report of geotechnical exploration...subject: report of geotechnical exploration route 205 over...

Route 205 over Mattox CreekBridge Replacement

Westmoreland County, Virginia

prepared forParsons Brinckerhoff, Inc.

Virginia Beach, Virginia

October 11, 2013

REPORT OFGEOTECHNICALEXPLORATION

2712 Southern Boulevard, Suite 101Virginia Beach, Virginia 23452

757-463-3200 Fax 757-463-3080 www.geronline.com

October 11, 2013

Parsons Brinckerhoff, Inc. 277 Bendix Road, Suite 300Virginia Beach, Virginia 23452

Attention: Mr. Rex D. Gilley, P.E

Subject: Report of Geotechnical ExplorationRoute 205 over Mattox CreekBridge ReplacementWestmoreland County, VirginiaGER Project No. 110-5533

GeoEnvironmental Resources, Inc. is pleased to present this revised final report of geotechnicalexploration for the above referenced project.

We appreciate the opportunity to serve as your geotechnical consultant on this project and trust that youwill contact us at your convenience with any questions concerning this report or the project in general.

Sincerely,GeoEnvironmental Resources, Inc.

Charles F. P. Crawley, III, P.E.Assistant Vice President

Crystal L. Cox, P.E.Project Engineer

CO

MM

ONWEALTH OF VIRGIN

IA

PROFESSIONAL ENGIN

EER

CHARLES F.P. CRAWLEY, III

Lic. No. 028607

Southern Professional Center I 2712 Southern Boulevard, Suite 101 Virginia Beach, Virginia 23452(757) 463-3200 Fax (757) 463-3080 www.geronline.com

The subsurface conditions at the project site were explored by 5 piezocone penetrometer test (CPTu)soundings and 5 standard penetration test (SPT) soil borings performed to nominal depths ranging from40 to 125 feet below the existing ground surface or bridge deck surface. Two SPT soil borings were laterperformed on the north side of the bridge to a nominal depth of 50 feet below the existing groundsurface as part of an additional exploration.

The subsurface conditions encountered in the borings and soundings were composed of six generalstratigraphic layers. These layers include:

Very loose to firm clean, slightly silty, silty and clayey SAND with trace gravel Very soft to soft silty and sandy low and high plasticity CLAY with trace gravel and trace organics

and high plasticity organic CLAY Very loose to firm clean, slightly silty and silty SAND with trace to some gravel, trace clay, trace

organics and trace shell fragments Very soft to soft silty and sandy high plasticity and organic CLAY and very loose to loose clayey

SAND Very loose to firm clean, slightly silty and silty SAND with trace to some gravel, trace clay and

trace shell fragments Very stiff sandy high plasticity SILT and firm to dense silty SAND with trace shell fragments

The groundwater table was encountered in the overland test borings and soundings at a depth rangingfrom about 2 to 13 feet below the existing ground surface at the time of exploration. Water depth inMattox Creek was averaged about 10 feet in VDOT inspection reports. The tidal variation of the PotomacRiver at Colonial Beach is about 2 feet.

Driven prestressed precast concrete piles will be used to support the proposed bridge bents. A pile tipelevation of -80 feet is estimated to achieve the required nominal bearing resistance for 24 inch squareprestressed concrete piles at the overwater bents.

To resist the lateral movements associated with the integral abutment bridge, steel H-piles are expectedto be used for supporting the abutments. A pile tip elevation of -70 feet is estimated to achieve therequired nominal bearing resistance for HP 12x74 steel piles.

Estimated lateral pile response based on the application of provided axial and lateral loads and expectedhorizontal movements is addressed within.

Traditional soil supported widened embankments will be constructed for the southern bridge approach.The northern approach is planned to be partially excavated and reconstructed using lightweightaggregate fill to minimize subsurface settlement. Dewatering will be needed for much of the northembankment reconstruction. Cantilever steel sheet piles will be installed along the east and west sides ofthe north embankment and abandoned in place.

Undercutting and backfilling with aggregate will be required for improving the existing conditions at thebase and toe of new slopes to accommodate the embankment widening.

Laboratory CBR values on well compacted samples ranged from about 3 to 15. A design CBR value of 6 isrecommended for the existing subgrade at future pavement areas. A design pavement section isprovided.

EXECUTIVE SUMMARY

GER

APPENDIX D - ProceduresAPPENDIX C - Laboratory Test DataAPPENDIX B - Field Test DataAPPENDIX A - Drawings

APPENDICES

12LIMITATIONS . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .

12Seismic Hazard Parameters . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .

12Pavements . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .

11Lateral Earth Pressure Parameters . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .

11Fill and Backfill . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .

10Earthen Embankment . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .

10Steel Sheet Piles . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .

9Lightweight Fill Embankment . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .

9Driven Pile Recommendations . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .

8Deep Foundations . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .

8RECOMMENDATIONS . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .

5SUBSURFACE EVALUATION . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .

5Surface Materials . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .

5Overwater Testing Locations . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .

5Groundwater . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .

3Soil Stratigraphy . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .

2SUBSURFACE CONDITIONS . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .

1EXPLORATION PROGRAM . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .

1SITE DESCRIPTION . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .

1PROJECT INFORMATION . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .

1PURPOSE OF EXPLORATION . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .

iEXECUTIVE SUMMARY . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .

PAGE

TABLE OF CONTENTS

GER

Purpose of ExplorationThe purpose of this exploration was to collectgeotechnical data overwater and on land near theexisting Route 205 bridge over Mattox Creek foruse in the design of a replacement bridge.Geotechnical recommendations for design andconstruction of the project foundations,embankments and pavements are provided basedon analysis of the field and laboratory dataobtained.

Project InformationThe proposed project will replace the existingbridge on State Route 205 over Mattox Creek nearOak Grove in Westmoreland County, Virginia. Asite location map is shown in Figure 1 and Drawing1 in Appendix A.

The existing bridge is approximately 175 feet longwith 6 spans and carries 2 lanes of traffic over atidal creek. A marsh causeway extends for severalhundred feet on the northern side of the bridge.The existing bridge is founded on 12 inch diameterpiers with each bent consisting of 2 timber pilesand cribbing. The bridge foundations have beenrehabilitated in the past. We understand the newbridge will be located along the same alignment asthe existing bridge and it will have approximatelythe same length and grades as the existing bridge.We understand there will be some widening toaccommodate current geometric standards whileminimizing environmental impacts and right-of-wayacquisition. Reconstruction of the roadwaypavements at the northern and southern ends ofthe bridge is expected.

The new bridge will have 2 overwater bents with 5piles each and 2 abutments with 8 piles each.Factored axial loads for the bridge bent piles weregiven as 243 tons for the Strength I load category.Factored axial loads for the abutment piles weregiven as 68 tons. Each substructure unit will besubject to lateral movements ranging fromapproximately 0.26 of an inch to 1.17 inches.

Grade increases along the roadway centerline willbe minimal at the southern approach. The northernapproach will receive centerline grade increasesranging from a few inches to approximately 2.5feet. Embankment slopes will be widened on bothsides of the roadway to accommodate the roadand bridge widening. Approximate depths of new

fill placed over the current embankment slopesrange from about 2 to 7 feet. New guard rails willbe installed in the widened top of slope.

Site DescriptionThe project site consists of the existing StateRoute 205, also known as James Monroe Highway,and the existing bridge over Mattox Creek. Theroadway and bridge are currently asphalt paved.Areas near the southern abutment consist ofsands, coastal vegetation, grasses and woodedareas while there is a marsh causeway along thenorthern abutment and approach. Surfaceelevations at the site range from about 0 to 10 feetbased on provided topographic data. The existingbridge deck elevation currently ranges from 9.45feet (msl) at the southern abutment (Abutment A)and 8.89 feet at the northern abutment (AbutmentB) based on provided profile drawings. The existingmudline elevation ranges from about 3 feet to-14.5 feet based on soundings taken in 2008included within a provided bridge inspection reportdated 2010.

Exploration ProgramThe subsurface exploration consisted of thefollowing sampling and testing program:

Route 205 over Mattox Creek, Westmoreland County, VA October 11, 2013GER Project No. 110-5533 Page 1

GER

Figure 1. Site Location Map

2 piezocone penetration test (CPTu) soundingsfrom the existing bridge deck to a nominaldepth of 80 ft below the mudline.

1 CPTu sounding to a nominal depth of 100 ftbelow existing grade near the existing northernabutment.

1 seismic piezocone penetration test (SCPTu)sounding to a nominal depth of 100 ft belowexisting grade near the existing southernabutment.

1 CPTu sounding to a nominal depth of 40 ftbelow existing grade at the southern approach.

1 standard penetration test (SPT) soil boringfrom the existing bridge deck to a nominaldepth of 100 ft below the mudline.

2 SPT soil borings to a nominal depth of 100 ftbelow existing grades near the existingabutments.

1 SPT soil boring to a nominal depth of 40 ftbelow existing grade at the northern approach.

1 SPT soil boring to a nominal depth of 60 ftbelow existing grade at the southern approach.

2 SPT soil borings to a nominal depth of 50 ftbelow existing grade at the northern approachperformed as part of an additional exploration.

2 pore pressure dissipation (PPD) testsperformed at representative cohesive stratadepths at selected CPT testing locations.

Seismic shear wave velocity testing wasconducted in one CPT sounding, near thesouthern abutment, at 1-meter intervals

1 shelby tube sample was taken at arepresentative cohesive strata depth at aselected SPT testing location.

4 bulk samples were collected at the on-landboring locations for laboratory CBR testing.

Additional laboratory testing included 20 naturalmoisture content tests, 10 classification tests, 6percent fines tests, 1 consolidation test and 1U-U triaxial strength test.

The testing locations and depths were selected byParsons Brinckerhoff and located in the field byGER. The approximate test locations are shown inFigure 2 and Drawing 2 in Appendix A. Field testresults are provided in Appendix B. Laboratoryresults are included in Appendix C. Exploration andsampling procedures are included in Appendix D.

Subsurface ConditionsThe subsurface conditions encountered at the CPTsounding and soil boring locations are shown onthe testing records in Appendix B. The soundingand boring records represent direct measurementsand interpretation of the subsurface conditionsbased on published correlations, visual examinationof field samples obtained, and laboratoryclassification testing on selected samples. Thelines designating the interface between various


GER

Figure 2. Testing Location Plan

strata on the testing records represent theapproximate interface location. In addition, thetransition between strata may be gradual. Waterlevels shown on the test records represent theconditions only at the time of the field exploration.

Standard penetration tests were conducted in theborings at discreet intervals in general accordancewith ASTM D 1586. Small disturbed samples wereobtained during the test and were used to classifythe soil. The resistances also provide a generalindication of soil strength and compressibility. Asummary of the penetration resistance profile isshown in Figure 3.

The soundings were conducted using an integratedelectronic seismic piezocone with a 15 cm2 tip anda 225 cm2 friction sleeve. The cone is designedwith an equal end area friction sleeve and a tip endarea ratio of 0.80. The piezocone dimensions andthe operating procedure were in accordance withASTM D 5778. Pore pressure filter elements madeof porous plastic were saturated under a vacuumusing silicone oil as the saturating fluid. The porepressure element was 6 mm thick and was locatedimmediately behind the tip (the u2 location). Tipresistance (qc), sleeve friction (fs) and dynamicpore pressure (u) data were recorded every fivecentimeters as the cone was advanced into theground.

Soil StratigraphySubsurface conditions encountered at the projectsite were composed of six general stratigraphiclayers. Figure 4 and Drawing 3 in Appendix Ashows an estimated subsurface profile at theproject site based on the interpreted conditionstaken from the boring and sounding logs.Variations between this estimated profile and theactual subsurface conditions can be expected.

STRATUM 1 consisted of very loose to firm clean,slightly silty, silty and clayey SAND with tracegravel (SP, SP-SM, SM, SC). It was encounteredfrom below the existing ground surface to a depthranging from about 6 to 17 feet below the existingground surface depending on testing location. SPTresistances in the soils ranged from 2 blows perfoot (bpf) to 13 bpf with an average of 6 bpf. CPTtip resistance within the layer ranged from about 0to 315 tons per square foot (tsf) and averagedabout 65 tsf. Strength parameters are estimatedfrom SPT results at an average 30º friction angle.

Strength parameters are estimated from CPTresults at an average 39º friction angle.

STRATUM 2 consisted of very soft to soft, siltyand sandy, low and high plasticity CLAY with tracegravel and organics (CL, CH) and high plasticityorganic CLAY (OH). It was encountered from belowStratum 1 to a depth ranging from about 9 to 32feet below the existing ground surface dependingon testing location. This layer was notencountered at testing location 10CP-01. SPTresistances in this layer ranged from 1 bpf to 4 bpfwith an average of 3 bpf. CPT tip resistance withinthe layer ranged from about 0 to 35 tsf andaveraged about 10 tsf. Strength parameters areestimated from SPT results at an average of 300psf cohesion. Strength parameters are estimatedfrom CPT results at an average of 500 psfcohesion for this layer.

STRATUM 3 consisted of very loose to firm clean,slightly silty, silty and clayey SAND with trace tosome gravel, trace clay, trace organics and traceshell fragments (SP, SP-SM, SM, SC) and wasencountered from below Stratum 2 to a depthranging from about 17 to 46 feet below theexisting ground (drilling) surface depending ontesting location. This layer was not encountered attesting location 10BH-04 or 13BH-07. Overwatertesting locations 10BH-03, 10CP-02 and 10CP-03began in this layer. SPT resistances in the soilsranged from 2 bpf to 20 bpf with an average of 11bpf. CPT tip resistance within the layer ranged


GER

Figure 3. SPT Resistance Profile

from about 0 to 410 tsf and averaged about 65 tsf.Strength parameters are estimated from SPTresults at an average 31º friction angle. Strengthparameters are estimated from CPT results at anaverage 38º friction angle. Borings and soundings13BH-06, 13BH-07 and 10CP-05 terminated in thislayer.

STRATUM 4 consisted of very soft to soft silty andsandy high plasticity and organic CLAY and veryloose to loose clayey SAND (CH, OH, SC) and wasencountered from below Stratum 3 to a depthranging from about 29 to 52 feet below theexisting ground (drilling) surface depending ontesting location. This layer was not encountered attesting locations 10BH-04, 13BH-06 and 10CP-03.SPT resistances in the soils ranged from 2 bpf to 8bpf with an average of 4 bpf. CPT tip resistancewithin the layer ranged from about 5 to 50 tsf andaveraged about 10 tsf. Strength parameters areestimated from SPT results at an average 30ºfriction angle average for the sands of this layerand an average of 300 psf cohesion for thecohesive soils of this layer. Strength parametersare estimated from CPT results at an average of300 psf cohesion for the cohesive soils of thislayer. Laboratory results from unconsolidatedundrained (UU) compressive strength testing of asample of high plasticity organic CLAY (OH)encountered at testing location 10BH-04 indicateda shear strength of about 950 psf.

STRATUM 5 consisted of very loose to firm clean,slightly silty and silty SAND with trace to somegravel, trace clay and trace shell fragments (SP,SP-SM, SM) and was encountered from belowStratum 4 to a depth ranging from about 40 to 60feet below the existing ground (drilling) surfacedepending on testing location. SPT resistances inthe soils ranged from 3 bpf to 38 bpf with anaverage of 11 bpf. CPT tip resistance within thelayer ranged from about 10 to 325 tsf andaveraged about 75 tsf. Strength parameters areestimated from SPT results at an average 30ºfriction angle. Strength parameters are estimatedfrom CPT results at an average 38º friction angle.Testing locations 10BH-01, 10BH-05, 13BH-06 and13BH-07 terminated in this layer.

STRATUM 6 consisted of very stiff sandy highplasticity SILT and firm to dense silty SAND (MH,SM) with trace shell fragments and wasencountered from below Stratum 5 to themaximum depth of exploration ranging from about95 to 125 feet below the existing ground (drilling)surface depending on testing location. SPTresistances in this layer ranged from 15 bpf to 32bpf with an average of 22 bpf. CPT tip resistancewithin this layer ranged from about 30 to 185 tsfand averaged about 60 tsf. Strength parametersare estimated from SPT results at an average at anaverage 33º friction angle for the sands of thislayer and an average of 2500 psf cohesion for thesilts of this layer. Strength parameters areestimated from CPT results at an average 36º


GER

Stratum 1

Stratum 2

Stratum 3Stratum 4

Stratum 5

Stratum 6

Stratum 2 Stratum 4

Stratum 5

Stratum 6

Stratum 3

Stratum 1

MATTOX CREEK

ASSUMED

Dep

th (f

t)

Figure 4. Estimated Subsurface Profile

friction angle for the sands of this layer and anaverage of 2500 psf cohesion for the silts thislayer.

