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Preliminary Siting Characterization” Salt Disposition Facility - SiteB

by

D. Wyatt

Westinghouse Savannah River CompanySavannah River SiteAiken, South Carolina 29808

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F. H. Syms

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DOE Contract No. DE-AC09-96SR18500

This paper was prepared in connection with work done under the above contract number with the U. S.Department of Energy. By acceptance of this paper, the publisher ancf/or recipient acknowledges the U.S.Government’s right to retain a nonexclusive, royalty-free license in and to any copyright covering this paper,along with the right to reproduce and to authorize others to reproduce all or part of the copyrighted paper.

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K-TRT-S-00001Rev. O

July 1999

PreliminarySitingCharacterizationSaltDispositionFacility- SiteB (U)

Site Geotechnical Services Department

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Westinghouse Savannah River CompanySavannah River SiteAiken, SC .29808Preparedfor the U.S. Departmentof Energy UnderContractNo. DE-AC0996SR18500

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DISCLAIMER

Portions of this document may be illegiblein electronic image products. Images areproduced from the best available originaldocument.

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Site Geotechnical Services K-TRT-S-00001

Preliminary Siting Characterization Rev OSalt Disposition Facility - Site B (U) July 1999

IProject:

Salt Disposition Facility

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Document:

K-TRT-S-00001, ,Rev. O

Title:

Preliminary Siting Characterization ‘ ‘Salt Disposition Facility – Site B (U)

Prepared by:

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F. H. Syms,

Approvals:

/M. Maryak, Manager, Site Charagtf%ization, SGS Depafiment

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da. #g2--u- -L. A. Salomone, Site Chief Geotechnical Engineer, SGS Department

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Site Geotechni@l ServicesK-TRT-s-00001Prelimina~ Sing Characterization

Rev OSalt Disposition Facility - Site B (U)July 1999

DISCLAIMER

This report was prepared as an account of work spmsmd by an agency of the United StatesGovernmen~ Neither the United .StatesGove~ent nor any agency thereof, nor any of theiremployees, makes any warranty, express or unplied, or assumes any legal liability orresponsibility for the accuracy, completeness, or usefidness of any inhrmation, apparatus,produc~ or process disclose&or represents that its use would not infi-ingeprivately owned rights.Reference herein to any specific commercial produc& process, or sewice by trade name,traded manufacturer, or otherwise does not necessarily constitute or imply its endorsemen~recommentition, or favoring by the United States Government or any agency thereof. Theviews and opinions of authors expressed herein do not necessarily state or reflect those of theUnited States Governmentor any agency thereof.

This report has been reproduced directly from the best availablecopy.

Available to DOE and DOE contractors fkomthe Office of Scientific and Technical Information,P.O. Box 62, Oak Ridge, TN 37831;prices available ikom (615) 576-8401.

Available to the public ~m the National Technical Information Service, U.S. Department ofCommerce;5285 Port Royal Roa& Springfield VA 22161.

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Site Geotechnical Setvices K-TRT-S-00001Preliminary Siting Characterization Rev OSalt Disposition Facility - Site B (U) July 1999

TABLE OF CONTENTS

TABLE OF CONTENTS .......................................................................................v

LIST OF TABLES ...............................................................................................vi

LIST OF FIGURES .............................................................................................vi

EXECUTIVE SUMMARY .................................................................................... 11 INTRODUCTION ............................................................................................ 3

2.

3.

4.5.6.

1.1 Purpose and Objectives ~................................................................... 31.2 Report Organization ......................................................................... 41.3 Quality Assurance ............................................................................ 4

SUBSURFACE EXPLORATION ................................................................... 62.1 Field Test Location and Clearance ................................................... 62.2 Equipment and Field Test Methods ................................................. 7

2.2.1 Exploration Contractor(s) and Equipment ................................. 72.2.2 Sfandard Penefrafion Tesf (SP~ .......................’...................... 82.2.3 Undisturbed Sampling .............................................................. 92.2.4 Piezocone Penefrafion Test Soundings (CPTU) ....................... 92.2.5 Borehole and Penefrafion Abandonment .................................. 9

2.3 Sample Preparation, Handling, Storage, Transportation, Control ... 10SUBSURFACE CONDITIONS ..................................................................... 11

3.1 Regional Geological Evaluation ...................................................... 113.2 The Atlantic Coastal Plain Stratigraphy Underlying Site B.............. 113.3 Basement Geology Underlying Site B ............................................ 133.4 Geological Structure Underlying Site B .......................................... 133.5 Engineering Stratigraphy ................................................................ 14

3.5.1 Layers 1 and 1A ..................................................................... 743.5.2 Layer 2.................................................................................... 153.5.3 Layers 3 and 3A ..................................................................... 153.5.4 Layers 4 and 4A ..................................................................... 753.5,5 Layer 5..................................................................................... 75

3.6 Soil Charactetisti= ......................................................................... 163.7 Soft Zone Characteristi= ............................................................... 163.8 Groundwater Conditions ................................................................. 17

3.8.1 Wafer Qualify ......................................................................... 173.9” Topography and Surface Hydrology ............................................... 18

GEOTECHNICAL AND FOUNDATION ASSESSMENT ............................. 19CONCLUSIONS AND RECOMMENDATIONS .......................................... 20REFERENCES ........................................................................................... 22

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Site Geotechnical Sewices K-TRT-S-00001Preliminary Siting Characterization Rev OSalt Disposition Faciliiy - Site B (U) July 1999

LIST OF TABLES

Table 1.1-1 Geotechnical Siting Criteria... ... ... ... ... ... . . ... .. . ... .. . .. . ... .. . ... ... . .. ..4Table 3.5-1 Engineering Layer Horizon Picks ... ... ... ... . ... ... ... ... ... ... ... ... ... .. . .23Table 3.5-2 Average Soil Parameters ... ... .. . ... .. . ... ... . .. ... ... ... .. . ... ... ... .. . ... ... .24

LIST OF FIGURES

Figure O-1 Location of Site B Relative to H and S Areas ... ... ... ... . .. ... ... ... ... .25Figure 1.0-1 Location of Boring SDFB-BI and CPT’S on Site B Footprint ... ... ...26Figure 3.0-1 Correlation Tie Line from SDB-BI to Well P-27 ... ... ... ... . .. ... ... . ...27Figure 3.0-2 Correlation Panel, P-27 to SDFB-BI ... ... ... .. . ... ... ... . .. ... ... ... ... . .-28Figure 3.0-3 Correlation Between CPTS Cl and C5 and SDFB-BI ... ... ... ... .....29Figure 3.2-1 Generalized Coastal Plain Stratigraphy ... ... ... ... ... ... ... ... .. . ... .. ...30Figure 3.2-2 Photograph of Subsurface Sediments ... ... .. . ... ... ... ... ... ... ... .. . . ...31Figure 3.4-l DWPF Seismic Line S.2 ... ... ... ... ... ... ... ... ... ... . .. ... ... ... ... ... ... ...32Figure 3.4-2 DWPF Seismic Line S-7 ... ... ... ... .. . ... .. . ... ... ... ... ... . .. .. . ... .. . ... . ..33Figure 3.4-3 Engineering Layer Three-Dimensional Model ... ... ... . .. ... ... ... ... ...34Figure 3.4-4 CPTCross.Section A. A ... ... ... ... ... ... ... ... ... ... ... . .. ... ... ... . .. . ...35Figure 3.4-5 Threedimensional Model of Tip Stress from the CPT Data ... ... ...36Figure 3.4-6 Threedimensional Model of Friction Ratio from the CPT Data... ..37Figure 3.6-1 Average Shear Wave Velocity from the CPT Data... ... ... ... ... ... ...38Figure 3.6-2 Average Tip Stress from the CPTData ... ... ... .. . ... ... ... . .. ... ... ....39Figure 3.6-3 Average Friction Ratio from the CPT Data ... . .. .. . ... .. . . .. ... . .. . .. ...40Figure 3.6-4 Average N-Values from the CPT Data ... .. . ... ... ... ... ... . .. ... ... ... ...41Figure 3.7-l Interpreted Soft Zones from the CPT Data ... ... ... ... .. . ... ... . .. ... ...42Figure 3.8-1 Historical Water Table Elevation In Well SBG-4... ... ... ... ... .. . ... ...43

APPENDICES

Appendix A Boring LogsAppendix B Seismic Cone Penetrometer Test DataAppendix C Resistivity Cone Penetrometer Test dataAppendix D Laboratory Test DataAppendix E Groundwater Sample Analysis

Site Geotechnical Services K-TRT-S-00001Preliminary Siting Characterization Rev. OSalt Disposition Facility - Site B WI JUIV 1999

EXECUTIVE SUMMARY

A siting and reconnaissance geotechnical program has been completed in S-Area atthe Savannah River Site (SRS) in South Carolina. This “program investigated thesubsurface conditions for the area known as “Salt Disposition Facility (SDF), SiteB“ located northeast of H-Area and within the S-Area (Figure O-1). Data acquiredfrom the Site B investigation includes both field exploration and laboratory test data.

The purpose of the investigation was to obtain geotechnical information tocharacterize the subsurface conditions within the proposed Site B footprint. Specificcharacterization objectives included the preliminary definition of the engineeringstratigraphy, a comparison of the continuity, thickness and relative elevation ofstratigraphic units; a determination of the index properties of each stratigraphiclayer an evaluation of the presence, thickness and stratigraphic position of softzones, if any; an evaluation of the presence, style, orientation, and age of potentialfaulting within the area, and an evaluation of the subsurface conditions in terms ofrelative geotechnical and foundation suitability. The field exploration scopecompleted for the SDF Site B investigation included: 6 Seismic PiezoconePenetrometer Test Soundings, 4 Resistivity Piezocone Penetrometer Soundings, 1Standard Penetration Test Boring to 180 feet with laboratory index properties andcoring from’ 180 to 340 feet, and 1 groundwater sample obtained from the conepenetrometer. The CPT soundings were pushed to refusal (depths ranging from130.1 to 156.7 feet). Data from two existing borings were also utilized forcorrelation. Seismic data, located near Site B and obtained during the DWPFcharacterization, were also reviewed for local geologic structure.

The CPT data were correlated and interpreted for engineering stratigraphy. BoringSDFB-BI was stratigraphically correlated with local borings and regional type wellP-27. The boring and CPT data were then correlated. Soil samples from the boringwere analyzed in the laborato~ for index properties associated with eachengineering layer.

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The results of this investigation are:

. Site topography is suitable for potential construction. There are no naturaldrainage, cut and fill or road and rail profile problems.

. There are no surface hydrology or potential floodplain problems that might affectconstruction suitability.

. Groundwater was encountered at an elevation (approximately 238 feet, msl)which may impact excavation, depending on final facility design.

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Site Geotechnical Services ‘ K-TRT-S-00001Preliminary Siting Characterization Rev. OSalt Disposition Facilitv - Site B [U) JUIV 1999

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The groundwater sample was analyzed for tritium and volatile organic analytes.Analyses of the groundwater sample indicate that tritium and organic volatileswere below the drinking water standards.

Soft zones were detected in two of the ten CPT soundings and along thenortheastern portion of Site B. Further evaluation of these soft zones may bewarranted. Siting and design of new facilities in this area should account for thepresence of these soils either by avoiding the placement of critical facilitieswhere these zones are known to exist, or determining the potential settlementand then designing the facility to accommodate the estimated movement.

No geologic structure was noted at Site B. A review of regional informationindicates that there are no known faults in the area that affect the GordonAquitard.

The stratigraphy and average index properties determined for the SaltDisposition Facility - Site B are consistent with those determined for otherfacilities in S-Area. Geologic conditions are also directly comparable betweenthese areas.

Based on the preliminary data obtained from this geotechnical investigation, SiteB is acceptable for continued construction consideration.

Design and construction of new PC-3 and higher facilities, heavily loaded structuresor capital investment projects in the Site B area will require structure specificinvestigations for foundation design and construction, as well as, propercharacterization of soft zone intervals. Foundation specific investigations shouldconsider structure size, geometry, loading, foundation type and depth, performanceclassification and functional classification. A limited program of field testing toconfirm dynamic soil properties may be required to obtain baseline subsurfaceinformation such that a site-specific comparison with results of this investigation canbe made. A thorough review of the data included in this report is recommended forplanning further investigations.

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Site Geotechnical Services K-TRT-S-00001Preliminary Siting Characterization Rev. OSalt Disposition Facility – Site B W) July 1999

1. INTRODUCTION I

A siting and reconnaissance investigation has been completed in S-Area at theSavannah River Site (SRS) in South Carolina. This program included aninvestigation of the subsurface conditions for the area known as “Salt DispositionFacility (SDF), Site B located northeast of H-Area and within the S-Area (Figure O-1). This preliminary geotechnical investigation serves as a baselinecharacterization program to determine suitability and guide foundation specificgeotechnical investigations for design. Site B was selected as one of severalpotential facility locations following the evaluation of the Site Selection Panel(WSRC-RP-$?9-00513, Rev. A). The primary focus of the Site B investigation was togather subsurface information within the potential facility footprint and tie thisinformation with the historical studies completed for the Defense Waste processin9 .Facility (DWPF) located northwest and adjacent to the Site B area.

Data acquired from the Site B investigation include both field exploration andlaboratory data, which are included within this report. Results of this investigationare intended to be used as a baseline for the siting of the Salt Disposition Facility.Further, these data will augment specific foundation design investigations for theproposed SDF facilities to be constructed in this area once the geometry and layouthave been finalized. The program consisted of a field exploration program includinga Standard Penetration Test (SPT) to 180 feet and a core boring to 340 feet, fourSeismic and six Resistivity Piezocone Penetration Test (SCPTU and CPTU)soundings; a laboratory testing program and an evaluation of subsurface conditions.Data from two historical borings and two historical seismic lines were also reviewedas part of the Site B evaluation. Figure 1.0-1 shows the locations of the CPT’S andthe SPT boring, existing seismic data and the nearby borings.

This preliminary geotechnical program was performed by the SRS ProjectEngineering and Construction Division (PE&CD), Site Geotechnical Services (SGS) .Department; in conformance with DOE Order 420.1, Procedure Manual E7, (WSRC,1996a), and SGS Procedure Manual E9 (WSRC, 1996b).

1.1 Purpose and Objectives ~

The purpose of the investigation was to obtain geotechnical information tocharacterize the subsurface conditions within the Site B footprint, determinesuitability, and compare these conditions with the adjacent areas. The specificgeotechnical siting considerations are listed below in Table 1.1-1. Specificcharacterization objectives included:

. define the engineering .stratigraphy including the continuity, thickness andrelative elevation of stratigraphic units across the study sit~

. determine the index properties of each stratigraphic Iayen

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Site Geotechnical Services K-TRT-S-00001Preliminary Siting Characterization Rev. OSalt Disposition Facility - Site B (U) July 1999

. compare the field results (SPT and CPT measurements) to results obtainedin S-Area,

. evaluate the presence, thickness and stratigraphic position of soft zones, ifany;

. evaluate the presence, style, orientation, and age of potential faulting withinthe area, and

. evaluate the subsurface conditions in terms of relative geotechnical andfoundation suitability.

Table 1.1-1. Geotechnical Siting CriteriaTopography

Site topographyNatural drainage localizedNatural drainage at facility footprintBalanced cut and fillRoad and rail profiles

Surface HydrologyProximity to floodplainLocal flooding

Subsurface HydrologyGround water dedhGround water contamination

Geology (soft zone carbonates)Seismology (proximity to known fault)

1.2 Report Organization

The text of this report includes six sections. These sections are: Section 1,Introduction; Section 2, Subsurface Exploration; Section 3, Subsurface Conditions;Section 4, Geotechnical and Foundation Assessment, Section 5, Conclusions andRecommendations; and Section 6, References. These sections are followed insuccession by tables and figures.

Appendices to this report include: Appendix A, Boring Logs; Appendix B, LaboratoryTest Data; and Appendix C, Seismic Piezocone Penetrometer Test Soundings,Appendix D, Resistivity Piezocone Test Soundings, and Appendix E, Water QualityLaboratory Analysis.

1.3 Quality Assurance

Quality related activities petformed by WSRC/BSRl organizations during theGeotechnical Investigation were controlled in accordance with the WSRC QAProgram as delineated in WSRC Procedure Manual 1Q and WSRC 3Q5.. Activitieswere also controlled via compliance to the applicable administrative and technical

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procedures contained in WSRC Procedure Manual E9, “Site GeotechnicalServices.”

Cone Penetration Testing (CPT) was conducted in accordance with the QualityAssurance (QA) Plan for WSRC Subcontract AA82276N, with Applied ResearchAssociates, Inc. (ARA) and the ARA Quality Assurance Program for ConePenetration Testing, Revision 3 (7/30/96). Subcontractor compliance with theirimplementing procedures and instructions (ARA-Q-I 01 through 107) also ensuredthe integrity of the CPT results and interpretations.

Soil testing performed by Law Engineering of Atlanta, Georgia (WSRC SubcontractNo. AB80111 N) was accomplished through compliance with the Law EngineeringQA Program as delineated in the Law Engineering Quality Assurance Manual,Revision 1 (7/25/97), and applicable national/industry test standards (as specified inprocurement specification K-SPC-G-00016, Revision O).

SGS QA provided oversight over all quality-related activities of the geotechnicalinvestigation. SGS QA oversight activities included: the review and approval of alltechnical and quality procedures and instructions developed specifically for theinvestigation; monitoring field activities, sample’ handling, and soil testing laboratoryactivities; and providing direct QA oversight over seismic piezocone penetrationtesting activities.

QA/QC activities were also performed by Law Engineering and Applied Research &Associates personnel as prescribed in their respective QA plans, QA programs, andQA technical procedures.

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2. SUBSURFACE EXPLORATION

In May, 1999, a siting and reconnaissance investigation program to support siting ofthe Salt Disposition facility (SDF) was completed. The information from thisprogram forms the basis for this report.

The exploration program consisted of the following:

● 6 Seismic Piezocone Penetrometer Test (SCPTU) Soundings

. 4 Resistivity Piezocone Penetrometer Tests (CPTU) Soundings

. 1 Standard Penetration Test (SPT) Boring to 180 feet and coring from 180 to340 feet

. Down-hole Geophysical Logging (Natural Gamma Ray& Resistivity)

. 1 CPT Groundwater Sample

In addition, the data from two existing borings, SBH-I 4 and SBH-I 6, were utilizedfor correlation. Two existing seismic lines, S-2 and S-7, acquired for the DWPFgeotechnical characterization, and located near the SDF Site B footprint, were alsoreviewed for geologic structure. Figure 1.0-1 shows the locations of the boring,seismic lines and CPT soundings.

