a Cu = 1 is indicative of a soil with only one grain size. Very poorly graded soils, suchas beach sands, have Cu values of 2 or 3, while very well-graded soils may have Cu values of 15 orgreater. Cu values equal to or greater than 500 typically represent a range of particle sizes fromcobbles and boulders down to fine clays.
Another shape parameter that is often used for soil classification is the coefficient of curvature (Cc)A soil with a coefficient of curvature between 1 and 3 is considered to be well graded as long as theCu is also greater than 4 for gravel and 6 for sand. Description of Ce and Cu formulas are shown inAppendix C.
The following table represents Cu and Cc geotechnical findings from the buried lagoon supplementaltest borings:
GradationParameter
cu
cc
B-59
N.A.*
N.A.*
B-61
767.4
55.6
B-62
645.7
8.1
B-63
841.4
1.6
B-65
720
0.6
B-66
2660
3.2
*Note: See Appendix C for appropriate equations used in the calculation of Cu and CcN.A. indicates that no value for D10was obtained, thus no calculation was completed
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The geometric mean for Cuand Cc were determined using the following calculations:
Cu = ((767.4)(645.7)(841.4)(720)(2660))1/5
= 956.0
while Cc =((55.6)(8.1)(1.6)(0.6)(3.2))1/5
= 4.2
These values indicate that the soils along the perimeter of the buried lagoon are non-uniform (i.e.,they have a wide range of grain sizes) and moderately well-graded (i.e., the proportion of each grainsize is approximately equal and varies smoothly). Soils with these characteristics typically have arelatively low porosity and low permeability because the voids between the larger particles are filledin by the smaller ones. Soils with low porosity and low permeability typically represent a poorenvironment for soil venting.
Atterberg Limits
The Atterberg limits indicate the engineering behavior of fine-grained soils as a function of watercontent in soil samples. The Atterberg limits, along with the natural water content, are importantitems in the description and behavior of fine-grained soils. Typically Atterberg limits are helpful inclassifying soils, because they correlate with the engineering properties of fine-grained soils.
Two Atterberg limit parameters were evaluated from the lagoon perimeter test borings. Theparameters were the Lower Limit (LL) and the Plasticity Index (PI). The PI is the range of watercontent where a soil is plastic, .while the LL is the lower limit of viscous flow. The PI and LL areplotted on a Casagrande's Plasticity Chart which is used for laboratory classification of fine-grainedsoils. A geometric mean obtained for the LL is 20.8, while the PI geometric mean equals 6.0 Thefollowing table indicates the values obtained for each appropriate sample:
Soil Boring
LiquidLimit (LL)
PlasticityIndex (PI)
B-59(14-161)
20.4
6.8
B-61(10-121)
23.0
6.3
B-62(14- 1 6')
20.2
4.9
B-63(16-20')
19.2
4.9
B-65( 18-22')
20.0
6.2
B-66(16-18')
22.5
7.3
By plotting these two parameters on Casagrande's Plasticity Chart, they indicate that the Skinnerborings are "Silty clays; clayey silts and clayey sands." An example of Casagrande's chart, with anindication of the Skinner LL and PI placement, is shown in Appendix E.
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Moisture Content
Another significant soil characteristic is the mass of water in the voids relative to the mass of solidsin the soil. Typically, the greater the moisture content the slower contaminant removal rates will be.The ratio of water mass to soil mass is called the moisture content. The geometric mean moisturecontent for the lagoon perimeter borings is 5.4 percent. Typically, soils exhibit a moisture range of10 to 20 percent. Since this moisture content of 5.4 percent is fairly low, it doesn't appear to be aconstraint to SVE applications.
Organic Carbon Content
According to C.W. Fetter's Contaminant Hydrogeology (Prentice-Hall 1981), many organiccompounds which are dissolved in groundwater can be adsorbed onto solid surfaces. The primaryadsorptive surface is the fraction of organic solids in the soil. The partitioning of a solute onto theorganic carbon content of a soil is almost entirely onto the organic carbon fraction if the organiccompound content is greater than 1 percent by weight. The following table indicates organic carbonvalues obtained for each appropriate sample:
SoilBoring
OrganicCarbon
B-59(14-16')
1.47%
B-61(10-12')
3.11%
B-62(14-16')
4.80%
B-63( 16-20')
3.92%
B-64(18-22')
6.40 %
B-65(18-22')
4.25 %
B-66(16-18')
2.46 %
The geometric mean obtained from the supplemental soil borings yielded a value of 3.44 percentSoils with a high organic carbon content have a high sorption capacity for VOCs and are moredifficult to remediate successfully with SVE. It appears that an organic carbon content of 3 44percent could have an impact on contaminant adsorption and hinder the effectiveness of a soil ventingsystem.
Soil Classification
In an effort to fully assess the soil particle characteristics, two soil classification systems were usedto evaluate the perimeter lagoon soils. The USCS classification was the first system to be reviewed,which indicated that a wide range of well-graded sediments was present. Materials ranged fromgravel-sand-silt-clay mixtures to sand-silt-clay mixtures. These classifications were determined usingsieve analysis data to quantify the appropriate particle sizes. Soils which cover this range of particlediameters will tend to minimize porosity and in effect, hinder the effectiveness of an SVE system
A second classification system called the United States Department of Agriculture (USDA) Schemewas used to evaluate a group of soils classified as "soil separates," which are defined as particles lessthan 2 mm in diameter. The USDA scheme is based on plotting various combinations of sand, silt,and clay. Appendix D shows the triangular coordinate diagram, used in the evaluation of sand, siltand clay combinations, which gives a ratio of the three constituents.
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Skinner LandfillButler County. Ohio____________________________________SVE System Feasibility Investigation
The evaluation of the supplemental test boring samples was very consistent, with all samples beingplotted as a sandy loam. According to the USDA definition, a sandy loam is a "soil material thatcontains 20 percent clay or less, the percentage of silt plus twice the percentage of clay exceeds 30,and 52 percent or more sand."
The designation of "sandy loam" (USDA) and gravel-sand-silt-clay mixture (USCS) for the buriedlagoon perimeter samples indicates the soils around the lagoon are more coarse grained than soilswithin and below the lagoon. Sediments obtained from within the buried lagoon were characterizedas silty clay during a prior lagoon investigation, which according to the USDA definition is a "soilmaterial that contains 40 percent or more clay and 40 percent or more silt." Both the USCS and theUSDA classification systems indicate that perimeter sediments range from gravel and sand to silts andclays. As previously mentioned, these well-graded perimeter soils typically are not conducive to SVEapplications due to the limited void space.
n:\62680\wp\svefeas.\v61 9 August.'"-
Skinner LandfillButler County, Ohio____________________________________SVE System Feasibility Investigation
5.0 SOIL VAPOR EXTRACTION FEASIBILITY ASSESSMENT
In-situ vapor extraction, or soil venting, is considered to be a cost-effective remediation alternativefor permeable soils contaminated with volatile contaminants. Contaminants volatilize from the soilmatrix and are swept by the carrier gas flow (air) to the extraction well, treated and discharged. Thefive main factors that control the effectiveness of a venting system are:
1. Chemical composition of the contaminant (i.e., applicable Henry's Law Constants).2. Vapor flow rates through the unsaturated zone.3. Pressure drop induced by applying a vacuum.4. The flow path of carrier vapors relative to the location of the contaminants.5. Soil characteristics (i.e., void space, moisture content, organic carbon content).
The following subsections present the SVE system evaluation. The soil venting was evaluated usingthe United States Geological Survey (USGS) MODFLOW program and Hyperventilate, a USEPA-endorsed software guidance system created for vapor extraction applications. The computer-basedevaluations were performed to supplement the comparison of a literature search, as specified in theRDWP. This combined method provides more site-specific data and relevant information regardingthe feasibility of SVE than a solitary data comparison.
5.1 MODFLOW APPLICATIONS AND FINDINGS
The MODFLOW software was used to determine the pressure drops within the subsurface soils atvarious radii following application of a known vacuum. The pressure distribution and shape of thearea of reduced pressure indicates the potential performance of the system. Soil venting at theSkinner site was simulated using venting wells placed around the perimeter as discussed in theapproved RDWP.
The modeling was performed under transient conditions with simulated durations of 50 and 500 daysAs shown in Figure 3, a zone of 550 feet (length) and 70 feet (height) oriented along a west to eastcross-section was used as a grid system for modeling purposes. Figure 3 also represents a cross-section of the topographic features observed at the buried lagoon site. Based upon a perimeter SVEsystem and the prior knowledge of contaminant location, it has been determined that an effectiveradius of greater than 75 feet is needed to reach the contaminant zone.
A contrast in permeabilities has been documented between the buried lagoon (silty clay - Zone 2) andthe lagoon perimeter (sandy loam - Zone 1). This contrast, as shown in Figure 3, will have asignificant impact on the performance of an SVE system. For modeling purposes, these twocontrasting permeability zones are shown as being distinct with clear dividing lines. Based upon thecalculations to estimate gas permeabilities, as shown in Appendix F, the two zones were given a gaspermeability of 1.75 x 10"* ft/day (Zone 2) and 1.75 x 10'2 ft/day (Zone 1). Soils exhibiting low airpermeability are more difficult to treat with in-situ SVE technology. A specific storage of 0.02 wasused for the simulation, indicating a moderate-to-low volume of air released due to subsurfaceporosity and permeability constraints. A constant head boundary of (-)0.167 feet of water was
n:\62680\wp>svefeas.iv61 10 August 1995
Skinner LandfillButler Countv. Ohio SVE System Feasibility Investigation
assumed for all boundary cells (except for the cells above the bedrock), indicating that these boundarycells will not have limited head constraints during MODFLOW simulations.