GroundwaterThe groundwater table was encountered in theoverland borings and soundings at a depth rangingfrom about 2 to 13 ft below the ground surfaceduring the exploration. Fluctuations in thegroundwater level may occur due to variations intides, rainfall, evaporation, construction activity,surface runoff and other local factors.

Overwater Testing LocationsTesting locations 10BH-03, 10CP-02 and 10CP-03were located atop the existing bridge deck. Themeasured distance from the top of the existingbridge deck to the mudline ranged from about 20to 25 feet depending on testing location. Waterdepth in Mattox Creek was measured at about 10feet in VDOT inspection reports. The tidal variationof the Potomac River reported at Colonial Beach isabout 2 feet.

Surface MaterialsAsphalt paving measured between 12 and 18inches in depth at testing locations located withinthe existing roadway. Sandy upper layer soilswere present at testing locations located outside of

the existing roadway. Surface material thicknessand composition can be expected to vary acrossthe project site.

Subsurface EvaluationWe have evaluated the project information, siteand subsurface conditions described in thepreceding sections with regard to the proposedbridge replacement.

Prestressed precast concrete piles will be used tosupport the new bridge bents. The bent piles willbe comprised of five, 24 inch square prestressedconcrete piles. Eight, 12 inch square prestressedconcrete piles were originally considered forsupporting the abutments; however, the expectedlateral movements for the integral abutmentsresulted in excessive bending moment for 12 inchprestressed concrete piles.

Overwater piles for the new bridge bents shouldbear in the firm Stratum 6 sand layer. Assumingbearing resistance will be determined based ondynamic measurements and a resistance factor of0.65, the corresponding nominal bearing resistance(ultimate axial capacity) required for the 24 inchprestressed precast concrete piles is 385 tons. Atip elevation of at least -80 feet is estimated to berequired to achieve this resistance for the bent


GER

Figure 5. Estimated Strength and Stiffness Profiles from CPT

piles. Estimated nominal bearing resistances for 24inch square prestressed precast concrete piles ofvarious lengths at overwater locations are providedin Figure 6 and Drawing 5 in Appendix A. Theseestimates assume that minimal scour belowcurrent mudline elevations in the creek will occur.Elevations have been taken from the provided siteprofile and shall be considered approximate.

Steel HP 12x74 piles will now be used forsupporting the abutments due to lateral loadingdemands. Abutment piles will potentially be subjectto downdrag forces due to settlement of the claylayer(s) as a result of fill and riprap placed aroundthe abutments. Abutment piles should also beinstalled into the firm Stratum 6 sand layers, andthe corresponding nominal bearing resistance(ultimate axial capacity) required for the abutmentpiles is 103 tons excluding drag forces. Estimatednominal bearing resistance along with unfactoreddrag loads for steel HP 12x74 piles of variouslengths are provided in Figure 7 and Drawing 6 inAppendix A. The corresponding nominal bearingresistance required for the abutment piles with afactored drag load allowance is estimated atapproximately 130 tons, which corresponds to a tipelevation of about -70 feet. The use of batter pilesshould generally be avoided at abutments or otherareas that may be susceptible to drag loading.

Lateral response of both overwater and abutmentpiles was examined using the provided axial andlateral loads for both overwater bents andabutments. Provided displacements from thermalchanges were also analyzed for each structurebased on a free head condition. Figure 8 andDrawing 10 in Appendix A shows the estimatedbending moment versus depth for 24 inchoverwater piles under the provided loads anddisplacements. Figure 9 and Drawings 11 and 12 inAppendix A show estimated bending momentversus depth for the steel H-piles at the abutmentsunder the provided loads and displacements.

The northern approach will receive centerlinegrade increases ranging from a few inches toapproximately 2.5 feet in the vicinity of Station21+00. Existing northern approach embankmentslopes on both sides of the roadway will beexpanded to various widths for the proposedimprovements, and we estimate the existing slopeswill receive grade increases up to approximately 7feet. We understand the northern approach hasexperienced significant settlement over the pastseveral decades.

To help mitigate settlement associated with thegrade increases, we originally considered atraditional improvement solution of stagedembankment construction with preloading to allowtime for consolidation to occur prior to finegrading. However, we understand there will be


GER

Figure 7. Estimated 12-in Pile Resistance,Abutment Locations

Figure 6. Estimated 24-in Pile Resistance,Overwater Locations

environmental restrictions which significantly limitthe times of the year in which work adjacent towetlands can occur. As a result, VDOT requestedan alternative improvement solution for thenorthern approach consisting of a pile supportedembankment (PSE). We subsequently developed aPSE design for the northern approach that includeddriving concrete piles, excavating the existingembankment, constructing a geogrid reinforcedload transfer platform, and grading and paving instages. The PSE solution to mitigate settlement ofthe north approach had its own constructabilityand cost issues along with the request to installsheeting along the embankment periphery tofacilitate dewatering and to contain theconstruction. After further review, VDOT requestedan alternative solution using lightweight fill tominimize settlement from the grade increases.

We have re-evaluated the northern approach usinglightweight fill to reconstruct the embankmentsand widen the slopes. Of the various types oflightweight fill available, we have consideredlightweight aggregate fill consisting of ExpandedShale, Clay or Slate (ESCS) aggregate in the ¾” to#4 gradation range to be a technically andeconomically feasible material for the project. Thisaggregate material is constructed similar to that oftraditional earth fill material and has been used forsettlement mitigation purposes on numerous DOTprojects throughout the country. We havediscussed its use on this project with CarolinaStalite Company, an ESCS producer and distributorin the Mid-Atlantic region, who can supply anexpanded slate aggregate having a compacteddensity on the order of 60 pcf.

The objective of using lightweight fill is to minimizenet stress increases to the weaker subsurface soilsin order to minimize post-construction settlementsresulting from the roadway improvements. Thisstress reduction will require undercutting a portionof the existing earth embankment. We havecalculated embankment undercut depths toremove existing material weighing roughly thesame as the proposed improvements. Within theexisting roadway, this is expected to result in zeronet stress increase from the end of the bridge toapproximate Station 20+00. Stations further northrequire deeper undercutting due to having agreater final grade increase. We decided totruncate the embankment undercutting atelevation 1.0 due to groundwater and soft soilconsiderations. However, the net stress increases

within the existing roadway north of Station 20+00are still expected to be minimal. Stress increasesalong the new embankment slopes will result insome post-construction settlement, but roughlyhalf of the settlement that would occur withtraditional earth fill.

A base bid typical section, details and profile forthe lightweight aggregate fill improvements onDrawings 7, 8 and 9 in Appendix A.

At the southern bridge approach, the proposedroadway grades are essentially the same as


GER

Figure 8. Bending Moment versus Depth, 24 inchPrecast, Overwater

Bending Moment vs. Depth

24" Bent Pile

LPile 6, (c) 2011 by Ensoft, Inc.Loading Case 1 Loading Case 2

Bending Moment, kips-in.1,2001,0008006004002000

Dep

th, f

eet

80757065605550454035302520151050


Southern Abutment HP12x74

LPile 6, (c) 2011 by Ensoft, Inc.Loading Case 1 Loading Case 2

Bending Moment, kips-in.7006005004003002001000

Dep

th, f

eet

65

60

55

50

45

40

35

30

25

20

15

10

5

0

Figure 9. Bending Moment versus Depth, Steel HP12x74, South Abutment

existing grades along the roadway centerline.There are less wetland impacts associated with theroadway widening at this approach, but there areareas on the eastern and western sides of thesouthern abutment that will require gradeincreases up to approximately 7 feet. Weunderstand it is not desired to provide anyembankment improvements for settlementmitigation south of the bridge since the centerlinegrades are not increased and since it is notbelieved that the south side has experienced muchsettlement in the past.

The widened embankment slopes will extend intowetland areas over most of the project limits. Mostareas outside the roadway were not accessible toexploration as part of this project. Based on pastexperience and visual conditions, we expect it willbe necessary to undercut one or more feet ofexisting surface materials at the new slope baseand toe in order to improve toe support andprovide a more stable surface for slopeconstruction. Crushed stone underlain by geotextilefabric should be used for backfilling undercutexcavations at the toe on the southern approach.Lightweight aggregate fill may be used forbackfilling toe undercut excavations along thenorthern approach. It will likely be necessary toprovide more excavation in some places and mostof this excavation will encounter groundwater ortidal water. We have provided a detail for the basebid undercutting at the toe of slope, shown onDrawing 8 in Appendix A.

The Stratum 2 and Stratum 4 high plasticity andorganic clays encountered during the explorationwill be susceptible to long-term consolidationsettlement associated with the grade increases andwidened slopes. Along the existing embankmentslopes that will be widened, there will be addedembankment fill with grade increases ranging fromseveral inches to approximately 7 feet at both thenorth and south ends of the bridge. Calculatedprimary consolidation total settlements areestimated to be on the order of 2 inches undermaximum soil fill depths beneath the prisms ofnew fill. We expect total settlements beneathwidened slopes constructed with lightweight fill willbe slightly less.

Laboratory CBR values on well compacted samplestaken near the existing abutments ranged fromabout 3 to 15. A design CBR value of 6 isappropriate for the existing subgrade. A

preliminary pavement design section has beencalculated based on the future traffic data shownon the roadway plans.

RecommendationsThe following recommendations are providedbased on subsurface data obtained from the site,our engineering analysis of the subsurfaceconditions encountered, and the projectinformation furnished to us.

Deep Foundations Driven prestressed precast concrete piles for

supporting the bridge bents and steel H-pilesfor supporting the abutments should bearwithin the Stratum 6 sand layers.

A base bid tip elevation of -80 feet is estimatedto achieve the required nominal bearingresistance of 385 tons for the 24 inch squaredriven prestressed concrete piles for the bridgebents. Calculated resistance is shown onDrawing 5 in Appendix A. The estimatedresistances assume that minimal scour belowcurrent mudline elevations in the creek willoccur.

The nominal bearing resistance required for theHP 12x74 abutment piles along with a factoreddrag load allowance is estimated atapproximately 135 tons. This corresponds to atip elevation of about -70 feet. The unfactoreddrag load is estimated at approximately 20 tonsfor nominal 12 inch width pile sections.

Estimated lateral response (bending moment)of overwater and abutment pile sections underthe provided axial and lateral loads anddisplacements is shown on Drawings 10through 12 in Appendix A.

Piles should be spaced at least 3 pile diameterscenter-to-center. A group efficiency of 100% foraxial loads may be used at this spacing.Efficiency for laterally loaded pile groups istypically less than 100%. Load modificationfactors for lateral loading at the selected pilespacing should be in accordance with currentAASHTO specifications.

The axial resistances and estimated lateralresponses provided are based on piles drivenusing conventional impact driving methods. Useof jetting or spudding to facilitate pileinstallation may adversely affect axial and


GER

lateral pile resistance and these aids should beavoided or minimized to the extent possible.

Prior to installing production piles, a test pileprogram is recommended. As a minimum, oneoverwater test pile and one test pile at eachabutment should be driven. Test piles shouldgenerally be 5 feet longer than the estimatedpile lengths in case the desired bearing layer isdeeper than anticipated and to conductrestriking. Wave equation analysis for bearingand drivability should also be performed prior toand after the test pile installation.

Axial and lateral static load testing is the bestmeans for verifying individual pile capacity andmovement. The use of the pile driving analyzer(PDA) in place of traditional static load tests hassignificant economic benefits and has nowbecome commonplace. However, we havefound that dynamic testing tends tounderpredict ultimate resistance based on ourexperience in similar soil conditions.

We recommend that test pile capacities whichare evaluated by dynamic load testing beconducted using refined CAPWAP analysis withmeasurement data obtained during restrikeafter 7 or more days from the end of initialdriving. Input parameters should be selectedbased on extensive local experience with similarpiles in similar soil conditions and backcorrelation to results of static loading tests.

Installation of all piles should be monitored bythe Engineer for any indication of problems.Piles which fail to achieve the specified tipelevation or driving resistance may be subjectto rejection unless they are evaluated anddetermined to be acceptable by the Engineer.

Driven Pile Recommendations Piles should be driven to the specified tip

elevation with sufficient driving resistance toproduce the required safe bearing capacity.Acceptable driving resistance criteria is to bedetermined by the Engineer following the testpile program. Restriking piles at several daysafter initial driving may be required to verify soilsetup and strength gain.

Compatibility of the pile type and installationequipment is essential to produce a foundationthat performs satisfactorily. Installationequipment and methods used for the job pilesshould be the same or similar to that used for

the test pile program. Prior to installing piles,the contractor should submit a drivabilityanalysis and data sheets on the proposeddriving equipment and installation proceduresto the Engineer for evaluation.

The energy of the driving hammer should besufficient enough to install the piles into theStratum 6 sands without causing fatigue ordamage. For the 24 inch square concrete piles,we estimate a hammer energy in the range of140,000 to 240,000 ft-lbs will be required. Forthe steel HP piles, we estimate a hammerenergy in the range of 40,000 to 100,000 ft-lbswill be required. The ratio of the ram weight tothe pile weight should generally be in the rangeof 0.5 to 1. The preference for installing the 24inch piles is an air or hydraulic impact hammerwith a heavier ram weight to avoid overstressing the piles.

To the extent possible, pile installation shouldbe a continuous operation without terminationof driving until the point of acceptableresistance or embedment is achieved. If drivingis temporarily halted, the pile should beredriven to the required depth or to acombination of penetration and resistance thatis determined to be acceptable by the Engineer.

Lightweight Fill Embankment The base bid improvement section for the north

approach embankment consists of undercuttinga portion of the existing embankment, installinggeosynthetic layers, and constructing the newembankment using lightweight aggregate fill asshown on Drawings 7, 8 and 9 in Appendix A.

Lightweight aggregate fill should consist ofrotary kiln processed Expanded Shale, Clay orSlate (ESCS) aggregate material having aproven record of soundness and durability, andmeeting the following properties:

Gradation: ¾” to #4

Max. compacted wet density: 63 pcf

Min. compacted friction angle: 40 deg

Min. CBR value: 20

Soundness loss: <30%

Abrasion resistance: <40%

Chloride content: <100 ppm

pH value: 5 - 10


GER

Lightweight aggregate should be placed inuniform horizontal layers not exceeding 12inches in loose thickness. Constructionequipment other than for placement andcompaction shall not operate directly on thelightweight aggregate.

Each layer should be compacted using avibratory drum roller weighing no more than 12tons static weight. The minimum number ofroller passes is two and the maximum numberof passes is 6. Static rolling of the first layer(s)may be required at elevations close to thegroundwater table to minimize pumping of thesubgrade.

The compacted wet density of the lightweightaggregate should be determined using amodified version of AASHTO T99 that consistsof placing the aggregate in a standard 0.5 cubicfoot bucket in 3 equal layers and compactingeach layer using 25 blows of a 5.5 lb hammerdropped from 12 inches.

One layer of geotextile fabric should be placedon the prepared subgrade after excavation formaterial separation purposes. Geotextile shouldconform to Section 245 of the VDOT Road andBridge Specifications for subgrade stabilizationfabric.

One layer of triaxial geogrid should be placeddirectly over the geotextile fabric for basestabilization and to facilitate materialcompaction over soft subgrade. The stiffnessand rigidity of the geogrid are more importantthan its tensile strength. Recommendedminimum geogrid properties are as follows:

Aperture shape: triangular

Junction efficiency: 93%

Aperture stability: 3.6 kg-cm/deg

Radial stiffness @ 0.5%: 300 kN/m

The geogrid and geotextile should tie into thephasing sheet piles and perimeter sheet piles byupturning 12 inches minimum as shown onDrawing 8 in Appendix A. It is imperative thatthe geogrid and geotextile is pulled taught andfirmly secured to the subgrade and sheet pileedges during filling in order to develop thenecessary tension. Phasing sheet piles will becut off at the bottom of pavement grade andabandoned in place.