The boring and soundings were advanced in an approximate grid pattern, roughly100 feet by 100 feet, covering an area approximately 200 by 300 feet, theapproximate footprint of SDF Site B.

The CPT was used as the primary exploration technique with direct correlation to anew SPT boring. The SPT boring was located centrally to the soundings to measureN-values and retrieve soil samples for laboratory classification testing. Testmethods, equipment, and general field procedures, are summarized in the followingsections.

2.1 Field Test Location and Clearance

The selection of the boring location, CPT soundings, and other field work with SiteB was based primarily on the following criteria and factors:

. Existing Data;

. Data coverage;● Site conditions (topography, wooded areas, etc.);. Type of data required;● Under-and-above ground interferences; and

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Site Geotechnical Services K-TRT-S-00001Preliminary Siting Characterization Rev. OSalt Disposition Facility – Site B (U) Julv 1999

. Presence of known or suspected soft zones and subsurface geologicstructure.

Approval of the selected location for the fieldwork was preceded by a series of workcoordination steps as summarized below (the organization responsible for eachstep is noted in parentheses):

. Selection of general area based upon the factors listed above (SGS);● Preliminary intetierence research (Construction Layout);. Ground penetrating radar survey (E8d, Site Services). Preparation of work package (SGS/ Operations Department);. Work Process Control (Operations Department); and. Field surveys (Construction Layout).

This detailed site clearance routine was essential for safe field operations. Anyobstacles or restrictions encountered in any step during this process required therelocation of the proposed boring or sounding location, and therefore the re-initiation of the process. A minimum surface clearance of 10 feet from any obstacleor interference was required to assure safe operations of the DWPF.

2.2 Equipment and Field Test Methods

Equipment used in the field investigations met applicable ASTM standards, sitestandards and procedures as listed below

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WSRC E9 SGS-GT-202 - Drilling Practices;WSRC E9 SGS-GT-203 - Sample Preparation, Handling and Storag%WSRC E9 SGS-GT-206 - Engineering Soil Descriptions;WSRC E9 SGS-GT-207 - Field Log Preparation;WSRC E9 SGS-GT-21 0- Standard Penetration Test;WSRC E9SGS-GT-211 - Cone Penetration Test Soundings; andWSRC 3Q5 Manual - Hydrogeologic Data Collection.

Exploration Contractor(s) and Equipment

One drilling contractor was utilized for the SPT boring and one contractor was usedfor the SCPTU and CPTU soundings. A description of the scope of each contractorand the equipment used is provided below.

Graves Environmental, Inc.

Graves Environmental, Inc., of Jackson, South Carolina performed the drilling andsampling for the SPT boring and coring. The Graves Environmental drillersinvolved with the drilling and sampling activities were experienced with geotechnical

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Site Geotechnical Services K-TRT-S-00001Preliminary Siting Characterization Rev. OSalt Disposition Facilitv – Site B W) Julv 1999

investigations and have performed the drilling and sampling for numerousinvestigations on site. The drilling equipment utilized is described below.

Failing 1500

The Failing 1500 drill rig is gasoline engine powered with a 40-foot mast. The righas a 23-foot Kelly assembly which allows for a 20-foot stroke and is capable ofmud rotary, augering, and rotary coring techniques. The drill string is controlled bythe Kelly arrangement, as well as, by a mechanical winch. This rig was used for alldeeper borings requiring mud rotary.

ADDliedResearch Associates (ARA]

Applied Research Associates (ARA) of Royalton, Vermont the SCPTU and CPTUsoundings and data processing activities. The CPT rig used for this investigation isdescribed below.

Mac I

The 22-ton Mac I CPT rig is capable of a 30-ton push when fully ballasted. Thepush rod and piezocone conformed to ASTM D5778 (ASTM 1995) consistent withWSRCE9SGS-GT-211 - Cone Penetration Test Soundings. This rig was equippedwith a hydraulic skid coupled to the surface beneath the rig for generating a shearwave source. Compressional waves were generated with a hydraulic verticalhammer located on the outside of the rig. The operator controlled all components.

2.2.2 Standard Penetration Test (SPT)

Tests were performed in accordance with WSRC E9 SGS-GT-21 O using a standard24-inch long by 2-inch outside diameter (OD), split-spoon sampler with a 2-footbleeder and check valve located above the sampler, NX drill stem, and a 140-lbsafety hammer falling 30 inches. SPT N-values were determined by adding thenumber of blows required to drive the split-spoon sampler the middle 12 inches ofthe standard 24-inch drive.

The general test procedure, as noted in sequence, is outlined below.

1. Split spoon is lowered into nominal 4-inch diameter borehole;2. Depth is checked and any rod settlement noted;3. Six-inch intervals, totaling 24 inches, are marked on the drill rod above the

turntable;4. Sampler is driven by blows applied using a 30-inch stroke with the rope

wrapped twice over the cathead;5. Sampler retrieved and recovery noted;6. Sampled interval reamed and drilled out to next sample interval; and

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Site Geotechnical Services K-TRT-S-00001Preliminary Siting Characterization Rev. OSalt Disposition Facilitv - Site B W) Julv 1999

7. Process repeated.

Prior to each SPT, the Geotechnical Oversight professional verified that the spoonwas properly assembled, making sure the bleeder and check valve were clean andthe drive shoe was in good condition.

2.2.3 Undisturbed Sampling

No undisturbed samples were obtained as part of this effort

2.2.4 Piezocone Penetration Soundings (CPTU)

CPTU, including seismic (SCPTU) soundings and resistivity (CPTU), wereperformed in accordance with ASTM D5778. The CPT was used because of therelatively quick and clean operation and its ability to provide a continuous soilprofile for determining stratigraphy and defining the extent of soft and/or loose soilzones. All CPT soundings included either shear wave velocity measurements at 3-foot intervals or continuous measurements of resistivity. Target penetration depthswere based upon the estimated elevation of the top of the Congaree formation(approximate El. 120-125 feet MSL), a dense sandy layer (see section 3) that isconsidered incompressible. However, actual depths varied, depending uponground surface elevations and subsurface conditions.

2.2.5 Borehole and Penetration Abandonment

Abandonment of borings and soundings was performed per WSRC Manual 3Q5,Hydrogeologic Data Collection (WSRC, 1992). The standard grout mix consisted ofthe following:

. One sack Type 1 Portland Cement (94 lb. sack);

. Two pounds of dry sodium bentonite; and

. 6.5 to 7.5 gallons of potable water.

The boring was abandoned immediately upon completion of testing. Grouting wasaccomplished via the tremie method by lowering a grout pipe to the bottom of theboring and jetting grout until the boring fluid was displaced and grout returned to thesurface. The boring was subsequently topped off until the grout column remainedstatic.

Cone penetrometer soundings were also abandoned via the tremie method bypressure grouting through a push rod that was re-pushed down to the bottom of thesounding. A grout tube extending to the bottom of the push rod was used to pumpgrout into the hole as the push rod was retracted. Holes were also topped off untilthe column remained static.

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Site Geotechnical Services K-TRT-S-00001Preliminary Siting Characterization Rev. OSalt Disposition Facility – Site B (LO Julv 1999

2.3 Sample Preparation, Handling, Storage, Transportation, and Control

Samples were prepared and handled in accordance with WSRC E9 SGS-GT-203 -Sample Preparation, Handling and Storage.

For the SPT boring, a sample was typically collected from the top and bottom of thesample spoon. If a material change occurred within the sample, additional sampleswere collected, as appropriate. Samples were placed in 8-ounce glass jars. Thetops were closed tightly, wrapped, sealed with electrical tape, and samples werelabeled on both the jar and the lid. While onsite, all samples were stored inaccordance with WSRC E9 Procedure SGS-GT-203.

All soil samples selected for testing were turned over to Law Engineering fortransport to their laboratory in Atlanta. Once in Atlanta, the samples weremaintained in a controlled area according to the Law Engineering QualityAssurance Program.

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Site Geotechnicai Services K-TRT-S-00001Preliminary Siting Characterization Rev. OSalt Disposition Facility - Site B NJ) July 1999

3. SUBSURFACE CONDITIONS

Both existing regional geological information and information obtained from this fieldexploration program have been used to characterize the subsurface conditions inthe Site B area. This included establishing the regional geological ties, engineeringstratigraphy and soil index properties.

The Site B subsurface data were tied to existing S-Area borings and regional well P-27 (reference Figure 3.0-1) located adjacent to the ITP Facility, according to thecorrelation shown on Figure 3.0-2. The CPT data were tied to the boring data asshown in Figure 3.0-3. Further, the presence of soft sediments defined as zoneswith measured tip resistances less than 15 tons per square foot (tsf) over twocontinuous feet or SPT N-values of 5 or less, were evaluated. Groundwaterconditions were determined from nearby monitoring well information and CPT data. -

Subsurface three-dimensional models (Figures 3.4-3 through 3.4-5) were developedto show the engineering stratigraphy, Tip Stress and Friction Ratio across the Site Barea. The models of the CPT Tip Resistance (qt) and the Friction Ratio (FR) weremade to show the detailed stratigraphy underlying the site. These subsurfacemodels were based on information collected during this investigation. Somevariation from these conditions can be expected.

3.1 “Regional Geological Evaluation

The SRS is situated on the upper Atlantic Coastal Plain approximately 30 kilometerssoutheast of the Fall Line which separates the relatively unconsolidated coastalplain sediments from the crystalline igneous and metamorphic rocks of possibly latePrecambrian to late Paleozoic age in the Piedmont Province. Early’ to middleMesozoic (Triassic to Jurassic) rocks occur in isolated fault-bounded valleys eitherexposed within the crystalline belts or buried beneath the coastal plain sediments.The coastal plain sediments were derived from erosion of the c“iystalline rocksduring late Mesc)zoic (Cretaceus) through Eocene to possibly Miocene time.Younger late Tertiary to Recent sediments form alluvial fill in stream and rivervalleys and locally are represented by gravel deposits adjacent to present-daystreams and by sediments filling upland depressions (sinks and bays). TheCretaceus and younger sediments are not significantly indurated. The totalthickness of the sediment package at SRS varies between approximately 700 feet atthe northwest bounda~ and 1200 feet at the southeast boundary.

3.2 The Atlantic Coastal Plain Stratigraphy Underlying Site B

The Atlantic Coastal Plain stratigraphic column used in this report is given in Figure3.2-1. A discussion of the Cretaceus and Tertiary-Paleocene and early Eocenesubsurface units underlying the SRS and Site B can be found in Aadland et al,(1995), and in the Generic Safety Analysis Reportl G-SAR-G-00001 Rev. 4(1999).

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Site Geotechnical Services K-TRT-S-00001Prelimina~ Siting Characterization Rev. OSalt Disposition Facilitv – Site B W) Julv 1999

The following describes the character of the shallow sediments (Warley Hill Fm. tothe surface) underlying Site B and is based on geologic descriptions from boreholeSDF13-BI, Fallaw and Price, (1994) and Aadland et al. (1995). A photograph ofsamples of the subsurface strata (upper 100 feet) is shown on Figure 3.2-2.Detailed field sediment descriptions may be found in Appendix A. where theformation, depth of occurrence in boring SDFB-BI and a general sedimentdescription are given.

Fill Material (elev. 274 ft. -surface, msl) This udorthent interval consists ofbackfilled material graded or excavated from local construction activities overlyingthe naturally deposited “Upland Unit”. This material is not shown in Figure 3.2-2.

Upland Unit (elev. 250-274 ft. msi) The “Upland Unit” is an informalstratigraphic term that has been applied to relatively local deposits that outcrop athigher elevations in the coastal plain of southwestern South Carolina. Units in asimilar stratigraphic position in Georgia are usually called Altamaha Formation. itconsists of dark red, brown, orange, poorly sorted clayey to silty sand locallycontains lenses and layers of conglomerate, pebbly sand and clay. Cross beddingand white flecks, which may be very weathered feldspar, are locally common.Figure 3.2-2 shows this mixture of sediment to a depth of approximately 30 – 32 feetaveraging approximately 24 feet thick. The ‘tUpland Unit” is generally fluvial, and isdeposited on a scoured, erosional surface on the Tobacco Road Formation. Theage has not been definitively determined, and correlation with similar deposits in theregion is not yet clear. The “Upland Unit”, Tobacco Road Formation, and DryBranch Formation may be part of the same cyclic regressive/transgressivedepositional system with the “Upland” being the most continental end member andthe Dry Branch the most marine.

Tobacco Road Fm. (elev. 214-250 ft. msl) The Upper Eocene Tobacco RoadFormation conformably overlies the Dry Branch Formation. It consists of moderatelyto poorly sorted, red, brown to variegated purple and orange quartz sand, commonlywith clay stringers. Pebble layers and muscovite are locally distributed throughoutthe formation as well. The Tobacco Road Formation is widely exposed in road cutsand outcrops at the SRS, and at the surface. Figure 3.2-2 shows the color andgrain size variation to a depth of approximately 75 feet. The Tobacco Roadaverages approximately 36 feet thick at Site B. The gradational nature and nondefinitive color change render the lower Tobacco Road - Dry Branch contact difficultto clearly distinguish, especially in core.

Drv Branch Fm. (elev. 173-214 ft. msl) This formation is a elastic deposit of UpperEocene age disconformably overlying the Clinchfield Formation. It averagesapproximately 41 feet thick at Site B. The Dry Branch Formation can be divided intothe lower Dry Branch which includes the Griffins Landing and Twiggs Clay Membersand an upper Dry Branch consisting of the kwinton Sand Member. The Twiggs Clay

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Site Geotechnical Services K-TRT-S-00001Preliminary Siting Characterization Rev. OSalt Disposition Facilitv - Site B (U) July 1999

is locally referred to informally as the ‘tan clay. The Griffins Landing Member is adistinctive carbonate-bearing facies. The Irwinton Sand Member, a tan, yellow andorange, moderately well sorted quartz sand, locally interlaminated or intercalatedwith clay, occurs in a facies relationship with the Griffins Landing and Twiggs ClayMembers but generally maintains a superior stratigraphic position to these facies.

Tinker-Santee-Clinchfield Fins. (elev. 133-173 ft. msl)These formations aredeposited above the Warley Hill and exist as three distinctive members, althoughnot all may be present at Site B. The Tinker is a thin zone of moderately to wellsorted, fine to coarse, calcareous quartz sand. A very thin vertically and laterallydiscontinuous, partially indurated to indurated, shelly limestone may be present.The Santee Limestone, which consists of cream-colored, micritic to shelly, partiallyindurated to indurated, biomoldic limestone, may also be present. Overlying theTinker Formation is the Clinchfield Formation, which consists mostly of tan andyellow, fine to coarse, locally calcareous, quartz sands. An indurated, bioclasticand biomoldic, glauconitic limestone facies, commonly containing abundantechinoid fragments is ofien present. The Tinker-Santee-Clinchfield intervalaverages approximately 40 feet thick at Site B.

Warlev Hill Fm. (elev. 120-133 ft. msl~ The Warley Hill Fm. is a glauconite bearingIithic unit immediately overlying the Congaree Formation consisting variably of clay,clayey ‘sand and silty fine - to medium-grained quartz sand. Thickness across Site Bvaries from 13 to 15 feet. At the base of this packet of sediments there usuallyoccurs a dark-colored, commonly glauconitic sandy mudstone of variable thickness.This Iithology is widespread, consists of clays and interbedded clayey sands and isknown as the “green clay” horizon that produces a distinctive signature on thegamma geophysical log.

3.3 Basement Geology Underlying Site B

Very few borings or wells have penetrated the crystalline rocks beneath the centralSRS and S-Area. Those that have include DRB (deep rock boring) 1 through 8, aswell as HPC-I and H-1. At Site B, the bedrock is anticipated to correspond with theCumbest et al. (1992) description of “quartz-feldspathic schists, gneisses,amphibolite, hornblende-chlorite schists, metagabbro, and serpentenite, some ofwhich record penetrative mylonitic and cataclastic fabrics, indicating the presence ofrocks with felsic, mafic, and ultramafic protoliths”. Crystalline rock is buried beneathapproximately 960 feet (elev. +80 ft.) of coastal plain sediments. The crystallinerocks are the principal acousticlseismic velocity interface underlying the SRS.

3.4 Geological Structure Underlying Site B

A review of regional data suggests that there are no known tectonic faults thatbreach the Gordon Confining Zone within a one-half mile radius of Site B. In

13


addition, as evidenced by generally flat-lying horizons on the regional correlationpanel (Figure 3.0-2), the seismic data adjacent to Site B (Figures 3.4-1 and 3.4-2),the CPT three dimensional engineering strata (Figures 3.4-3) and the CPT cross-section (Figure 3.4-4) there is no apparent offset that would suggest geologicstructure or faulting within the Site B footprint. The three-dimensional models(Figures 3.4-5 and 3.4-6) demonstrate no consistent offsets in lateral variation, forsediment character or type that might suggest geologic structure that cannot beexplained by variation due to geologic depositional, diagenetic or erosionalprocesses.

3.5 Engineering Stratigraphy

The subsurface engineering stratigraphy was determined from the SPT boring, CPTmeasurements including tip resistance, sleeve resistance, friction ratio, and porepressure signatures, shear wave velocity, as well as correlation with adjacent soilboring data. The layering system is based on observed changes in the CPTmeasurements that are correlative between soundings as well as boringinformation. The layer nomenclature follows an alphanumeric system with layernumbers increasing from top to bottom. Subdivided layers are identified with a letterdesignation (e.g., 3A). The green clay, which is an informal stratigraphic interval atthe SRS, is considered the basal unit for the engineering stratigraphy and isincluded in the lower most engineering layer 5. This geologic unit is 10callYcontinuous and provides a reliable marker bed. The Green Clay overlays theCongaree Formation which is predominantly a dense, coarse-grained to silty sand.

The following sections describe the physical attributes used to delineate each layerof the 5 engineering stratigraphic layers. Average engineering soil layer topelevations as determined for the CPT soundings are provided in Table 3.5-1.Average soil. index properties, SPT values, CPT measurements and shear wavevelocity measurements are provided in Table 3.5-2. These parameters weredeveloped as part of this investigation. These results were then compared withresults from the Defense Waste Processing Facility (DWPF) Balance of PlantGeotechnical Report, D’Appolonia (1982a, Section 3.6).