Modeling was performed by inducing a vacuum at two cells (i.e., SVE well locations) along theperimeter of the lagoon as shown in Figure 3 (i.e., row 3, column 13 and row 5, column 42). Flowrates were input as 1.0 and 2.0 cubic feet per minute (cfin) per foot width of the cross-section. Thisgenerates a two-well total flowrate of 80 cfrn (scenario A) and 160 cfin (scenario B), respectively.The pressure drops calculated by MODFLOW-were then contoured using the graphics softwarepackage Surfer to visually plot the effective radius of influence. The lateral pressure drop that occursby applying a vacuum (ft H20) at a venting well is represented in Appendix G. This change inpressure defines the extent to which air flow will be induced through the contaminated soils
The following table represents the MODFLOW/Surfer parameters and findings:
Scenario
A
A
B
B
Time(days)
50
500
50
500
Vacuum(ftH20)
1
5
2
10
Flowrate(cfin)
80
80
160
160
Effective Radius(ft)
12.5
30
20
30
Based upon the data presented above and in Appendix G, which indicate the effective radius ofinfluence and pressure drop, it appears that soil venting from the perimeter cannot create sufficientvacuum in the direction of the buried lagoon to the produce air flow needed to remove contaminantsin the impacted zone. By reviewing Figure 3, which indicates the contrasting conductivities obsen. edin the lagoon area and in the perimeter region, we can determine the limited effectiveness of an SVEsystem. At 500 days of operation for either scenario, an effective radius of 30 feet is indicated unionwill have no impact on the zone of contamination centered in the lagoon. However, if the SVE ueilsare applied as a containment remedy along the perimeter of the buried lagoon (See Figure 4). it isestimated that, based upon an effective radius of 30 feet and a lineal distance of 700 feet, 12 wel lswould be required.
5.2 HYPERVENTILATE SOFTWARE APPLICATIONS AND FINDINGS
To illustrate the difficulty of creating sufficient air flow within the buried lagoon soils, Rust usedHyperventilate to determine the number of extraction wells that would be required if an SVE systemwere to be placed within the buried lagoon.
HyperVentilate is intended to be used for evaluating SVE as a remediation alternative; it is notintended to be a detailed SVE modeling or design tool. Soil permeability and contaminantconcentration data from prior investigations were used to develop a rough approximation of the
n: <62680\wp\svefeas.w61 11 August '.
Skinner LandfillButler County, Ohio____________________________________SVE System Feasibility Investigation
system's desired and maximum removal rates. By using MODFLOW data regarding radius ofinfluence and vacuum rates, it is possible to evaluate SVE applications.
Assuming that the model parameters described above adequately represent the chemical and flowdynamic behavior of the site, the venting model can provide a component-by-component and totalcontaminant depletion rate. While the model is capable of predicting the venting time to remove aparticular volatile constituent, it is more important to compare the individual component depletionrates in a relative sense rather than in the absolute sense.
The data shown in Appendix H show how calculations and assumptions were addressed. The findingsof the Hyperventilate model indicated that a minimum of 84 SVE wells would be needed toremediate the buried lagoon. To accomplish the remediation, wells would need to be installed intothe buried lagoon itself. This presents a concern relative to installation and integrity of the low-permeability cap that will be installed as part of the Remedial Action. This number of wells wouldlikely compromise the integrity of the cap, causing infiltration into the buried lagoon. This givesadditional validation to the MODFLOWfindings which indicate that SVE is not a practical approachto the buried lagoon site.
Hyperventilate was also used to evaluate the feasibility of installing the SVE wells along the perimeterof the buried lagoon as a containment measure. Based upon the calculations provided in AppendixH, it is estimated that approximately 32 wells would be required to provide a containment functionThis is in contrast to the estimated 12 wells required based upon MODFLOW calculations Thedifference can be identified in the underlying principles of the different softwares. MODFLOW wasdesigned primarily to simulate hydrologic systems in the soil matrix. It has been modified to reflectair flow characteristics, but still is considered only an indicator of the potential for subsurface airflow,not as an SVE design tool. Likewise, HyperVentilate has certain limitations, including applicabilityfor containment as opposed to remediation. However, it is believed that HyperVentilate reflects therequired number of SVE wells more accurately \har\MODFLOW.
Regardless, it is believed that installation of 32 wells is not a practical application of SVE forcontainment. This argument is strengthened by the fact that the buried lagoon will be capped, anda groundwater interception system will be installed. These two measures effectively addresscontainment of the buried lagoon. Installation of the SVE system would be unnecessarily redundant
n:\62680\wp\svefeas.w6l 12 August 19V?
Skinner LandfillButler County. Ohio_____________________________________5KE System Feasibility Investigation
6.0 CONCLUSIONS AND RECOMMENDATIONS
Based upon the buried lagoon soils investigation, the geotechnical laboratory analysis and evaluationof the SVE applications, it appears that the buried lagoon site is not conducive to the use of SVEtechnology. Attempting to remediate the buried lagoon contamination by applying SVE technologyto the more coarse grained perimeter soils would short circuit a remedial system due to topographyconstraints and permeability contrasts. Other parameters which will cause difficulties in remediationpertain to high organic carbon content, as well as the fact that the buried lagoon is scheduled to becapped, thus hindering air flow and remediation. The following summarizes the SVE System FIfindings:
Geotechnical Laboratory Analysis
1. Sieve Analysis findings indicated that well-graded sediments were present at theperimeter of the lagoon. This means that soil particles cover a wide range ofdiameters from very fine to very coarse. With this range of particle sizes, void spaceare filled with fine grained materials, thus decreasing porosity and limiting theeffectiveness of vapor flow for an SVE remedial system.
2. Atterberg Limits testing results showed that soils on the perimeter of the lagooninclude silty clays, clayey silts, and clayey sands. This test is mainly used to evaluateclay soils. The data indicate that very fine particles are present in the SVE zone,which would hamper remediation.
3. Moisture Content results indicated an average moisture content of 5.4 percent Amoisture content range of 10 to 20 percent is considered normal. Generally, thegreater the moisture content the slower contaminant removal rates will be.
4. Organic Carbon Content testing results showed a geometric mean organic carboncontent of 3.4 percent. Soils with an organic carbon content of more than 1 percenthave a high sorption capacity for VOCs. This means the potential effectiveness ofSVE will be reduced.
5. Two soil classification test results showed that the soils on the perimeter of the buriedlagoon are well graded, ranging from fine-to coarse-grained sediments. Accordingto USCS particle size distribution charts, test results indicate that the buried lagoonperimeter soils are mainly silts and clays. According to the USDA classificationsystem, the sediments tested were considered a sandy loam. For both classificationschemes, this means that the fine-grained sediments found in the perimeter area willhave low porosity, thereby decreasing void spaces, and limiting SVE effectiveness
Evaluation of Soil Vapor Extraction Feasibility
1. MODFLOWComputer Software Applications and Findings:
n:"6268Q\\vp\svefeas.\v61 13 August
Skinner LandfillButler County, Ohio____________________________________SETT System Feasibility Investigation
a. MODFLOWwas used to evaluate the performance of an SVE system installedin the permeable soils around the west, south, and east sides of the buriedlagoon.
b. Modeling was performed for transient conditions of 50 and 500 days,c. Surfer software was used to contour the radius of influence and vacuum
conditions.d. AMODFLOWruntime equal to 500 days yields:
Q (flowrate) = 160 cfrnVacuum = 10 ft H2ORadius of influence £ 30 feet
e. To effectively remediate the buried lagoon, an SVE system located along thelagoon perimeter would require a radius of influence s 75 feet to removecontaminants.
2. Hyperventilate Computer Software Applications and Findings:a. Due to the ineffectiveness of a perimeter-based remedial approach, Rust
investigated an approach consisting of SVE wells being placed in the silty clayzone of the buried lagoon using a computer software package calledHyperVentilate. HyperVentilate was used to determine the number ofextraction wells required if the SVE wells were installed within the buriedlagoon. This determination provides a sense of the ease (or difficulty) ofcreating adequate air flow within the buried lagoon soils,
b. The evaluation indicated a minimum of 84 SVE wells would be required in theburied lagoon.
c. Further, the evaluation indicated that a minimum of 32 SVE wells would berequired in the perimeter soils for containment.
Rust's Conclusions and Recommendations
Attempting to remediate the buried lagoon contamination by applying SVE technology to the morecoarse grained perimeter soils is not feasible because adequate air flow through the contaminatedzone can not be achieved with this approach. Factors precluding effective air flow include:
• Topography constraints - Because the ground surface on the outside of the perimeter(i.e., the "clean" side) slopes away from the SVE system, there will be less resistanceto air flow, consequently, there will be more air flow coming from the perimeter andless from the lagoon (i.e., the target remediation zone).
• Permeability contrasts - Because there is a permeability contrast of 3 to 4 orders ofmagnitude between the buried lagoon soils and the lagoon perimeter soils, thetendency for air to flow into the system from the contaminant zone (i.e., from theburied lagoon) will be minimized.
• Effects of other remedial actions - Because the buried lagoon will be capped, therewill be even greater resistance to air flow through the target remediation zone, further
n:'<62680\wp*jivefeas.w61 14 August 1995
Skinner LandfillButler County, Ohio____________________________________SVE System Feasibility Investigation
hindering remediation. In addition, the cap and the groundwater interception systemwill combine to create an effective method to capture and contain contaminants,obviating the need for an SVE system as a containment measure.
In addition to these effects, the relatively high organic carbon contents of the soil will have a highadsorption capacity for the VOCs within the subsurface, thereby inhibiting the effectiveness of SVE.
No further evaluation of soil vapor extraction for remediation of the buried lagoon soils isrecommended.
n:(62680\wp\svefeas.w6l 15 August 1995
* * ^ \ Iw o IVNV -\
>^HV ' \] !"X' IH
. ~^,. ~ts.x =i •* ;! //<y i^ \-\Vv "'v." >i // \ \*<L "*?**• -sa:ary.i ,/.— * !
•xll
FIGURE 1SITE LOCATION MAPPROJECT 72680.300
SVE F E A S I B I L I T Y STUDYSKINNER LANDFILL
WEST CHESTER, OHIO
N
FIGURE 2BURIED LAGOON TEST BORING
CONFIGURATIONPROJECT 72680.300
SVE F E A S I B I L I T Y STUDYSKINNER LANDFILL
WEST CHESTER, OHIO
A Af
rco
690 ~ - - -
LEGEND
ZONE 1
K/'V'-'' z°NE 2'/ / ' /'.