It may be necessary to confine and stabilizeslopes constructed with lightweight aggregatebeyond that of standard VDOT practice forearth slopes. Use of permanent turfreinforcement mats along with topsoil andvegetative cover should be considered.

The contractor should be prepared forextensive dewatering needs and excavating intosoft/wet material to accomplish the prescribedimprovements. Steel sheet piles installed alongthe periphery of the northern approach shouldbe used to assist in dewatering and earthworkefforts.

Steel Sheet Piles A row of cantilevered steel sheet piles will be

installed along each toe of slope along the newnorthern embankment and along themaintenance of traffic (MOT) phasing line. Thesheet piles will be designed and installed by thecontractor and abandoned in place.

Sheet piles installed along the toe of slope forthe northern approach should have a topelevation located above the normal high tidelevel. The tip of the sheet piles will reach theStratum 5 sand layer per VDOT instructions, sothe resulting length of sheeting is on the orderof 40 feet. The selected sheet pile sectionshould be sufficient enough to allow installationinto Stratum 5 without damage or misalignmentto the piles.

Sheet piles installed for the MOT phasing shouldhave a sufficient section and length to laterallysupport the retained material and surface loadsand to withstand installation through theexisting embankment into the subsurface soils.

Earthen Embankment Existing embankment slopes should be cleared

and stripped of all vegetation, topsoil and otherunsuitable materials. Embankment constructionmaterials, means and methods should follow allapplicable VDOT standards and specifications.

The embankment subgrade should becomposed of relatively firm suitable soils thatare free of debris, organic and loose material.This should be verified by a field inspector priorto constructing fill. If unsuitable subgradematerials are encountered, the Engineer shouldbe notified.


GER

Embankment slopes that will be widened intowetland and other soft soil areas will encounterunsuitable materials that require improvement.A base bid toe improvement at locations southof the bridge consists of undercutting 2 feetbeneath the base of the widened slope andbackfilling with VDOT #3 stone underlain bygeotextile fabric. Drawing 8 in Appendix Ashows a toe undercut and backfill detail.

Temporary work platforms over soft soils maybe required to construct the embankments.Work platform locations, depths and materialsshould be approved by the Engineer.

Excavated materials may be reused for theembankment widening provided that they meetthe criteria under Fill and Backfill. Some of theStratum 1 sandy soils are expected to meet thiscriteria. Existing suitable materials will likelyrequire drying to a suitable moisture contentprior to reuse. Highly plastic soils and thosecontaining excessive clay, organic, muck ordeleterious materials should not be used withinthe embankment cross section.

Fill materials, construction and compactionshould be monitored and approved by aqualified field inspector during construction.

At all times during construction, surfacedrainage should be managed to prevent wateraccumulation on the subgrade and erosion ofthe embankment slopes.

Earth embankment slopes should be protectedfrom erosion. Topsoil or mulch with vegetationunderlain by geosynthetic erosion control matsare believed to be the most cost effectiveerosion control alternative.

Fill and Backfill Representative samples of each proposed fill

material should be collected before fillingoperations begin and tested to determinemaximum dry density, optimum moisturecontent, natural moisture content, gradation,plasticity and CBR. These tests are needed forquality control during construction and todetermine if the fill material is acceptable.

Select material conforming to Type I, II or IIIby Section 207 of the VDOT Road and BridgeSpecifications should be used for grading andbackfilling in the structure and pavement areas.Compacted material in structure and pavement

areas should have a minimum CBR value of 20.Select material as above or suitable materialmeeting AASHTO M57 should be used for thesouthern approach embankment widening.

Fill and backfill soils should be spread in thin,even layers not exceeding 8 inches loosethickness prior to compaction. Each layer of soilshould be compacted to achieve no less than 95percent of the laboratory maximum dry densityas determined by VTM-1.

The moisture content of fill soils should bemaintained within ±3 percentage points of theoptimum moisture content determined from thelaboratory Proctor density test. Fills should befree of debris and deleterious materials andhave a maximum particle size diameter lessthan 2 inches.

The fill surface must be adequately maintainedduring construction. The fill surface should becompacted smooth and properly graded toimprove surface runoff while construction istemporarily halted. Excavations to receivebackfill should not be left open for extendedperiods.

Where backfill is required in excavations thatpenetrate the groundwater table, an initial 6 to12 in layer of #57 crushed stone should beused to serve as a stable base for compactionof subsequent lifts of fill. Groundwater shouldbe lowered below the crushed stone elevationby pumping prior to compacting the soil.

Fill should not be placed on wet or frozenground. Fill which becomes softened fromexcess moisture should be aerated andrecompacted to acceptable levels, removed andreplaced with new compacted fill, or asotherwise directed by the Engineer.

Lateral Earth Pressure Parameters The following general soil properties may be

assumed for typical local select fill materialwhen placed and compacted properly:

3.00Passive Pressure Coefficient, Kp* . . . . . . . .0.50At-Rest Pressure Coefficient, Ko* . . . . . . . .0.33Active Pressure Coefficient, Ka* . . . . . . . . .120Moist Unit Weight, (pcf) . . . . . . . . . . . .0Cohesion / Adhesion, ca (psf) . . . . . . . . . .0.35Soil-Concrete Coefficient of Friction (tan ) .30Angle of Internal Friction, (deg.) . . . . . . .


GER

Retaining walls that are permitted to tilt at thetop may be designed for the active state lateralpressures. The minimum movement typicallyrequired for the active pressure condition isapproximately 0.005H for sand soils and 0.01Hfor clay soils, where H is the height of the wall.

Near corners and at other areas where the wallis restrained at the top and these minimummovements do not occur, walls should bedesigned for at-rest lateral pressures. Forsimplicity, equivalent fluid pressures may beused for design. The following pressures perfoot of wall height and per foot of wall lengthmay be used where relief of hydrostaticpressure is provided:

60 psfAt-Rest State* . . . . . . . . . . . . . . . .45 psfActive State* . . . . . . . . . . . . . . . . .

*For a frictionless wall, level back slope and no surcharge.

Pavements A design CBR value of 6 is appropriate for the

existing soils based on the laboratory CBR testresults. A preliminary pavement section for theproject based on the traffic data provided is:

2.0 in SM-12.5D Surface Course 2.0 in IM-19.0A Intermediate Course 4.0 in BM-25.0 Base Course 8.0 in Size 21B Untreated Aggregate Base

Pavement materials, design and constructionshould be in accordance with applicableprovisions of current VDOT standards andspecifications.

At all times during construction, positive surfacedrainage should be maintained to prevent wateraccumulation on the subgrade. Pavement andsubgrade deterioration often occurs fromconstruction traffic and placement of asphaltsurface courses should be delayed as long aspossible to allow any base and subgradecorrections to be made as a result from heavyequipment damage.

Pavement construction is best suited for thetraditionally drier summer and fall months tominimize deterioration of the subgrade soils.Use of geogrid or geotextile fabric products canbe incorporated into the design if warranted byconditions at the time of construction.

After completion of rough grading, the exposedsubgrades should be proofrolled to detect

pockets of soft or otherwise unsuitable material.Proofrolling should be conducted after asuitable period of dry weather to avoiddegrading an otherwise acceptable subgrade. Aloaded dump truck or other heavy rubber tiredconstruction equipment should be used forproofrolling.

Prior to paving, density testing and a secondproofroll should be performed on the aggregatebase material to determine if localized areashave degraded due to construction traffic ormoisture problems.

Seismic Hazard Parameters The following seismic hazard parameters based

on the General Procedures are estimated forthe site (2007 AASHTO spectrum for 7 percentprobability of exceedance in 75 years):

0.074Adjusted Design Parameter, SD1 . . . . . .0.142Adjusted Design Parameter, SDS . . . . . .0.063Adjusted Design Parameter, AS . . . . . . .2.4Site Factor, Fv . . . . . . . . . . . . . . . . . . .1.6Site Factor, Fa . . . . . . . . . . . . . . . . . . .1.6Site Factor, Fpga . . . . . . . . . . . . . . . . . .DSite Class . . . . . . . . . . . . . . . . . . . . . .0.031Long Period Spectral Response, S1 . . . .0.089Short Period Spectral Response, SS . . . .0.040Peak Ground Acceleration, PGA . . . . . . .

LimitationsThe analyses and recommendations provided arebased in part on project information provided tous. They only apply to the specific project and sitesdiscussed in this report. If the project informationsection in this report contains incorrect informationor if additional information is available, you shouldconvey the correct or additional information to usand retain us to review our recommendations.

Regardless of the thoroughness of a geotechnicalexploration, there is always a possibility thatconditions between borings will be different fromthose at specific boring locations and thatconditions will not be as anticipated by thedesigners or contractors. In addition, theconstruction process may itself alter soil conditions.Unanticipated conditions should be reported to thedesign team along with timely recommendations tosolve the problems encountered.


GER

GeoEnvironmental Resources, Inc. has performedits services expressly for our client and its clientusing that degree of care and skill ordinarilyexercised under similar conditions by reputablemembers of our profession practicing in the sameor similar locality. No other warranty, expressed orimplied, is made. Third parties that rely on thisreport recognize that environmental and geologicconditions can vary from those encountered at thetimes and locations where data are obtained, andthat the limitation on available data may result insome level of uncertainty with respect to theinterpretation of those conditions, despite dueprofessional care.


GER

DRAWINGS

APPENDIX A

GER

SITE

1

2712 Southern Boulevard, Suite 101

Virginia Beach, VA 23452

DRAWING NUMBERPROJECT NUMBER

VICINITYMAP

PROJECTLOCATION

SOURCE:

Google Earth Imagery2010

SITE LOCATION PLAN

GERGeoEnvironmental Resources, Inc.

Consulting Engineers

EnvironmentalGroundwater

Hazardous MaterialsGeotechnical

Industrial Hygiene

GeoEnvironmental Resources, Inc.

110-5533



��

�

�

�

�

10CP-03

10CP-01

10CP-02

10BH-01

10BH-02

10CP-04�

�

�

10BH-03

10BH-04

10BH-05

�

�

�

10CP-05

13BH-06

13BH-07

NOTES:The field test locations were notsurveyed and may be several metersfrom the locations indicated. Thelocations shown shall be consideredapproximate.

Scale: NOTTO SCALE.

LEGEND:

Standard PenetrationTest (SPT) Soil BoringLocation

�

�

Piezocone (CPTu)Penetration TestingLocation

2





TESTING LOCATION PLAN





Industrial Hygiene

110-5533



NON-NORMALIZEDSOIL BEHAVIOR TYPE*

Soil behavior type is the classificationof the soil based on its behavior andnot necessarily the actual soil type.

Sensitive Fine Grained (Silts & Clays)

Organic Soils to Peat

Sandy Silt to Clayey Silt

Clay

Clay to Silty Clay

Clayey Silt to Silty Clay

Silty Sand to Sandy Silt

Sand to Silty Sand

Sand

Gravelly Sand to Sand

Very Stiff Fine Grained (Silt & Clay)

Very Dense Sand to Clayey Sand

NOTES:The subsurface conditions presentedare based on the data collected atspecific boring locations only. Actualsubsurface conditions will likely varyfrom those indicated.

Elevations and strata depths shall beconsidered approximate.

Stratum 1: Very loose to firm clean, slightly silty, silty and clayey SAND with trace gravelStratum 2: Very soft to soft silty and sandy low and high plasticity CLAY with trace gravel and trace organicsStratum 3: Very loose to firm clean, slightly silty and silty SAND with trace to some gravel, trace clay, trace organics and trace shell fragmentsStratum 4: Very soft to soft silty and sandy high plasticity and organic CLAY and very loose to loose clayey SANDStratum 5: Very loose to firm clean, slightly silty and silty SAND with trace to some gravel, trace clay and trace shell fragmentsStratum 6: Very stiff sandy high plasticity SILT and firm to dense silty SAND

Stratum 1

Stratum 2

Stratum 3Stratum 4

Stratum 5

Stratum 6

Stratum 2 Stratum 4

Stratum 5

Stratum 6

Stratum 3

Stratum 1

MATTOX CREEK

ASSUMED

Explanation

Borehole

Lithology

Borehole

Number10BH-01

9 SPT Blows

Water Level Reading

after drilling.

Water Level Reading

at time of drilling.

3





SUBSURFACE PROFILE





Industrial Hygiene

110-5533



100

90

80

70

60

50

40

30

20

10

0

Depth

(ft)

110

120

130

10BH-02

25

19

22

21

24

25

28

15

16

14

8

4

17

5

8

9

6

3684614

10BH-01

18

10

7

2

2

2

4

3

9

5245119

10BH-03

28

20

17

22

18

20

20

32

25

20

23

19

13

11

8

2

20

6

3

2

10BH-04

23

21

19

29

25

23

26

30

20

9

8

12

3

3

9

2

4

366913

10BH-05

16

29

9

2

4

1222366

4 2 0 100 200 300

fs (tsf)

0

qt (tsf)

10CP-01SBT

4 2 0 100 200 300

fs (tsf)

0

qt (tsf)

10CP-02SBT

4 2 0 100 200 300

fs (tsf)

0

qt (tsf)

10CP-03SBT

4 2 0 100 200 300

fs (tsf)

0

qt (tsf)

10CP-04SBT4 2 0 100 200 300

fs (tsf)

0

qt (tsf)

10CP-05SBT

SM, Silty Sand SP, Poorly-graded Sand

CL, Low Plasticity Clay

Slightly silty, poorly gradedsand

SC, Clayey Sand CH, High Plasticity Clay

Asphalt

MH, High Plasticity SiltOH, High Plasticity Organicsilt or clay

Lithology Graphics

10BH-05

16

29

9

2

4

1222366

13BH-06 13BH-07

116533

12

18

6

14

9

6

5

92441

3

3

3

5

21

16

38

18

Soil parameters estimated from variouspublished empirical correlations.

4





CPT SOIL PARAMETERS





Industrial Hygiene

110-5533


Westmoreland County, VA

Project Number Drawing Number

110-5533 5

GeoEnvironmental Resources, Inc.2712 Southern Boulevard, Suite 101


Nominal Bearing ResistanceOverwater Locations

Rte 205 over Mattox CreekBridge Replacement



En viro nmentalGroun dwater

Hazard ous MaterialsG eo technical

Ind ustrial Hygiene

-100

-90

-80

-70

-60

-50

0 50 100 150 200 250 300 350 400 450

Appr

oxim

ate

Pile

Tip

Ele

vatio

n (ft

)

Nominal Bearing Resistance of Pile (Tons), Overwater

24 in Precast - Compressive

24 in Precast - Tensile

Project Number Drawing Number

110-5533 6

GeoEnvironmental Resources, Inc.2712 Southern Boulevard, Suite 101


Nominal Bearing ResistanceAbutment Locations

Rte 205 over Mattox CreekBridge Replacement





Ind ustrial Hygiene

-80

-75

-70

-65

-60

-55

-50

-45

0 20 40 60 80 100 120 140 160

Appr

oxim

ate

Pile

Tip

Ele

vatio

n (ft

)

Nominal Bearing Resistance of Pile (Tons), Abutment

HP 12x74 - Compressive

HP 12x74 - Tensile

HP 12x74 - Drag Load

7




EMBANKMENT IMPROVEMENTSECTION





Industrial Hygiene


110-5533



8




EMBANKMENT IMPROVEMENTDETAILS





Industrial Hygiene


110-5533



MIN. EMBANKMENT

UNDERCUT GRADE

9




EMBANKMENT IMPROVEMENTPROFILE





Industrial Hygiene


110-5533



NORTH APPROACH PROFILE ALONG SURVEY BASELINENot to Scale


24" Bent Pile

LPile 6, (c) 2011 by Ensoft, Inc.