3.5.1 Layers 1 and 1A

Layers 1 and 1A represent the uppermost layers characterized in the study area.The combined thickness of layers 1 and 1A averages about 36 feet thick with layer1A averaging about 5 feet thick. Layer 1 is characterized by moderate CPT tipresistances (avg. 100 tsf), relatively high friction ratios (avg. 3 percent), a relativelyhigh N-value (42 blows/foot) and shear wave velocity (1199 fps) while layer 1A isless dense with lower tip resistances (avg. 32 tsf), high pore pressuremeasurements (avg. 1.4. tsf), low N-values (13) and lower shear wave velocities(1117 fps). Layer 1A is mappable across the entire study area with the exception of

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Site Geotechnical Services K-TRT-S-00001Preliminary Siting Characterization Rev. OSalt Disposition Facility – Site B (U) July 1999

CPT sounding 7 and located at the base of layer 1. Layer 1A was subdivided fromlayer 1 due to the nearly continuous extent and relatively shallow position of thelayer. From available boring data, the soils of Layer 1 and 1A consist of red, purpleand brown poorly sorted sands ranging from fine to gravel size with the dominantsoil classification being clayey to silty sands (SC to SM). Layer 1A probablycontains a higher fines content than layer 1 (i.e., silt and clay sized material).

3.5.2 Layer 2

Layer 2 averages about 39 feet thick. Layer 2 is distinguished from the overlyinglayer 1 and 1A by increased tip resistances (avg. 162 tsf), lower friction ratio values(avg. 1 percent), moderate N-values 25 blows/foot) and shear wave velocities (1 122fps). Layer 2 is predominantly sands and clayey sands (SP-SM to SP-SC) asdetermined by laboratory classification tests.


The combined thickness of layers 3 and 3A is about 21 feet over the study area.Layer 3 and 3A represent stratigraphically equivalent layers however layer 3A isused to distinguish where the interval has become denser noted from increased tipresistances. Layer 3 is distinguished by relatively lower tip resistances (avg. 31 tsf)than layer 3A (avg. 89 tsf), and higher Friction ratio (1 .7’XO versus 0.8%). Shearwave velocities are correspondingly higher in layer 3A than layer 3 (1079 fps versus966 fps). Based on laboratory test data, the dominant unified soil classifications forlayer 3A is SC and SM with minor layers of CL material occurring as laminations.Layer 3 probably contains slightly more fines (i.e. more clayey) than layer 3A.


The combined thickness of layer 4 and 4A is about 20 feet thick. This layer isdistinguished from the overlying layer 3 and 3A by increased tip resistances. Aswith layer 3 and 3A, layer 4 and 4A are stratigraphically equivalent layers with layer4A being used to distinguish were average tip resistances are lower than layer 4.Layer 4 has notably higher tip resistances (avg. 184 tsf) than layer 4A tipresistances (avg. 108 tsf). The dominant unified soil classification for layer 4 and4A is SP-SM where layer 4A may contain slightly higher fines content than layer 4.

3.5.5 Layer 5

Layer 5 is about 41 feet thick and is characterized by alternating layers of low andhigh CPT tip resistances (max. 813 tsf, min. 11 tsf, avg. 88 tsf), friction ratios (max.8.4 percent, min. 0.2 percent, avg. 1.6 percent), tip resistances (27 blows/foot) andan average shear wave velocity of 1142 fps. Characteristically, CPT soundings inthis stratigraphic interval layer show a pronounced sawtooth trace with largevariations over relatively small vertical intervals. The depositional history of these

15


sediments is complex and highly variable in both its Iithology and materialproperties. Soil types range from sands to silty sands (SP-SM to SM) with varyingamounts of carbonate material. Within the study area, relatively little to nocarbonate material was encountered with the SPT boring SDFB BI.

The lower portion of layer 5 contains the “green clay” (GC) which is an informalstratigraphic name at SRS for stiff, green to gray clays, silts, and clayey sands thatare commonly found at the base of the Santee/Tinker Formation and as part of theWarley Hill Fm. In general, these soils classify as SM to ML with varying amountsof clay. This layer is locally continuous within the study area and has been used todefine the lower boundary of the shallow stratigraphy.

3.6 Soil Characteristics

A summary of all CPT engineering layer picks for Site B is provided in Table 3.5-1.Average soil index properties and results from the SPT and CPT measurements areprovided in Table 3.5-2. Layer continuity across the area is shown on the three-dimensional model in Figure 3.4-3 and on the cross-section on Figure 3.4-4.Figures 3.6-1 through 3.6-3 show mean and standard deviations of shear wavevelocity (VS), CPT tip resistance (qt) and CPT friction ratio (Rf) with the generalizedaverage engineering stratigraphy. SPT N-values are plotted on Figure 3.6-4showing the range of values versus elevation, as well as, the generalizedengineering stratigraphy. Note on Figures 3.6-1, 3.6-2 and 3.64 that averagevalues determined for DWPF from Defense Waste Processing Facility, Balance ofPlant Geotechnical Report, D’Appolonia (1982a) are included for comparison. Forthe most part, the results show that the conditions at Site B are consistent with theconditions at DWPF. Laboratory test results are included in Appendix D.

3.7 Soft Zone Characteristics

Weight of rod and occasional rod drops have been described in numerous drillingrepofts for monitoring wells and geotechnical borings located in the central part ofthe SRS. Early subsurface investigations performed by the United States ArmyCorps of Engineers (COE) frequently described these zones as soft zones, or evenvoids, and numerous subsequent subsurface investigations have described thesesame conditions at the SRS. These soft zones typically occur in the carbonate-bearing sediments of the Santee Limestone, Utley Limestone, and the GriffinsLanding Member of the lower Dry Branch Formation. The prevailing assumptionabout the origin of these soft zones is dissolutioning of carbonate-rich, elasticsediments, resulting in vugular porosity (open pore space). When drilling thesezones, the drill rod meets little shear resistance and drops (COE, 1951). However,much of the time, recovery of soil in the sampler precludes the zone from beingcharacterized as a void.

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Site Geotechnical Services K-TRT-S-00001Preliminary Siting Characterization Rev. OSalt Disposition Facility - Site B (U) Julv 1999

Soft zones are defined by SPT-N valuess 5 or CPT tip resistances 15 tsf over acontinuous thickness of two feet or greater. These zones are generally restricted tothe lower Dry Branch Formation and the Santee/Tinker Formation. However, softzones may be found in other horizons at the SRS.

Soft zones were detected in two of the ten CPT soundings (SDFBC~ and SDFBC6).In CPT sounding SDFBCI, two sofi zone intervals were noted. The first between El.197 feet msl to El. 195 feet msl; and the second between El. 188 feet ml to El. 186feet msl. In CPT sounding SDFBC6, three soft zone intervals were noted. The firstbetween El. 202 feet msl to El. 193 feet MSL; the second between El. 188 feet mslto El. 186 feet msl; and the third between El. 166 feet msl to El. 158 feet msl. Withthe exception of the lowermost (third) interval in sounding SDFBC6, these intervalscorrespond to Layer 3. The lower zone in sounding SDFBC6 corresponds to theuppermost portion of layer 5. It is noted that the pore pressure measurements andfriction ratio values through all of these intervals are relatively high suggesting thatthese intervals mntain fine grained soils. The two soundings are both located onthe northern edge of Site B. The soft zones encountered at elevations of -approximately 193 to 202 feet msl are within the ‘Tan Clay”. Figure 3.7-1 is a krigedthreedimensional model of the distribution of soft zones underlying Site B.

3.8 Groundwater Conditions

Groundwater data were derived from the adjacent water-table monitoring well SBG-4, the CPT data, and from WSRC-TR-98-OO045, The Regional Water Table of theSavannah River Site and Related Coverages. Monitoring well SBG4 is the nearestto the Site B footprint. As shown on Figure 3.8-1, the water table elevation fromAugust, 1990 to February, 1995 ranges from approximately El. 238.1 feet MSL toabout El. 241.9 msl. The mean water-table elevation is 240 feet msl. The water-table as indicated by the pore pressure curves from the CPTS suggests that thecurrent water table elevation is 238 feet msl corresponding to the lower water level.The dominant water table gradient within Site B is oriented to the northeast and islargely controlled by tributaries to McQueen Branch immediately eastward of the S-Area. Local water-table contours are shown on Figure 3.0-1. The high water table,(241.9 feet msl) and the water table at the time of this investigation, (238 feet msl)are shown on Figure 3.4-3.

3.8.1 Water Quality

Well SBG-4, adjacent to Site B, has historical levels of tritium and trichloroethene(TCE) above the Drinking Water Standards (DWS). In order to assess the waterquality underlying Site B, a water sample was taken adjacent to boring SDFB-BIand analyzed for tritium and volatile organic analytes (VOA’S). This sample wasobtained from a depth interval of 40 – 42 feet using CPT methodology. The watertable depth at the time of the sample was approximately 38 feet. The results ofthese analyses are:


Tritium 4.06 +/- 0.8~7 pCi/ml (DWS = 20 pCi/ml)Trichloroethene (TCE) <1 ppb (DWS = 5 ppb)Tetrachloroethene (PCE) <1 ppb (DWS = 5 ppb)Benzene <1 ppb (DWS = 5 ppb)Carbon Tetrachloride (CC14) <1 ppb (DWS = 5 ppb)Trichloroflouromethane( Freonl 1) <1 ppb (DWS = 5 ppb)

The results of these analyses indicate that VOAS and tritium are well below theDWS in the groundwater underlying Site B.

3.9 Topography and Surface Hydrology

Site B is located within an engineered area associated with the DWPF facility. Thearea is flat-lying, backfilled and drained. There are no topographic or drainageproblems. The area is away from immediate roads and rail lines and no cut and fillproblems are anticipated.

Site B exists well above the 100 year floodplain of the tributaries to McQueenBranch, which is located eastward from the site. The site is located on atopographic high and away from drainages or streams. Local flooding is not aproblem.

18


4. GEOTECHNICAL AND FOUNDATION ASSESSMENT

The conditions encountered during this program are not unlike conditions foundelsewhere at the SRS. In fact, they are very similar in terms ofi

. Geology and soil classification;

. SPT N-values;

. CPT resistances; and● Shear wave velocity.

Figures 3.6-1 through 3.6-4 show the range of SPT N-values, the mean and rangeof CPT corrected tip resistance (qt), CPT friction ratio (RJ and shear wave velocity(Vs) from this investigation. Based on these results, the soils encountered cansupport structure and foundation loads currently constructed at the SRS with noadverse consequences. These data also confirm and correlate with the engineeringlayer picks for Site B. Typical foundation loading for existing critical facilities at theSRS is in the range of 4 to 7 kips per square foot (ksf). Higher loads could besupported depending on the layout, geometry and foundation ‘depths of theproposed facilities and the results of a structure specific geotechnical investigationprogram, which is required for the proposed SDF mission facilities.

I

The water table within Site B is approximately 38 to 42 feet below the groundsurface, however, perched water should be expected. Local clay layers may becontinuous and should be considered for any deep excavations and/or dewatering.

I,,

!,,

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Site Geotechnical Services K-TRT-S-00001Preliminary Siting Characterization Rev. OSalt Disposition Facility – Site B W) Julv 1999

5. CONCLUSIONS AND RECOMMENDATIONS

The stratigraphy and average engineering properties determined for the SaltDisposition Facility- Site B are consistent with those determined for other facilities inS-Area. Geologic conditions are also directly comparable.

The results of this investigation are:

●

●

●

●

●

●

●

●

Site topography is suitable for potential construction. There are no naturaldrainage, cut and fill or road and rail profile problems.

There are no surface hydrology or potential floodplain problems that might affectconstruction suitability.

Groundwater may occur at an elevation (approximately 238 feet, msl ranging upto 242 feet, msl) that will impact excavation, depending on final facility design.

The groundwater sample was analyzed for tritium and volatile organic analytes.Analyses of the groundwater sample indicate that tritium and organic volatileswere below the Drinking Water Standards.

Soft zones were detected in two of the ten CPT soundings and along thenortheastern portion of Site B. Further evaluation of these soft zones may bewarranted. Soft zone intervals detected at Site B are consistent with soft zonesediments encountered at the ITP area. Siting and design of new facilities inthis area should account for the presence of these soils either by avoiding theplacement of critical facilities where these zones are known to exist, ordetermining the potential settlement and then designing the facility toaccommodate the estimated movement. A thorough review of the data includedin this report is recommended for planning further investigations.

No geologic structure was noted at Site B. A review of regional informationindicates that there are no known faults in the area that affect the GordonAquitard.

The stratigraphy and average engineering properties determined for the SaltDisposition Facility- Site B are consistent with those determined for otherfacilities in the H- and S-Areas. Geologic conditions are also directlycomparable between these areas.

Based on the preliminary data obtained during this investigation, Site B isacceptable for continued construction consideration.

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Site Geotechnical Services K-TRT-S-00001Preliminary Siting Characterization Rev. OSalt Disposition ‘Facility – Site B OJ) July 1999

Design and construction of new PC-3 and higher facilities, heavily loaded structuresor capital investment projects in the Site B area will require structure specificinvestigations for foundation design and construction, as well as, propercharacterization of soft zone intervals. Foundation specific investigations shouldconsider structure size, geometry, foundation type and depth, performanceclassification and functional classification.

Heave monitoring for excavations greater than ten feet deep and settlementmonitoring is required for all major and/or critical new facilities throughout the..construction phase until final turn-over or when operations commence. Afteroperations commence, settlement monitoring is required on an established interval.Settlement results should be compiled and reviewed by competent geotechnical andstructural engineers.

New critical facilities should consider seismic instrumentation in the structure designand facility operation. An SRS Engineering Standard for seismic instrumentation iscurrently under development. This standard will provide specifications for seismicinstrumentation installation and performance.


6. REFERENCES

Aadland, R. K., Gellici, J. A., and Thayer, P. A. (1995), “Hydrogeologic Frameworkof West-Central South Carolina,” S. C. Department of Natural Resources, WaterResources Division, Report 5.

Annual Book of ASTM Standards (1996), American Society for Testing andMaterials.

D’Appolonia, (1982a), “Balance of Plant Geotechni~l Report, Defense WasteProcessing Facility”, S-DWP-46.

D’Appolonia, (1982b), “Preliminary Safety Analysis, Defense waste ProcessingFacility, Volume 4 of 4“, S-DWP45.

Fallaw, W. C., and V. Price, 1995. Stratigraphy of the Savannah River Site andVicinity, Southeastern Geology. Vol. 35, No. 1, p. 21-58.

WSRC (1992), “Procedure Manual 3Q5, Hydrogeologic Data Collection”

WSRC (1995) “In-Tank Precipitation (ITP) and H-Tank Farm (HTF) GeotechnicalReport,” WSRC-TR-95-O057, Rev. O, September.

WSRC (1996a), “Procedure Manual E7, Conduct of Engineering and Technicalsupport.”

WSRC (1996b), “Procedure Manual E9, Site Geotechnical Services.”

WSRC (1996c), “F-Area Geotechnical Characterization Report”, WSRC-TR-96-0069, Rev. O, September 1996.

WSRC (1998a), “APSF Confirmatory Drilling Program Results”, PECD-SGS-98-0115, June, 1998.

WSRC(1998b),’’The Regional Water Table of the Savannah River Site and RelatedCoverages.” WSRC-TR-98-OO045.

WSRC (1999), ‘Generic Safety Analysis Report” G-SAR-G-00001, Rev. 4.

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Site Geotechnical Services K-TRT-S-00001Preliminary Siting Characterization Rev. OSalt Disposition Facility - Site B (U) July 1999

Table 3.5-1. Engineering Layer Horizon Picks (elevation above mean sea level).

CPT ID 1 1A 2 3 3A 4 4A 5

SDFBCISDFBC2SDFBC3SDFBC4SDFBC5SDFBC6SDFBC7SDFBCI OSDFBC14SDFBC15

280 248 240 202277 244 239 NP276 246 241 201278 247 240 201276 244 240 , NP277 246 244 206274 NP 240 200277 246 240 NP279 248 241 200275 249 245 201

NP197NPNP200NPNP201NPNP

NP 182 161180 NP 160184 NP 163184 NP 164180 NP 160NP 187 167181 NP 160180 NP 158184 NP 163182 NP 159

,\

i

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Site Geotechnical Services K-TRT-S-OOOOIPrelimina~ Siting Characterization Rev. OSalt Disposition Facilitv - Site B (U) Julv 1999

Table 3.5-2 Average Soil Parameters

AVERAGEPROPERTIES Layer

SPT N-Value(blows/foot)

qJN

Shear Wave Velocity (VJ(ft/see)

Corrected Tip Resistance

(qt)(tons/fooF)

Friction Ratio (Rf)(%)

Percent Fines

(%)

Plasticity Index(%)

Liquid Limit(%)

Water Content(%)

Notes

1. Data for the SDF Investigation includes CPTS 1-7, 10, 14, 15 andBoring SDFB-BI.2. Layers 3A and 4A were not correlated to boring SDFB-BI and values were notcalculated.

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Site Geotechnical Services K-TRT-S-00001Preliminary Siting Characterization Rev. O

Salt Disposition Facilitv – Site B W) Julv 1999

Figure O-1. Location of Site B relative to H-Area and S-Area.

25

.


Figure 1.0-1. Location of boring SDFB-BI and the CPT’S within the Site B footprint. Line A -A’ is the engineering cross-section (Figure 3.4-4 HC-I 6A is an abandoned piezometer cluster.The shaded northwest-southeast trending rectangle is the boundary of the S-Area Sand BlastArea, a potential RCRA/CERCLA waste unit.

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Site Geotechnical Services K-TRT-S-00001Preliminary Siting Characterization Rev. OSalt Disposition Facility – Site B W) Julv 1999

440500 440600 440700 440800 440900 441000 441100

Figure 3.0-1. Correlation tie line from SDFB-BI to regional well P-27. Blue contour lines arethe water table elevations.

27

I

Site Geotechnical ServicesPreliminary Siting CharacterizationSalt Disposition Facility - Site B (U)

mu

r

ml HRF16nnm= b I.

IHH s!!

+4an10m

a

I40Ma

m

I 1[~W

wm

m

‘1II ‘WwW*m

IXemam m

mm

alum

==+

I lEa

lWal’”

o..- lm-la

m

GR:

=1 -.

5mLDJGR Res. CD 1

1

V.E. = 1XMD= measureddepthfrom surfaceTVDSS= true vertical depth, subseaCD= core data, yellow is relative percent sand,

\\

green is percent clay, red percent gravel and )blue percent carbonateGR = gamma ray, Rest= Resistivityscale values for GR and Restvary Page 28

I

-., -, ,,,. . .. .,,?--’-, -. + \~\., <-= “ ......~~.~,~ , -,....,.,,,,,..,..,>.,.,,.,,~....+...,,........... -.a-~.. --,W:ZXT-.-,.. !..,,., .---

—-

K-TRT-S-00001, Rev. OJuly 1999

+16

+==4

+==3

Res, t~ -mIIE20

k10

am0am

-10MO

IEI.-52GR Res. CD

till

-M

Res.

Figure 3.0-2. Correlation panel from regional well P-27 to SDFB-B1.Darker lines are formation markers. Lighter lines are correlation markerson similar sediment packages, The numbered horizons approximatelycorrespond with the engineering layers. The solid blue line is the watertable level at the time of the investigation, the dashed line the inferredwater table level.