INACTIVE CELLS
NO FLOW 30UNORY
SOIL VENTING WELL
CONSTANT HEAD 3CUNORY
L I N E D I V I D I N G ZONES 1 ANC 2
FIGURE 3SOIL VENTING MODFLQW SIMULATION
F I N I T E DIFFERENCE G R I D SYSTEMPROJECT 72680.300
SVE F E A S I B I L I T Y STUDYSKINNER LANDFILL
WEST CHESTER, OHIO
727.
APPROXIMATE Llt^E OF SVE WELLSFOR CCNTAII ENT
FIGURE 4APPROXIMATE LINE OF
SVE WELLS FOR CONTAINMENTPROJECT 7268O. 300
SVE FEASIBILITY STUDYSKINNER LANDFILLWEST OCSTER, OHIO
TABLE 1GEOTECHNICAL ANALYSES RESULTS
Skinner LandfillWest Chester, Ohio
BoringID
B-59B-6IB-62B-63B-64B-65B-66
SampleInterval(ft BUS)M lo 1610 lo 1214 lo 1616 Io20I8lo 22It Iu2216 lo 18
Laboratory Test (Method)
Grain-Size ( ASTM D422)/Mosituie Content (ASTM D22 16)Grain-Size ( ASTM D422)/Mosilure Cuiilenl (ASTM 1)22 16)Grain-Size ( ASTM l)422)/Mosiluie Conlenl (AS TM »22 16)Grain-Size ( ASTM O422)/Mosilure Conlenl (ASTM 1)22 16)
N/AGrain-Size ( ASTM lM22yMosilure Cunlenl (ASTM O22 16)Grain-Size ( ASTM D422J/Mosilure Conlenl (AS TM 1)22 1 6)
usesSoil
ClassllkallonSC SM
CC-GMcc - (;MSC-SM
N/ASC - SM
GC:
Soil Description
Iliuwii «nd gray silly, clayey sandDrown silly, clayey gravel willi sand
Silly clayey gravel wild sandBrown silly, clayey sand willi gravel
Yellow clay, silly w/ linieslone fraginenUUroxvn silly, clayey sand willi gravel
Clayey gravel willi sand
MoistureConlenl...(%)_
9.52 84281N/A723.9
Percent Passing
MIO78227
34.465N/A65
40.4
#4062.519522.9488N/A52333
#20044314715.731.6N/A35524.1
OrganicCarbonConlenl
1473 1 14803^926.404 2 5246
N:\SKINNER\SVE.WK4
APPENDIX A
Soil Borehole Logs
SOIL BOREHOLE LOG
SITE NAME AND LOCATION
Chester, OhioSkinner Landfill - West' DRILLING METHOD: Hollow-Stem Auger BORING NO.
B-591 i SHEET
' SAMPLING METHOD:
; Sampler2.0 ft. Split-Spoon I 1 of 2
! DRILLING
! ! START 1 RNISH
NORTH
DATUM ft. mslEAST
WATER LEVEL
TIME
I I
i !
DATE i i i i
ELEVATION 735.02 ' CASING DEPTH '. I |
TIME
1550OATE
10-21-94
TIME !
1655 jDATE !
10-21-94!
DRILL RIG 1 SURFACE CONDITIONS
Vertical BEARING
SAMPLE HAMMER TORQUE FT.-LBS
K - i CC-i SAMPLEA F
NUMBERun
^JKCL— f*l
- ; : i '§|; ! *\ \i
DESCRIPTION OF MATERIALS 13o
OoO
- ° 16 ^16 fvXil- ! 10- 1 3
19
14
- 3 ' 1418-
— 4 ————1214
I' ; J12"
5 38~ : 14- 12- 1 2_ ! 12"
— 8 | — - ——
7
:• I—— 10
11
«M.
r
IS'
6107116"
850/1
A ™
14 10~ 10- 15 15
Ar^vSi54'X)fN/"S
OO,i/^\X
xf/ /*v ^ 1X. )x/^7 <rxjX /f^v' NiO*N>r X ^X>i i\/X\|yX s
%j///
W//SY
ft•.'.•.•
'"'"'""
'W*.Wb,y//7//</////
WMPyfffiV/w*/////,
1 Light yellowish brown SILT (MLI. damp, non-plastic, trace
( gravel. 30% sand. 10 % clay (FILL). ! • :; —
1 SS ! —\\| Light yellowish brown SILT (ML), damp, non-plastic, trace
!
jI limestone gravel. 20% clay, 1 0 % sand (FILL). |
. 2 :SS
\
! : ! : :!
-
Light yellowish brown CLAY (CD, moist, plastic, 20% silt, : |I 10% sand (FILL). |
3 SS
]
1
j
i
Light yellowish brown CLAY (CL). moist, plastic, 20% silt, ]| 10% sand (FILL).
4 SS
\
Light yellowish brown CLAY (CD moist, plastic, 20% silt, 10%I sand.
5
U Light yellowish brown SAND (SW), wet. fine-grained. 1 5%sand, 15% clay. ^
| Gray CLAY (CD, moist, plastic, limestone fragments, 10% silt,\ 10% sand.
ru11 Gray CLAY (CL), moist, plastic, limestone fragments, 10% silt.1 10% sand.1
1 ?
J,1 Gray CLAY (CL), moist, plastic, limestone fragments, 10% silt.
M
SS
SS
SS
1-1
i
II
5
i_—
-~1 _
-
i
i
- !i ' —
1
iCOp
08UJ
Continued Next Page
in
5 <- Q
r rr J T ~ I ~ T 1 1M to W M »•o u> co ~J c. .
_L_L...l 1 1 l—i-1— L-
•- - - - - - '- ————— '
LOGGED BY RUST E&l .....
DATE 5/18/95 ...
r r i i "| - i ~ r i iJ K) K> M f» UI ^ (A> t
LLJ..I.. J_ i_ j_ j ._ . j_ .
_ . _ _ - _ _ - .— —— -_ - _ ^ _
_ - . - . . . _ - . . . _ ... .. ...
CHK'D BY
1 1 1 1 III 1 1j ro ro — -j -• o u> c
mZO0
CDo3)Zo5
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- - • - ----- - - - - - -
FS
i r r i0 ~J c
ui0 0
Illllllto
^6- 51 5*3 2id c n Ar£ S «
to 'C (/)<o 1n >D m
^R ,-.
2 58 30 0-
.2 W. w
9 •—- oo g
? i<o rnw C/l0 -Icr o« 5;a
o p°- </>o"
UI
_i..l 1 J
... —— —
1 1
n ui
*1 a>
\v\,v '
00
UI<n
1 . 1
— -
DEPTH IN FEET(ELEVATION)
BLOWS/6 INON SAMPLER(RECOVERY)
SOILGRAPH
-
0mtnO2 </)-o >H 2O "oT v. f~^ > m-n 0 |
> COH mm 3Jpr~
SAMPLERAND BIT .
CASING TYPE
BLOWS/FOOTON CASING
WATERCONTENT %LIQUIDLIMIT %PLASTICLIMIT %SPECIFICGRAVITY
DRILLING CONT
>£e1m-t0
1m
JJ
•,c»
R
ro
^n3.s
IP>azCl
oJlr~I-
O
0m
OZoHO7to
O
i,t3
mm
-iO
vjGJ01bro
oV(A
O0rn
1
. —
_»010
W**
o.
$
zoa
m(A"
O
rTt
——
io*j
HSm
——
Ol
.4
InUI
_ _
Is?
———
5
Z
__
5™
§
__
(A0)3•on
0r=o
__
UI
1zo
3ooro0;t(At>5?oo0
K)
0
ro
V3
o3"SiIB
O3"5'
00UI(O
_ _
(A
z
rn
ZO
or>H
Z
rT.3
10r"V3
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0
iX
3oo
Xo_o
(/>««
co<p
31
ft
f f\^/r
OBHB
r"0000
mIOr-mr"OQ
SOIL BOREHOLE LOG
SITE NAME AND LOCATION Skinner Landfill - WestChester, Ohio
NORTH EAST
DATUM ft. mSl ELEVATION 734.51
DRILL RIG
ANGLE Vertical BEARING ————
SAMPLE HAMMER TORCUE FT.-LBS
B 2 ?£>'
£8 s*55 ^x
JIB81
ORILLNG METHOD: HollOW-SteiTI AUflef 1 BORING NO.
B-61 !! SHEET |
SAMPLING METHOD: 2.0 ft. SpUt'SpOOn 1 OF 1
Sampler DRILLINGSTART l FINISH
WATER LEVEL ! j TIME TIME ''
TIME | 0830 0920 'DATE ' ! DATE DATE
CASING DEPTH j 10-21-94 10-21-94
SURFACE CONDITIONS
———————————————————————————————————— : —————————— >^,; <f
i
SAMPLE NUMBER £ (_^gi
AND I0" i SoDESCRIPTION OF MATERIALS :«< < 3§
CJ CO ;! i
t-0
# ul_ ' O
5O'O2l^j5!Q.CC Q§03 Uo. 3to O
0 8 "v M13 <X- . 13 *v ,- 17 N/\,\_ 15" <( A:; '
• ' 22 V >22 < X0(
- 3 12 <5<'— 10" </^
26 -^' Ni20 'vX. '1 5 ;; <5< »
6 X 'f1 30 -'x ^50/3 K' X >
- 7 2" v<i33 x>
50/4 <^ Xi1
~ 9 *" O<]
10 : -. s^,&-26 VNj20 <Vjl
~ 11 16 Xx^<- 11 20 \XA
i '- 47 .
[,3 "
: i- ; ,'— 14 ——— iLLl-ti ——
- 15 '
| Brown CLAY (CD, moist, plastic, 20% silt and limestonefragments (FILL). i ~"
i 1 SS J
Pale brown SILT (ML), dry, non-plastic, 50% clay, 50% ilimestone fragments (FILL). i ~~
2 .SS J
' ,
', j
I
Pale yellow CLAY (CD, dry, plastic, 20% silt, 50% limestone _ i i ! . '-£fragments (FILL). I i
] 3 SS ' ; . ; '
1 : l l '
LIMESTONE (LS) fragments, trace fine sand and silt (FILL). '
4 SS
'• —1
LIMESTONE (LS) fragments (FILL). ! J
5 SS : ~;
LIMESTONE (LS) fragments, some fossiliferous fragments . i(FILL).