Loading Case 1�� Loading Case 2��

Bending Moment, kips-in.1,2001,0008006004002000

Depth

,fe

et

80

75

70

65

60

55

50

45

40

35

30

25

20

15

10

5

0

NOTES:

Load Case 1Axial Load = 485 kipsLateral Displacement = 0.675 in


Load Applied = Top of Pile

Head Condition = Free

Top of Pile Elevation = 2 feet

10





LATERAL RESPONSE:24 in Precast Overwater





Industrial Hygiene

110-5533




Southern Abutment HP12x74




Depth

,fe

et

65

60

55

50

45

40

35

30

25

20

15

10

5

0

11





LATERAL RESPONSE:HP12x74 South Abutment





Industrial Hygiene

110-5533



NOTES:





Top of Pile Elevation = 2.25 feet


Northern Abutment




Depth

,fe

et

65

60

55

50

45

40

35

30

25

20

15

10

5

0

12





LATERAL RESPONSE:HP12x74 North Abutment





Industrial Hygiene

110-5533



NOTES:





Top of Pile Elevation = 1.75 feet

FIELD TEST DATA

APPENDIX B

GER

Testing Location STA O/S Notes:

10BH‐01 80+93 40' RT Rte. 638, est.

10BH‐02 17+45 5' RT

10BH‐03 18+40 5' RT

10BH‐04 19+45 5' RT

10BH‐05 21+40 5' RT

13BH‐06 21+80 10' LT

13BH‐07 23+05 15' LT

10CP‐01 16+77 40' LT

10CP‐02 18+10 5' LT

10CP‐03 18+70 5' LT

10CP‐04 19+40 5' LT

10CP‐05 81+35 60' RT Rte. 638, est.

APPROXIMATE TESTING LOCATIONS

Rte. 205 over Mattox Creek

110‐5533

GER

TEST BORING RECORDS

The enclosed test boring records represent our interpretation of the subsurface conditionsencountered at the specific boring locations at the time explorations were made based on visualexamination of the field samples obtained and selected laboratory classification testing ifperformed. The lines designating the interface between various strata on the boring recordsrepresent the approximate interface location. In addition, the transition between strata may bemore gradual than indicated. Water levels shown represent the conditions only at the time ofthe field exploration. It is possible that soil and groundwater conditions between the individualboring locations will be different from those indicated. Boring surface and strata elevations, ifshown, shall be considered approximate and are referenced to project datum shown on theplans or described in the geotechnical report unless noted otherwise.

GER

CORRELATION OF RELATIVE DENSITY AND CONSISTENCY

WITH STANDARD PENETRATION TEST RESISTANCE (ASTM D 1586)§

SPT RESISTANCE (N) IN BLOWS PER FOOT

0 - 45 - 1011 - 3031 - 50

51 +

RELATIVE DENSITYSAND & GRAVEL

†

Very LooseLooseFirm

DenseVery Dense

0 - 23 - 45 - 8

9 - 1516 - 3031 - 50

51 +

CONSISTENCYSILT & CLAY

†

Very SoftSoftFirmStiff

Very StiffHard

Very Hard

KEY TO DRILLING SYMBOLS

Undisturbed Sample (ASTM D 1587)

Split Spoon Sample (ASTM D 1586)

Water Table after 24 hrs.

Water Table at Time of Drilling

PP Pocket Penetrometer (tsf)

M.R. Mud Rotary Wash Drilling

H.S.A. Hollow Stem Auger Drilling

GER

Loss of Drilling Fluid

Boring Cave In

Seepage into Borehole

Roller Cone Advanced

Rock Coring (ASTM D 2113)

Auger Refusal

Roller Cone Refusal

DIAGNOSTICDESCRIPTION

Very PoorPoorFair

GoodExcellent

ROCK PARAMETERFIELD/LAB RATIO

0.150.200.25

0.30 to 0.700.70 to 1.00

SPACING

Less than 2"2" to 1'1' to 3'

3' to 10'More than 10'

ROCK QUALITY‡

FRACTURES, JOINT SPACING AND BEDDING

HARDNESS WEATHERING

Very Hard

Hard

Moderately Hard

Medium

Soft

Very Soft

- Breaking specimens requires several hard hammer blows

- Hard hammer blow required to detach specimens

- Light hammer blow required to detach specimens

- May be scratched 1/16" deep by a knife or nail, breaks into severalpieces by light hammer blow

- Can be gouged readily by knife or nail, corners and edges broken byfinger pressure

- May be carved with a knife and readily broken by finger pressure

Fresh

Slight

Moderate

Severe

Very Severe

Complete

- Fresh rock, bright crystals, no staining

- Minimum stainaing and discoloration, open joints contain clay

- Significant portions of rock shows staining and discoloration, strongrock fragments

- All rock shows staining, rock fabric evident but reduced strength

- All rock shows staining, rock mass effectively reduced to soilwith strong rock fragments remaining

- Rock reduced to soil with rock fabric not discernable

BORING LOG LEGEND

Core Recovery (%)REC

Rock Quality Designator (%)RQD

Solid Core Recovery (%)SCR

Approximate Strata Change DepthDifferent Soil Types

Approximate Strata Change DepthSimilar Soil Types

†after Terzaghi and Peck, 1968

‡

after D. U. Deere, 1963, 1967

§

Resistance of a standard 2-inch O.D., 1.375-inch I.D. split spoon sampler driven by a 140 pound hammer free-falling 30 inches.

SPTN

SPTN

RQD (%)

0 - 2525 - 5050 - 7575 - 9090 - 100

JOINTS

Very CloseCloseModerately CloseWideVery Wide

BEDDING

Very ThinThinMediumThickVery Thick

SOIL CLASSIFICATION CHART (ASTM D 2487)

GER

COARSE

GRAINED

SOILS

MORE THAN 50%OF MATERIALIS LARGERTHAN NO. 200SIEVE SIZE

FINE

GRAINED

SOILS

OTHERSOILS

MORE THAN 50%OF MATERIALIS SMALLERTHAN NO. 200SIEVE SIZE

GRAVEL

AND

GRAVELLY

SOILS

MORE THAN 50%OF COARSEFRACTIONRETAINED ONNO. 4 SIEVE

SAND

AND

SANDY

SOILS

MORE THAN 50%OF COARSEFRACTIONPASSING ONNO. 4 SIEVE

SILTSAND

CLAYS

HIGHLY ORGANIC SOILS

UNCONTROLLED FILLS

DECOMPOSED OR PARTIALLYWEATHERED ROCK

CLEAN

GRAVELS

(LITTLE OR NOFINES)

GRAVELS

WITH FINES

(APPRECIABLEAMOUNT OF FINES)

CLEAN SANDS

(LITTLE OR NOFINES)

SANDS WITH

FINES

(APPRECIABLE

AMOUNT OF FINES)

LOW PLASTICITYLIQUID LIMITLESS THAN

50

HIGH PLASTICITYLIQUID LIMIT

GREATER THAN50

WELL-GRADED GRAVELS,GRAVEL - SAND MIXTURES,LITTLE OR NO FINES

POORLY-GRADED GRAVELS,GRAVEL - SAND MIXTURES,LITTLE OR NO FINES

SILTY GRAVELS, GRAVEL -SAND - SILT MIXTURES

CLAYEY GRAVELS, GRAVEL -SAND - CLAY MIXTURES

WELL-GRADED SANDS,GRAVELLY SANDS, LITTLE ORNO FINES

POORLY-GRADED SANDS,GRAVELLY SAND, LITTLE ORNO FINES

SILTY SANDS, SAND - SILTMIXTURES

CLAYEY SANDS, SAND - CLAYMIXTURES

INORGANIC SILTS, CLAYEY SILTS,SILT-VERY FINE SAND MIXTURES,ROCK FLOUR

INORGANIC CLAYS OF LOW TOMEDIUM PLASTICITY,GRAVELLY, SANDY, SILTY, &LEAN CLAYS

ORGANIC SILTS AND ORGANICCLAYS OF LOW PLASTICITY

INORGANIC SILTS AND MICACEOUS,DIATOMACEOUS AND ELASTICSILTY SOILS

INORGANIC CLAYS OF HIGHPLASTICITY, FAT CLAYS

ORGANIC CLAYS OF MEDIUM TOHIGH PLASTICITY, ORGANICSILTS

PEAT, HUMUS, MUCK, SWAMP SOILSWITH VERY HIGH ORGANICCONTENTS

TRANSITIONAL MATERIAL BETWEEN SOIL ANDROCK WHICH MAY RETAIN THE RELICTSTRUCTURE OF THE PARENT ROCK

DISTURBED SOILS WITH POSSIBLE DEBRISAND RUBBLE, OLD CONSTRUCTIONWASTES, NON-ENGINEERED BACKFILLS

MAJOR DIVISIONSSYMBOLS

GRAPH LETTER

TYPICAL

DESCRIPTIONS

GW

GP

GM

GC

SW

SP

SM

SC

ML

CL

OL

MH

CH

OH

PT

0 10 20 30 40 50 60 70 80 90 100

Liquid Limit

0

10

20

30

40

50

60

Low

Plasticity

Clay (CL)

High

Plasticity

Clay (CH)

Low

Plasticity

Silt (ML)

High

Plasticity

Silt (MH)

Clay/Silt

Results

Not

Possible

Pla

sticity

Index

U-L

ine

A-L

ine

Low Plasticity Soils High Plasticity Soils

Atterberg Limits

PLASTICITY INDEX (PI) & SHRINK-SWELL POTENTIAL

0 - 44 - 1515 - 30

31+

NoneSlight or Low

Medium to HighHigh to Very High

ADDITIONAL RELATIVE DESCRIPTIVE VALUES

Trace < 10%Little < 20% but > 10%

Some < 35% but > 20%And > 35%

4.75 mm to 19.0 mm (#4 - 0.75 in.)

PARTICLE SIZE IDENTIFICATION

BOULDERS:

COBBLES:

GRAVEL: Coarse -

Fine -

SANDS: Coarse -

Medium -

Fine -

SILTS & CLAYS:

Greater than 300 mm (12 in.)

75 mm to 300 mm (3 - 12 in.)

19.0 mm to 75 mm (0.75 - 3 in.)

2.00 mm to 4.75 mm

0.425 mm to 2.00 mm

0.075 mm to 0.425 mm

Less than 0.075 mm

Silty SAND (SM)Loose, brown, fine to coarse, with tracegravelClean SAND (SP)Firm, brown and gray, fine to medium

Silty SAND (SM)Loose, brown, fine to coarse, with tracegravel

Silty, Low Plasticity CLAY (CL)Soft to very soft, brown and gray

Slightly Silty SAND (SP-SM)Loose, orange and tan, fine to medium

Clayey SAND (SC)Loose to very loose, gray and orange, fine tomedium

Silty, Low Plasticity CLAY (CL)Soft, gray

Sandy, High Plasticity CLAY (CH)Soft to very soft, gray

Silty, High Plasticity CLAY (CH)Very soft, gray

Sandy, High Plasticity CLAY (CH)Very soft, gray

3

4

5

6

8

6

5

4

3

3

2

4

1

2

2

3

1

1

1

1

1

2

3

4

4

4

5

5

2

1

2

3

1

2

2

2

2

1

1

2

2

1

1

1

2

1

1

1

0Material DescriptionLith-

ology 25m m 50

Project: Rte. 205 Over Mattox Creek

Location: Wesmoreland County, Virginia

ft

Elevation (ft.): 3.0

Date Drilled: 12/2/2010

Drill Method: 3" Mud Rotary

GER Project Number: 110-5533

Driller: Fishburne

10BH-01

Depth (ft.): 60.0

Boring No.

Sheet No. 1 of 2

GroundWater

Elevation

0

-1

-2

-3

-4

-5

-6

-7

-8

-9

-10

-11

-12

5

10

15

20

25

30

35

40

1

2

3

4

5

6

7

8

9

10

11

12

13

SPT

CommentsDepth

TEST BORING RECORD

Client: Parsons Brinckerhoff

0

-5

-10

-15

-20

-25

-30

-35

-40


ft

Uncorrected

Environmental, Groundwater, Hazardous Materials,Geotechnical & Industrial Engineering Consultants

Penetration Resistance (blows/foot)

GeoEnvironmental Resources, Inc. 2712 Southern Boulevard, Suite 101 Virginia Beach, VA 23452 757-463-3200 www.geronline.com

TE

ST

BO

RIN

G R

EC

OR

D W

ITH

SP

T &

GR

AP

H 5

533

GE

R S

PT

.GP

J G

EO

EN

VIR

ON

ME

NT

AL

RE

SO

UR

CE

S.G

DT

1/

18/1

1

9

11

5

4

2

5

9

3

4

2

2

2

Silty, High Plasticity CLAY (CH)Very soft, gray (continued)

Slightly Silty SAND (SP-SM)Loose, gray and dark gray, fine to medium

Slightly Silty SAND (SP-SM)Firm, dark gray, fine to medium, with traceshell fragments

Boring terminated at 60 feet.

2

3

4

8

4

5

5

6

5

8

10

15


ology 25m m 50



ft





Driller: Fishburne

10BH-01

Depth (ft.): 60.0

Boring No.

Sheet No. 2 of 2

GroundWater

Elevation

-13

-14

-15

-16

-17

-18

-19

-20

-21

-22

-23

-24

-25

-26

50

55

60

65

70

75

80

85

14

15

16

17

18

19

20

21

22

23

24

25

26

27

SPT

CommentsDepth

TEST BORING RECORD


-45

-50

-55

-60

-65

-70

-75

-80

-85


ft

Uncorrected




TE

ST

BO

RIN

G R

EC

OR

D W

ITH

SP

T &

GR

AP

H 5

533

GE

R S

PT

.GP

J G

EO

EN

VIR

ON

ME

NT

AL

RE

SO

UR

CE

S.G

DT

1/

18/1

1

7

10

18

12 inches ASPHALT

Silty SAND (SM)Loose to very loose, brown and gray, fine tomedium, with trace gravel

Slightly Silty SAND (SP-SM)Loose, brown, fine to coarse, with tracegravel

Silty, High Plasticity CLAY (CH)Soft, brown and gray

Clean SAND (SP)Loose, brown, fine to medium, with somegravel

Silty SAND (SM)Loose, brown, fine to coarse, with trace tolittle gravel

Slightly Silty SAND (SP-SM)Loose, gray, fine to medium, with trace clayand trace organicsSlightly Silty SAND (SP-SM)Loose, gray, fine to medium

Slightly Silty SAND (SP-SM)Firm, gray, fine to coarse, with little to somegravel

Clayey SAND (SC)Very loose to loose, gray, fine to medium

14

9

4

3

3

2

2

2

2

4

5

4

4

6

3

2

4

4

1

1

2

7

3

2

4

5

3

4

5

5

2

1

7

8

2

2

3

3

6

7

10

10

2

2

2

3


ology 25m m 50



ft





Driller: Fishburne

10BH-02

Depth (ft.): 100.0

Boring No.

Sheet No. 1 of 3

GroundWater

Elevation

2

1

0

-1

-2

-3

-4

-5

-6

-7

-8

-9

-10

-11

5

10

15

20

25

30

35

40

1

2

3

4

5

6

7

8

9

10

11

12

13

SPT

CommentsDepth

TEST BORING RECORD


5

0

-5

-10

-15

-20

-25

-30

-35


ft

Uncorrected




TE

ST

BO

RIN

G R

EC

OR

D W

ITH

SP

T &

GR

AP

H 5

533

GE

R S

PT

.GP

J G

EO

EN

VIR

ON

ME

NT

AL

RE

SO

UR

CE

S.G

DT

1/

18/1

1

6

4

8

6

3

6

9

8

5

17

4

Clayey SAND (SC)Very loose to loose, gray, fine to medium(continued)

Slightly Silty SAND (SP-SM)Firm, gray, fine to medium

Slightly Silty SAND (SP-SM)Firm, dark gray, fine to medium, with tracegravel

Silty SAND (SM)Firm, dark gray, fine to medium, with traceshell fragments

Sandy, High Plasticity SILT (MH)Very stiff, dark gray, with trace shellfragments


5

5

3

4

5

8

6

16

4

6

10

14

4

6

9

12

11

13

15

19

9

11

14

17

8

11

13

14

7

9

12

17

7

10

12

12


ology 25m m 50



ft





Driller: Fishburne

10BH-02

Depth (ft.): 100.0

Boring No.