R--l$5 In I=G-5

kE3R

.- -1

.;

--

FR. E

Figure 3.0-3. Correlation between engineering picks from CPT C-1 and C-5 and boring SDFB-BI (reference Figure 1.0-1). The tops of the engineering layers are shown. “FRY’ is FrictionRatio, “TS” is Tip Stress, “GR” is natural gamma ray and “CD” is core data shown as relativepercentage of sand (yellow), clay (green), gravel (red) and carbonate (blue).

29


(Fallaw and Price, 1995)Liihostratigrqphic Units Hydrostratigraphic Units

o-

loo–

2oo–

7oo—

800—

9oo—

2eriodEpocl\geJJoknow

L

Eocene

Paleocene

Gmuos I Formations

SamwellGmuP

Steel CrackFormation

g

L.-BlackCreekFomrafion

s:Ez Middendorf

Fomratfon

PakOzdc Cr@a6ne Basemen!w TriassicNe$.wkSupergmup

Steed PondAquifer

Nomenclature

UpperThree RunsAquifer

~GordonAquifer

Crouch BranchAquifer

cQueen BranchConfiningUnit

McQueenBranchAquifer

Undifferentiated

PiedmontHydrogeologicProvince

FloridanAquiferSystem

&gece

ConfiningSystem

DublinAquifer.%stem

PJendaleConfiningSystem

MidvilleAquiferSystem

AppletonConfiningSystem

Figure 3.2-1. Generalized Coastal Plain stratigraphy underlying Site B. Figure is from Aadlandet al., (1995).

30


.

Figure 3.2-2. Photograph of subsurface sediments from boring SDFB-BI. Each boxrepresents one foot of sediment. Shallower samples are in the upper left and deeper samplesin the lower right. The numbers represent depth below the surface in ten foot increments.The striped boxes represent intervals where no sample was recovered. The triangle is locatedat the approximate water table horizon.

..

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Salt Disposition Facilitv – Site B (U) JUIV 1999

S;7 S76 s-5 S;4

~ SOUT,H STATION NUMB:R 1NOR~H———

$ 11S FACE ~ PERCENTE VATION

UNINTERPRETED SECTION-LINE S-2 ‘TACK

n.,

a,

n.>

4- .4S;7

S OU,T

S;6 s-5

STATION NU~BERI

Figure 3.4-1. DWPF seismic line S-2 (refer to Figure 1.0-1). The box outlines the approximatearea of SDF Site B relative to this seismic line. This seismic line crosses Site B on itssouthernmost end. The interpreted data represent horizons that were used for localsubsurface mapping for the DWPF. The seismic data in this portion of the line are not in fullfold and no geological structure is evident. These data are fromD’AppoIonia(1982b).

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Site Geotechnical Services K-TRT-S-00001Preliminary Siting Characterization Rev. OSalt Disposition Facilitv – Site B (U) JUIV 1999

~ WEST STATION ~:MBER S-3 EAST ~S:l

SURFACE ELEVATION J ~ PERCENT SUNINTERPRE” ‘ED SECTI( )N-LINE S-7

~ WEST s-1 *AT ION ~ruh4~ER Si3 EAST —,,

TACK

w~1-

Figure 3.4-2. DWPF seismic line S-7 (refer to Figure 1.0-1). The box outlines the approximatearea of SDF Site B relative to this seismic line. This seismic line was acquired approximately100 feet to the northwest of Site B. The interpreted data represent horizons that were used forlocal subsurface mapping for the DWPF. No geological structure is seen in these data. Thesedata are from D’Appolonia (1982 b).

Site Geotechnical Services K-TRT-S-00001Preliminary Siting Characterization Rev. OSalt Disposition Facilitv – Site B (U) JUIV 1999

SDF Site BEngineering Layers

Elevationmsl 14 21 B-1 S410 3 67 15

highwEB

i

6 ‘?. Layerltop5 ~ Lay?r 1Atop

4 m L.iyer2top3 {~ Layr3 top

2 El Layer4 tw1 ] La&r5tqo

Z exaggmatrnn: 1.0Azimuth: 6.13Idlnat;on: 8.66

Figure 3.4-3. Engineering layer model for the Site B strata. ‘low’ is the water table measuredfrom the CPT data at the time of the investigation, which corresponds with the historical lowvalue. The light blue line labeled ‘high’ is the highest water table measured in the adjacentmonitoring well SBG4 over the last five years. The red line, labeled ‘EB’ is the anticipatedexcavation base for the proposed Small-Tank Precipitation canyon facility. View is facingSRS north. The CPT’S and boring B-1 are labeled. Depths are in feet relative to mean sealevel.

34

Site Geotechnical ServicesPreliminary Siting CharacterizationSalt Disposition Facility - Site B (U)

A 5DFB[14 SDFBBFEE1no

10

20

3a

7

50

60

70

80

90

100

110

120

130

140

t9f klf %

)[+

ill.

!0

N10

N

90

N

70

h

50

!0

100-o 0-5000-10

$DFBFEE1

V.E. = 2xMD= measured depth from surfaceTVDSS = true vertical depth, subsea

E-J0-200

,,.. . ——, ---- -----

Page 3!

-——.—-.+..... . ....

K-TRT-S-00001, Rev.OJuly 1999

YIFBC3FEE1 fEEl

A!IIFBU5‘

2

II

40

50

60

Figure 3.4.4, CPT cross-section A - A’. Line of section is shown onFigure 1.0-1,The engineering layers are shown. For each CPT theSleeve Pressure (black curve), Tip Resistance (green curve) andFriction Ratio (red curve) are shown, The water table depth at the time ofthe investigationis shown in blue. The CPT data are tied to the regionaldata through boring SDFB-B1,

Site Geotechnical Services K-TRT-S:OOOOIPreliminary Siting Characterization Rev. OSalt Disposition Facility – Site B (U) JUIV 1999

SDF SITE BTip Stress

DJ, u]

Iii‘= 105.0-- W.o

75.0-– 60.0

Gzi 4s.030.015.00.0

Figure 3.4-5. Three-dimensional model of measured tip stresses from the CPT data. Each CPTis numbered according to the layout pattern on Figure 1.0-1. View is to the northwest towardsthe DWPF facility. Depths are in feet. The coordinate system shows SRS Northing andEasting. Red colors indicate low tip stresses (generally clayey soils) and blue colors high tipstresses (generally sandy soils). The vertical and lateral variation in subsurface sediments isobvious in this figure.

‘.

36,,

Site Geotechnical Services K-TRT-S-00001Preliminary Siting Characterization Rev. OSalt Disposition Facilitv – Site B (U) Ju!v 1999

SDF Site BFriction Ratio

ii”5.0

J go

mg1.00.0

Figure 3.4-6. Three-dimensional model of the Friction Ratio based on the CPT data. Darkerblue colors indicate soils that are mostly sand. Lighter blues and greens indicate soils thathave are higher in clay content. View is to the northwest. Depth is in feet relative to mean sealevel. Coordinates are in SRS Northing and Easting. This figure demonstrates the relativevariation in grain size (sand versus finer grained sediments) underlying the site.

37

Site Geotechnical Services K-TRT-S-00001Preliminary Siting Characterization Rev. OSalt Disposition Facilitv – Site B (U) Julv 1999

Salt Disposition Facility300-

=

275- r . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . -- . -. ---. /. -----------------

,=l...+..... -H ‘.-.--(- --:- _. . -- . . . . . . . . .. . . . . . . . . . . . .. . . . . . . . . . . . . .

175

150

125

\ m-

.2

. . . . . . . . . . . . . . . . . . . . . ---: ----- . . . . . . . . ------ ------------ -------

1xt1

t●’

---------- ----- . . . -------- ------ -------- -------- ------ -f

.- 313A‘*-

*

J. -+e--‘* - - “41zA- - - ‘1. . -----. ----- . . ..-. . . . . . . . . . . ~ .- .-. .. . --- --. .. . .. . . . . . . . . . . . . .

,,.. ##--:

I:.

t 5;

-.. . . . . . . . . . . . . . . . . . . . . .. .. . .. . . . . . - 1 . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .--

.:..0--x---.

‘%. .-- ---

. . . . . . . . . . . . . . -------- ------- ---- ------- . . . . . . . . ------ . . . . . . -.Y

r

,,

100-1 I

500 750 1000 1250 17s0 2W0

Shear Wave Velocity (f~s~

Figure 3.6-1. Average shear wave velocity from CPT’S on Site B as compared to historicalDWPF data. Engineering layers from Site B are shown.

38

Site Geotechnical Services K-TRT-S-00001Preliminary Siting Characterization Rev. OSalt Disposition Facilitv – Site B W) Julv 1999


275

250

225

200

175

150

125

100

. .

. .------ - 1-----

. ----------- -

.●

●

-. . ..-. . .-

.● -.

------- -1

-------

-.#’ --I

-“-.

-----. . .~---- r..-... --------- -.--- –.. – . . . . . . . . . . . . . . . . . . . . . . . .

313A--

J.

-----

v

1

:

—--“-- *

--- 4- - ---

w ----

,--,\ ------. 5

-\ ---- - .. . .. .. . -;- =-------- ------

- .-t ..-. . -\

.---

=---- ---- --a-------~ ----

1--------- ‘------

i

414A

0 100 200 300 400 500

Corrected Tip Stress (tsf)

Figure 3.6-2. Tip Stress averaged from the Site B CPT’S compared to DWPF data. Theengineering layering from Site B is shown.

39



275

175

150

125

100

S......-.m.m- -----------..... ......... .....

--%::::- ----- t-- --’------- .-* --------.

f .●#4 -.,.----....-.&<& .. ----- . . . . . . . . . -------- . . . . . . . . . . . . . . . . . -.

---. . -

,. 1A‘ii’

● .#- ~< 2

ar’

\ %..-r ---e -.<..-. . . . . . . . .. ---- ------ ------ ------ . . . . . . . . . . . . . . . . . . -.

8:

- .=----------------------- . . . . . . . . . . .-------------\8 313A:8

tt

I 414A ‘.’8- -v~.. . . . . . -— ----- . . . . . . . . . . . . . . ------- ------- .. -.-.:.. ------- -----,

. .9. <\

-. 5*4

;= .- .--- . . . . . . . . . . ------ ------ ------ . . . . . . . . . . . . . . . . . . . . . . . . . .

-> . b%\ #I

\. -t . . . . . . . . . . . . . . . . . . . . . --- . .—

,-- -. -- --

0 1 2 3 4 5 6 7 8 9 10

Figure 3.6-3. Averaged Friction Ratio from Site B compared with DWPF data. The Site Bengineering layering is shown.

40

Site Geotechnical Services K-TRT-S-00001Prelimina~ Siting Characterization Rev. OSalt Disposition Facilitv – Site B NJ) JUIV 1999


300

275

250

225

175

150

125

100

o 10 20 30 40 50 80 70 80 90 100

SPT N-Value (BPF)

Figure 3.64. N-Value averaged for the Site B SPT and compared to historic DWPF dataeach engineering layer. The error bars on the DWPF data represent 1 Standard Deviation.

41


SDF SiteBSoft Zone Indicator

- .-

\

} I

Unk:

.-

Z exsggersfbn: ?.0

Figure 3.7-1. Interpreted soft zones based on the CPT data. The coordinates show SRSNorthing and Easting. View is to the northwest. Elevations are in feet relative to mean sealevel. Two soft zones are apparent in the northeastern portion of the site. The lateral variationof the soft zones may be an artifact of the modeling or sampling density and furtherinvestigation is necessary.

42

Site Geotechnical Services K-TRT-S-OOOOIPreliminary Siting Characterization Rev. O

Salt Disposition Facility – Site B W) Julv 1999

243

242

~ 241

; 240

‘; 239

~~ 238

237

236

Historical Water Table Elevation in SBG-4

Date Sampled

Figure 3.8-1. Comparison of historical water table elevations in monitoring well SBG4located adjacent to Site B. Low water table levels (approximately 238 feet relative to mean sealevel) were measured in dry summer or drought conditions. Higher levels, approximately 242feet) were measured in wetter years or during the winter season.

43

-.


This page intentionally left blank.

44

Site Geotechnical Services K-TRT-S-OOOO1

Preliminary Siting Characterization Rev O

Salt Disposition Facility – Site B (U) July 1999

Appendix A “SDFB-BI Geotechnical Log

Site Geotechnical Services K-TRT-S-00001Preliminary Siting Characterization Rev OSalt Disposition Facility- Site B (U) July 1999


.

~PROJECT JOBNO. SHEETNO. HOLENO.

GEOTECHNICAL LOG Salt Disposition Facility None 10F9 SDFBB1iE COORDINATES ANGLEFROM HORIZONTAL

SDF N3683766 E 440729 90GUN COMPLETED DRILLER ORILLMAKEAND MODEL HOLESIZE SAMPLEHAMMERWEIGHTFALL TOTALDEPTH

Y12199 5126199 John Jones Failing 1500 140 Ib/30 in 340.0

/OUND EL OEPTWEL GROUNDWATER LOGGEDBY

278.0 ; ; B. Baker/SAIC

1 A N-VALUE (SPT) z t g ‘ NOTES ON::0 ~-z O RECOVERY% ~g fjj ~ z

WATER LEVELS,

= >~ FDESCRIPTION AND CLASSIFICATION CHARACTER OF

:n do;Z

03 + An. LIMITS% mO ul~ & gDRILLINGAND

f< U.1lABORATORY

9 a TESTING

20 40 60 80 278.0GSH = groinsize+hydrometerAL” AtterbergLimitsMC= moistureemtcntGSE groinsize

5 –

SsAioi -2-6-15-30 “:./ POORLYGRADEDSANDWITHCLAY(SP-SC)traec o-6 Rbandaugeredto

1‘. . tine gmvet mediumbrow mediumdeeps%moi% clearutilities.

/ subangulm poorlygmdd, mediumgramed~A : & .- 270.0. :.{

Ss 24-2 i ,. - CLAYEYSAND(SC] med@rrred m“geted whiteand2 .. yelloyish omrw den% mo.rs%suhsufm, POOdYSSU@

meshrn to lowercoarsegrand

A; lo : j-*5-,&2j 268.0- ,()_“ 1Ss3

CLAYEYSAND(SCXlightred vari ted whiteand@. . .“.’,/ de~moi%s.b~lwpr*y #d fine@m~~ ‘sMfi’Mc

gmined

A@~ 8-24-3fI-3,;266.0- ; /

Ss CLAYEYSAND(SC} mediumred varigatedwhiteand4

.. tq ve~ dew, moi~ subangrdaqpoorlygmdd finetomediumgramed

\O~A ;:2~2~8 -$)264.0- /

Ss5

:./ POORLYGRADEDSANDWffH CLAY(SP-SCXlight15– ‘::~ red.withwhispsof whiteclayand varigated~, verydew,

mo@ subangulaGpoorfygmde&fmeto mwlmrrsgrarrred

IA :0: ‘5-25-25q262.0- ;“/

:s POORLYGRADEDSANDWITHCLAY(SP-SC] WhitC GS.’ “and taq de-, mofi subanguhx poorlygsadd, medium

:; / gmined~A ~ O( -2-23 .2r 260.o_ -:””L

Ss7

CLAYEYSAND(SC~ lightyellowishbrowrudens.%.,.mois~subangufaqpoorlygradd, mediumgrained

:A ; 0; 5-21.22-z!258.o-

:s20 :: ~ POORLYGRADEDSANDWITHCLAY(SP-SC} light HP rad scars(no deteet$

. yellowishbrownsfightmoderatered varigation$dem%/ moist subangulacpoorlygmdd, medium~“ned

;a;~ “3.23-24-3,3256.o- ““/

Ss “. : POORLYGRADEDSANDWTI-fSfLT(SP-SMI ySKY GS

9‘, lightred coloractuallySp

,UbSISi@Cpootiygmd=~}~%$ti~’mo’%:*, ;0 ~ 3-lfj_l9.2,,

254.o- ; f“Ss10

“.”.’ (SP-SM} samees above

25–””..“:.

:A!o! 252.o- “ :Ss 7-26-23-1.; .’ : POORLYGRADEDSANDJVITI-fSILT(SP-SM)11 interbeddedclay sandat 29.7 R.bIx mediumred with

“ .. 7whispsof whitec afi moi~, medium~“ned:A : \ 0: --- 250.o- - ““

Ss SANDYLEANCLAY(CLXdarkred withwhispsof white GSH,AL,MC

12 clay v~~ stitT moisClowplastici~, mediumgr-ainedsandapproximately45 pereent

:A; 0; 7-,2-,fj-1~ 248.0- ~o_Ss CLAYEYSAND(SC1 lightred actuatlyIt.purplewith13 laminationsof moderateredclafi mediumdem, moist

subangulaqpoorlygradd, sand-verytine grained

‘A i io: 246.O_Ss 11-13-104 y CLAYEYSAND(SC] mediumred withwhispsof white GSH,AL, MC

14 :“ clafi mediumde% moisqsubangtdacpoorlygmdd, .mediumto tine gramed

A: (1 244.0- /Ss 4-5-7-7:;’ / CLAYEYSAND(SCk mediumred; mediumdensq mokc

SS = SPLITSPOON;ST = SHELBYTUBE SITE HOLENO.

PS = STATIONARYPISTON;PB = PITCHER PRELIMINARY LOG SDFBB1———.

.“-.-,.7,

@:

IPROJECT JOBNO. ISHEET No. lHOLE No..GEOTECHNICAL LOG

u

[

A N-VALUE (SPT)

:0-z .0: J?ECOVERY%

g .+ All’. LIMITS ?4o

20 40 60 80 -. . . . . ,

(

o

0

0

0

0

)

IS = SPLITSPOON;ST = SHELBYTUBE

‘S = STATIONARYPISTON:PB = PITCHER

Salt Disposition Facility None I 2

z k gol- Zi=~<y> s a iIESCRIPtiON AND CLASSIFlCATlON111~ & ~w n

242.0.

240.0-

238.O_

, 236.0-

234.0-

232.0-

230.O_

228.O_

226.0-

224.0-

,222.0-

220.0.

218.0.

-216.0,

214.0

212.0

I210.0

208.0.

206.0.

.-/-. ./,.

.“ /-. .

/. .4

.-45– “:i

..d..

“. ./..6..

“. ../

50- + ~.. -

/..d..