6 SS ~
tLight yellowish brown SAND (SW), saturated, fine- to
! medium-grained, 1 0% silt. ~7 SS
1END OF BORING AT 1 4.0 FEET.
; ! }
i ' i ! p1 T
1 :
l i .
! '•• \ \' ii i ii : 5
' Ul! ;§ J; i i « 1
.! - i » ^1 ' ^\ ITjOJ
^ ^™«^ 4
. j a
SOIL BOREHOLE LOG
^mr^umm.^T,™ Skinner Landfill - West DRILLING METHOD: HollOW-Stem Auger BORING NO.
Chester Ohio °"SHEET
62
SAMPLING METHOD: 2.0 ft. Split-SpOOH 1 OF 1
Sampler ! DRILLINGI START
WATER LEVEL i I
TIME I
NORTH EAST DATE !
DATUM ft. mSl ELEVATION 731.27 CASING DEPTH! i
! TIME
! 1347i DATE
I 10-20-94
FINISH
TIME
1458DATE
10-20-94DRILL RIG '• SURFACE CONDITIONS
ANGLE VerticalSAMPLE HAMMER TORQUE FT -IBS '
\-Ul 7
S o?sX >CL -JUJ UJQ ~
2[£> l~-JCCWQ.UJ5)5>k<OSl/JO
*&
SAMPLE NUMBER !a:H'"i5UJ h"
5 | AND j|d| «<j l^zrn i ^^ ~ ! iuj
DESCRIPTION OF MATERIALS |w * < 2§l <g!$ (J
n-
J?i0 £
^0O
^'^ u— ~ 5 - ^
O 2;5 2|oJ c; Q_I _l:Q. _J|(/1 O
0
1
— 2—
__ 3
— 4"~
~ 5
— 6"~
r 7_: — 8
t! 9[_
it
' 1 1r—
h12j: 13I
| —I - .
-- 15
7 ;9 . ' . •0.2"). • /6 k_T_i i Yellow brown POORLY GRADED GRAVEL IGP), damp, 20% : ss
18"
616151712"
141816158"
192020220"
15
]88"
14233612"
65
1210"
:;;;| ,sui, ^U"A> sariu. / |i Pale yellow POORLY GRADED SAND (SP), dry, fine- to
• "• i
::;l,
1
Yellowish gray WELL GRADED SAND (SW), dry, 40% angular ; ' - !gravel, 10% silt. , _
• '• :A:
* * !•
— .
Yellowish gray WELL GRADED SAND ISW), dry, 30% coarse ! '(<1") gravel, 15% silt. "*
:: i s ! 3 ss
i_ , ;
— ;
X ' N| 1 No Recovery< X1 J ~">< MC X t ssv.' \ f
'^V7'
'//Mr
ma>W j'-
5l°-\r^> °
T 3 ti0= C
Ij
\
~— (
; — . ii
Yellowish brown CLAY (CL). damp, 40% sand, 5% silt. 10% i |fine gravel.
5 SS
\
WELL GRADED GRAVEL (GW). dry, angular, 20% sand, 5%1 silt. Black CLAY (CL), moist. 20% sand.
6 SS
, Olive, black mottled POORLY GRADED SAND (SP), saturated,
( 30% gravel. 5% silt.
7
iJ
J
-j
——
__ 1
~i 1J ———————————————————————————— . ——————————— ; — |
END OF BORING AT 14.0 FEET. | _j! ~~*
:
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SOIL BOREHOLE LOG
SITE NAME AND LOCATION Skinner Landfill - WestChester, Ohio
DRILLING METHOD: HollOW-StCm AuQBt
SAMPLING METHOD: 2.0 ft. Split'SpOOfl
Sampler
WATER LEVEL
TIME
NORTH EAST | DATE
DATUM ft. mSl ELEVATION 733.86 [ CASING DEPTH j
i
1
BORMC NO.
B-63SHEET
1 OF 2
DRILLING
START
TIME
1545DATE
10-18-94
FINISH
TIME0952DATE
10-19-94DRH.L RIC i SURFACE CONDITIONS
ANGLE Vertical BEARING: SAMPLE HAMMER TORQUE FT.-LBS
it- I _ i; S 2 ;?£>i ™ $ «>5!£: _,' II ' i iM! ? S ;0«y W
• " • * ! * ? ? £DE (E
SAMPLE NUMBER
AND
DESCRIPTION OF MATERIALS
c,_ §o_i5 *~ u. 55
oO CD lo. =.-inn O
oU
0 > 10 ~, — •-15 ^^yfy
L ' i 28 tt/m1 \ 12- |Pf1 2 ———— /vr^r-
. 18 | : i ,1 2 : ! i ! \
c. ;r -)- 4
: '" i L^ : I M- 10 ;; .- 20 ; •;,L 8- ; : i
e ' ' ; !
j : 12F : 12 ::> ; u- ; 8" H: 25 ! -p4
25 ^r 9 . 3«'2 o.g- > 1C" - nM,1 ' ; e ^ oi- i & o |-10 ; B ^c
r ; 10 ^ o ^ Su ,, ! 12 i or 18 ir°sL 4" P0MF IN" ->°I ' * e ^^ A CI 3 0r 12 5 0°i" 13 20 z°t\r 23 °oc
h 2" boI , . \ o c; 14 4 ••••••\
r i 1B ::::::/- 15 ! 19 .'. .'.
( Dark yellow CLAY (CD, dry. 30% silt.1
Pale yellow SILT (ML), dry, non-plastic.
2
"j Iron oxide staining.
3
Pale yellow SILT (ML), dry, non-plastic, trace fine sand.ilI
4
\
Gray limestone GRAVEL (GW), horizontal partings between 1/4I i n c h gravel.
5
I
Yellow brown SILT (ML), dry. ^/ Limestone GRAVEL (GW), dry.
rLimestone GRAVEL (GW), dry.
' Light greenish gray WELL GRAD£- 5AND (SW), damp, 20%fine- to medium gravel.
SS
ss
SS
ss
S3
ss
ss
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:
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Continued Next Page
> £a ~Z.
O <-> Q
SOIL BOREHOLE LOG
SITE NAME AND I
Chester, Ot«^»-n«M fikinnor t anHfill - West DRILLING METHOD: HollOW-Stem Auger BORWGNO.
•MO B-lSHEET
33
SAMPLING METHOD: 2.0 ft. Spllt'SpOOn 2 OF 2
NORTH
DATUM ft.
DRILL RIG
ANGLE Vei
i Sampler DRILLINGSTART 1 FINISH
WATER LEVEL | ; TIME
TIME ! ; 1545
EAST DATE i : DATE
TIME0952DATE
msl ELEVATION 733.86 I CASING DEPTH i 10-18-94 ' 10-19-94 !I SURFACE CONDITIONS
rtical BEARING —— !
SAMPLE HAMMER TORQUE FT.-LSS ! n-
DEP
TH I
N F
EET
(ELE
VATI
ON
)
BLO
WS
/6 I
NO
N S
AMPL
ER(R
ECO
VER
Y) : SAMPLE NUMBER K>_ £ %% *.£ it7_r— C. O ~ : &•
-XO "~ U.</> ; ,_;
o< AND l^i^o o:5 #H#
° DESCRIPTION OF MATERIALS ^<3| 5511^5| O i CO > ^ il n -J ——
l—1 O
- 15 : 20
16 • 6- ; 10
_ 4"
_ 18 68
~ 19 20
_ 6"
— 20 — - —
~ 18~ , ' 20- 2 6_ 8"
98
- 9- 16_ 10"
^ *
I 25 !
; — 26
~ 27
— 28
I 29
30
:•:• •:''.. 3 ^s, j -
i ! : ill Olive SILT (ML), moist, odor, non-plastic, 2% rounded gravel. j
M v9 !ss j :; • • ; ; > J :: 11 Greenish gray SILT (ML), moist. 20% clay, 10% sand. 5% : : :'•.' ' . - i rounded gravel. ; '• ;
ii ' ' r1 0 ss: I • |
: i • ! I i :
I-! -'.t • Olive grading to black WELL GRADED SAND (SW), moist to ;•!• '.•'l\>' wet. 20% silt and 30% gravel. : ~ '• ;5 liiii" ss :X •!!' i • '• ;• ;-| | Free product; black water Below product.''.' '."* '! ! i — 1
X :;||i2 jss! ~
$ ::f1 : 1END OF BORING AT 24.0 FEET. _j
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-- ————— - —— -
DEPTH IN FEET(ELEVATION)
BLOWS/6 INON SAMPLER(RECOVERY)
SOILGRAPH
OmCOn3J CO
3 1O TJ2 J* mO 2 -z
S S> CDH mrn 3J3(—CO
SAMPLERAND BIT
CASING TYPE
BLOWS/FOOTON CASING
WATERCONTENT %LIQUIDLIMIT %PLASTICLIMIT %SPECIFICGRAVITY
S
SiSm
Om
r
%
?O
£8fiL
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ING
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LUUG6D BY RUST E&l
DATE 5/18/95 CHK'D BY FS c DRILLING CONTR
eno00omIOmr-OQ
SOIL BOREHOLE LOG
SITE NAME AND LOCATIO
Chester, Ohio
NORTH
DATUM ft. msl
N Skinner Landfill • West
EAST
ELEVATION
DRILL RIG
ANGLE Vertical SEARING ————
DRILLING METHOD: Hollow-Stem Auger
SAMPLING METHOD: 2.0 ft. Split-SpOOH
Sampler
BO RING NO.
B-64SHEET ,
2 OF 3 :
DRILLING I
START RNISH j
WATER LEVEL !
TIME i
DATE !