Sheet No. 2 of 3

GroundWater

Elevation

-12

-13

-14

-15

-16

-17

-18

-19

-20

-21

-22

-23

-24

50

55

60

65

70

75

80

85

14

15

16

17

18

19

20

21

22

23

24

25

26

27

SPT

CommentsDepth

TEST BORING RECORD


-40

-45

-50

-55

-60

-65

-70

-75

-80


ft

Uncorrected




TE

ST

BO

RIN

G R

EC

OR

D W

ITH

SP

T &

GR

AP

H 5

533

GE

R S

PT

.GP

J G

EO

EN

VIR

ON

ME

NT

AL

RE

SO

UR

CE

S.G

DT

1/

18/1

1

8

14

16

15

28

25

24

21

22

Silty SAND (SM)Firm, dark gray, fine to medium, with traceshell fragments (continued)


8

8

11

13

7

11

14

15


ology 25m m 50



ft





Driller: Fishburne

10BH-02

Depth (ft.): 100.0

Boring No.

Sheet No. 3 of 3

GroundWater

Elevation

-25

-26

-27

-28

-29

-30

-31

-32

-33

-34

-35

-36

-37

-38

95

100

105

110

115

120

125

130

28

29

30

31

32

33

34

35

36

37

38

39

40

41

SPT

CommentsDepth

TEST BORING RECORD


-85

-90

-95

-100

-105

-110

-115

-120

-125


ft

Uncorrected




TE

ST

BO

RIN

G R

EC

OR

D W

ITH

SP

T &

GR

AP

H 5

533

GE

R S

PT

.GP

J G

EO

EN

VIR

ON

ME

NT

AL

RE

SO

UR

CE

S.G

DT

1/

18/1

1

19

25

Silty SAND (SM)Very loose, dark gray, fine to coarse, withtrace shell fragments

Silty SAND (SM)Very loose to loose, gray, fine to medium

Silty SAND (SM)Firm, gray, fine to coarse, with trace shellfragments

Sandy, High Plasticity CLAY (CH)Very soft, light gray

Clean SAND (SP)Loose, gray, fine to medium


1

1

1

1

3

2

1

1

5

3

3

2

5

9

11

11

1

1

1

2

2

4

4

5

7

6

5

9

4

5

8

13

8

8

11

14


ology 25m m 50



ft

Elevation (ft.): -16.6




Driller: Fishburne

10BH-03

Depth (ft.): 100.0

Boring No.

Sheet No. 1 of 3

GroundWater

Elevation

-6

-7

-8

-9

-10

-11

-12

-13

-14

-15

-16

-17

-18

5

10

15

20

25

30

35

40

1

2

3

4

5

6

7

8

9

10

11

12

13

SPT

CommentsDepth

TEST BORING RECORD


-20

-25

-30

-35

-40

-45

-50

-55

-60


ft

Uncorrected




TE

ST

BO

RIN

G R

EC

OR

D W

ITH

SP

T &

GR

AP

H 5

533

GE

R S

PT

.GP

J G

EO

EN

VIR

ON

ME

NT

AL

RE

SO

UR

CE

S.G

DT

1/

18/1

1

2

3

6

20

2

8

11

13

19


7

9

14

15

7

9

11

16

10

12

13

18

17

15

17

17

8

8

12

12

7

8

12

13

8

9

9

12

7

8

14

14

7

7

10

14


ology 25m m 50



ft





Driller: Fishburne

10BH-03

Depth (ft.): 100.0

Boring No.

Sheet No. 2 of 3

GroundWater

Elevation

-19

-20

-21

-22

-23

-24

-25

-26

-27

-28

-29

-30

-31

-32

50

55

60

65

70

75

80

85

14

15

16

17

18

19

20

21

22

23

24

25

26

27

SPT

CommentsDepth

TEST BORING RECORD


-65

-70

-75

-80

-85

-90

-95

-100

-105


ft

Uncorrected




TE

ST

BO

RIN

G R

EC

OR

D W

ITH

SP

T &

GR

AP

H 5

533

GE

R S

PT

.GP

J G

EO

EN

VIR

ON

ME

NT

AL

RE

SO

UR

CE

S.G

DT

1/

18/1

1

23

20

25

32

20

20

18

22

17



8

8

12

13

12

12

16

14


ology 25m m 50



ft





Driller: Fishburne

10BH-03

Depth (ft.): 100.0

Boring No.

Sheet No. 3 of 3

GroundWater

Elevation

-33

-34

-35

-36

-37

-38

-39

-40

-41

-42

-43

-44

-45

-46

95

100

105

110

115

120

125

130

28

29

30

31

32

33

34

35

36

37

38

39

40

41

SPT

CommentsDepth

TEST BORING RECORD


-110

-115

-120

-125

-130

-135

-140

-145

-150


ft

Uncorrected




TE

ST

BO

RIN

G R

EC

OR

D W

ITH

SP

T &

GR

AP

H 5

533

GE

R S

PT

.GP

J G

EO

EN

VIR

ON

ME

NT

AL

RE

SO

UR

CE

S.G

DT

1/

18/1

1

20

28

18 inches ASPHALT

Silty SAND (SM)Firm to loose, gray, fine to coarse, with traceto some gravel

Silty SAND (SM)Loose, gray, fine to coarse, with trace gravel

Clayey SAND (SC)Very loose, dark gray, fine to medium, withtrace gravel

Organic High Plasticity CLAY (OH)Soft to very soft, gray, with trace gravel

Slightly Silty SAND (SP-SM)Loose, gray, fine to medium

Silty SAND (SM)Very loose, gray, fine to coarse, with traceclay and trace gravel

Silty SAND (SM)Very loose to firm, gray, fine to coarse, withtrace gravel

7

7

7

6

5

9

5

4

4

4

3

3

4

1

2

4

6

2

1

2

3

2

2

2

2

1

1

1

3

4

5

4

6

5

2

1

2

2

1

2

2

4

6

6

5


ology 25m m 50



ft



Driller: Fishburne

Depth (ft.): 100.0

GroundWater

Elevation

2

1

0

-1

-2

-3

-4

-5

-6

-7

-8

-9

-10

-11



5

10

15

20

25

30

35

40

1

2

3

4

5

6

7

8

9

10

11

12

13

SPT

CommentsDepth

TEST BORING RECORD


5

0

-5

-10

-15

-20

-25

-30

-35

ft

UncorrectedPenetration Resistance (blows/foot)

Boring #:

Hammer Type: Automatic


Environmental, Groundwater, Hazardous Materials,Geotechnical & Industrial Engineering ConsultantsGeoEnvironmental Resources, Inc. 10BH-04 (Page 1 of 3)

TE

ST

BO

RIN

G R

EC

OR

D W

ITH

HA

MM

ER

INF

O 5

533

GE

R S

PT

.GP

J G

EO

EN

VIR

ON

ME

NT

AL

RE

SO

UR

CE

S.G

DT

6/2

1/1

3

13

9

6

6

3

4

2

9

3

3

12

Silty SAND (SM)Very loose to firm, gray, fine to coarse, withtrace gravel (continued)

Silty SAND (SM)Firm, dark gray, fine to medium

5

4

4

4

10

5

4

7

5

7

13

19

9

12

18

25

7

10

16

21

8

9

14

15

9

12

13

15

9

12

17

18

8

8

11

14


ology 25m m 50



ft



Driller: Fishburne

Depth (ft.): 100.0

GroundWater

Elevation

-12

-13

-14

-15

-16

-17

-18

-19

-20

-21

-22

-23

-24



50

55

60

65

70

75

80

85

14

15

16

17

18

19

20

21

22

23

24

25

26

27

SPT

CommentsDepth

TEST BORING RECORD


-40

-45

-50

-55

-60

-65

-70

-75

-80

ft


Boring #:




TE

ST

BO

RIN

G R

EC

OR

D W

ITH

HA

MM

ER

INF

O 5

533

GE

R S

PT

.GP

J G

EO

EN

VIR

ON

ME

NT

AL

RE

SO

UR

CE

S.G

DT

6/2

1/1

3

8

9

20

30

26

23

25

29

19

Silty SAND (SM)Firm, dark gray, fine to medium (continued)


9

9

12

16

8

10

13

17


ology 25m m 50



ft



Driller: Fishburne

Depth (ft.): 100.0

GroundWater

Elevation

-25

-26

-27

-28

-29

-30

-31

-32

-33

-34

-35

-36

-37

-38



95

100

105

110

115

120

125

130

28

29

30

31

32

33

34

35

36

37

38

39

40

41

SPT

CommentsDepth

TEST BORING RECORD


-85

-90

-95

-100

-105

-110

-115

-120

-125

ft


Boring #:




TE

ST

BO

RIN

G R

EC

OR

D W

ITH

HA

MM

ER

INF

O 5

533

GE

R S

PT

.GP

J G

EO

EN

VIR

ON

ME

NT

AL

RE

SO

UR

CE

S.G

DT

6/2

1/1

3

21

23

12 inches ASPHALT

Clayey SAND (SC)Loose, gray and brown, fine to coarse, withtrace gravelSilty SAND (SM)Loose to very loose, gray and brown, fine tocoarse

Sandy, Low Plasticity CLAY (CL)Very soft, gray and brown

Silty SAND (SM)Very loose to firm, gray and brown, fine tocoarse

Silty, High Plasticity CLAY (CH)Stiff, dark gray, with little to some woodfragementsSilty SAND (SM)Firm to very loose, gray, fine to coarse

Organic High Plasticity CLAY (OH)Soft, dark gray

Silty, High Plasticity CLAY (CH)Very soft to firm, dark gray

Clean SAND (SP)Firm, gray fine to medium

Silty SAND (SM)Firm, gray, fine to coarse, with some graveland trace clay


6

3

3

3

3

2

2

1

2

1

1

1

1

2

0

1

1

8

8

4

8

11

2

2

2

2

1

1

1

1

2

3

6

6

17

15

14

10

11

8

8

6


ology 25m m 50



ft



Driller: Fishburne

Depth (ft.): 40.0

GroundWater

Elevation

1

0

-1

-2

-3

-4

-5

-6

-7

-8

-9

-10

-11

-12



5

10

15

20

25

30

35

40

1

2

3

4

5

6

7

8

9

10

11

12

13

SPT

CommentsDepth

TEST BORING RECORD


0

-5

-10

-15

-20

-25

-30

-35

ft


Boring #:




TE

ST

BO

RIN

G R

EC

OR

D W

ITH

HA

MM

ER

INF

O 5

533

GE

R S

PT

.GP

J G

EO

EN

VIR

ON

ME

NT

AL

RE

SO

UR

CE

S.G

DT

6/2

1/1

3

6

3

2

2

12

4

2

9

29

16

12 inches ASPHALTWith Crushed StoneSilty SAND (SM)Firm, brown, fine to medium, with tracegravelSilty SAND (SM)Loose, orange, fine to medium, with tracegravel and trace claySilty SAND (SM)Very loose, gray and brown, fine to medium,with trace claySandy, High Plasticity CLAY (CH)Soft, brown and gray

Silty SAND (SM)Firm, gray, fine to medium, with trace gravel

Clayey SAND (SC)Firm, gray and orange, fine to medium, withtrace gravel

Silty SAND (SM)Loose to firm, gray, fine to medium

Silty SAND (SM)Loose, gray, fine to coarse, with trace gravel


87443332332221210121

0398

61089

3335

231111

4455

1248

2234

TV = 1.0 ksf

TV = 4.0 ksf


ology 25m m 50



ft



Driller: Connelly Associates

Depth (ft.): 46.0

GroundWater

Elevation

1

0

-1

-2

-3

-4

-5

-6

-7

-8

-9

-10

-11

-12

-13

-14

-15


Drill Method: 3-1/4" H.S.A.

5

10

15

20

25

30

35

40

45

50

1

2

3

4

5

6

7

8

9

10

11

12

13

14

15

16

SPT

CommentsDepth

TEST BORING RECORD


0

-5

-10

-15

-20

-25

-30

-35

-40

-45

-50

ft


Boring #:




TE

ST

BO

RIN

G R

EC

OR

D W

ITH

HA

MM

ER

INF

O 5

533

GE

R S

PT

.GP

J G

EO

EN

VIR

ON

ME

NT

AL

RE

SO

UR

CE

S.G

DT

6/2

1/1

3

11

6

5

3

3

12

18

6

14

9

6

5

5 inches TOPSOILSilty SAND (SM)Loose, brown, fine to medium, with traceclaySilty SAND (SM)Very loose, orange, fine to medium, withtrace gravelSandy, Low Plasticity CLAY (CL)Soft to very soft, gray and brown

Organic High Plasticity CLAY (OH)Soft, brown

Sandy, High Plasticity CLAY (CH)Soft, brown and gray, with trace lenses oforganic material

Silty SAND (SM)Very loose to loose, gray, fine to medium

Silty SAND (SM)Firm to dense, gray, fine to coarse, withtrace gravel


35442111131121320012

1121

0211

0215

2233

4101111

4976

17162210

781011

TV = 1.4 ksf

TV = 2.0 ksf

TV = 2.0 ksf


ology 25m m 50



ft



Driller: Connelly Associates

Depth (ft.): 51.0

GroundWater

Elevation

0

-1

-2

-3

-4

-5

-6

-7

-8

-9

-10

-11

-12

-13

-14

-15


Drill Method: 3-1/4" H.S.A.

5

10

15

20

25

30

35

40

45

50

1

2

3

4

5

6

7

8

9

10

11

12

13

14

15

16

SPT

CommentsDepth

TEST BORING RECORD


0

-5

-10

-15

-20

-25

-30

-35

-40

-45

-50

ft


Boring #:




TE

ST

BO

RIN

G R

EC

OR

D W

ITH

HA

MM

ER

INF

O 5

533

GE

R S

PT

.GP

J G

EO

EN

VIR

ON

ME

NT

AL

RE

SO

UR

CE

S.G

DT

6/2

1/1

3

9

2

4

4

1

3

3

3

5

21

16

38

18

VDOT BORING LOGS

17.3

27.1

30.2

28

34

11

22

22.8

0.0 / 3.0Silty SANDLoose, brown, fine to coarse, with trace gravel SM2.0 / 1.0Clean SANDFirm, brown and gray, fine to medium SP4.0 / -1.0Silty SANDLoose, brown, fine to coarse, with trace gravel SM7.0 / -4.0Silty, Low Plasticity CLAYSoft to very soft, brown and gray CL11.0 / -8.0Slightly Silty SANDLoose, orange and tan, fine to medium SP-SM

19.0 / -16.0Clayey SANDLoose to very loose, gray and orange, fine to mediumSC

24.0 / -21.0Silty, Low Plasticity CLAYSoft, gray CL

27.0 / -24.0Sandy, High Plasticity CLAYSoft to very soft, gray CH

34.0 / -31.0Silty, High Plasticity CLAYVery soft, gray CH

39.0 / -36.0Sandy, High Plasticity CLAYVery soft, gray CH

44.0 / -41.0

PAGE 1 OF 2

10BH-01

10BH-01

FIELD DESCRIPTION OF STRATA

GROUND WATER

PAGE 1 OF 2OFFSET:LONGITUDE: 77.007000° WCOORD. DATUM: NAD 83

REMARKS: Rig Type: Track.

Copyright 2011, Commonwealth of Virginia

SP

T_L

OG

B:5

533

VD

OT

SP

T.G

PJ:

8.2.