.. -/..4.. /

55- .:-;.... /.. ..

rlygradd, thin laminationsof whiteclafi

POORLYGRADEDSANDWffH CLAY(SP~x light .red edor actually It. purplewithmod.red huninatrow.med@rrsdens-qmow subangulaqpoorlygraded sandis

CLAYEYSAND(SC~ lightred aetoallyIt urpleto 39.0tl. bls baodedea[orchangeto mod.yellows onsn e tlom

g d39.0to 40.0 fLbk, mediumdensq moti suban SGtiom 38.0-39.0fi bls. and

/CLAY6YSAND(SCk mediumbrownishyellovcmediumdew%moi.%sub&wlm. poorly@*, s&d rangesfium

POORLYGRADEDSANDWITHCLAYC3P-SCkmediumbrownishyelIow,mediumdew, rnOiSG“-subangulacPOOrlYgmded sandfs mediumsminedwhir-.. -

velPOORLYGRADEDSANDWITHCLAY(SP-SC .

1’mediumyellowkti -mediumde, darrrMsrsbangom,poorlygradd, medmrrs

POORLYGRADEDSANDWITHCLAY SP-SC~Amediumyel[owis~dam%subsngu!w,poo y graded

mediumgained

~RLY G~ED SANDm CLAY(SP-SC~medmmyellowmhbrow, mexhyrnde~, dam~subanguhq poorlygmdd, medmrngramed

POORLYGS@ED SANDWITHCLAY(SP-SC}mediumyellovnshbrrwwumedirynd~, darnwsubsngul~, pawly gradd, medmmgrarned

POORLYGRADEDSANDWITHCLAY(SP-SC~mediumyellow,mediumdensq damIxsubangrdaGpwrtygmde&mediumgrained

POORLYGRADEDSANDWITHCLAY(SP-SC~mediumyelIowishbrowmmediumderss.qmoi%srsbarrgrdaqpoorlygrad~ mediumgained

POORLYGRADEDSANDWITHCLAY(SP-SCXmediumyellowishbrow mediumde~, moi% mediumemirrecLsubrounded.. -“

‘:.z POORLYGRADEDSANDWITHCUY (SP-SC ... )mediumyeIlowis.hb~~ moi% subangulr, poory

k gradd, mediumgmmed

POORLYGRADEDSANDWITHCLAY(SP-SCXmediumyelIowishbrow. mediumde% mo~subangulaqpoorlygradd. mediumgmined. .

v“---x POORLYGRADEDSANDWITHCLAY(SP-SC].. . medium yeIIowish brown ,bands of purplty medium densq

/ moi%,subangul~ poorlygradd, mediumgmined. .v

,! “.-./ POORLYGRADEDSANDWITHCLAY(SP-SC)trace65– ) ~ sonStainin~ mediumgmyishbrow mediumdensq

moi~, subsngul=, poorlygmdd, tine to mediumgmined. . /vgrayel; mediumbmm, mediumdew, moist medium

.’ . ~bOeY GIUDED SANDWITHCLAY(SP-SC~same

70 “.y POORLYGRADEDSAND(SP) traceofcla~ medium.. . . yellowkh brow, medium densq moist subangulaqprly-“‘: graded;mediumgmined,..

POORLYGRADEDSAND(SP) trsee of cla~ medium.’ brom mediumdens~ moist subangulacpoorlygraded;,.. . mediummined

204.0 I ..I.’ . POORLYGRADEDSAND(SP) traceof clay darkyellow

PRELIMINARY LOG———

OF 9 I SDFBB1

NOTES ON:WATER LEVELS,CHARACTER OFDRILLING ANDLABORATORYTESTING

GS

GS

HP sadscan (no debxts)

GS

GS

GS

GsHPmdsean(nodetects)

GS

I

bHOLENO.

SDFBB1

PROJECT JOBNO. SHEETNO. HOLENO.

dispositionFacility None 30F9 SDFBB1GEOTECHNICAL LOG s

k~r~wc1

80-

85-

90-

95-

1oo-

105-

[

A N-VALUE (SPT)&

O RECOVERY Yo

rin~z<< + AIT. LIMITS%rn

zol-pw<tu~;-l—w

202.0,

200.0,

198.0,

196.0,

194.0

192.0

190.0

188.0

186.0

184.0

182.0

180.0

178.0

176.0

174.0

172.0

170.C

168.C

166.C

164.(

NOTES ON:WATER LEVELS,CHARACTER OFDRILLINGANDLABORATORYTESTING

DESCRIPTION AND CLASSIFICATION

1

“.”.] bendsof grafl mediumderrsqmoist subangulrqpcorly..

AND 6P) traceofclax Iizht GS....I yellowishbrow verydew,.mo@ subromrd~,-prly. . . gradd, mediumgraincd

.. -’ POORLYGRADEDSAND(SP) TraceClafi medium. . yello~-shbron, loos, moi~ submundd, poorlygradd,. . . mediumgreincd

jo

+

:0

0;

:0

c

‘o

o

ICLAYEYSAND(SC~ lightyellowishbroq Ioosq GS,& MC, HP raddam~ subangulaGweIlgraded;tine gmined scan(no detects)

//<. CLAYEYSAND(SC~ lightyellowishbm~ Imsq. . dam~ subarrgulw,wellgredd, finegrained

//’/~. CLAYEYSAND(SC~mediumyellow,loosq dam%. . GSH.-. subangulaqwelIgrad~, tine gramed

///:. -’ SILTYSAND SM} medium ellow,mediumdeosq.

A ddam~ subars W,finegram. ..

:. : SILTYSAND(S~ light ellowishbrew, medium1’

GS,AL,MC,: ,, dew. dsm~ subarrgtdw, megrairred.

. .~- CLAYEYSAND(SC~ verylightyellowishbrows. ..-. mediumdew, damMsubangt@ wellgradti, fine

qrained/F:.: SILTYSAND(SW, verylightyelIowishgreen;medium GS,: . . densq damw subangulaqwellgmd~ fineqramcd. . .

:. ~ SILTYSAND(SW, verylightbrownwiw of whit%derrsqdam~ subangdm, wellgrad~, fmegmined

,. .. . .

:. - SILTYSAND(St@ Ii t bmn mediumderrsqdanr~. wrbangulacweUgrade$’fmegrained,. .. ‘.

SANDWITHCLAY(SC] Iightyellow,mediumdensq GSdam~ subangulaqpoorlygradc&mcdmmgraincd

.’ . SANDWITHCLAY(SP-SC~Ii t bm~ verydem,. .~ dam%submund~ poorlygrade$’mediurngmmedHP sadwars(no detects)

/’:./ POORLYGRADEDSANDWffH CLAY(SP-SCXlight. . brew, vety de=, dem~ subrmgulw,poorlygradd,

/ mediumgrained

GS

.-./ POORLYGRADEDSANDWITHCLAY(SP-SC] light. . Rigchatteryellowishbrow mediumde~, mo~ subrourrdd,

/ pody gradd, mediumgraincdsandL-

:.;: POORLYGMDED SANDWITHSILT(SP-S~,

:. : POORLYGRADEDS@D WffH SILT(SP-SM] Iight. brownishyeIlowwithwhrspsof It. grayclafi rncdmm. :. derrsqmoist subroundd, poor[ygradd medmmgraincd

.,.”A

GS

10 Xl,,u

“ POORLYGRADEDSANDWfTHSILT(SP-SM~ lightbrownishyellowwithwhispsof It. graycla~ bow, moist

., subrounded;poorlygrade&finegained sand,.

/ CLAYEYSAND(SC~ mediumbrownishyellowvariga!edIt.grayand verydk. gray mediumdensq moistsurrounded;poorlygraded;fine-reedgrained

/r 1//l CLAYEYSAND(SC~ mediumbrownishyellowwith 1//q I

lHOLE No.——

= = SPLITSPOON:ST = SHELBYTIJBE:

‘S = STATIONARYPISTON;PB= PITCHER PRELIMINARY LOG I SDFBB1————

@:

[ GEOTECHNICAL LOGPROJECT ]JOBNO. ISHEET No. IHOLENO.

SaIt Disposition Facility None I 4 W 9 I SDFBB1

Lu, A N-VALUE (SPT)

{0+O, RECOVERY%

&<< + AIT, LIMITS%U)

NOTES ONWATER LEVELS,CHARACTEROFDRILLINGANDlABORATORYTESTING

zol-i=~

iggU.1

162.(

160.(

158.(

156.(

154.(

152.(

150.(

148.(

146.(

144.(

142.(

140.(

138.(

DESCRIPTION AND CLASSIFICATION

2 40 60 6055

Ss A! 0: i !

56

57

58

59

do

Ss61

“ Ss62

63

64

65

S& A: : ! I

Ss67

Ss68

Ss69

Ss70

Ss71

;;:..

CR1

CR <2

;;:.. .u

SS = SPLITSPOC 1;ST = SHELBYTUBE

I 1y cl?fi medjunsderssqmofi subrorrrsdd, ‘

C~YEY SAND(SC~ medjumbrowrdshyellowwithtils~oflL~ycIay ;mtil~deWmo@ subrouod~ Gspoor y grad , med. to tine graanedaand

v PI

CLAYEYSAND(SC~ mediumbrom”sh yellowcolorchangeto whitem“gated It. red at 119.0R bl~ [oosqmoix, subangulacpoorfygrad~, sandmediumgrained

20- y. . . CLAYEY-SAND(SC] lightred bandedyello~h gm~ GS.“ bow, mo@ subroond~ poorlygrad~ claylslltappro~-. 40%; sand reed-tine@“ned

!.““.......“

25 ‘:.“.. ..““. .. .

SfLTYSAND(S~, lightyellowishgrayvmigatedk. ti, GS,&Mc De thveryloosq moi~ submund~, poorlygrad~ finegrainti, /checkatler SS-5 8-insilt approx.45 percent hi2ioc~eanedout to

SfLTYS&4D WffH CLAY(S~, lightgreenishyellowq GS“IOOW,moq subangrdar poorlyno~tionwfic*ap& =la@*m&fine @nd

POORLYGRADEDSANDWiTHSILT(SP-S~, lightyellowishgraym“gated h. md withwhispsoflt. gra clay

{; mediumdensq moiw,submundd, poorlygradd, me

Jf[:. -’ SILTY SAND (SM~ mediumbrownishyellowbanded GS“. . fightgreenishyellow Ioosq mow aubmundd poorly

- : :. gradd, finegrained..JSANDYStLT(ML} lightyeRowishgreq SO%mo~ low GSH,AL,MC

35- plastici~, no reactionw/hcl,a pearsas leachedcarbonat~8v. fine gminedsandappmx.4 percent

-1SANDYSILT(ML~ lightyellowishgreeruv sti~

%mofi low plasdci% sandv. finez, Icac cdmbrxsate matrixwfealcamousshell frags.pre5entappmx

o

c

5 oement. .

SANDYSfLT(ML> lightyellowishgreq W, mo~low plastici~, v. fmesand, leachedcarbonatematrixwithapprox 5 percentshell fiass. ; recoveryis actually100

GS

GSH,AL,MC

40 SANDY.CI.AY WJfH SfLT(CL~ dadr greemishye]IOWba.ded hght grecrushyellow H, mow low plasdci~,

LEANCLAYm SAND(CL} lightgreenishyellow

A< LEANCLAYWITHSAND(CL~ medium~ very

36.(

34.(

-r. v stitT moist lowplastici~, fine~“ned sand~carbona!eshell ~ 20 oercentLEANCLAYWITHSAND(CL~ dark greeruti~ mois~low plastici~, finegrainedsant tracecarbonateshell

GSH.AL,MC132.[

frag.i

SANDYLEANCLAY(CL~ dark greq Is@ moi~ lowplastici~, sandis mediumgmincdappmx.20 percent,traceof carbonateshell frogs

130.0

128.0127.4

126.0

0 SANDYL~ CLAY(CL} dark grceq moist low Beginwire-linecoringatsand r 150ft depthwithshort

CLAYEYSANDWffH GRAVEL(SC~ dark yellowkh shoebrow; moist submrgulacweRgrad~, sand rangesfrom

. . . .. .- ..: WELL-GRADEDSANDWITHSILTANDGRAVEL.f

::::. (SW~ dark brownishyellol~ moist subangulaqwelt- . . . . . graded;cnarsegraincd[ogmnular. .

.:. :.123.0

HOLENO.

PRELIMINARY_LOG SDFBB1IPS = STATIONARYPISTON:PB = PITCHER

.:—------- -----

—

GEOTECHNICAL LOG Salt Disposition Facility

u A N-VALUE (SP~z k g NOTES ON:

:0 ~-z O RECOVERY% S: :9 z ~ WATER LEVELS,CO z Jo ~; * DESCRIPTION AND CLASSIFICATION CHARACTER OF~z + AIT. LIMITS 7.

mu ~_ 3 DRILLINGAND<< af) U.t b (lJ

nlABORATORYTESTING

20 40 60 ,40CR :. “: POORLYGRADEDSANDWtTHSILT(SP-SM}3

Switchto longshoe.. mediumreddishyellow,moi~, subround~, pooriygraded;.“.. mediumto coarsegrained. .. . .:: . .

:, .... .,. . .

:; ., .’. .

CR + 118.O_ ~~o :..“.

4. . ‘: POORLY GRADEDSANDWffH SILT(SP-S~,-. . medium ellow”shbrownbandedlighttq moi.%.. . J.- aubroun &, pody gradti, masse ~“ned

:; . .-. . .‘. .,’. . ‘.. . .

CR :0 113.0- ~fj5 f.. ““

5-. .‘ POORLY GMDED SANDWffH SILT(SP-St@“.:: mediumyello~”shbrow, moi% subrourtd~, pod“ . gradd, eaarse~“ned (165-168ft) medium:. d. . “,. (168-169.5ft) interbeddedIt.graycIay(167.5to 167.6R)

:; . . .. . withthin Iemimtionof fe cementedsandat baseof cIay.“. mIor changeto It.yel[owat 168.0R. bta.,. ‘.. . ..

.

CR -( ) 108.0- *VO “-.“.veryhardzone,shoedeskoyed VeWhard drilling,shoe

~: 1o7.0-CR

destroyed:. . POORLYGRADEDSANDWITHSILT(SP-SM} Ii t

7 .. . ?yellowishbro~, moiW,subrounded;poorlypaded; me., grand withthusinterbedof whiteclay @emmation],. .

,.. . ......- .

C8R () 103.0- ~7~_ :: “:. . POORLYGFWDEDSANDWITHSILT(SP-S~, Ii t..:: yellowishbrow moim,subroundd, ~Iygmd4 ~e

:. gminedsendwith thin laminationsof L grayclay@ess. . than 5 pereent]. .. ....“,.. .. .. .

CR () 98.0- *80 :..;.. .’ POORLYGRADEDSANDWITHStLT(SP-S~, Ii t

9 “. . ?’broyniahyellow,moiw,subroundd, poortygradd, me.“:. grarned. .. . ... .:; .

:: .“,,,. .., .’

CR93.0- ,&j ~.“ “()

10POORLYGRADEDSANDWITHSILT(SP-S~, Ii t.. .

?’brownishyellow,moiw,subround~,yoorly ~~fl.“ . gminedfrom 185to 187.5feet, medmm,. . r“187.5to 190.0R; thin imerbedsof dk ye Iowrshbmwo., .’:; : clay [[es than IOpercent]‘.,’. . .

:: .’,.

CR + 88.0- ,go “

tlPOORLYGRADEDSANDWfTHSILT(SP-SM~ lightbrownishyellow,moist subrounded;parly gmded;mediumto finegrainedwithwhispsof It.grayclay [lessthan 5 pereent]

:::.

n 83.0S = SPLITSPOON:ST = SHELBYTUBE; SITE HOLENO.

S = STATIONARYPISTON;PB = PITCHER PRELIMINARY LOG SDFBB1

@: ,

—

GEOTECHNICAL LOGPROJECT JOBNO. SHEET NO. HOLENO.

Salt Dis osition Facili Nom?_PO’ 60F9 SDFBB1

u A N-VALUE (SPT)z k g NOTES ON:gg ~

O RECOVERY% 3s :h z ~ WATER LEVELS,

$:

z

$9~ ;: E DESCRIPTION AND Cb4SSIFICATION C~CTER OF

+ AIT. LIMITS% mu $ DRIL~lNG AND

mJ-W h ,~ LABORATORY

a TESTING20 40 60 80

::n

:: :. -’ POORLYGRADEDSANDWITHSILT(SP-SM~:! -. . mediumbrownishyeRoWmoiW,subroundd, poorly“ “ grade, coarsegmuned. .

:; . . .. . .

:/~o~:: 80.0- - .“... .‘“.CR :: ‘:’ WELLGM13ED SANDWffH SILTANDGRAVEL13 - . . :*: (SW-Sk&Kdyk brownishyelIoWmoi~ subrmmd~, well ,

. . .** gmdd, medmmto verywarse gminedwlgmnularsand

CR :; /0 78.0- ~oo_ + $ wrux 20pereen~wluspof ILgrayclaysdsopresent

14---...- f

POORLYGRADEDSAND(SP} mediumbrom”sh-.;:, yellowbandedIt.brownishyellowqmo~ surrounded;,~.“.- poorlygrad~ emrse ~“ned.. .~.-:; ‘...

-..-.. . .-..--..

CR : :0 73.0- ~().j “:; .

15. . . POORLYGRADEDSANDWfflI GRAVEL(SP]

:; .. . . mediumbrownishyel[ow,moi~ surrounded;poorly:; . . .. . graded;eaarse grasnedsandwithWpfOX10??granular,. .-:0 .. ...-----.-. .. . -.. . .

CR 0 68.o_ Z*O :; :;

16 :, POORLYGRADEDSANDWITHSILT(SP-SM~light.. . brownishyeIloWmoi~ subroundd. poorlygrad~ coarse.- :. gmined... . .. ... -.. .. . . .... .- ). .

CR + 63.0- 215 “-.”.17

:; -. : POORLYGRADEDSANDWITHSILT(SP-SM~.. - mediumbrownishyellow,moist subroundd,.. : gmdd, veryeoarae~“ned withonethin inte~~;bluish. . .- grayclay lessapprox.0.05 ft. in thickness.. .

:0 . .“. .. .. .. . ... .. .

:;CR ( )18

POORLYGRADEDSANDWITHSILT(SP-SM}darkh yeIIoWmofi subangulaqpooriygrad~, coarse

“. .:, - .. :. POORLYGRADEDSANDWITHSILT(SP-SM);dark:, . . WY moiw.subm~lm, pody gradeclrmarsegmmed

... .:. :: “. .

,: :.

CR ()19

CirculationblockedoffdurhsgCR-19

CLAYEYSAND(SC} darkgreeni~hgm~ moi~

CR :0;!: 49.0-

20LEANCLAYWtTHSAND<CL~dark

:; 230-yishgm~

moi~, low plastici~, tine gramedsand; de clay:.

:;:.

CR :O; i: 44.o_

:..

S = SPLITSPOON;ST = SHELBYTUBE; SITE HOLENO.