CASING DEPTH i i
SURFACE CONDITIONS
TIME
0925TIME
1435DATE ! DATE i
~^ 10-20-94 h 0-20-94
SAMPLE HAMMER TORQUE FT.-LBS
DEP
TH I
N F
EET
(ELE
VA
TIO
N)
BLO
WS
/6 I
NO
N S
AMPL
ER(R
ECO
VER
Y)
SOIL
GR
APH
i L K !SAMPLE NUMBER e j ^ o o .
|LljL_i ^^ • U fc (
AND s0" r 2oDESCRIPTION OF MATERIALS ^ < '. 2 1 ,o m
WAT
ERC
ON
TEN
T %
;
rr
§1 PLAS
TIC
LIM
IT %
: I-2O
' U
iCt 3o>! d>"$ 5C. 01 Qwo
- 15
r 17i-— 18
19
— 20
I 21
— 22
r 23r— 24
~ 25I
-26p
I _
27i
— 28
I 29
• 30
Jx/ A'2 0 i j j ! j26 . j ;12" ; i
1 6 i - ; .1 8 , .22 ; :'2 4 ! '1 2 " i i ! , '
1 e "/////A17 #/ty26 %M32 '/,'Sfi
16 ;•:•:•:19 ;•!•!•!•26 X;X19 'X'Xi
is :•:•:•:17 •:•:•:•17 X;X
18 JX;X19 |X-X4* !•:•:•:•i* ...
4 :•:•:•:a •:•:•:•26 Xx32 :•:•:•
8 SS -
Pale yellow SILT (ML), moist, non-plastic, 10% clay, 1 5% fine' sand and limestone fragments (FILL). ~~
i 9 SS j ~i\ ; ~
11 Pale yellow CLAY (CD. moist,
,'! fragments (FILL).
Ihou
1
plastic, 20% silt with limestone
ss ~2
j Brown CLAY ICL), damp, plastic. 15% silt with limestonefragments. i ~~ '
11 SS ~" ~i ; '1 i ~
Gray SAND (SW), dry, non-plastic, fine- to medium-grained, _j| trace limestone gravel. ~
[12 SS J
-i i :1 Gray SAND (SW), dry, non-plastic, fine- to medium-grained, '/' trace limestone gravel. ~"i
I 13 SS -
! -Gray SAND (SW), dry, non-plastic, fine- to medium-grained,
/ 10% silt. 30% fine gravel.
I 14 ss ;
Gray SAND (SW), dry, noo-plastic, fine- to medium-grained, iI 30% fine gravel. ~j
I 15 |SS ~i
i> :
inu_
1
i
CO
i pu
3Ul
H
=" m> 00CO ^
i Q inUJ
i O UJi o i-o <Continued Next Page
SOIL BOREHOLE LOG
SITE NAME AND LOCATION Skinner Landfill - WestChester. Ohio
DRILLING METHOD: HoNOW-Stem AUQBr j BORING NO.
B-li SHEET
S4
SAMPLING METHOD: 2.0 ft. SpHt'SpOOn 3 OF 3
Sampler : DRILLMG
! START
WATER LEVEL 1 1
TIME 1
NORTH EAST DATE ! !
DATUM ft. mSl ELEVATION ! CASING DEPTH '• I
! TIMEi 09251 DATE1 10-20-94
FINISH
TIME
1435DATS
10-20-94DRILL RIG I SURFACE CONDITIONS
ANGLE Vertical BEARING
! SAMPLE HAMMER TORQUE
; LU UJ
FT.-LBS| !_; tu s
UJ Su. O: z t-~~ <Cr >i_ tu
2 Q£ —
5<oSwu
SAMPLE NUMBER
5 < AND« £
! UJ
O.GC)_ >.^fgj *""
t°irfz —
: i :oi: #ist co j (_: .> O i JC UJIQ #!— cF?_, UJ u. ,~ . I f — .
i
J ictDESCRIPTION OF MATERIALS ^SH'lpi iiu) O:
ouo
ccQ
30
I 31
L-.
!
I 33
^ 35
;—
— 36
< —
37
, _
i
~ 39
[—40r—
i. 41
!-42
r 43L—
• — 44
. 45
68 :13 !14 ;10"
s182632 ;12"
10 :15 :
323612" i
818 •36428" i
48 ;14 '.188"
4 ]g
9 113 ;8 *
i
:.••,:;.
*
*
--;;:
i:..
;•.
j Gray to dark gray SAND (SW), damp, fine- to coarse-grained.i 25% silt, 10% fine gravel.
f ie;.i
1 Gray SAND (SW), dry, non-plastic, fine- to medium-grained,\, trace gravel.
f 1 7
1 Gray and pale yellow SAND (SWI, damp, fine- to>, medium-grained, 15% silt and trace fine gravel.
I 18
/\1 Gray SAND (SW), damp, fine- to medium-grained, 20% fine
U gravel, odor.il
19
V:i
Gray SAND (SW), moist, fine- to medium-grained, 20% silt.' trace gravel, odor.
A"
Gray to dark gray SAND (SW), moist, fine- to coarse-grained,i 1 0% silt, trace gravel, odor.I ,, Saturatedt •''
f\
END OF BORING AT 42.0 FEET.
SS
SS
SS
SS
SS
SS
I—
~— .
_
— •
~™
-
--— .
__
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1
i
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inS?CO
SOIL BOREHOLE LOG
SITE NAME AND LOCATK
Chester, Ohio™ Skinner Landfill - West DRILLING METHOD: Hollow-Stem Auger
i
I| SAMPLING METHOD: 2.0 ft. Split-SpOOH
! SamplerI' WATER LEVEL ; I
i TIME i i | i
NORTH EAST i DATE ' 1
DATUM ft. mSl ELEVATION 733.01 CASING DEPTH j
BORING NO. ,
B-65 |j SHEET : , !
1 OP 2DRILLING
i START FINISH: I !
TIME TIME '
1520 1632DATE DATE
10-25-94 10-25-94DRILL RIG ! SURFACE CONDITIONS
ANGLE Vertical BEARING ——— i
SAMPLE HAMMER TORQUE FT.-LBS
5 | ?£> '; SAMPLE NUMBER a+j £• °i"- O (jjjJ K z i Lutl £ O £
; = |11|ii: AND g|-p' £ i :m|£ ° : DESCRIPTION OF MATERIALS \M< < 2§
o-! i zO
r o "> i
0 3 )/N| | SILT (ML), dry, 20% clay, 5% angular gravel (FILL). : , ,
- 12 X A Jss
2 12 V Nl ' SILT (ML), dry, 30% subangular gravel, 10% sand (FILL).32 <X;,|
~ 3 33 A-!; 2 :ss ; -36 VV, : i -
__ 10" £' V ' ;
' 12 sx'"%50/4 '< X
* S -X.
~ X "~ 6 __ X;*
! 50,5 S^ Ax
i 3" < x'7 ; :< y"
y21 i22 ;
~ 9 22 : !:- * 20
i '" 50/0 |t 3"i~ 1 •
11 | !—— 1
"~" !
r | u 1r 13 ! 30- 34 !
* i ! ' '
3 i ' i i— 1 e 1 ft : ! i I
» . ' ;J^ ss. -"\l• v ___i !
: _
In
I | SILT (ML), dry, 10% clay, 5% sand, 5% fine, rounded gravel.\r j
i 5 ss -\ ii \ ~"
i
\ 'V,V c cej ; 6 : 00 !
l\ ! 'n ~
Moist, non-plastic.
:S ' ss :\, SILT (ML), damp. 20% sand, 5% rounded gravel, 5% clay.x :
1 [
i
1
tou.
[ !
•
i !j !
^ i a! p
j4
a; ^
i 8: ! 1 «1 1- ———— - * ^1 ! • II
Continued Next Page
SOIL BOREHOLE LOG
StTE NAME AND L
Chester, Oh
NORTH
DATUM ft. 1
DRILL RIG
.T,™ .Skinner L.nrifiii - w«t omu.w METHOD: Hollow-Stem Auger a.liO
3RMO NO.
B-65SHEET
SAMPLING METHOD: 2.0 ft. Split-SpOOn 2 OF 2 :Sampler DRILLMG
START FINISH
WATER LEVEL I ;
TIME i ]
EAST DATE
TJSl ELEVATION 733.01 i CASING DEPTH i
TIME i TIME1520 I 1632DATE I DATE
10-25-94 10-25-94! SURFACE CONDITIONS '
ANGLE Vertical BEARING —— ^SAMPLE HAMMER TORQUE FT.-LBS „.
? ^ °*UJ|g 5Jg£
SAMPLE NUMBER a+_X iuj—
5 < : AND |Sw § ' ill
DESCRIPTION OF MATERIALS w<
CA
SIN
G T
YPE
BLO
WS/
FOO
TO
N C
ASIN
G
WAT
ERC
ON
TEN
T %
3 3
H-zOUo
«#!-£ -
i3;U5O ~
- 15 19U 10"
i i 7~ fl
15"
13 19-
19
10
~ 21 ^
_ 12"
~ 23
—— 24 ;
I 25
' — 26LI
r 27"• I
— 28 ,
U 29
30
I ' i i f ' / 8 ss
j i j ' i A: : :[ i POORLY GRADED SAND (SP). moist, fine-grained, interbedded
: \\j\ with thin strings of medium to coarse, rounded gravel.: : - ' S > SS
':•.:•• \: V !
J i l O ^SSI-!,'. WELL GRADED SAND (SW), moist.
•'•[_]•;-r| Saturated. :
•*"ll 11 SS
|::F iEND OF BORING AT 22.0 FEET.
i
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ij in• 0^1
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o
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1 1 1 1 1 1
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1
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_. _. _ <n.ai.uo . *» .^^»^| . £ U M
- - - ; - - - - - - - - - ---• -
Ol 4> U M
2 2 5 T W0 ° 3 r-5 -o 3- H
u 3. * Sc 3 u> C? « ? -o * Co.c S -23 C
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—— ._:=-_ ,..=_
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I...1..1 1
DEPTH IN FEET(ELEVATION)
BLOWS/6 INON SAMPLER(RECOVERY)
SOILOnArn
Om00O3J 00~o >H 2o ?2 > mCJ ^^ ^p
CS H> caH mm 333)J>r~
SAMPLER^ANQBILCASING TYPE
BLOWS/FOOTON CASING
WATERCONTENT %LIQUIDLIMIT %PLASTICLIMIT %SPECIFICGRAVITY
u>>CS>X
m3DHO3D
Cm
n(A
r*~K
<n3.&
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—
O9
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3
VI
-nnOl
o0f.0H0zc/>
| OA
TUM
ft
<2_
m
Hiro2
CASIN
G D
ET
H 1
—
i NO
RTH
m
O
Si
— -
SioV5 au>
33A zM >•-• f(P S
O °?. 5o gi(A
3n
3a.=
nS
m
—
i W
ATER LEVEL !