007

:06

1810

:1/1

8/11

LAB DATA

MO

IST

UR

E C

ON

TE

NT

(%

)

PLA

ST

ICIT

Y IN

DE

X

PILL

LIQ

UID

LIM

IT

FIN

ES

CO

NT

EN

T -

#200

(%

)

SO

IL R

EC

OV

ER

Y (

%)

CO

RE

RE

CO

VE

RY

(%

)FIRST ENCOUNTERED AT 4.0 ft DEPTH

STABILIZED AT 2.0 ft AFTER 24 HOURS

DIP °

R O C K

SA

MP

LE L

EG

EN

D

S O I L

PROJECT #:LOCATION:STRUCTURE:

ELE

VA

TIO

N (

ft)

0

-5

-10

-15

-20

-25

-30

-35

-40

DE

PT

H (

ft)

SA

MP

LE IN

TE

RV

AL

RO

CK

QU

ALI

TY

DE

SIG

NA

TIO

N

ST

AN

DA

RD

PE

NE

TR

AT

ION

TE

ST

HA

MM

ER

BLO

WS

FIELD DATA

ST

RA

TA

LE

GE

ND

JOIN

TS

ST

RA

TA

2

4

6

8

10

12

14

16

18

20

22

24

26

28

30

32

34

36

38

40

42

44

STATION:LATITUDE: 38.199000° NSURFACE ELEVATION: 3.0 ft

110-5533Rte 205 over Mattox Creek

Date(s) Drilled: 12/2/10 - 12/2/10Drilling Method(s): 3" Mud RotarySPT Method: Automatic HammerOther Test(s):Driller: Fishburne DrillingLogger: GER

3

8

3

1

1

1

4

2

1

2

2

2

4

6

3

2

1

2

4

1

2

1

1

1

5

5

2

2

1

3

5

2

2

1

1

1

6

4

4

3

1

4

5

3

2

2

1

2

4

6

8

10

13

15

18

20

23

25

28

30

33

35

38

40

43

Silty, High Plasticity CLAYVery soft, gray CH

49.0 / -46.0Slightly Silty SANDLoose, gray and dark gray, fine to medium SP-SM

57.0 / -54.0Slightly Silty SAND (SP-SM)Firm, dark gray, fine to medium, with trace shellfragments SP-SMBorehole terminated at 60.0 ft below the ground surface.

PAGE 2 OF 2

10BH-01

10BH-01


GROUND WATER




SP

T_L

OG

B:5

533

VD

OT

SP

T.G

PJ:

8.2.

007

:06

1810

:1/1

8/11

LAB DATA

MO

IST

UR

E C

ON

TE

NT

(%

)

PLA

ST

ICIT

Y IN

DE

X

PILL

LIQ

UID

LIM

IT

FIN

ES

CO

NT

EN

T -

#200

(%

)

SO

IL R

EC

OV

ER

Y (

%)

CO

RE

RE

CO

VE

RY

(%


STABILIZED AT 2.0 ft AFTER 24 HOURS

DIP °

R O C K

SA

MP

LE L

EG

EN

D

S O I L


ELE

VA

TIO

N (

ft)

-45

-50

-55

DE

PT

H (

ft)

SA

MP

LE IN

TE

RV

AL

RO

CK

QU

ALI

TY

DE

SIG

NA

TIO

N

ST

AN

DA

RD

PE

NE

TR

AT

ION

TE

ST

HA

MM

ER

BLO

WS

FIELD DATA

ST

RA

TA

LE

GE

ND

JOIN

TS

ST

RA

TA

46

48

50

52

54

56

58

60




2

4

5

3

5

8

4

5

10

1

8

6

15

45

48

50

53

55

58

60

36.362 32

0.0 / 8.512 inches ASPHALT ASPH1.0 / 7.5Silty SANDLoose to very loose, brown and gray, fine to medium,with trace gravel SM

6.0 / 2.5Slightly Silty SANDLoose, brown, fine to coarse, with trace gravel SP-SM

11.0 / -2.5Silty, High Plasticity CLAYSoft, brown and gray CH

17.0 / -8.5Clean SANDLoose, brown, fine to medium, with some gravel SP

21.0 / -12.5Silty SANDLoose, brown, fine to coarse, with trace to little gravelSM

29.0 / -20.5Slightly Silty SANDLoose, gray, fine to medium, with trace clay and traceorganics SP-SM31.0 / -22.5Slightly Silty SANDLoose, gray, fine to medium SP-SM

37.0 / -28.5Slightly Silty SANDFirm, gray, fine to coarse, with little to some gravelSP-SM

41.0 / -32.5Clayey SANDVery loose to loose, gray, fine to medium SC

PAGE 1 OF 3

10BH-02

10BH-02


GROUND WATER




SP

T_L

OG

B:5

533

VD

OT

SP

T.G

PJ:

8.2.

007

:06

1810

:1/1

8/11

LAB DATA

MO

IST

UR

E C

ON

TE

NT

(%

)

PLA

ST

ICIT

Y IN

DE

X

PILL

LIQ

UID

LIM

IT

FIN

ES

CO

NT

EN

T -

#200

(%

)

SO

IL R

EC

OV

ER

Y (

%)

CO

RE

RE

CO

VE

RY

(%


DIP °

R O C K

SA

MP

LE L

EG

EN

D

S O I L


ELE

VA

TIO

N (

ft)

5

0

-5

-10

-15

-20

-25

-30

-35

DE

PT

H (

ft)

SA

MP

LE IN

TE

RV

AL

RO

CK

QU

ALI

TY

DE

SIG

NA

TIO

N

ST

AN

DA

RD

PE

NE

TR

AT

ION

TE

ST

HA

MM

ER

BLO

WS

FIELD DATA

ST

RA

TA

LE

GE

ND

JOIN

TS

ST

RA

TA

2

4

6

8

10

12

14

16

18

20

22

24

26

28

30

32

34

36

38

40

42

44




4

2

5

3

1

3

3

2

2

6

2

3

2

4

2

1

2

4

1

2

7

2

14

3

2

4

4

2

4

5

7

3

10

2

9

2

4

6

4

7

5

5

8

3

10

2

4

6

8

10

13

15

18

20

23

25

28

30

33

35

38

40

43

36.1

43.850 19

29.4

51.0 / -42.5Slightly Silty SANDFirm, gray, fine to medium SP-SM

54.0 / -45.5Slightly Silty SANDFirm, dark gray, fine to medium, with trace gravelSP-SM57.0 / -48.5Silty SANDFirm, dark gray, fine to medium, with trace shellfragments SM

71.0 / -62.5Sandy, High Plasticity SILTVery stiff, dark gray, with trace shell fragments MH

77.0 / -68.5Silty SANDFirm, dark gray, fine to medium, with trace shellfragments SM

PAGE 2 OF 3

10BH-02

10BH-02


GROUND WATER




SP

T_L

OG

B:5

533

VD

OT

SP

T.G

PJ:

8.2.

007

:06

1810

:1/1

8/11

LAB DATA

MO

IST

UR

E C

ON

TE

NT

(%

)

PLA

ST

ICIT

Y IN

DE

X

PILL

LIQ

UID

LIM

IT

FIN

ES

CO

NT

EN

T -

#200

(%

)

SO

IL R

EC

OV

ER

Y (

%)

CO

RE

RE

CO

VE

RY

(%


DIP °

R O C K

SA

MP

LE L

EG

EN

D

S O I L


ELE

VA

TIO

N (

ft)

-40

-45

-50

-55

-60

-65

-70

-75

-80

DE

PT

H (

ft)

SA

MP

LE IN

TE

RV

AL

RO

CK

QU

ALI

TY

DE

SIG

NA

TIO

N

ST

AN

DA

RD

PE

NE

TR

AT

ION

TE

ST

HA

MM

ER

BLO

WS

FIELD DATA

ST

RA

TA

LE

GE

ND

JOIN

TS

ST

RA

TA

46

48

50

52

54

56

58

60

62

64

66

68

70

72

74

76

78

80

82

84

86

88

90




5

5

4

4

11

9

8

7

7

5

8

6

6

13

11

11

9

10

3

6

10

9

15

14

13

12

12

3

4

16

14

12

19

17

14

17

45

48

50

53

55

58

60

63

65

68

70

73

75

78

80

83

85

88

Borehole terminated at 100.0 ft below the ground surface.

PAGE 3 OF 3

10BH-02

10BH-02


GROUND WATER




SP

T_L

OG

B:5

533

VD

OT

SP

T.G

PJ:

8.2.

007

:06

1810

:1/1

8/11

LAB DATA

MO

IST

UR

E C

ON

TE

NT

(%

)

PLA

ST

ICIT

Y IN

DE

X

PILL

LIQ

UID

LIM

IT

FIN

ES

CO

NT

EN

T -

#200

(%

)

SO

IL R

EC

OV

ER

Y (

%)

CO

RE

RE

CO

VE

RY

(%


DIP °

R O C K

SA

MP

LE L

EG

EN

D

S O I L


ELE

VA

TIO

N (

ft)

-85

-90

DE

PT

H (

ft)

SA

MP

LE IN

TE

RV

AL

RO

CK

QU

ALI

TY

DE

SIG

NA

TIO

N

ST

AN

DA

RD

PE

NE

TR

AT

ION

TE

ST

HA

MM

ER

BLO

WS

FIELD DATA

ST

RA

TA

LE

GE

ND

JOIN

TS

ST

RA

TA

92

94

96

98

100




8

7

8

11

11

14

12

13

15

90

93

95

98

100

22.4

46.1

13.4

28.3

0.0 / -16.6Silty SANDVery loose, dark gray, fine to coarse, with trace shellfragments SM

7.0 / -23.6Silty SANDVery loose to loose, gray, fine to medium SM

17.0 / -33.6Silty SANDFirm, gray, fine to coarse, with trace shell fragments SM

21.0 / -37.6Sandy, High Plasticity CLAYVery soft, light gray CH

27.0 / -43.6Clean SANDLoose, gray, fine to medium SP

31.0 / -47.6Silty SANDFirm, dark gray, fine to medium, with trace shellfragments SM

PAGE 1 OF 3

10BH-03

10BH-03


GROUND WATER




SP

T_L

OG

B:5

533

VD

OT

SP

T.G

PJ:

8.2.

007

:06

1810

:1/1

8/11

LAB DATA

MO

IST

UR

E C

ON

TE

NT

(%

)

PLA

ST

ICIT

Y IN

DE

X

PILL

LIQ

UID

LIM

IT

FIN

ES

CO

NT

EN

T -

#200

(%

)

SO

IL R

EC

OV

ER

Y (

%)

CO

RE

RE

CO

VE

RY

(%


DIP °

R O C K

SA

MP

LE L

EG

EN

D

S O I L


ELE

VA

TIO

N (

ft)

-20

-25

-30

-35

-40

-45

-50

-55

-60

DE

PT

H (

ft)

SA

MP

LE IN

TE

RV

AL

RO

CK

QU

ALI

TY

DE

SIG

NA

TIO

N

ST

AN

DA

RD

PE

NE

TR

AT

ION

TE

ST

HA

MM

ER

BLO

WS

FIELD DATA

ST

RA

TA

LE

GE

ND

JOIN

TS

ST

RA

TA

2

4

6

8

10

12

14

16

18

20

22

24

26

28

30

32

34

36

38

40

42

44

STATION:LATITUDE: 38.199200° NSURFACE ELEVATION: -16.6 ft



1

3

5

5

1

2

7

4

8

1

2

3

9

1

4

6

5

8

1

1

3

11

1

4

5

8

11

1

1

2

11

2

5

9

13

4

6

8

10

13

15

18

20

23

25

28

30

33

35

38

40

43

30.9 36.7

PAGE 2 OF 3

10BH-03

10BH-03


GROUND WATER




SP

T_L

OG

B:5

533

VD

OT

SP

T.G

PJ:

8.2.

007

:06

1810

:1/1

8/11

LAB DATA

MO

IST

UR

E C

ON

TE

NT

(%

)

PLA

ST

ICIT

Y IN

DE

X

PILL

LIQ

UID

LIM

IT

FIN

ES

CO

NT

EN

T -

#200

(%

)

SO

IL R

EC

OV

ER

Y (

%)

CO

RE

RE

CO

VE

RY

(%


DIP °

R O C K

SA

MP

LE L

EG

EN

D

S O I L


ELE

VA

TIO

N (

ft)

-65

-70

-75

-80

-85

-90

-95

-100

-105

DE

PT

H (

ft)

SA

MP

LE IN

TE

RV

AL

RO

CK

QU

ALI

TY

DE

SIG

NA

TIO

N

ST

AN

DA

RD

PE

NE

TR

AT

ION

TE

ST

HA

MM

ER

BLO

WS

FIELD DATA

ST

RA

TA

LE

GE

ND

JOIN

TS

ST

RA

TA

46

48

50

52

54

56

58

60

62

64

66

68

70

72

74

76

78

80

82

84

86

88

90




7

7

10

17

8

7

8

7

7

9

9

12

15

8

8

9

8

7

14

11

13

17

12

12

9

14

10

14

15

16

18

17

12

13

12

14

45

48

50

53

55

58

60

63

65

68

70

73

75

78

80

83

85

88


PAGE 3 OF 3

10BH-03

10BH-03


GROUND WATER




SP

T_L

OG

B:5

533

VD

OT

SP

T.G

PJ:

8.2.

007

:06

1810

:1/1

8/11

LAB DATA

MO

IST

UR

E C

ON

TE

NT

(%

)

PLA

ST

ICIT

Y IN

DE

X

PILL

LIQ

UID

LIM

IT

FIN

ES

CO

NT

EN

T -

#200

(%

)

SO

IL R

EC

OV

ER

Y (

%)

CO

RE

RE

CO

VE

RY

(%


DIP °

R O C K

SA

MP

LE L

EG

EN

D

S O I L


ELE

VA

TIO

N (

ft)

-110

-115

DE

PT

H (

ft)

SA

MP

LE IN

TE

RV

AL

RO

CK

QU

ALI

TY

DE

SIG

NA

TIO

N

ST

AN

DA

RD

PE

NE

TR

AT

ION

TE

ST

HA

MM

ER

BLO

WS

FIELD DATA

ST

RA

TA

LE

GE

ND

JOIN

TS

ST

RA

TA

92

94

96

98

100




8

12

8

12

12

16

14

13

14

90

93

95

98

100

970

105.3

145.3

22.3

167

162

56

79

41.0

0.0 / 8.518 inches ASPHALT ASPH1.5 / 7.0Silty SANDFirm to loose, gray, fine to coarse, with trace to somegravel SM

8.0 / 0.5Silty SANDLoose, gray, fine to coarse, with trace gravel SM

11.0 / -2.5Clayey SANDVery loose, dark gray, fine to medium, with tracegravel SC

17.0 / -8.5Organic High Plasticity CLAYSoft to very soft, gray, with trace gravel OH

27.0 / -18.5Slightly Silty SANDLoose, gray, fine to medium SP-SM

31.0 / -22.5Silty SANDVery loose, gray, fine to coarse, with trace clay andtrace gravel SM

37.0 / -28.5Silty SANDVery loose to firm, gray, fine to coarse, with tracegravel SM

PAGE 1 OF 3

10BH-04

10BH-04


GROUND WATER




SP

T_L

OG

AB

:553

3 V

DO

T S

PT

.GP

J:8.

30.0

02:0

6181

0:6/

21/

13

UN

DR

. SH

EA

R S

TR

EN

GT

H (

psf)

LAB DATA

MO

IST

UR

E C

ON

TE

NT

(%

)

PLA

ST

ICIT

Y IN

DE

X

PILL

LIQ

UID

LIM

IT

FIN

ES

CO

NT

EN

T -

#200

(%

)

SO

IL R

EC

OV

ER

Y (

%)

CO

RE

RE

CO

VE

RY

(%

)

FIRST ENCOUNTERED AT 12.0 ft DEPTH

DIP °

R O C K

SA

MP

LE L

EG

EN

D

S O I L


ELE

VA

TIO

N (

ft)

5

0

-5

-10

-15

-20

-25

-30

-35

DE

PT

H (

ft)

SA

MP

LE IN

TE

RV

AL

RO

CK

QU

ALI

TY

DE

SIG

NA

TIO

N

ST

AN

DA

RD

PE

NE

TR

AT

ION

TE

ST

HA

MM

ER

BLO

WS

FIELD DATA

ST

RA

TA

LE

GE

ND

JOIN

TS

ST

RA

TA

2

4

6

8

10

12

14

16

18

20

22

24

26

28

30

32

34

36

38

40

42

44




7

9

4

1

2

2

1

4

5

2

4

7

5

3

2

1

2

1

5

2

1

6

6

4

3

4

2

2

1

4

1

2

6

7

5

4

4

6

3

2

3

6

2

2

2

4

6

8

10

13

15

18

20

21

23

25

28

30

33

35

38

40

43

35.6 44.6

54.0 / -45.5Silty SANDFirm, dark gray, fine to medium SM

PAGE 2 OF 3

10BH-04

10BH-04


GROUND WATER




SP

T_L

OG

AB

:553

3 V

DO

T S

PT

.GP

J:8.