S = STATIONARYPISTON:PB = PITCHER PRELIMINARY LOG SDI?BB1—

—

GEOTECHNICAL LOGPROJECT JOB NO. SHEET NO. HOLENO.

Salt Disposition Facility None 70F9 SDFBB1

U A N-VALUE (SPT)L. z t g NOTES ON:+0 L-z n O RECOVERY% g~ sh ~ y WATER LEVELS,

in Jo $; ~DESCRIPTION AND CIA.SSIFICATION CHARACTER OF

~z 5 + AIT. LIMITS V.mu ~ g

DRILLINGAND;< OY J—

w LABORATORYn TESTING

20 40 60 8021 :. / bhreishgrqq moi~ subrotmd~, poorlygraded;sand:v.

‘. . . ~/,.

., .. .‘. .

/

CR !O :;! 39.0- : /:. x POORLYGRADEDSANDWITHCLAY(SP-SC~daric

:; :0 38.0- ~~() “:..< bhreishgrafi mo~ surrounded;poorlygraded;sand: v.CR vel f23 :. .. =WSD SANDWITHSILT(SP-St@

.- medd~~eh gm~ moi% subroundd, poorlygradd,.. .. . .. ..... .

:, ‘.. .. .

( ) 33.0- ~J~ ;. .CR24

. ..- CLAYEYPOORLYGRADEDSAND(SC~ medksmblueishgmyealor changeat 246.0fLta k. grayishwhi~,.’.moi~, subroundd, poorlygradd, sand coarse~“ned,tram gravel. .

. . . ..’.

. .. .

CR [0 28.0- 250 “;<POORLYGRADEDSANDWITHCLAY AND GRAVEL

25 ‘. (SP-SC~lightgrayishwhi% rook, subanguI~, pooriy:, / gmdd, sand warse withgravel,.. . .. .‘.

/. .. . .. .

()CR26

CIAYEY WELLGRADEDSAND(SC~ lightgmyishwhitevarigateddk bhk.h x moi% subangulsqwelI

Fgmdd, sandrangestlom meto v. masse, interbeddedclayalso presen~micaceous

()CR SANDYCLAY(CL} mediumgmfi moist lowplastici~,27 sand mediumgrained

:;

::

() 13.0- 2&jCR28

SANDYCLAY(CL} m~ium gm~ mois~low plastici~,:,sand mednmsto finegramedapprox.40 percent,micaeeousapprox. 10pereent

::

:. . () 8.0- *.7(3_CR SANDYCLAY(CL} mediumgmywithdk. graybanding29 . moist low plastici~, sand finegrainedapprox.20 percent.

:. micacems approx. 10pereent:’::

:: .

:::“

:. n 3.0S = SPLITSPOON:ST = SHELBYTUBE “ SITE HOLENO.

S = STATIONARYPISTON:PB = PITCHER PRELIMINARY LOG SDFBB1——

@:

j.. -:,.=.,:‘.,..,,<.”;..

c

GEOTECHNICAL LOGPROJECT JOBNO. SHEETNO. HOLENO.

SaIt Disposition Facility None 80F9 SDFBB1

u A N-VALUE (SPT)L. L k ~*O 3+. z NOTESON:-z n. 0 RECOVERY% S: WATER LEVELS,

.={ ; ~

$: 3

DESCRIPTlt)N AND CLASSIFICATIONids q= ~ ; ,“

CHARACTER OF+ Nil_. LIMITS% DRILLING AND

D w n . LABORATORYTESTING

20 40 60 80 n,

$: SANDYCLAY(CL} mediumgmybandeddk SMX:. moi% low pl~”ci~, sand fmegram~ micaeeousappmx.

:; 10percent::

0.6-CLAYWffH SAND(CL} darkgra moi% lowpl~”ci:,

? % ‘f=le, sandv. finegmsned,interbed ed sandat 279.4ft. b

:;

CR jo31

:, :, CLAYEYSAND(SC~&k grayc@or@ge at 280.8R.

j ~,;d=m~~9Yw’Emoms”b”w’=.

:0

:;

CR Jo32

CLAYEYSAND(SC~ mediumgreenw“thwhispsof med.

EF.%%b;y:%r;t%dti ~=d’m’or:0

:,:,

CR ~o~j33

POORLYGRADEDSANDWITHSILT(SP-S~,.. . mediumgrafi mofi submondd, poorlygradti, eomx. .“ grained-. .. . .. .“. .

:, . .-. . .-. . .. .

CR +;34

CLAYEYSAND(SC} mediumgra~ mo~ subsnguhqpoorly@d, coarsegrained,mmaceousappmx.5 percent

:;

CR ;0 CLAYEYSAND(SC} Ii t gmyishwhite;mo@35 subangulaGpoorlygrad2 ; massesan~ nue.aeeous10

percent

CR !0 CLAYEYSANDWITHGRAVEL(SC~ Ii t gra “ h36 white mo~ subangulq wellgradd, irstei$dd~gnite

““ [1.0 R.],mieaceous,v. masse sand:,

CR o37

. ./ SANDWITHCLAY(SP-SC)tracegravel;lightgrayish.. whitq mois~suban ulaq poorlygrad~, v. coarsegrained,/ fmicaceous,mtebed edgmve[at313.4 t?.. .

. .. .

.. ./. ./. .

. .:.:

u 37.0 J; = SPLITSPOON;ST = SHELBYTUBE SITE HOLENO.

; = STATIONARYPISTON:PB= PITCHER PRELIMINARY LOG SDFBBI

,

—

GEOTECHNICAL LOGPROJECT JOB NO. SHEET NO. HOLENO.

Salt Disposition Facility None 90F9 SDFBB1

s.i A N-VALUE (SPT)L. u

z k g NOTES ON:*O-z L O RECOVERY% ~g :~ z ~ WATER LEVELS,

ict Jo >~ EDESCRIPTION AND CLASSIFICATION CHARACTER OF

~z 2 + AIT. LIMITS% m. lug & $DRILLING AND

<a LABORATORYn w n TESTING

20 40 60 ~0CR POORLYGRADEDSANDWITHCLAY(SP-SC~ light Circulationblockedoff38 is~ subangulaqpoorlygraded;coarse dueto lignite

. GRAVELWITHCLAY(GP-GC}lightgrayishwhit~moist subsmguIaqpoorlygradd, mmweous,interbeddedIt.grayc[ay[316.3-316.9fL],trace ligniteat bottomofrun.

.b p

CR +j{: -42.0. 32f)_ : A’

39. ./ POORLYGRADEDSANDm CLAY(sP-SC} light‘. . grayish~tq mojW,subangtdaqpoorlygradd, med.to

/ cxxwwgmrned,mlcaceous,mterbeddedmed.grayclay. . / [320.0to 320.1 fL].. “

/. .. . .

CR :0 -47.0. 3*5 _ :,. /. POORLYGRADEDSANDWITHSILT(SP-SC] light

40 :; ‘. . grayishwhit~ mois~subangulaqpoorlygradal marse/ gmmed,micaeemrs,sulfidespresent[ lessthan 5 percent]

. . .. .

.. ./

. .. .

CR :0;:! -52.0- .j~~ “.../

41./ POORLYGRADEDSANDWITHCLAYANDGRAVEL.. . (SP-SC} l@t 9X mo~ subangulaq/

ylypti v.r SMrnd mterbeddedreed-grayc ay [33 .8-331.0. .

. .

CR +; -55.0- j ./ “.

42“.“.’ POORLYGRADEDSANDWITHSILT(SP-S~,.. mediumSMXmoi~ subangulaqpoorlygradd, emrse.“:. grained,mieaeeous

335– :: :~

.- ... “... . .

:0 -60.0- -: ~ “...CR .-. : POORLYGRADEDSANDWITHSILT(SP-SW,43

Bottomof boringat‘. mediumgrafi moist subangut=, poorIygradd, medium 340.0R

-62.0- 340 _ _ ‘grained,micaceous

:.

:,:,

is = SPLIT SPOON:ST = SHELBYTuB~ SITE HOLENO.

‘S = STATIONARYPISTON;PB = PITcHER PRELIMINARY LOG SDFBB1

Site Geotechnical Services K-TRT-S-00001Preliminary Siting Characterization Rev OSalt Disposition Facility – Site B (U) July 1999

Appendix BSeismic Cone Penetrometer Data

Site Geotechnical Services K-TRT-S-OOOOIPreliminary Siting Characterization Rev OSalt Disposition Facility – Site B (U) July 1999


SDFBC2 APPLIEDRESEARCHASSOCIATES,INC. 04/27/99North 72’703.0 East 65104.3

270

260

250

240

230

220

210

200

190

150

140

130

120

110

100

90

80

70

60

50

t <L=t ?-r%

d

%-

>

>

—

6420 100 200 300 400Sleeve Stress(tsf) Tip Stress COR(tsf)

Elevation 277.0

-

L>—

r-

0 I

0246Ralio COR(%)

o 5 10Pore Pressure(tsf)

fik 327a904.ECP

29(

21N

270

260

250

240

230

220

210

200

190

~ 160~co 170zd

i 160M

150

140

130

120

110

100

90

80

70

60

50

SDFBC2 APPL[ED

North 72703.0

I I I 1

Si Cla

yl=

Sand

ixr

Sand

c1 silt

clayr

Sand Mix

SI Clay

Sand

c1 silt

Si clay

Sand

Sa Fine 1%

clay

Sand ~X

1 1 I I I0246610

Class. FR

File327a904.ECP

RESEARCHASSOCIATES,INC. 04/27/99East 65104.3 Elevation 277.0

I I I I

I I I I

o 20 40 60 80Blow Count (blows/ft)

,,

SDFBC2 APPLIEDRESEARCHASSOCIATES,INC. 04/27/99

Shear Wave Speeds

I 1 1 I I

270 —

240 —

210 —

.4u

; 180 —g.-4a>ali

150 —

120 —

90 —

I I I I I

o 400 800 1200 1600 2000

0 0

0n

(o

()o

00

0

0

:

0

00

0

0

00

0°—0

o

($’

0°0

0

Elevation

(ft)

267-255

255-229

229-204

204-192

192-171

171-150

0

IWavespeed

(ft/s)

1380

1090

1190

1280 “

1160

1250

Wave Speed (ft/see)

File 327A904S

fJ

Q1al

z

o

30

60

90

120

150

180

SDFBC2 APPLIEDRESEARCHASSOCIATES,INC. 04/27/99Shear Wave Time of Peak

I I 1 i I

Distance Wavespee

(feet) (ft/s)

9-21 1380

21- 46 1090

46- ’71 1190

71- 83 1280

83-105 1160

105-125 1250

—

-cl

4

2100 I I I I40

I80 120 160

Time (ins)

File327A904S

,.

Applied Research Associates S WaveSDFBC2 04/27/99

.0

9.4

12.1

14.9

26.7

29.6

32.6

File 327A904S 40.0

I I

II

II

II I

I

II

II

II

II

II I

I

I

/I

II

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I

II

II

II

II ! I

II

II

I40 80 120 160 200

Time ( milliseconds )


fi[C 327A904S

30.0

35.6

38,5

41.5

44.5

46,5

56,5

59.4

62.5

70.0

I I

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II

II

II

II

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60.0

65.5

68.4

71.4

74.4

m~ 83.4

.

86.4

89.4

92.4


File 327A904S 100.0 “

I

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II

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II

II

II

II

II

II

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I40 120 160


90.0

95.4

98.4

101.4

104.7

_ 107.44uaw

; 110.4ug

: 113.4

116.4

119.4

122.4I

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IFile327A904S 130.0 ~

140 80 120 160 200

Time ( milliseconds)

120.0

125.3

128.3

.

File 327A904S 160.0


I I

I I I I

II

II

II

II

II

I I

II

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1160 200


270

240

210

~al

; 180co.,+da>alz

150

120

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SDFBC2 APPLIEDRESEARCHASSOCIATES,INC. 04/27/99Compression Wave Speeds

I I I I I

.

O“ro—Elevation

(ft)

266-261

261-243—

Wavespee{

(ft/s)

3570

2010

—

—

—

I 1 I I I1000 2000 3000 4000

Wave Speed (ft/see)

file 327a904S


o

30

60

~ 90Q).al

zo()

ij

.!? 120c1

150

180

210

Compression Wave Time of Peak

I I I I I

\—

Distance Ylavespeed

(feet) (ft/s)

—11 - 16 3570

16- 33 2010

—

—

—

—

I I I I20

I40 60 80 100

Time (ins)

File 327a904S

,0

11.0

13.4

16.0

27.3

30.1

33,1

File 327A904S 40.0

Applied Research Associates P WaveSDFBC2 04/27/99

I I

II

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II

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I20 40 60 80 1



290

280

270

260

250

240

230

220

210

200

190

-180e:0 17(Iz5

i 160w

150

140

130

12(

11(

10I

9’

8

7

6

North 72846.7 East 65251.9

1 1 I I I

t-=-==-

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Sleeve Slress(tsf) Tip Stress COR(lsf)

Elevation 278.0

1 I

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Ratio COR(%)

Er

P’--~

!

0 5 10POre Pressure(lsf)

File326a901.ECP

SDFBC4 APPLIEDRESEARCHASSOCIATES,INC.

North 72846.7 East 65251.9 Elevation

230 -

220 -

210 -

200 -

190-

~ 180-wzo 1703$Z 160w

150

t140 -

130 -

120 -

110 -

100 -

90 -

60 -

70 -

60 -

290- I 1 1 1

280 -S0 Fine Gr

270 -Smd MixCr Sand

260 - Send

250 - Sa Fhe (%

Clay240 - % fine Cr

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sandMixSaFineCr

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Sa Fine Cr

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0246610Class. FR

File 326a901.ECP

-’7

o 20 40 60 60Blow CounL (blows/ft)

04/26/99

278.0

2?0

240

210

Adal

~ 180co.-da>alG

150

120

90


Shear Wave Speeds

I I I I I

—

—

—

—

—

—

—

Elevation

(ft)

262-253

253-247

247-229

229-220

220- 199

199- 184

184- 172

1’72- 152

152-143

143-136

Wavespeed

(fL/s)

1170

1000

1150

1030

1030

890

1380

930

1180

?30

o

J I I I I400 800 1200 1600 00

Wave Speed (ft/see)

Ftle 326a901S

o

30

60

~ 90alalzaJucCu

; 120Q

150

180

210


Shear Wave Time of Peak

I 1 I I I

—

—

—

—

—

—

\

Distance Wavespee(

(feet) (ft/s)

15- 24 1170

24- 30 1000

30- 48 1150

48- 56 lfj~o

56- 77 1030

77- 92 890

92-104 1380

104-125 930

125-134 ‘1180

134-140 730

I I I I I

40 80 120 160

Time (ins)

0

File 326a901S


.0

14.9

26.7

29.6

32.6

File 326A901S 40.0

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File 326A901S


30.0r’ I

II

II

II

II

35.6

38.6

41.5

44.5

A 47.5d;

; 50.4uGad

: 53.4

56.4

59,4

“1

I62.4

I

I

70.0

II I

I

II I

I

II I I

II I I

I40 80 120 160 2

. Time ( milliseconds )

,.

60.0

65.4

68.4

‘71.4

74.4

77.4

80.4

83.4

86.4

89.4

92.4

File 326A901S 100.0


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90.0

95.4

98,4

101,4

104.4

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113.9

116.3

119.3

122,4

File 326A901S 130.0


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11- 19 1660

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200

190

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140

130

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90 —

120 —

150 —

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290

280

270

260

250

240

230

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140

130

120

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270

240

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150

120

90

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—

—

—

—

—

—

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(fq

268-241

241 -229

229-217

217-196

196-178

178-169

169- 148

148-142

142-130

130-122

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1160

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180

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—

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9-36

36- 48

48- 59

59- 80

80- 98

98-108

108-128128-135

135-146

146– 155

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(ft/s)

1160

1110

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1130

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990

1420

1030

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60 — 11- 19 3210

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24- 30 2280

30- 39 4630

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200

190

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140

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North ‘72764.3 East 65025.3

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290

280

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260

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230

220

210

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190

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140

130

120

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North ‘72764.3 East 65025.3 Elevation 279.1

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(ft) (fL/s)

264-244 2200

244-239 1740

I I I Io

I1000 2000 3000 4000

WaveSpeed (ft/see)

File 307Y901S

SDFBC15 APPLIEDRESEARCHASSOCIATES,INC. 05/oi’/99


o I I I I I

30

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Distance Wavespeec

(feet) (ft/s)

60 — 11- 30 2200

30- 36 1740

~ 90 —alaJ

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150 —

180 —

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2100 I I I I 120 40 60 80 100

Time (ins)

File 307Y901S

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Site Geotechnical Services K-TRT-S-OOOO1, Preliminary Siting Characterization Rev O

Salt Disposition Facility – Site B (U) July 1999

Appendix CResistivity Cone Penetrometer Data

Site Geotechnical Services K-TRT-S-00001Preliminary Siting Characterization Rev OSalt Disposition Facility - Site B (U) July 1999


I

,I

y: :-----. --,

&WiKlil&,nc.Engineering and Applied Science

June 30, 1999

L. Bruce TriplettWestinghouse Savannah River CompanyBuilding 730-2B, Rrn. 1086Aiken, SC 29808

Dear Mr. Triplett:

Attached is the cone penetrometer data from the 10 test locations conducted at theDWPF area of the Savannah River Site, performed under WSRC subcontract AA82276N,task 35. A single water sample was also collected. The cone penetrometer tests conductedand the water sample collected under this task are summarized in Table 1.

The information provided for each cone penetration test includes: corrected tipstress, sleeve stress, fiction ratio, pore pressure, soil classification based on fi-iction ratio,and estimated blow counts. Four of the tests contain soil resistivity data and the remainingsix test include seismic data. The computer disks provide the ECP and VEL files thatcontain the plotted data in ASCII format.

.

The data presented on the attached sheets was obtained and interpreted by qualifiedMU personnel in accordance with the requirements of SRS Subcontract No. AA82276Nand contained in Specification K-SP-G-00005, Rev. O. The information contained on thedata sheets and computer disks shall be considered as final and correct.

Please feel flee to callus if you have any questions regarding the enclosedinformation.