S gS *
™* H
ai Jo
! S
TAR
T
TJ
1
Sampler
oaCO
SAMPLIN
G M
ETH
OO
tobftCO
coQg3
$m
Tl
M
i DR
ILLING
METHC
p
XO.o"1
Ir(O^
BORING
NO.
B-l
OJO)
uu.MUBY RUST E&l
DATE 5/18/95
DRILLING CONTR
CHK'D BY FS
COOi—CDOmIOm
O
SOIL BOREHOLE LOG
SITE NAME AND LOCATION Skinner Landfill - WestChester, Ohio
NORTH EAST
DATUM ft. mSl ELEVATION 732.64
DRILL RIG
ANGLE Vertical BEARING ————
DRILLING METHOD: Hollow-Stem Auger BI3RMQ NO. I
B-66SHEET
SAMPLING METHOD: 2.0 ft. SpHt-SpOOO 2 OF 2Sampler DRILLING i
START FINISH
WATER LEVEL I | ;
TIME '' I | 1
DATE - 1 1 !
TIME TIME
0925 1350DATE I DATE :
;
CASING DEPTH i '• 10-25-94 10-25-94! SURFACE CONDITIONS
! . i -- • - i ISAMPLE HAMMER TORQUE FT.-LBS : tr
£ - ! E-UJ ? —OJ >>*• ° «s!25i z2 £ 3>5>: 5 £
Si'lgl!O i !
1 ;
SAMPLE NUMBER gj^lgi #i-lia *~ ', U- (/} ; ^
AND ||i" i"! E|DESCRIPTION OF MATERIALS '^ < : 2§ ^1: o . « o ,|g
- 15 , is ; \- | «• ! H
16 ~ ——— ("^ 11 : P
12 : j18 ! 2 ; |
50/4 :
r "o I*° 49 1
50/2 . !',7- ' ill
: " ): — 22 —— = — t~r*?-
tyW/\
j 22 /d' ': -~ : 30 ; ; . . . . (
L 2 7 ! ^ ; - ; : :
i '8 : ; - ; :~ I 17 : \
L 29 15 ; ; : . ;i 30 i i : ' . : •
8
li-J Z
OL)0
y# -£ ?w t i3 | =ja! jSi § 3
SS
WELL GRADED SAND (SW), damp, 5% silt, 5% fine,: s u b r o u n d e d gravel.
9 SS
Damp, no silt. i
10 SS
11 SS
1| CLAY (CD, moist, 5% silt, 10% fine to coarse, rounded gravel,
2% sand.Sand seam at 22.5 feet with black staining. ..
12 oo
i
13 SS
CLAY (CD, dry, 10%-silt, 10<*b gravel. x-jI POORLY GRADED SAND (SP), wet, 20% silt.
14 SS
Very thin stringer of coarse sand at 27.5 feet.
POORLY SORTED SAND (SP). wet to saturated, medium tocoarse gravel.
15 SS
I END OF BORING AT 30.0 FEET.
J
J
~" 1
- ;
: j
1
~
l
LL.
1 . :
1Cp
zu
3
2 «————— 2 o»
1 11: h
APPENDIX B
Grain Size Distribution Reports
A grain size distribution chart typically quantifies the various particle sizes indicating generaldepositional trends. The distribution of the percentage of the total sample less than a certain sievesize can be plotted in a cumulative frequency diagram. The equivalent grain sizes are plotted to alogarithmic scale on the abscissa, while the percentage by mass of the total sample passing (finerthan) is plotted arithmetically on the ordinate. An example of some characteristic grain sizedistributions are shown in this appendix. As shown in the figure, a well-graded soil is one whichhas a good representation of particle sizes over a wide range, and its gradation curve is smooth andgenerally concave upward. A poorly graded soil would be one where there is either an excess ordeficiency of certain sizes or if most of the particles are about the same size. The uniform soilgradation shown is an example of a poorly graded soil. The Skinner soil samples tend to becharacterized as well graded sand, silt and clay, with the grain size distribution report being shownin the following pages.
Percent passing (finer than)by weight (or mass)
_o£.
(D£.30)N"oa(A^CT
5°(A
Percent retained (coarser than)by weight (or mass)
103
50
B0
730£U
E 531
r 59uuS 42Q.
3S
20
12
22?
PARTICLE SIZE DISTRIBUTION - ASTM D422c""* c c e. rg , — — —
~ a c \, c 9 CD— .Z — — . - • » • ru CD co s sea ^ CD1 XXX ^ -• IM V U) — CXIo m eu »* * • £ » - « cn • • • »• »»
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FE3CE>~ "NER |• |
57.773.252. 544.3
E amp if inrsrma
•3-59 9 14'-1S'3ROWN flrsD GRfiYSILTY, CLflYEY
*. Ion: ;
1
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Remarks :
NHC &y.5'-<
RflN BY: KMPGR16-02
RUSTENVIRONMENT &INFRASTRUCTURE
F
•
3ro jest No. : 72SB0.300'rojest: SKINNER LANDFILL
Date: 12.27.34 Lab. No.
111
100
50
30
70QiUi— i 50L.
£53Uuo:LJ 43Q.
33
22
13
32e
PARTICLE SIZE DISTRIBUTION - ASTM D422c
c c 6c c c ^ c " " — — s o« _ _ . * . • ^ c u a Q o o o v oi xxx ^ • • < \ j ^ SA — e > j
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size
PERCEN- FINER•
1.5 130.31 92.3 '
0.75 52.30.5 57.5
^X^ GRfliN SIZED-a 13.13D10 2 - 7 2
D10 0.01
^X^ COEFFICIENTS
Cc 55.53cu 757.4
SIEVEnumoer-
B tze
41040
200
PERCEN- FINER !•
= 3.727.019.514.7
•«i
\ _
•3
Sarr.plr in-rorrnc-. io
• 3-51 6 13'-12'SRC^N SILTY, CL^YGRnVE- WITH SrlND
i
—— —— i
L 1
•**2 . 21
= T
.3 ' 2 5 . 3
~ Y
Remarks :NMC 02. SX
RPiH BY: <nPGR16-33
i
RUSTENVIRONMENT &INFRASTRUCTURE
Project No.: 72530.300Droject: SKINNER LflNDFILL
Date: 12.07.94 Lab. No.
PARTICLE DISTRIBUTION TEST REPORTc
c e cC C C N C (DO_ Ji - - J: ^ cu a o o s a ^ $t x N x ^ -* nj • v t x - * e \ i
90
80
70QCLJ
5 50L.
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*»•*i
3.331
i ; 1 PI !•| 3.3 i 55 .3 23.0 | 12.3 2.8 | GC-SM 22.2 e^.r
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s lie
21.5
12.730.5
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^x^= c
=ERCE1N" r!NER•
130.097.66S.3S0.755.3
GRflIN 3I2E13.47
L. 170.01
COE"ICIENTS
8. 13645.7
5!! EVEnumovr
41240
200
PERCENT TINER•
43.734.422.915.7
i
Samp Is i it-forme-, i o- :
• B-S2 e 14'- IS'SILTY CLAYEY GRSVELWITH 5AND
Remarks :NHC 04. Z'/.
RAN 3Y: S3GR7-39
RUSTENVIRONMENT &INFRASTRUCTURE
Project No. : 72630.300Proj-ct: SKINNER LflNDFILL
Date: 11. IS. 94 Lab. No.
PARTICLE SIZE DISTRIBUTION - ftSTM D422
100 __£
50
200 133 3. 331
5SND X SILT L;SC30.0 20. 3 12.3 SC-3"l !: = .E 2^.3
SIEVEi ncne*
1.51
Z.750.5
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^><CCcCu
I- ;.:<_;. N . r .N^R
•
130.393 .3 !54 . 393.5
SRfilN SIZE
1.250. 0S0.30
COEFFICIENTS1.54
841.4
SIEVEnumoert ize
4
1340
230
PERCENT FINER•
75.9£5.043.331. S
5smp '. ? i r f or nai L on :
; 3ROUN HILTY, CLAYEY5SND WITH GRAVEL
Remarks :NMC 03. IX
RfiM BY: <MPGR16-34
RUSTENVIRONMENT &INFRASTRUCTURE
Prcjrc-t No.: 72S30.300Project: SKINNES LANDFILL
Date: 12.09.94 Lab. Nc
PflRTICLE DISTRIBUTION TEST REPORTa . . .
',„ i illiisi i i s s s !i .
c1t1II<
90.
80
70r5 50j.
^jj5 403.
30
10
023
'<t~ vS L !:SH
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CRfllM SIZE - mra
X +3-• 0.Q
y. GRAVEL37.3
X SSNO43.5
Z SILT 7. C'-fi14.4 4.8
usessn
LL17.4
SIEVE• is*
Z1.5
1a. 75a.s
"XDgg
^xS:
PERCENT FINER•
136.98.94.ai.76.
a5t
i3
GRAIN SIZE3.60.30.0
73L
COEFFICIENTS2.6
346.27
SIEVEmutter1LX*
•41848
zee
PERCENT TINER•
52 .'753.73E.419.2
0.8B1
PI01.3
Sample information:• 3-5-1 6 18'- 22'
SILTY SAND WITH GRflVEL
Remarks:nnc 05. st
RAH BY: S3<3RT-ie
RUSY II Project No.j 72688.300ENVIRONMENT & Hprojwti SKifrcR LANDFILLINFRASTRUCTURE Ikte: U.IS.M i b. NO. ——
PARTICLE SIZE DISTRIBUTION -c
s e e. ry . — _ —C C C N* C ffi S— — — — — • « • r u m a o Q D S - * • 5
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SIEVEinches
; s ize
i2.753.5
i PEP-CENT .~:^E:r| •
138.S7.52.