30.0

02:0

6181

0:6/

21/

13

UN

DR

. SH

EA

R S

TR

EN

GT

H (

psf)

LAB DATA

MO

IST

UR

E C

ON

TE

NT

(%

)

PLA

ST

ICIT

Y IN

DE

X

PILL

LIQ

UID

LIM

IT

FIN

ES

CO

NT

EN

T -

#200

(%

)

SO

IL R

EC

OV

ER

Y (

%)

CO

RE

RE

CO

VE

RY

(%

)


DIP °

R O C K

SA

MP

LE L

EG

EN

D

S O I L


ELE

VA

TIO

N (

ft)

-40

-45

-50

-55

-60

-65

-70

-75

-80

DE

PT

H (

ft)

SA

MP

LE IN

TE

RV

AL

RO

CK

QU

ALI

TY

DE

SIG

NA

TIO

N

ST

AN

DA

RD

PE

NE

TR

AT

ION

TE

ST

HA

MM

ER

BLO

WS

FIELD DATA

ST

RA

TA

LE

GE

ND

JOIN

TS

ST

RA

TA

46

48

50

52

54

56

58

60

62

64

66

68

70

72

74

76

78

80

82

84

86

88

90




5

10

5

9

7

8

9

9

8

4

5

7

12

10

9

12

12

8

4

4

13

18

16

14

13

17

11

5

4

7

19

25

21

15

15

18

45

48

50

53

55

58

60

63

65

68

70

73

75

78

80

83

85

88

Borehole terminated at 100.0 ft below the groundsurface.

PAGE 3 OF 3

10BH-04

10BH-04


GROUND WATER




SP

T_L

OG

AB

:553

3 V

DO

T S

PT

.GP

J:8.

30.0

02:0

6181

0:6/

21/

13

UN

DR

. SH

EA

R S

TR

EN

GT

H (

psf)

LAB DATA

MO

IST

UR

E C

ON

TE

NT

(%

)

PLA

ST

ICIT

Y IN

DE

X

PILL

LIQ

UID

LIM

IT

FIN

ES

CO

NT

EN

T -

#200

(%

)

SO

IL R

EC

OV

ER

Y (

%)

CO

RE

RE

CO

VE

RY

(%

)


DIP °

R O C K

SA

MP

LE L

EG

EN

D

S O I L


ELE

VA

TIO

N (

ft)

-85

-90

DE

PT

H (

ft)

SA

MP

LE IN

TE

RV

AL

RO

CK

QU

ALI

TY

DE

SIG

NA

TIO

N

ST

AN

DA

RD

PE

NE

TR

AT

ION

TE

ST

HA

MM

ER

BLO

WS

FIELD DATA

ST

RA

TA

LE

GE

ND

JOIN

TS

ST

RA

TA

92

94

96

98

100




9

8

9

10

12

13

14

16

17

90

93

95

98

100

13.8

16.4

93.3

26

146

10

67

18.4

0.0 / 5.012 inches ASPHALT ASPH1.0 / 4.0Clayey SANDLoose, gray and brown, fine to coarse, with trace gravelSC2.0 / 3.0Silty SANDLoose to very loose, gray and brown, fine to coarse SM6.0 / -1.0Sandy, Low Plasticity CLAYVery soft, gray and brown CL9.0 / -4.0Silty SANDVery loose to firm, gray and brown, fine to coarse SM13.0 / -8.0Silty, High Plasticity CLAYStiff, dark gray, with little to some wood fragements CH14.0 / -9.0Silty SANDFirm to very loose, gray, fine to coarse SM17.0 / -12.0Organic High Plasticity CLAYSoft, dark gray OH21.0 / -16.0Silty, High Plasticity CLAYVery soft to firm, dark gray CH

29.0 / -24.0Clean SANDFirm, gray fine to medium SP31.0 / -26.0Silty SANDFirm, gray, fine to coarse, with some gravel and trace claySM


PAGE 1 OF 1

10BH-05

10BH-05


GROUND WATER




SP

T_L

OG

B:5

533

VD

OT

SP

T.G

PJ:

8.30

.002

:061

810:

6/2

1/13

LAB DATA

MO

IST

UR

E C

ON

TE

NT

(%

)

PLA

ST

ICIT

Y IN

DE

X

PILL

LIQ

UID

LIM

IT

FIN

ES

CO

NT

EN

T -

#200

(%

)

SO

IL R

EC

OV

ER

Y (

%)

CO

RE

RE

CO

VE

RY

(%


DIP °

R O C K

SA

MP

LE L

EG

EN

D

S O I L


ELE

VA

TIO

N (

ft)

0

-5

-10

-15

-20

-25

-30

-35

DE

PT

H (

ft)

SA

MP

LE IN

TE

RV

AL

RO

CK

QU

ALI

TY

DE

SIG

NA

TIO

N

ST

AN

DA

RD

PE

NE

TR

AT

ION

TE

ST

HA

MM

ER

BLO

WS

FIELD DATA

ST

RA

TA

LE

GE

ND

JOIN

TS

ST

RA

TA

2

4

6

8

10

12

14

16

18

20

22

24

26

28

30

32

34

36

38

40




3

2

1

0

8

2

1

2

17

11

3

1

1

1

4

2

1

3

15

8

6

3

2

1

1

8

2

1

6

14

8

3

2

1

2

8

11

2

1

6

10

6

2

4

6

8

10

13

15

18

20

23

25

28

30

33

35

38

40

0.0 / 4.012 inches ASPHALTWith Crushed Stone ASPH1.0 / 3.0Silty SANDFirm, brown, fine to medium, with trace gravel SM2.0 / 2.0Silty SANDLoose, orange, fine to medium, with trace gravel and trace claySM6.0 / -2.0Silty SANDVery loose, gray and brown, fine to medium, with trace clay SM8.0 / -4.0Sandy, High Plasticity CLAYSoft, brown and gray CH15.0 / -11.0Silty SANDFirm, gray, fine to medium, with trace gravel SM17.0 / -13.0Clayey SANDFirm, gray and orange, fine to medium, with trace gravel SC20.0 / -16.0Silty SANDLoose to firm, gray, fine to medium SM

40.0 / -36.0Silty SANDLoose, gray, fine to coarse, with trace gravel SM


90

85

50

55

100

100

100

0

46

70

34

100

PAGE 1 OF 1

13BH-06

13BH-06


GROUND WATER




SP

T_L

OG

:553

3 V

DO

T S

PT

.GP

J:8.

30.0

02:0

6181

0:6/

21/

13

LAB DATA

MO

IST

UR

E C

ON

TE

NT

(%

)

PLA

ST

ICIT

Y IN

DE

X

PILL

LIQ

UID

LIM

IT

SO

IL R

EC

OV

ER

Y (

%)

CO

RE

RE

CO

VE

RY

(%


DIP °

R O C K

SA

MP

LE L

EG

EN

D

S O I L


ELE

VA

TIO

N (

ft)

0

-5

-10

-15

-20

-25

-30

-35

-40

DE

PT

H (

ft)

SA

MP

LE IN

TE

RV

AL

RO

CK

QU

ALI

TY

DE

SIG

NA

TIO

N

ST

AN

DA

RD

PE

NE

TR

AT

ION

TE

ST

HA

MM

ER

BLO

WS

FIELD DATA

ST

RA

TA

LE

GE

ND

JOIN

TS

ST

RA

TA

2

4

6

8

10

12

14

16

18

20

22

24

26

28

30

32

34

36

38

40

42

44

46



Date(s) Drilled: 4/23/13 - 4/23/13Drilling Method(s): 3 1/4 " H.S.A.SPT Method: Automatic HammerOther Test(s):Driller: Connelly AssociatesLogger: GER

8

3

3

2

0

0

6

3

2

4

1

2

7

3

3

1

1

3

10

3

3

4

2

2

4

3

2

2

2

9

8

3

11

5

4

3

4

2

2

1

1

8

9

5

11

5

8

4

2

4

6

8

10

14

16

19

21

24

26

29

31

34

36

39

41

44

46

0.0 / 3.55 inches TOPSOIL TOPS0.42 / 3.08Silty SANDLoose, brown, fine to medium, with trace clay SM2.0 / 1.5Silty SANDVery loose, orange, fine to medium, with trace gravel SM6.0 / -2.5Sandy, Low Plasticity CLAYSoft to very soft, gray and brown CL

13.0 / -9.5Organic High Plasticity CLAYSoft, brown OH

17.0 / -13.5Sandy, High Plasticity CLAYSoft, brown and gray, with trace lenses of organic material CH

25.0 / -21.5Silty SANDVery loose to loose, gray, fine to medium SM

33.0 / -29.5Silty SANDFirm to dense, gray, fine to coarse, with trace gravel SM


60

29

25

55

50

100

90

100

100

100

100

100

25

PAGE 1 OF 1

13BH-07

13BH-07


GROUND WATER




SP

T_L

OG

:553

3 V

DO

T S

PT

.GP

J:8.

30.0

02:0

6181

0:6/

21/

13

LAB DATA

MO

IST

UR

E C

ON

TE

NT

(%

)

PLA

ST

ICIT

Y IN

DE

X

PILL

LIQ

UID

LIM

IT

SO

IL R

EC

OV

ER

Y (

%)

CO

RE

RE

CO

VE

RY

(%


DIP °

R O C K

SA

MP

LE L

EG

EN

D

S O I L


ELE

VA

TIO

N (

ft)

0

-5

-10

-15

-20

-25

-30

-35

-40

-45

DE

PT

H (

ft)

SA

MP

LE IN

TE

RV

AL

RO

CK

QU

ALI

TY

DE

SIG

NA

TIO

N

ST

AN

DA

RD

PE

NE

TR

AT

ION

TE

ST

HA

MM

ER

BLO

WS

FIELD DATA

ST

RA

TA

LE

GE

ND

JOIN

TS

ST

RA

TA

2

4

6

8

10

12

14

16

18

20

22

24

26

28

30

32

34

36

38

40

42

44

46

48

50



Date(s) Drilled: 4/23/13 - 4/23/13Drilling Method(s): 3 1/4 " H.S.A.SPT Method: Automatic HammerOther Test(s):Driller: Connelly AssociatesLogger: GER

3

2

1

2

0

1

0

0

2

4

4

17

7

5

1

3

1

0

1

2

2

2

10

9

16

8

4

1

1

3

1

2

1

1

3

11

7

22

10

4

1

1

2

2

1

1

5

3

11

6

10

11

2

4

6

8

10

14

16

19

21

24

26

29

31

34

36

39

41

44

46

49

51

CPTu SOUNDINGS

References: ASTM D 5778, “Standard Test Method for Performing Electronic FrictionCone and Piezocone Penetration Testing of Soils,” Annual Book of ASTMStandards, Vol. 04.08, American Society for Testing and Materials, January 1996.

Lunne, T., Robertson, P.K., and Powell, J.J.M., “Cone Penetration Testing in Geotechnical Practice,” Spoon Press, 1997.

Riaund, J. L. and Miran, J., “The Cone Penetrometer Test,” Publication No.FHWA-SA-91-043, Final Report, U.S. Department of Transportation, Federal Highway Administration, February 1992.

Contractor: ConeTec, Inc.

Procedures: The CPT is a profiling tool described in ASTM D 5778 and various other publications.No physical soil sampling is conducted during the test. A compression modelelectronic piezocone penetrometer with a 15 cm2 tip and a 225 cm2 friction sleevewas used. The cone is designed with an equal end area friction sleeve and a tip endarea ratio of 0.8. Prior to testing, the cone internal force transducers were calibratedin a laboratory. At the beginning of each sounding, the cone was outfitted with avacuum-saturated, 6 mm thick porous plastic pore pressure element that is locatedimmediately behind the tip (the u2 location). The cone was advanced using a 15-tonhydraulic ramset mounted in a 25-ton truck or on a 20-ton tracked vehicle. As thecone was advanced into the ground, tip resistance (qc), sleeve friction (fs) anddynamic pore water pressure (u) were recorded every 2.5 centimeters(approximately every one inch).

Limitations: The enclosed testing records represent an interpretation of the subsurface conditionsencountered at the specific testing locations at the time explorations were made. It ispossible that subsurface conditions between testing locations will be different fromthose indicated. Strata contacts and surface elevations, if shown, shall be consideredapproximate and are referenced to project datum shown on the plans or described inthe geotechnical report unless noted otherwise.

GER

CPT SOIL BEHAVIOR TYPE (SBT)

GER

Soil behavior type is the classificationof the soil based on its behavior andnot necessarily the actual soil type.

Notes

KEY TO SBT COLORS SHOWN ON CPT LOGS

0 50 100 150 200 2500

10

20

30

40

50

60

70

80

90

100

qt (tsf)

Dep

th (f

eet)

0.0 1.0 2.0 3.0

fs (tsf)

0.0 2.0 4.0 6.0

Rf (%)

0 500 10000

u (ft)

0 3 6 9

SBTn

GERJob No: 10-989Date: 12:09:10 10:56Site: Rte. 205 Bridge

Sounding: 10CP-01Cone: 214:T1500F15U500

Max Depth: 29.000 m / 95.14 ftDepth Inc: 0.050 m / 0.164 ftAvg Int: Every Point

File: 989CP01A.CORUnit Wt: SBT Chart Soil Zones

SBT: Lunne, Robertson and Powell, 1997Page No: 1 of 1

SandsUndefinedSandsGravelly Sand to SandClaysSand Mixtures

Sands

Gravelly Sand to Sand

Sands

Sand MixturesSandsSandsSand Mixtures

SandsSand MixturesSand MixturesSand MixturesSand MixturesSilt MixturesClaysSilt MixturesSilt MixturesSand MixturesSand MixturesSandsSand MixturesSandsSand MixturesSand MixturesSilt MixturesSand MixturesSand MixturesSilt MixturesSand Mixtures

Sand MixturesSilt MixturesSilt MixturesSilt MixturesSilt Mixtures

Silt MixturesSand MixturesSand MixturesSilt MixturesSilt MixturesSand Mixtures

Sand MixturesSilt MixturesSand MixturesSilt MixturesSand MixturesSilt MixturesSand MixturesSilt MixturesSilt MixturesSilt Mixtures

Refusal Refusal Refusal Refusal

0 50 100 150 200 2500

10

20

30

40

50

60

70

80

90

100

qt (tsf)

Dep

th (f

eet)

0.0 1.0 2.0 3.0

fs (tsf)

0.0 2.0 4.0 6.0

Rf (%)

0 500 10000

u (ft)

0 3 6 9

SBTn




File: 989CP02.CORUnit Wt: SBT Chart Soil Zones


UndefinedGravelly Sand to SandGravelly Sand to SandSandsGravelly Sand to SandSilt MixturesSandsSandsSandsGravelly Sand to SandSands

SandsSand MixturesSand MixturesSand MixturesSand MixturesSandsSandsSand MixturesSand Mixtures

Sand Mixtures

Silt Mixtures

Silt MixturesSilt MixturesSand MixturesSilt MixturesSilt Mixtures

Sand Mixtures

Silt MixturesSand Mixtures

Sand MixturesSilt Mixtures

Sand MixturesUndefined


Casing Casing Casing Casing

0 50 100 150 200 2500

10

20

30

40

50

60

70

80

90

100

qt (tsf)

Dep

th (f

eet)

0.0 1.0 2.0 3.0

fs (tsf)

0.0 2.0 4.0 6.0

Rf (%)

0 500 10000

u (ft)

0 3 6 9

SBTn






Undefined

SandsGravelly Sand to SandSand MixturesSandsSandsUndefinedSand MixturesUndefined

SandsSand MixturesGravelly Sand to SandGravelly Sand to Sand

Sands

Sand MixturesSand MixturesSilt MixturesSand MixturesSilt MixturesSand MixturesSilt MixturesSand MixturesSilt Mixtures

Sand Mixtures

Silt MixturesSilt MixturesSand Mixtures

Sand MixturesSilt MixturesSand Mixtures

Sand Mixtures

Silt Mixtures

Sand MixturesSilt MixturesUndefined


Casing Casing Casing Casing

0 50 100 150 200 2500

10

20

30

40

50

60

70

80

90

100

qt (tsf)

Dep

th (f

eet)

0.0 1.0 2.0 3.0

fs (tsf)

0.0 2.0 4.0 6.0

Rf (%)

0 500 10000

u (ft)