Sincerely,

David A. Timian, P.E.Principal Engineer

DAT:befd:\4569\Task reporis\4569_35_ltr_rptl .doc

415 WATERMAN ROAD ■ SOUTH ROYALTON, VT 05068

(802) 763-8.148 ■ FAX (6’02) 76.J-828.3

Table 1 Summary of cone penetrometer tests and water samples at the DWPF area, Task 35

Type of Date of Maximum G.W.T.Test ID Filename Test Test Depth Northing Easting Elevation Depth

(ft) (ft) (ft) (ft) (ft)

SDFBC4 326a901 SIP-CPT 4/26/99 142.0 72846.7 65251.9 278.0 37SDFBC7 327a901 S/P-CPT 4127199 154.6 72703.0 65393.4 274.0 37SDFBC2 327a904 SIP-CPT 4/27/99 130.1 72703.0 65104.3 277.0 37

SDFBCIO 306y902 SIP-CPT 5/6199 154.0 72751.5 65251.9 277.0 47SDFBC15 307Y!301 SIP-CPT 517199 152.0 72768.8 65444.7 275.0 38SDFBC14 310y901 SIP-CPT 5/10/99 147.4 72764.3 65025.3 279.1 38SDFBC5 303y902 R/P-CPT 5/3/99 151.8 72703.0 65251.0 276.0 43SDFBC3 303y904 R/P-CPT 5/3/99 151.5 72751.3 65326.4 276.0 38SDFBC6 303y906 FUP-CPT 513199 149.0 72846.7 65393.4 277.0 38SDFBCI 304y901 R/P-CPT 5/4/99 156.7 72846.0 65094.0 280.0 46SDFBBI Ws 5/10/99 45.0

29

20

27

26

25I

24[

23(

22(

21(

20(

19[

_ 16C2Yo 170~.

:~ 160U

150

140

130

120

110

100

90

60

70

60

50

SDFBC1 APPLIEDRESEARCHASSOCIATES,INC. 05/04/99North 72846.0 East 65094.0 Elevation 280.0

I I I

z==-

I I I6420 100 200 300

Sleeve Slress(ts[)400

Tip Stress COR(kf)

L

2L

—

r I

0246Ratio COR(Z)

1

,

-

$-

>r

)

<

1


File 304y901.ECp

290

280

270

260

250

240

230

220

210

200

190

m 180eY; 170

‘$Z 16061

150

140

130

120

110

100

90

60

70

60

50


North 72846.0 East 65094.0 Elevation 280.0

05/04/99

1 1 I 1

.

.

c

FOc

Sand

Sand

t

Sand Mix

-1Sand

PSi Cla

1 Clay

ESOILClflCla

a leGrSand Kix

I S.5Fine (k

-1ISandUii

clay

Sand Xix

Si clay

~

cl sill

I I I I

.

I I i

:7:

I I I

0246610Class. FR

File 304y901.ECP

o 20 40 60 80Blow Count (blows/ft)

1 10 100 1000 10000Resistively (ohm-m)

290

280

270

260

250

240

230

220

210

200

190

_ 160CTo 170z:: 160W

150

140

130

120

110

100

90

80

70

60

50

SDFBC3 APPLIEDRESEARCHASSOCIATES,INC. 05/03/99North 72751.3 East 65326.4 Elevation 276.0

, , I I I

e

4-7

-s

, I I [ I6420 100 200 300 400

Sleeve Slress(tsf) Tip Stress COR(lsf)

# ,

i

7

:-●

3:%=-

1 f

L==-

0246Ratio COR(%)

o 5 10Pore Pressure(ts[)

File 303Y904.ECP

29[

28(

27(

26[

25(

24(

23C

220

210

200

190

?-J180

?o 170z5

i 160w

150

140

130

120

110

100

90

80

70

60

50

SDFBC3 APPLIED

North 72751.3

T

Ea me I

i?

Sand

Oc - clay

an% Fine CI

-

FlaSand Uix

Clay

ksand Mix

Sand

clay

f I ! I

0246810Class.FR

filC 303Y904.ECP

,

RESEARCHASSOCIATES,INC. 05/03/99East 65326.4. Elevation 276.0

I I I I

7

—

r—

A

I I I I

I 1 I1

I I I0 20 40 60 60 1 10 100 1000 10000

Blow Count (blows/ft) Resistivi~y (ohm-m)

29C

280

270

260

250

240

230

220

210

200

190

_ 160<x0170z:~ 160w

150

140

130

120

110

100

90

60

70

60

50


North ?’2703.0 East 65251.0 Elevation 276.0

L

1

TF-4-

, , I I I

1 1

FL--

-

—a

Y

I 1

6420 100 200 300 400 0246Sleeve Slress(ls[) Tip Stress COR(tsf)

File 303y902.ECP

Ralio COR(%)

05/03/99


SDFBC5 APPLIED

North 72703.0

270

260

250

240

230

220

210

1200 -

190 -

-160 -:zo 170zm

$160w

150 -

140 -

130 -

120 -

110 -

100 -

90 -

60 -

70 -

60 -

EclaySand !4ix

Oc - ClaSand

c1silt

Sand Hix

Clay

Sdnd ~X

Sa Fine Gr

Sand

cl s 111SandUix

Sand Nix

Sand Mix

Clay

Sand UixSa Fme CrSi Clay

c1 silt

0246610Class, FR

pilC 303Y902.ECP


I I I I0 20 40 60 60

Blow Count (blows/ft)

I I I

<

I I I

1 10 100 1000 10000Resistivity (ohm-m)

29(

28(

27[

26(

25C

24C

2X

220

210

200

190

_ 180eYo 170z:-?!160w

150

140

130

120

110

100

90

80

70

60

50

SDFBC6 APPLIED

North 72846.1’

RESEARCHASSOCIATES,[NC. 05/03/99East 65393.4 Elevation 2’77’.0

<

I ,

2=!==-

I I I6420 100 200 300 400

Sleeve Skess(tsf) Tip Skess COR(lsf)

i 1

L

f-

—

! I

0246Ratio COR(Z)


File 303y906.ECP

290

280

270

260

250

240

230

220

210

200

190

n 180s!7: 170m

i 160w

150

140

130

120

110

100

90

60

70

60

50

SDFBC6 APPL[ED

North 72846.7RESEARCHASSOCIATES,INC. 05/03/99

East 65393.4 Elevation 277.0

‘L Sand Mix

+=Oc

Sa Fine c1clsill

Fclay

Sand Uix

clay

Sand Mix

Sand

all lx

Sand

I I ! I

0246810Class. FR

File 303y906.ECP

I I II I

t—

I I I I

o 20 40 60 80

Blow Counl (blows/ft)

-J

I I I

1 10 100 1000 10000Resistively (ohm-m)

,’

,\.,

Site Geotechnical Services K-TRT-S-00001Preliminary Siting Characterization Rev OSalt Disposition Facility – Site B (U) July 1999

Appendix DSediment Laboratory Results

Site Geotechnical Services K-TRT-S:OOOOIPreliminary Siting Characterization Rev OSalt Disposition Facility – Site B (U) July 1999


LAW ~LAWGIBB Group Member

June 16, 1999

Westinghouse Savannah R]ver CompanyP.O. Box 616Aiken, South Carolina 29808

Attention: Mr. Bruce Triplett

Building 730-2B, Room 1086

Subcontract No. A138011 lN

Subject:Transmittal of Test Results: Salt Disposition Facility InvestigationGeotechnical Testing ServicesWSRC Site Wide - Task Release No.40Law Engineering Project No. 50161-7-0108 (Phase 40)

Dear Mr. Triplett:

Law Engineering and Environmental Services, Inc. has completed the assigned laborato~ tests for Task ReleaseNo.40 of our “3-yearsite-wide geotechnical testing contract. we are transmitting to you the tabular and/or graphicalsummary for each of the specimens temed. A COpy of the Laboratory Assignment Sheet is enclosed with thesamples tested These are the final resul@ thus, We have enclosed wo copies of the fol]owing test results for YOU I’

distribution:

Atterberg Limits (ASTM D43 18)Grain Size without Hydrometer (ASTM D422)Moisture Content (ASTM D2216)

Grain Size with Hydrometer (ASTM D422)

If YOU have any questions pertaining to these test results or require additional information, please do not hesi~te tocall us.

Sincerely,LAW ENGINEERING and ENVIRONMENTAL SERVICES, INC.

/Jf@q&M-Harry E. Johnson.Principal Technician

LAW Engmeenng and Envwonrnental Serwces. inc.

396 Plasters Avenue . Atlanta. GA 30324404-873-4761 . Fax 404-881-0508

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GRAIN SIZE DISTRIBUTION TEST REPORT; . .c ;C

100

90

00

70Ew~ 60L

1-Z 50~

f$ 40

30

20

10

0200 100 10.0 1.0 0.1 0.01 0.001

GRAIN SIZE – mm

Test z +3” Z GRAVEL % SAND Z SILT % CLAYD 4 0.0 6.2 63.0 5.2 25.6

LL PI ’85 Df50 D 50 D30 D15 D1 () cc Cuo 52 33 1.12 0.35 0.25 0.059

MATERIAL DESCRIPTION Uses AASHTOD Tan Brown Gray Clayey Sand Sc A-2-7(3.7>

Project No.: 50161-7-0108 Task 40 Remarks:

Project: Soft Disposition Facility Investigation Tested by: 5tz● Location: SDFBB1 SS-3 @ 10-12 Ft.

Reviewed by: &

Moisture Content = 16.8%

Date: June 15,1999 ASTM D422,D4318 & D2216

GRAIN SIZE DISTRIBUTION TEST REPORT

LAW ENGINEERING , INC. Figure No.

GRAIN SIZE DISTRIBUTION TEST REPORTi ~~.CU.5100

90

80

70cw

E 60IL

+z 50

%uw 40n

30

20

10

0200 100 10.0 i.o 0.1 O.oi o .0

GRAIN SIZE - mm

Test % +3” % GRAVEL % SANCI % SILT I % CLAYI 6 0.0 0.0 05.6 14.4

LL PI DB5 D(3O D50 D30 045 Dio cc c“

I 0.81 0.56 0.47 0.310 0.0834

MATERIAL DESCRIPTION Uses AASHTO

) White-Tan Silty Sand

Project No.: 5016f-7-0108.40 Remarks:

Project: Salt Dispc)sition Facility InvestigationTested by; .5c

b Location: SDFBB1, SS-6 @ 16–19.0 Ft.Reviewed by: &

Date: June 8, 1999 Moisture Content: 17,9%


LAW ENGINEERING. INC. Figure No.

J.,

“.$.

GRAIN ST7F DISTRIBUTION TEST REPORT.c

6;;

100

90

80

70(Ew

~ 60LL

bz 50uuuw 40a

30

20

10

0200 100 10.0 1.0 0.1 0.01 0.001

GRAIN SIZE – mm

Test % +3” % GRAVEL % SAND % SILT I % CIAYD 4 0.0 0.0 08.3 11.7

LL PI D85 D60 D 50 D 30 D15 D1 () cc c“

D 0.71 0.47 0.40 0.285 0.1246


● Purple Silty Sand


Praject: Salt Disposition Facility InvestigationTested by: -=

● Location: SDFBB1 SS-9 @ 22-24 Ft. .

Reviewed by: *

Moisture Content = 11.l$Z

Date: June 8,1999 ASTM 0422 & D2216


U4W ENGINEERING, INC. Figure No.

GRAIN S“17F DISTRIBUTION TEST REPORT;C“;;

100

90

80

70rKw

E 60k

1-= 50wu(Yw 40a

30

20

10

0200 100 10.0 1.0 0.1 0.01 0.00’

GRAIN SIZE – mm

Test ?4 +3” % GRAVEL % SAND % SILT % CIAY) 5 0.0 18.9 60.5 6.2 14.1

LL PI D/35 060 D 50 D 30 D15 D1() cc Cu

) 46 24 14.45 0.57 0.31 0.109 0.0059 0.0015 13.65 375.8


I Red Brown & Gray Clayey Sand with Gravel Sc A-2-7(0.7>

Project No.: 50161-7-O1O8 Task 40 Remarks:

Project: Salt Disposition Facility InvestigationTested by: %

P Location: SDFBB1 sS-12 @ 28–30 Ft.Reviewed by: [&


Date: June 15, 1999 ASTM D422,D4318 & D2216

GRAIN SIZE DIsTR1iXJTION TEST REPORT


GRAIN SIZE DISTRIBUTION TEST REPORT& ~~. .5~ ~~Swwm

00

100 50 0 00 =rO

90

80

70aluti60I.L1-Z 50I.u2w 400..

30

20

10

0200 ioo 10.0 1.0 0.1 0.01 0.0(

GRAIN SIZE - mm

Test % +3” % GRAVEL % SAND % SILT I% CLAY

) 2 0.0 0.0 75.6 23.4

LL PI D85 060 D50 D 30 D~5 D~O cc c~

P 33 12 0.41 0.20 0.15 0.090


O Red-Gray Clayey Sand Sc A-2-6(0.2)

Project No.: 50161-7-0108.40 Remarks:

PrOject: Salt Disposition Facility Investigation Tested by:● Location: SDFBB1, SS-14 @ 32-34.0 Ft.

Reviewed by:

Date: June El. 1999 Moisture Content: 17.9%


LAW ENGINEERING. INC. Figur’e No.

GRAIN SIZE DISTRIBUTION TEST REPORT& . ...cu.555100

90

80

70uU.1zH 60L

1-Z 50I.lJCJKw 40n

30

20

10

0200 100 10.0 1.0 O.i 0.01 0.001

GRAIN SIZE - mm

Test % +3” % GRAVEL % SAND % SILT I % CLAY

B 18 0.0 0.0 72.9 27.1

LL PI D85 D6fJ 050 D30 D15 Dio cc Clj

B 0.78 0.24 0.17 0.083


O Purple Silty Sand


Project: Salt Disposition Facility InvestigationTested by: 5C

o Location: SDFBB1, SS-16 @ 36–38.0 Ft.Reviewed by: [ -t’

Date: June 8. 1999 Moisture Content: 19.2%


LAW ENGINEERING, INC. Figure No.

GRAIN SIZE DISTRIBUTION TEST REPORT2 . ... .N .555100

90

80

70uwzH 60L

i-Z 50wucI.u 40m

30

20

io

o200 ioo 10.0 1.0 0.1 0.01 0.0(

GRAIN SIZE - mm

Test % +3” % GRAVEL % SAND % SILT % CLAY<

~ i7 0.0 0.0 65.9 34.f

LL PI DB5 DG() D50 D30 D~5 Dio cc c“

B 0.90 0.26 o.i5


D Purple-Tan Silty Sand


Project: Salt Disposition Facility Investigation Tested by: SC● Location: SDFBB1, SS-17 @ 38-40.0 Ft.

Reviewed by: l+’

Oate: June 8, 5999 Moisture Content: 21.6%



GRAIN SIZE DISTRIBUTION TEST REPORTi . ...252~: Zvwal 000 0 00 %-0

100 5 5

90

80

70

g

H 60L

1-Z 50wu

g 40

30

20

40

0200 100 10.0 1.0 0.1 0.01 0.00

GRAIN SIZE - mm

Test % +3” % GRAVEL % SAND % SILT % CLAY

~ 16 0.0 0.0 81.0 39.0

LL PI DB5 D&-J D50 D30 D~5 D~o cc c“

) 0.41 0.23 0.18 0.122


} Tan Silty Sand


Project: Salt Disposition Facility Investigation Tested by: 5C} Location: SDFBB1, SS-19 @ 42-44.0 Ft.

Reviewed by: (-45

Date: June 8, 1999 Moisture Content: 23.9%



. ....,.

GRAIN SIZE DISTRIBUTION TEST REPORTi . ...m .:550

100 5 : 5> 5-””

0 0 0 0 VZ

90

80

70CCwzH 60b-

1-Z 50wuuw 40m

30

20

10

0200 100 10.0 i.o 0.1 0.01 0.001

GRAIN SIZE - mm

Test % +3” % GRAVEL % SAND % SILT I% CLAYD io 0.0 0.0 03.9 16.1

LL PI 085 060 050 D 30 045 l)~o cc c~

D 0.43 0.24 0.20 o.i4i

IMATERIAL DESCRIPTION Uses AASHTO

● Tan Silty Sand


Project: Salt Disposition Facility Investigation Tested by: S[● Location: SDFBB1, SS-22 @ 48-50.0 Ft.

Reviewed by: &




GRAIN SIZE DISTRIBUTION TEST REPORTi . ...LU.5~~.100

90

80

70awzH 60L

1-$ 50

(JEw 40R

30

20

10

0200 100 10.0 1.0 0.1 0.01 0. 00!

GRAIN SIZE - mm

Test % +3” % GRAVEL % SAND % SILT I% CLAY

) 4 0.0 0.0 76.2 23.8

LL PI D85 Df30 D50 1330 D~5 D~O cc c“

D 0.69 0.41 0.34 0.198


D Tan Silty Sand


Project: Salt Disposition Facility Investigation T..ted by: 3~o Location: SDFE3B1, SS-25 @ 54–56.0 Ft.

Reviewed by: &

Zate: June 8, 1999 Moisture Content: 26.5%



... . k., .

‘> .. ..

GRAIN SIZE DISTRIBUTION TEST REPORT& . ... .m .555 ,.

100

90

80

70aIIJ

fi 60L

1-Z 50wUlxw 40a

30

20

10

0200 100 10.0 1.0 0.1 0.01 0.00

GRAIN SIZE - mm

Test % +3” % GRAVEL % SAND % SILT I % CLAYI i2 O.(J 0.0 89.7 40.3

LL PI D85 060 D50 030 D~5 Dlo cc c“

B 0.64 0.33 0.27 0.169 0.1146


0 Brawn Poorly Graded Sand with Silt


Project: Salt Disposition Facility Investigation Tested by: ~o Location: SDFEIB1, SS-28 @ 60-62.0 Ft.

Reviewed by: 1+




GRAIN SIZE DISTRIBUTION TEST REPORTi i;i

100

90

80

70

5E 60I.L1-Z 50wuIx: 40

30

20

10

0200 ioo 10.0 1.0 0.1 0.01 0.0

GRAIN SIZE – mm

Test % +3” “ % GRAVEL % SAND % SILT % CLAY

) 1 0-0 0.0 92.1 7.9

LL PI DB5 060 D50 D 30 D~5 D~O cc Cu

) 0.69 0.36 0.30 0.200 0.1347 0.1070 1.04 3-4


● Tan PooPly Graded Sand with Silt


Project: Salt Disposition Facility Investigation Tested by: SC

● Location: SDFBB1, SS-31 @ 66–68.0 Ft.Reviewed by: b

Date: June 8. 1999 Moisture Content: i9.9%

GRAIN SIZE DISTRIt3UTION TEST REPORT


,. !,.,, .:-1‘,=

GRAIN SIZE DISTRIBUTION TEST REPORTd ;;;100

90

80

70aIJJ~ 60IL

2 50IlluKw 40R

30

20

10

0200 100 10.0 1.0 0.1 0.01 0.00

GRAIN SIZE - mm .