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3 1i1
COErTICIENTSC-*iw
i 5nIEVE i PERCENT F:NER i iurnoe^s i z e ! • I
12 i^3!
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ii
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1
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' •3-55 e 19 '-22'i 3ROWN HILT^, C>PYE'
S3ND WITH GRflVE-
Remarks :NMC 37. 2X
RSN BY: KMPGR1S-35
RUSTENVIRONMENT &INFRASTRUCTURE
Project No. : 72580.300Projsct: SKINNER LANDFILL
Cats: 12.38.94 Lab. No. ————
PPRTICLE DISTRIBUTION TEST REPORTe e e
. ry • — — —C C C N C SO— — — — — -r c\j CD a o a a ^-5
1 X X X . — M T- J *• M1 CTCT UJ ft) CM •* ^" n> — * (t> * * » * « * •
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i! i 1
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2.750.2
rExCENT FINER
i •133.3
=4.7S2.5
i
^X^: 3RRIN SIZED <•
3 w
><C.Cu
5.713.233.30
COEFFICIENTS
3.232553.
nuraoerc '; =*
412
232
PERCENT FINER•
33.342.4= 3.224.1
• =-56 9 16'- IS'CL3YEY GRfiVE_ WI~- ;- -I
Remarks:NMC 03. 5X
RflM SY: KMK ;GR7-20
RUSTENVIRONMENT &INFRflSTRUCTURE
=roj=ct No.: 72S80.300Project : SKINNER LflNDFILL
Date: 11.17.94 Lab. No
APPENDIX C
Coefficient of Uniformity and Curvature Formulas
1) The coefiBcient of uniformity (CJ is a crude shape parameter, and is defined as:
D10
where Dw = grain diameter (mm) corresponding to 60 % passing, andDH, = grain diameter (mm) corresponding to 10 % passing, by mass.
2) Another shape parameter that is often used for soil classification is the coefficient ofcurvature defined as:
C. = J(D30£(D10XD«)
where D30= grain diameter (mm) corresponding to 30% passing,DSQ = grain diameter (mm) corresponding to 60 % passing, andD10 = grain diameter (mm) corresponding to 10 % passing, by mass.
APPENDIX D
USDA Triangle Coordinate Soil Classification Charts
100
90
percent sand
F H8.—Chart showing1 tin; percentages of day (bcl»\v 0.002 mm.) ,silt (0.00'J to 0.05 m m . ) , an/ sand (iUi, r> to LM) mm.) ii> the basic soiltextura l ('lasses. V
(HMe<--6M» "<S\uT ~CuM
2-ZV.31.54'/.""2^?-
Z.V. ^i •
) C»|4>»«^T
r "^\ i«^.;
55*7.m.«
«1<.1.
,\,
",!y u
- .v \v\ . v \. . yv- v.
i ? l
O A U
!«*
<-»:•!::•:•:•:;••.,/^6X^\A/' \/ -^:&£>vVJ
/ A /V. AVA VYVVW/ / '\ v . / v y v v /\,»V vy' • • • • ' -
2.
APPENDIX E
Casagrande's Plasticity Chart
60
50
40X0)
30
ega
20
Low plastic inorganicclays; sandy andsilly clays \
.Silty clays;-clayey siltsand sands -
Inorganic clays ofhi(|l\ plasticity
Micaceous or diatomaceous"line sandy and silty soils;_elastic silts; organic silts,clays, and silty clays
IOH
or
MHInorganic and organic silts
__ and silty clays of low- plasticity; rock flour;
silty or clayey fine sands
40 50 60
Liquid limit
70 80 90 100
Fig. 3.2 Casagrande's plasticity chart, showing several representative soil types (developed from Casa-grande, 1948. and Howard. 1977).
f T ^ U-0A
LIQUID flND PLftSTIC LIMITS TEST REPORT
58
xU
tocc
IB
CH OP OH
Upper Limit Line -
CL or OL
HflTCHEBflfiEB ISHL-CL
ML Or OL OP OH
0 13 23 38 48 33 60 70LIQUID LIMIT
BO 90
Location * Descr iptlon LL PL PI -200 PSTM D 2487-90B-S4 3 8'- S'
CLBY WITH SBND 33. S 33.2 IS.-4 Bl.lCL, Lean clay with
sand
B-SS 6 IS'- 18'CLflYEY GRfiVEL WITH SflND 22.5 15.2 7.3 24.1
CC, Clayay gruj th sand
TP-8 6 0'-LESM CLflY 47.5 20.7 26.8 85.3
CL, Lean clay
Ppojeet N o . : 73588.388Project: SKINHS? LPNDFILL
Client: SKINNCR LANDFILLLaeatlan:
; 11.17.94.
LIQUID flND PLPSTIC LIMITS TEST REPORT
RUST BfttROrtEKT & inFRASTOJCTURE
B-S4 6 0'- S'
B-SS e is-- is'TP-8 6 0'- 4'
Late. No.
LIQUID AND PLftSTIC LIMITS TEST REPORTsa
X
zn
I-|M4
o
COec
CH or OH
Upper Limit Line -
CL or OL
HflTCHEDO'RSA isHL-CL
PL OP OL MH or OH
19 29 33 «3 59 SB
LIQUID LIMIT
70 80 30
Location + LL PL PI -230 fiSTn D 2487-90» B-fi2.e 4'- 8'
SILTY SflHD WITH GRSVEL 15.7Sn, S i l ty sand with
B-62 8 14'- IS'SILTY CLAYEY GRflVEL WITHSPMO ________
28.2 15.3 4.9 15.7GC-GT1, Slliy clayey
gra.vel u t t h sand
S IS'- 22'SILTY 5J5MD WITH 17.4 16.1 1.3 19.2
Sit, S i l t i j 4«nd wi-thgr*v»l
«. 3-SS 3 4'- 7'CLflYEY SRflVEL UITH SflND 25.6 17.0 8.6 22. a
GC, Clayey gravelwith sand
x GU-St « 13'- 22'SILTY SRflv/CL UITH SflND 18. 614.9 3.7 14.6
, Siltyuith sand
- Non-Viscous NP -
Pro jest No. : 72698.309Project: SKIMMER UflNDFXU-
C l i * n t > SKINNCRLac *.t Ion:
; 11.15.94
LIQUID fiND PLASTIC LIMITS TEST REPORT
RUST EMviRorffercr
Reraeu-kw:
B-S2 6 4'- 6'
B-62 S 14'. !£'
B-64 « 18'- E2'
B-SS « 4.'- 7'
SU-51 € 18'- 22'
Lab. No.
APPENDIX F
Gas Permeability Calculations
niJCr ENVIRONMENT S:INFRASTRUCTURE
CLIENT __
PROJECT.
CALCULATION SHEET
su BJ ECT -c
PROJECT NO.
Prepared By '.Reviewed By.Approved By.
Date.Date.Date.
* I 3 7 /y
(J
— 2.
- 2.
S) -L 2. ^ ±- = _ c,. 167
APPENDIX G
Lateral Pressure Drop From Soil Venting Wells
////> ZONE 2 !/ / / /
y;<>^
_ _ _ 760
_ _ _ _ 750
C\TX - - - - 740
- - - - 730
720
710
- - - - 700
- - - - 6SO
LEGEND
//r
ZONE
ZONE 2
INACTIVE CELLS
NO FLOW BOUNORY
SOIL VENTING WELL
CONSTANT HEAD BOUNORY
LINE DIVIDING ZONES 1 AND 2
AIR FLOW MODELING FINITEDIFFERENCE GRID SYSTEM
Vacuum (ft of w a t e r ) , Co s o 60, 1 c f in v o c u u m por w e l l at tho end of B0 d o y s
WE
60.00
a-
oO 40.00LT)
20.00
V-
aa
Cl
0.00 J______L I. J -_____I______L0.00 100.00 i>00.00 300.00 100.00 500.00
DIs to n c e ( f t ) e n s I n e s t d i r e c t i o n o I o n g Se c t I o n E L '
Vacuum (ft of water), Case 6b, 1 cfm vacuum per w e l l at the end of 500 days
wE
60.00
O
oO 40.00L
01>O-0 20.00
0.00 J______I______I______I______I . I______I______La(Da
0.00 100.00 200.00 300.00 ^ 400.00 500.00
D i s t a n c e ( f t ) e a s t w e s t d i r e c t i o n a l o n g ' S e c t l o n E-E'
Vacuum ( f t o f w a t e r ) , Case 7a , 2 c fm v a c u u m per w e l I a t the end o f G0 day
C4E
60.00
oo 40.00L-v0)
0)>O
-° 20.00
"n 0.000) 0.00
Q
J______L J______I J______I______I______I100.00 200.00 300.00 400.00 500.00
D i s t a n c e ( f t ) e a s t w e s t d i r e c t i o n a l o n g S e c t i o n E-E'
Vacuum (ft of w a t e r ) Case 7b, 2 cfm vacuum per wol I at the end of 500 days
60.00
oo 40.00cX)0)
.£)
0)>O-e 20.00
a 0.00a> 0.00T)
I
(D
I _L100.00 200.00 300.00 400.00 500.00
D i s t a n c e ( f t ) e a s t w e s t d i r e c t i o n a l o n g S e c t i o n E-E"
Analysis of In Situ Vacanin Well Placement Using MODFLOW
ANALYSIS OF IN SITU VACUUM WELL PLACEMENT USING MODFLOW
BACKGROUND
The governing equation for 3-D single phase flow which is solved by MODFLOW usinga finite difference method is given by
where the volumetric flux density in the t-direction is given by
i. - - * [2]
These equations describe saturated grouadwater flow subject to certain assumptionsregarding decoupling between saturated and ucsaturated zones. The same equationsmay be used to simulate gas flow in the unsaturated zone under the assumption that: 1)gradients in gas phase density are small compared to the divergence of the gas velocity;2) effects of gas pressure gradients on water flow by capillary effects are disregarded,e.g., water table upweiling is ignored; and 3) gravitational gas flow is assumed negligiblecompared to pressure effects. Under these conditions, [1] and [2] will describe gas flowin the unsaturated zone when ?, is taken as :he volumetric flux density of gas and othervariables are defined as follows
Joe
h = P/f. 3 J3)
K, = />, g «.,/>».g*./p. RT ' [5]
gauge gas phase pressure [F L"1], P* is the density of water [M L3], g isceieration [L TJ], k,t is gas peraeaoiiity in the t-direction [L!], n« is the
"5
where P is thegravitational acceL . . - - . - . • » - . . .dynamic viscosity of the gas phase [F T L"5], A> is the molecular weight of gas [Mmol"'], «« is the gas tilled porosity [L3 L*3], />* is the density of gas [M L"1], R is the gasconstant [F L mo!"1 deg*1] and T'a Kelvin temperature [deg].
In equation [3], h represents the gas pressure expressed in units of equivalent waterheight. For example, 'an absolute gas presssure of O.S atm or equivalently a vacuum of0.2 atm corresponds to a gas pressure head of h — -2 m. In equations [4] and [5], K,and S. may be referred to as the gas conductivity and specific storage, respectively. Itshould be noted that alternative means of defining a gas conductivity are possible (usinga different reference fluid density) so caution should be used to ensure consistent usage.In [5] it has been assumed that porous medium compressibility is negligible and gascompressibility follows the ideal gas law. For a gas-filled porosity of 0.2 at 10*C, the gasspecific storage. S,, will be approximately 0.02 m*1. For steady state analyses, the valueof Si has no effect on the solution - it only effects the time required to reach steadystate conditions.
-23-
I
An alternative way to write [4] arises by noting that k,t = i,. where k. is the gasrelative permeability which varies from 0 to 1 and 4,- is the intrinsic permeability in thet-direction. Since intrinsic permeability is related to the saturated hydraulicconductivity, &«,, as i. = JC*,->?*/i»; then we may write
*v«j S fc» A««/>7r«
where ??r. = IJ./TJ.. Relative permeability, t-.. will vary from zero when •*. is zero to 1when *• is equal to the total porosity, *. The sensitivity of gas relative permeability togas filled porosity is rather mild at low water contents such that relative permeabilitygenerally decreases in a manner roughly proportional to the gas saturation, ««/<*, for gassaturations greater than about 25%. Therefore, to first approximation, gas conductivitymay be estimated from hydraulic conductivity if this is known by emplo3Tng [6] withir... as 4./4. Vertical variations in intrinsic permeability as well as gas relativepermeability could be incorporated in the numerical analysis by assigning different gaspermeabilities to different layers or area! zones in the model. In practice, the mostpractical and reliable procedure for determining gas conductivity will be to perform anis.situ gas pump test. The pump test data may be analyzed in the same fashion asconventional water pump tests using analytical methods (e.g., Theis or Jacob) or thenumerical model may be used to simulate the pump test with conductivity adjusted (byhand or using an automatic algorithm) to fit the observed flow rates and/or observationwell pressures.
IEXAMPLE PROBLEM
• A hypothetical problem was analyzed to demonstrate the use of MODFLOW fordesigning in situ vacuum extraction systems. The problem involves a domain 250 x 250m in the area! plane with an unsaturated soil thickness of 20 m (Figure 1). Part of the
_- soil surface over the central 150 x 150 m of the domain is covered with a gas| impermeable material and the remainder is open to the atmosphere on an annular strip.
Soil properties were assumed to be uniform over the domain with KT=Kr=300 m d"1
and A",=1QO m d"1. The gas specific storage was taken to be 0.02 m"1. In analysis A,three vacuum extraction wells [VV-1. W-2 and W-3) were placed through the coveredarea and screened over the depth of 15 to 20 m. La analysis B, a fourth well (W-4),screened over the same interval, was placed at a location that would otherwise yield astagnation point in the gas flow.
Boundary con&iiions. The lower boundary of the system is the upper limit of thecapillary fringe (or to first approximation, the water table). This boundary is assumedinitially known from observation well data and is fixed with time. The boundarycondition at the bottom is no-flow. Actually, water table upwelling will occur whenvacuum wells are pumped. The exact rise in the water table will be equal in magnitudeand opposite in sign to the gas pressure head on the lower boundary. Therefore, if amore refined analysis is desired, the location of the lower boundary may be corrected inan iterative fashion. The simplest way to accomplish this would be to reduce theconductivity of the lower blocks in proportion to the fraction which is water-saturated(i.e., if water occupies 0.6 of the block height, reduce K by 0.6).
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The lateral boundaries of the system are also treated as no flow boundaries and shouldbe located such that this assump.tion is met. That is, it is desired that the Lateralboundaries be far enough away from the vacuum source that negligible pressure changeis propogated to the boundary. If initial simulations indicate this condition is not 'met,the domain size should be increased.
The upper boundary is the soil surface. Covered portions should be treated as no flowboundaries. Portions which are uncovered should be treated as constant pressureboundaries. Specifically, h=Q is assumed on atmospheric boundaries.
Vacuum wells are treated as normal pumping wells in MODFLOW with the total gasflow rate prescribed [M3 T*1]. Note that withdrawal rates have a negative sign. If thewell bore vacuum is known rather than the withdrawal rate, then the latter should beguessed and several trial simulations performed until the correct flow rate is obtained.In the present case, the flow rates at wells W-l, W-2 and W-3 were each assumed to be10,000 m3 d'1.
Injection wells are treated as interior prescribed pressure nodes. Specifically, they aretreated as nodes with a constant pressure of h=Q on the screened portion. Well W-4 istreated in this fashion.
Model rssvlts. Contour plots of the steady state gas pressure head distributions forproblems A and B are shown in Figures 2 and 3. respectively. In designing the vacuumsystem, it is desired to have gas flow directed through the hydrocarbon contaminatedsoil with no stagnant zones. Placement, screening interval and pressure of vacuum wells;location and screening interval of intake wells; and extent of surface cover may bemanipulated to achieve suitable system operating conditions. Inspection of the pressurefield within the zone of contamination may be used to judge the design in an ad hocfashion. A more quantitative and accurate approach would be to perform an analysis oftravel time distributions through the plume with the objective of designing the systemto minimize the mean travel time and the travel time variance. Such an analysis couldbe performed using a program such as GWPATE which interfaces with MODFLOW tocompute travel times on selected streamlines. Starting points for the travel timeanalysis should be selected on start at the plume boundary and at injection wells if theyoccur such that streamtubes of equal total Sow are analyzed.
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1Figure 1. Areal view of hypothetical gas venting problem.
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Figure 2. Contour plot of gas pressure heads (i, meters) without injectioa well W-4.
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iFigure 3. Contour plot of gas pressure heads (k, meters) with injection well W-4.
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APPENDIX H
Hyperventilate Information Package
SKINNER LANDFILLSVE SYSTEM FEASIBILITY INVESTIGATION
USING HYPERVENTILATE DECISION-SUPPORT SOFTWARE
Hyperventilate was the primary tool used in evaluating the feasibility of SVE at the SkinnerLandfill. This interactive, software guidance system is approved by, and available from the USEPA.The two applications for Hyperventilate were intended to determine the following:
1. To determine if soil venting is appropriate at a site2. To approximate the minimum number of extraction wells anticipated to be needed
AN EVALUATION OF SVE WELLS INSTALLED WITHIN THE LAGOON BOUNDARY
A. Lagoon Lithology
1. Based upon 15 test boring (prior Rust investigation)2. Sediments are Clay to Silty-Clay Soils3. Static Water Level at 18 to 27 feet below grade
Input data for Hyperventilate Model:
Type of Soil
Permeability Range (darcy)
Well Radius
Radius of Influence
Interval Thickness
Temperature
Composition of Contaminant
Estimated Spill Mass
Desired Remediation Time
Contaminant Distribution:Radius of InfluenceInterval ThicknessAverage Concentration
Design Vacuum
Silty Clay
0.01 -0.0001
4 "
30'
10'
16 degrees C
BETX (for model application)
26,900 kg
547.5 days (1 5 years)
20,000 ft2
10ft2,666 mg/kg
120 " H2O
Based upon the given input parameters, the Hyperventilate Software indicated that a minimum of84 SVE wells would be required to remediate the buried lagoon contaminants. A number of thismagnitude is not practical for a cost-effective soil venting system.
SKINNER LANDFILLSVE SYSTEM FEASIBILITY INVESTIGATION
PERIMETER SOIL EVALUATIONUSING HYPERVENTILATE DECISION-SUPPORT SOFTWARE
Hyperventilate was used in evaluating the feasibility of SVE in the perimeter soils at the SkinnerLandfill. This interactive, software guidance system is approved by, and available from the USEPA.The two applications for Hyperventilate were intended to determine the following:
1. To determine if soil venting is viable and effective in the perimeter soils.2. To approximate the minimum number of extraction wells anticipated to be needed
AN EVALUATION OF SVE WELLS INSTALLED WITHIN THE PERIMETER SOILS
A. Perimeter Soil Lithology
1. Based upon 7 perimeter test borings (Rust supplimental investigation)2. Sediments are Sandy Loam Soils3. Static Water Level at 18 to 27 feet below grade
Input data for Hyperventilate Model:
Type of Soil
Permeability Range (darcy)
Well Radius
Radius of Influence
Interval Thickness
Temperature
Composition of Contaminant
Estimated Spill Mass
Desired Remediation Time
Contaminant Distribution:Radius of InfluenceInterval ThicknessAverage Concentration
Design Vacuum
Sandy Loam
0.05-0.005
4 "
30'
10'
16 degrees C
BETX (for model application)
26,900 kg
365 days
20,000 ft2
10ft2,666 mg/kg
120 " H2O
Based upon the given input parameters, the Hyperventilate Software indicated that a minimum of32 SVE wells would be required to contain the migration of contaminants through perimeter soilsA number of this magnitude is not practical for a cost-effective soil venting system.
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