Test % +3” % GRAVEL % SAND % SILT I % CLAYi9 0.0 0.0 91.8 8.2

LL PI D85 D60 D50 D 30 D15 D1o cc c~I 1.46 0.62 0.51 0.316 0.1637 0. io57 i.51 5.9


~ Tan Poorly Graded Sand with Silt

lroject No.: 50161-7-0108.40 Remarks:

~roject: Salt Disposition Facility InvestigationTested by:sd

t Location: SDF13BI, SS-34 @ 72–74.0 Ft.Reviewed by: lb

late: June El, 1999 Moisture Content: 15.6%



GRAIN SIZE DISTRIBUTION TEST REPORT& . ...N .555100

90

80

70aw

~ 60L

1-Z 50Ill

Eu 40n

30

20

10

0200 100 10.0 i.o 0.1 O.oi 0.00

GRAIN SIZE - mm

Test % +3” % GRAVEL % SAND % SILT I % CLILY

F 11 0.0 0-0 94.6 5.4

LL PI DfJ5 06(3 D50 D30 D15 Dio cc c“

D 0.72 0.49 0.42 0.316 0.2570 0.1641 1.25 3-0


● Bpawn-Tan Poorly Graded Sand with Silt


Project: Salt Disposition Facility Investigation Tested by: SCb Location: SDFBB1, SS–36 @ 76-78.0 Ft.

Reviewed by: *




GRAIN SIZE DISTRIBUTION TEST REPORTi . ..~~. .N.s.5 .5.5>5* Wm o00

0 0 0 Vo

100

90

80

70uwzI-I 60L1-Z 50

:aw 40n

30

20

10

0200 ioo 10.0 1.0 0.1 O.oi o .001

GRAIN SIZE - mm

Test % +3” % GRAVEL % SAND % SILT I !% CLAY

) 3 0.0 0.0 77.7 22.3

LL PI DfJ5 D(3) D50 D 30 D45 o~f-j cc Cu

) 02 59 1.30 0.62 0.46 0.173


D Brown-Tan Clayey Sand Sc A-2-7(3.4)


Project: Salt Disposition Facility Investigation Tested by: 5Cs Location: SDFBB1, SS-38 @ 80-82.0 Ft.

Reviewed by: ~

Date: June 8. 5999 Moisture Content: 33,6%

GRAIN SIZE DISTRIE3UTION TEST REPORT

LAW ENGINEERING. INC. Figur’e No.

GRAIN ST7F DISTR1BUTION TEST REPORT&—

100

90

80

70ofw

~ 60LL

1-Z 50uvaw 40a

30

20

10

0200 100 10.0 1.0 0.1 0.01 0.001

GRAIN SIZE - mm

Test z +3” Z GRAVEL Z SAND % SILT % CLAYo 9 O.(J 0.0 81.6 4.1 14.3

LL PI D85 ’60 D 50 D30 D15 D1o cc Cu

● 0.74 0.35 0.28 0.171 0.0077

MATERIAL DESCRIPTION

O Tan Brown Clayey Sand

Project No.: 50161–7–0108 Task 40

Project: Solt Disposition Facility Investigation

@ Location: SDFBB1 SS-40 @ 84–86 Ft.

Date: June 15. l~SXJ

I GRKtN SIZE DISTRIBUTION TEST REPORT

LAW ENGINEERING , INC.

I I !

Uses I AASHTO

I

Remarks:

Tested by: 5CReviewed by: b


ASTM 0422,04318 & 02216

Figure No.

.,, -( .. ‘.

GRAIN SIZE DISTRIBUTION TEST REPORT;

200 100

GRAIN SIZE - mmO.nr—.-.

Test % +3” % GRAVEL % SAND % SILT0 0.0 I % CLAY

0.0 82.7 i7.3

LL PI DS5 ’60 D50 D 30 D1550

Dio23 0.67 0.35 0.27 0. i49

8 t1 I I I 1 I

MATERIAL DESCRIPTION

Tan Clayey Sand

‘eject No.: 50161-7-0108.40

‘eject: Salt Disposition Facility Investigation

Location: SDFBB1, SS-42 @ 88-90.0 Ft.

te: June 8, 1999


LAW ENGINEERING. INC.

IUsesSc

Remarks:

Tested by:

,

1

AASHTO

A-2-7(0.3)

S(C

Reviewed by: /&

Moisture Content: 33.i%

Figure No.

GRAIN SIZE DISTRIBUTION TEST REPORTi . ..lu.5~~.555> Zvwm o00

0 0 0 To

100

90

80

70uwzH 60L1-Z 50IllCJu: 40

30

20

10

0200 100 10.0 1.0 0.1 0.01 0 .001

GRAIN SIZE - mm

Test % +3” % GRAVEL % SAND % SILT % CLAY

B 5 0.0 0.0 93.2 6.8

LL PI D85 D60 D50 D 30 D15 Dio cc c“

B 0.86 0.49 o.4f 0.306 0.2193 0.1321 1.45 3.7


● BpOwn-Tan poorly Graded Sand with Silt


Project: Salt Disposition Facility Investigation Tested by:

@ Location: SDFB61, SS-47 @ 98–100 Ft.Reviewed by: *

Date: June 8, 4999 Moisture Content: 21,0%



. .

GRAIN SIZE DISTRIBUTICIN TEST REPORTi ,... .f.11.555100

90

80

70

E

~ 60L

1-Z 50wuccw 40R

30

20

10

0200 100 10.0 1.0 0.1 0.01 0.00

GRAIN SIZE - mm

Test % +3” % GRAVEL % SAND % SILT I % CLAYm 15 0.0 0.0 95.7 4.3

LL PI D85 Df30 D50 D30 D~5 Dlo cc c~

D 0.75 0.47 0.40 0.306 0.2342 0.1993 I.od. 2.3


● Brown Poorly Graded Sand


Project: Salt Disposition Facility Investigation Tested by: 5 c“● Location: SDFBBI, SS-49 @ 102-104.0 Ft.

Reviewed by: /+




GRAIN SIZE DISTRIBUTION TEST REPORT& i;;100

90

80

70uwzH 60LL

1-Z 50w

Ew 40Q

30

20

10

0200 100 10.0 1.0 0.1 0.01 0 .001

GRAIN SIZE - mm

Test % +3” % GRAVEL % SAND % SILT % CLAYD i4 0.0 0.0 92.2 7.8

,LL PI Df35 0(50 D50 D30 D15 Dlo cc c“

D 0.49 0.21 0.19 0.139 0.1122 0.0989 0.92 2.2


b Brown Poorly Graded Sand with Silt

Project No.: 50161-7-0108.40 Remarks:Project: Salt Disposition Facility Investigation

Tested by: SCPLocation: SDFBB1, SS–52 @ 108-110 Ft.Reviewed by: *




..?,

GRAIN SIZE DISTRIBUTION TEST REPORT2 . ... .N .555100

90

80

70c?H 60L

1-Z 50I.uuE11.140R

30

20

10

0200 ioo 10.0 1.0 0.1 0.01 0. 00!

GRAIN SIZE - mm

Test % +3” % GRAVEL % SAND % SILT I !% CLAYD 7 0.0 0.0 75.3 24.7

L’L PI D85 D60 D50 D30 D~5 D1o cc c“

D 0.37 0.26 0.21- 0.119


● Brawn-Tan Silty Sand


Project: Salt Disposition Facility Investigation Tested by: SC● Location: SDFBB1, SS-56 @ 116-118 Ft.

Reviewed by: f~




.


● Gray Silty Sand

Project No.: 50161-7–0108 .40 Remarks:

Project: Salt Disposition Facility InvestigationTested by: SC

● Location: SDFBB1, SS-58 @ 120-122.0 Ft.Reviewed by: J&

Date: June 8. 1999 Moisture Content: 49.9%



GRAIN SIZE DISTRIBUTION TEST REPORT.c . ..

100

90

80

70Kb.!~ 60L!-Z 50IJ.1v5 40L

30

20

10

0200 100 10.0 1.0 0.1 0.01 0.001

G-N SIZE - mm

Test % +3” % GRAVEL % SAND % SILT % CIAY~ 10 0.0 “ 0.0 71.3 11.9 16.8

LL PI D85 D(5O D50 D30 D15 D1o cc c“

) 53 26 0.24 0.14 0.12 0.077 0.0019 .

MATERSAL DESCRIPTION Uses /W5HT0

E Tan & Gray Clayey Sand Sc A-2-7(2.2>


Project: Salt Disposition Facility InvestigationTested by: 5C

● Location: SDFBB1 SS-59 @ 122-124 Ft.Reviewed by: lb

Moisture Content = 38.9S

Date: June 15,1$399 ASTM D422,D4318 & D2216


H4W ENGINEERING, INC. Figure No.

GRAIN SIZE DISTRIBUTION TEST REPORTf+...$. ..ON .5 5:100

90

80

70mw

~ 60L1-Z 50WIu6 40a

30

20

10

0200 100 10.0 1.0 0.1 0.01 0. 00!

GRAIN SIZE - mm

Test % +3” % GRAVEL % SANCI % SILT I % CLAYb 13 0.0 0.0 02.1 17.9

LL PI Q35 ’60 050 D30 D~5 010 cc c“

v 0.28 0.18 0.16 0.115


D Tan-Brown Silty Sand


Project: Salt Disposition Facility Investigation Tested by: 5(ZQ Location: SDFBB1, SS-60 @ 124-126 Ft.

Reviewed by: ~b




GRAIN S17F DISTRIBU”rlON TEST REPORTi . ..

100

90

80

70

Ez 60t!1-Z 50w

$Ill 40c1

30

20

10

0200 100 10.0 1.0 0.1 0.01 0.001

GRAJN SIZE - mm

Test % +3” % GRAVEL % SAND % SILT % CL4Y) 8 0.0 0.0 84.2 5.8 10.0

LL PI D/35 D60 D 50 D30. D15 D1O cc - Cu

) 33 5 0.25 0.18 0.16 0.122 0.0641 0.0225 3.75 7*9

MATER~L DESCRIPTION Uses &4SHT0

D Tan Brown Si Ity Sand SM A-2-4(0.0>


Project: Salt Disposition Facility InvestigationTested by: ~c

D Location: SDFBB1 SS-63 @ 130-132 Ft.Reviewed by: h


Date: June 15,1999 ASTM D422,D4318 & D2216


IAW ENGINEERING, INC. Figure No.

GRAIN SIZE DISTRIBUTION TEST REPORTi &&i100

90

80

70uwzI+ 60L

1-Z 50IJJ

EI.1.l40c1

30

20

10

0200 100 10.0 1.0 0.1 0.01 0 .00!

GRAIN SIZE - mm

Test % +3” % GRAVEL % SAND % SILT I % CLAYD 9 0.0 0.0 84.4 15.6

LL PI Q35 D60 D50 D30 D45 Dlo cc Clj

P 0.23 0.19 0.17 0.132

MATERIAL DESCRIPTION USC’S AASHTO

D Tan Silty Sand

Project No.: 50161-7-0108.40 Remarks:Project: Salt Disposition Facility Investigation

Tested by: s<b Location: SDFBBI, SS–64 @ 132–134 Ft.

Reviewed by: /%




GRAIN ST7F DISTR1BUTION TEST ‘REPORT.c . . .

100

90

80

70Ku~ 60L1-2 50wuKw 40a

30

20

10

0200 100 10.0 1.0 0.1 0.01 0.001

GWN SIZE - mm

Test % +3” Z GRAVEL Z SAND % SILT z CIAY6 0.0 0.0 76.1 13-7 10.2

LL PI D85 Dfjo D 50 D 30 D15 D1 o cc c“

31 6 0.23 0.15 0.13 0.089 0.0274 0.0048 10.93 31.0


Tan Brown Si Ity Sand SM A-2-4(0.0)

reject No.: 50161-7-0108 Task 40 Remarks:

reject: Salt Disposition Facility InvestigationTested by:

Location: SDFBB1 SS-65 @ 134-136 Ft.Reviewed by:


ate: June 15,1999 ASTM D422,D4318 & D2216


lJ4W ENGINEERING, INC. Figure No.

GRAIN SIZE DISTRIBU’TXON “TEST REPORT< :;;100

90

80

70OfLLl~ 60L1-x 50w0Ofl&J 40

30

20

10

0

200 100 10.0 1.0 0.1 0.01 0. 00

GRAIN SIZE - mm,

Test % +3” % GF?AVEL % SAND % SILT % CLAY

) 7 0.0 22.2 46.5 19-0 12.3

LL PI ’85 ’60 D 50 D 30 D15 D1 o cc Cu

B 34 9 11.35 0.15 0.11 0.071 0.0063 0.0041 8.25 36-6


● Brown Silty Sandy with Gravel SM A-2-4(0.0>

Project No.: 50161–7-0108 Task 40 Remarks:

Project: Salt Disposition Facility InvestigationTested by: ~~

. Location: SDFBB1 SS-67 @ 138-140 Ft.Reviewed by: b


Date: June 15,1999 ASTM D422.D4318 & D221G

GRLCCN SIZE DISTRIBUTION TEST REPORT

lJ+W ENGINEERING , INC. Figure No.

..’:.

GRAIN SIZE DISTRIBUTION TEST REPORT.c . . .

100

90

80

70IYu

~ 60

1-Z 50w

zw 40Q

30

20

10

0200 100 10.0 1.0 0.1 0.01 0.001

GRAIN SXZE – mm

Test % +3” % GRAVEL % SAND % SILT z CLAYt 20 0.() 0.0 50.1 34.7 15.2

LL PI D85 D&) D50 D30 D15 D1o cc Cu

D 41 10 0.14 0.09 0.07 0.031 0.0048 0.0031 3.67 27.9

MATERIAL DESCRIPTION IJscs AASHTO

● Gray Brown Si Ity Sand SM A-5(3.1)


Project: Salt Disposition Facility InvestigationTested By: SG

● Location: SDFBB1 SS-69 @ 142-144 Ft.Reviewed by: tb


Date: June 16,19w ASTM D422,D4318 & D2216



.,

GRAIN SIZE DISTRIBUTION TEST REPORTi . ..

100

90

80

70&u

~ 60L

1-Z 50LLl(J

E 40a

30

20

10

0200 100 10.0 1.0 0.1 0.01 0.001

GRAIN SIZE – mm

Test % +3” % GRAVEL % SAND % SILT % cL4’f~ 19 0.0 0.0 69.9 26.5 3.6

LL PI D85 ’60 D 50 D 30 D15 D1o cc Cu) 37 10 0.28 0.15 0.12 0.073 0.0224 0.0112 3.14 13.6

MATERIAL DESCRIPTION Uses AASHTOP Black & Brown Si lty Sand SM A-2-4(0.0>

‘reject No. : 50161-7–0108 Task 40 Remarks:‘reject: Salt Disposition Foci Iity Investigation

Tested By: $<0 Location: SDFBB1 SS-71 @ 146-148 Ft.

Reviewed by: t’+


)ate: June 16,1999ASTM D422,D4318 & D221G


MW ENGINEERING, INC. Figure No.

Site Geotechnical Services K-TRT-S-OOOO1Prelimina~ Siting Characterization Rev OSalt Disposition FacNtv - Site B (U) Julv 1999

Appendix EGroundwater Analysis Results

Site Geotechnical Services K-TRT-S-00001Preliminary Siting Characterization Rev OSalt Disposition Facility - Site B (U) July 1999

.


I

Author: John02 Young at SRCCA14Date: 6/23/99 4:12 PMNormalReCeipt RequestedTO: DOUg Wyatt at SRCCB1Osubject: Groundwater Survey - VOA Analysis Results--------------------------------------- Message Contents

for your files

Forward HeaderSub”ect: Groundwater Survey - VOA Analysis Results

iAUt or: ]ohn02 Young at SRCCA14Date: 5/14/99 9:29 AM

SRT-ADS-99-0174

ADS has com leted analysis of your 5/13 sam le submission for volatileY EOrganic Ana ysis that was obtained during t e site evaluation for the

ITP Replacement Facility. The analyses were completed using alow-level method that was developed for the Inactive process sewerLine (IPSL) project. This compound specific selected ion monitoringGC/MS method was used with a performance based method tuned tooptimally provide data at your prescribed action levels.

Full ran e calibration for trichlorofluoromethane (Freon-n) wastestablis ed and an analytical reference standard was prepared at a

concentration of 20 g/L.1+

This standard was fortified with the actionlevels (5pg/L) of t e other target compounds reported. This standardmix was used to establish calibration accuracy on a daily basis at theaction levels for the target compounds.

In addition to the target compounds listed below, no other(non-target) compounds were detected in the data.

target compo;;$lonc~c;~tion+c~g/l (ppb)ADS# Cust ID Benzene PCE

3-127506 SDF-BB1-CP-45 <1 <1 <1 <1 <1

3-127506 SDF-BB1-CP-45 <1 <1 <1 <1 <1duplicate

where:Freonll - trichlorofluoromethaneCC14 - carbon tetrachlorideTCE - trichloroethenePcE - tetrachloroethene

Samples reported with uncertainK

values are calculated as the averageof duplicate determinations, wit the estimated uncertainty computedfrom the difference between the duplicates as described in StandardMethods, 17th edition, section 1-15. samples with non-detectedcompounds are not reported with uncertainty values.

startup qualifications for laboratorX

control blanks and calibrationverification standards were within t e acceptable ranges for each ofthe calibrated, reported compounds.

please note that this laboratory is not certified by the southCarolina Dept of Health and Environmental Control for the purposes ofgenerating data that is required to demonstrate compliance with aspecific permit. The data is qualified for the purposes ofestablishing your knowledge of the process or facility. Any data fromthis laboratory that is available or submitted to DHEC must bequalified as originating from a non-certified lab.

1“H-3 Analysi= Report by: THOMAS.J COUNT_RM 2.O-May-99 07:44 m

batch descxiptiorl: SDF 990327Ba~CLCount_Da~e: 19-MAY-1999

LS counter no. : 1

Background Analysis Option: BATCH BLANKSbatch average of 2 blti(~j:

(personal his~orical zwerag~:hiscoricd maxi.lnum:

calculated spike activity:Lndirecc Spike Eff:

Direct Spike Eff:batch recovery:

(personal historical average:historical maximum:

Sample DaysSample ID Date Dcy .

20.85 cpm.21.91 +/- .08 cpm.24.8 minimum: 19.37 Cpm.]

2754.9 pCi.33.s7 %.33.57 %.100 %.100 +/- O %, from 361 batches.10CI mintium: 100 %.)

Aliq. Recov. Accivity” (pCi/inl) Eff.(ml) (3) COn~. +/- Uncezt. (%)

SDF BB1 CP 1O-MAY-99 9.00 5.00 100.0 4.06 i-i-.817 33,7SIX?BB1 CP REP 1O-MAY-99 9.00 5.00 119.2 3.71 +[- .694 33.7—.—

.

,,.

TO-d

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