0 3 6 9

SBTn


Sounding: 10CP-04bCone: 304:T1500F15U500


File: 989CP04B.CORUnit Wt: SBT Chart Soil Zones


UndefinedUndefinedSandsSilt MixturesSand MixturesClaysClaysClaysSilt MixturesClaysSandsSilt Mixtures

Clays

Sand MixturesClaysSilt MixturesSandsSandsSand MixturesSandsSandsSand MixturesSilt MixturesSandsSandsSandsSilt MixturesSand MixturesClaysSandsSand MixturesSandsSand Mixtures

Silt Mixtures

Sand MixturesSand MixturesSand MixturesSilt MixturesSand MixturesSilt MixturesSand MixturesSilt MixturesSilt MixturesSand MixturesSand MixturesSand MixturesSilt Mixtures

Sand MixturesSand Mixtures

Silt Mixtures

Sand MixturesSilt MixturesUndefined


Core Core Core Core

0 50 100 150 200 2500

10

20

30

40

50

60

70

80

90

100

qt (tsf)

Dep

th (f

eet)

0.0 1.0 2.0 3.0

fs (tsf)

0.0 2.0 4.0 6.0

Rf (%)

0 500 10000

u (ft)

0 3 6 9

SBTn






UndefinedSandsClays

Sands

Sand MixturesSandsGravelly Sand to SandSandsGravelly Sand to SandSilt MixturesSand MixturesSand Mixtures

Silt Mixtures

ClaysSilt MixturesSand MixturesSilt MixturesSand MixturesSand MixturesSilt MixturesSandsClaysSilt MixturesSandsClaysSilt Mixtures

VDOT SOUNDING LOGS

SA

ND

TO

CLA

YE

Y S

AN

D

PAGE 1 OF 2

PROJECT #:

LOCATION: PAGE 1 OF 210CP-01

10CP-01

STATION:LATITUDE: 38.198600° NSURFACE ELEVATION: 4.0

OFFSET:LONGITUDE: 77.007200° WCOORD. DATUM: NAD 83

CONE TYPE: Piez.DRILLER: ConeTec

CLA

YE

Y S

ILT

TO

SIL

TY

CLA

Y

GR

AV

ELL

Y S

AN

D T

O S

AN

D

* Campanella and Robertson (1983) Friction Ratio correlation

SOIL BEHAVIOR TYPE

OR

GA

NIC

MA

TE

RIA

L

ELE

VA

TIO

N (

ft)

0

-5

-10

-15

-20

-25

-30

-35

-40

-45

SA

ND

Y S

ILT

TO

CLA

YE

Y S

ILT

GROUNDWATER: 3 ft depth

2

4

6

8

10

12

14

16

18

20

22

24

26

28

30

32

34

36

38

40

42

44

46

48

50

LOGGER: GER

SA

ND

CONE SIZE: 15 sq. cmCONE ID No.:

SA

ND

TO

SIL

TY

SA

ND

CLA

Y

SIL

TY

CLA

Y T

O C

LAY

DATE(S) DRILLED:

SE

NS

ITIV

E F

INE

GR

AIN

ED

VE

RY

ST

IFF

FIN

E G

RA

INE

D

CONE PENETROMETER TEST LOG

*

SIL

TY

SA

ND

TO

SA

ND

Y S

ILT

DE

PT

H (

ft)1110-5533

Rte 205 over Mattox Creek

BENCHMARK LOCATION:

12/9/10 - 12/9/10

REMARKS:

PORE PRESSUREu2

(tsf)

FRICTIONfs

(tsf)

CONE RESISTANCEqt

(tsf)

15

00

60600

00

0.88


CP

T_L

OG

:553

3 V

DO

T C

PT

.GP

J:8.

2.00

7:06

181

0:1

/18/

11

SA

ND

TO

CLA

YE

Y S

AN

D

PAGE 2 OF 2

PROJECT #:


10CP-01




CLA

YE

Y S

ILT

TO

SIL

TY

CLA

Y

GR

AV

ELL

Y S

AN

D T

O S

AN

D


SOIL BEHAVIOR TYPE

OR

GA

NIC

MA

TE

RIA

L

ELE

VA

TIO

N (

ft)

-50

-55

-60

-65

-70

-75

-80

-85

-90

SA

ND

Y S

ILT

TO

CLA

YE

Y S

ILT


52

54

56

58

60

62

64

66

68

70

72

74

76

78

80

82

84

86

88

90

92

94

LOGGER: GER

SA

ND


SA

ND

TO

SIL

TY

SA

ND

CLA

Y

SIL

TY

CLA

Y T

O C

LAY

DATE(S) DRILLED:

SE

NS

ITIV

E F

INE

GR

AIN

ED

VE

RY

ST

IFF

FIN

E G

RA

INE

D


*

SIL

TY

SA

ND

TO

SA

ND

Y S

ILT

DE

PT

H (

ft)1110-5533


BENCHMARK LOCATION:

12/9/10 - 12/9/10

REMARKS:

PORE PRESSUREu2

(tsf)

FRICTIONfs

(tsf)

CONE RESISTANCEqt

(tsf)

15

00

60600

00

0.88


CP

T_L

OG

:553

3 V

DO

T C

PT

.GP

J:8.

2.00

7:06

181

0:1

/18/

11

SA

ND

TO

CLA

YE

Y S

AN

D

PAGE 1 OF 2

PROJECT #:


10CP-02

STATION:LATITUDE: 38.199200° NSURFACE ELEVATION: -14.55



CLA

YE

Y S

ILT

TO

SIL

TY

CLA

Y

GR

AV

ELL

Y S

AN

D T

O S

AN

D


SOIL BEHAVIOR TYPE

OR

GA

NIC

MA

TE

RIA

L

ELE

VA

TIO

N (

ft)

-15

-20

-25

-30

-35

-40

-45

-50

-55

-60

SA

ND

Y S

ILT

TO

CLA

YE

Y S

ILT


2

4

6

8

10

12

14

16

18

20

22

24

26

28

30

32

34

36

38

40

42

44

46

48

50

LOGGER: GER

SA

ND


SA

ND

TO

SIL

TY

SA

ND

CLA

Y

SIL

TY

CLA

Y T

O C

LAY

DATE(S) DRILLED:

SE

NS

ITIV

E F

INE

GR

AIN

ED

VE

RY

ST

IFF

FIN

E G

RA

INE

D


*

SIL

TY

SA

ND

TO

SA

ND

Y S

ILT

DE

PT

H (

ft)1110-5533


BENCHMARK LOCATION:

11/30/10 - 11/30/10

REMARKS:

PORE PRESSUREu2

(tsf)

FRICTIONfs

(tsf)

CONE RESISTANCEqt

(tsf)

15

00

60600

00

0.88


CP

T_L

OG

:553

3 V

DO

T C

PT

.GP

J:8.

2.00

7:06

181

0:1

/18/

11

SA

ND

TO

CLA

YE

Y S

AN

D

PAGE 2 OF 2

PROJECT #:


10CP-02




CLA

YE

Y S

ILT

TO

SIL

TY

CLA

Y

GR

AV

ELL

Y S

AN

D T

O S

AN

D


SOIL BEHAVIOR TYPE

OR

GA

NIC

MA

TE

RIA

L

ELE

VA

TIO

N (

ft)

-65

-70

-75

-80

-85

-90

SA

ND

Y S

ILT

TO

CLA

YE

Y S

ILT


52

54

56

58

60

62

64

66

68

70

72

74

76

78

80

LOGGER: GER

SA

ND


SA

ND

TO

SIL

TY

SA

ND

CLA

Y

SIL

TY

CLA

Y T

O C

LAY

DATE(S) DRILLED:

SE

NS

ITIV

E F

INE

GR

AIN

ED

VE

RY

ST

IFF

FIN

E G

RA

INE

D


*

SIL

TY

SA

ND

TO

SA

ND

Y S

ILT

DE

PT

H (

ft)1110-5533


BENCHMARK LOCATION:

11/30/10 - 11/30/10

REMARKS:

PORE PRESSUREu2

(tsf)

FRICTIONfs

(tsf)

CONE RESISTANCEqt

(tsf)

15

00

60600

00

0.88


CP

T_L

OG

:553

3 V

DO

T C

PT

.GP

J:8.

2.00

7:06

181

0:1

/18/

11

SA

ND

TO

CLA

YE

Y S

AN

D

PAGE 1 OF 2

PROJECT #:


10CP-03




CLA

YE

Y S

ILT

TO

SIL

TY

CLA

Y

GR

AV

ELL

Y S

AN

D T

O S

AN

D


SOIL BEHAVIOR TYPE

OR

GA

NIC

MA

TE

RIA

L

ELE

VA

TIO

N (

ft)

-15

-20

-25

-30

-35

-40

-45

-50

-55

-60

SA

ND

Y S

ILT

TO

CLA

YE

Y S

ILT


2

4

6

8

10

12

14

16

18

20

22

24

26

28

30

32

34

36

38

40

42

44

46

48

50

LOGGER: GER

SA

ND


SA

ND

TO

SIL

TY

SA

ND

CLA

Y

SIL

TY

CLA

Y T

O C

LAY

DATE(S) DRILLED:

SE

NS

ITIV

E F

INE

GR

AIN

ED

VE

RY

ST

IFF

FIN

E G

RA

INE

D


*

SIL

TY

SA

ND

TO

SA

ND

Y S

ILT

DE

PT

H (

ft)1110-5533


BENCHMARK LOCATION:

11/30/10 - 11/30/10

REMARKS:

PORE PRESSUREu2

(tsf)

FRICTIONfs

(tsf)

CONE RESISTANCEqt

(tsf)

15

00

60600

00

0.88


CP

T_L

OG

:553

3 V

DO

T C

PT

.GP

J:8.

2.00

7:06

181

0:1

/18/

11

SA

ND

TO

CLA

YE

Y S

AN

D

PAGE 2 OF 2

PROJECT #:


10CP-03




CLA

YE

Y S

ILT

TO

SIL

TY

CLA

Y

GR

AV

ELL

Y S

AN

D T

O S

AN

D


SOIL BEHAVIOR TYPE

OR

GA

NIC

MA

TE

RIA

L

ELE

VA

TIO

N (

ft)

-65

-70

-75

-80

-85

-90S

AN

DY

SIL

T T

O C

LAY

EY

SIL

T


52

54

56

58

60

62

64

66

68

70

72

74

76

78

LOGGER: GER

SA

ND


SA

ND

TO

SIL

TY

SA

ND

CLA

Y

SIL

TY

CLA

Y T

O C

LAY

DATE(S) DRILLED:

SE

NS

ITIV

E F

INE

GR

AIN

ED

VE

RY

ST

IFF

FIN

E G

RA

INE

D


*

SIL

TY

SA

ND

TO

SA

ND

Y S

ILT

DE

PT

H (

ft)1110-5533


BENCHMARK LOCATION:

11/30/10 - 11/30/10

REMARKS:

PORE PRESSUREu2

(tsf)

FRICTIONfs

(tsf)

CONE RESISTANCEqt

(tsf)

15

00

60600

00

0.88


CP

T_L

OG

:553

3 V

DO

T C

PT

.GP

J:8.

2.00

7:06

181

0:1

/18/

11

SA

ND

TO

CLA

YE

Y S

AN

D

PAGE 1 OF 2

PROJECT #:


10CP-04




CLA

YE

Y S

ILT

TO

SIL

TY

CLA

Y

GR

AV

ELL

Y S

AN

D T

O S

AN

D


SOIL BEHAVIOR TYPE

OR

GA

NIC

MA

TE

RIA

L

ELE

VA

TIO

N (

ft)

5

0

-5

-10

-15

-20

-25

-30

-35

-40

SA

ND

Y S

ILT

TO

CLA

YE

Y S

ILT


2

4

6

8

10

12

14

16

18

20

22

24

26

28

30

32

34

36

38

40

42

44

46

48

50

LOGGER: GER

SA

ND


SA

ND

TO

SIL

TY

SA

ND

CLA

Y

SIL

TY

CLA

Y T

O C

LAY

DATE(S) DRILLED:

SE

NS

ITIV

E F

INE

GR

AIN

ED

VE

RY

ST

IFF

FIN

E G

RA

INE

D


*

SIL

TY

SA

ND

TO

SA

ND

Y S

ILT

DE

PT

H (

ft)1110-5533


BENCHMARK LOCATION:

11/30/10 - 11/30/10

REMARKS:

PORE PRESSUREu2

(tsf)

FRICTIONfs

(tsf)

CONE RESISTANCEqt

(tsf)

15

00

60600

00

0.88


CP

T_L

OG

:553

3 V

DO

T C

PT

.GP

J:8.

2.00

7:06

181

0:1

/18/

11

SA

ND

TO

CLA

YE

Y S

AN

D

PAGE 2 OF 2

PROJECT #:


10CP-04




CLA

YE

Y S

ILT

TO

SIL

TY

CLA

Y

GR

AV

ELL

Y S

AN

D T

O S

AN

D


SOIL BEHAVIOR TYPE

OR

GA

NIC

MA

TE

RIA

L

ELE

VA

TIO

N (

ft)

-45

-50

-55

-60

-65

-70

-75

-80

-85

SA

ND

Y S

ILT

TO

CLA

YE

Y S

ILT


52

54

56

58

60

62

64

66

68

70

72

74

76

78

80

82

84

86

88

90

92

94

96

LOGGER: GER

SA

ND


SA

ND

TO

SIL

TY

SA

ND

CLA

Y

SIL

TY

CLA

Y T

O C

LAY

DATE(S) DRILLED:

SE

NS

ITIV

E F

INE

GR

AIN

ED

VE

RY

ST

IFF

FIN

E G

RA

INE

D


*

SIL

TY

SA

ND

TO

SA

ND

Y S

ILT

DE

PT

H (

ft)1110-5533


BENCHMARK LOCATION:

11/30/10 - 11/30/10

REMARKS:

PORE PRESSUREu2

(tsf)

FRICTIONfs

(tsf)

CONE RESISTANCEqt

(tsf)

15

00

60600

00

0.88


CP

T_L

OG

:553

3 V

DO

T C

PT

.GP

J:8.

2.00

7:06

181

0:1

/18/

11

SA

ND

TO

CLA

YE

Y S

AN

D

PAGE 1 OF 1

PROJECT #:


10CP-05




CLA

YE

Y S

ILT

TO

SIL

TY

CLA

Y

GR

AV

ELL

Y S

AN

D T

O S

AN

D


SOIL BEHAVIOR TYPE

OR

GA

NIC

MA

TE

RIA

L

ELE

VA

TIO

N (

ft)

0

-5

-10

-15

-20

-25

-30

-35

-40

SA

ND

Y S

ILT

TO

CLA

YE

Y S

ILT


2

4

6

8

10

12

14

16

18

20

22

24

26

28

30

32

34

36

38

40

42

44

46

LOGGER: GER

SA

ND


SA

ND

TO

SIL

TY

SA

ND

CLA

Y

SIL

TY

CLA

Y T

O C

LAY

DATE(S) DRILLED:

SE

NS

ITIV

E F

INE

GR

AIN

ED

VE

RY

ST

IFF

FIN

E G

RA

INE

D


*

SIL

TY

SA

ND

TO

SA

ND

Y S

ILT

DE

PT

H (

ft)1110-5533


BENCHMARK LOCATION:

12/9/10 - 12/9/10

REMARKS:

PORE PRESSUREu2

(tsf)

FRICTIONfs

(tsf)

CONE RESISTANCEqt

(tsf)

15

00

60600

00

0.88


CP

T_L

OG

:553

3 V

DO

T C

PT

.GP

J:8.

2.00

7:06

181

0:1

/18/

11

SHEAR WAVE VELOCITY TESTS

GER

0

5

10

15

20

25

30

35

40

45

50

55

60

65

70

75

80

85

90

95

100

0 500 1000 1500 2000

Dep

th B

elow

Gra

de (f

t)

Shear Wave Velocity (ft/s)

Shear Wave Velocity- CPT-01Rte 205 Bridge

10-989December 10, 2010

ConeTec Shear Wave Velocity Data Reduction Sheet

Hole: CPT-01Location: RTE 205 BridgeCone: AD214Date: 10-Dec-10Source: BeamSource Depth 0.00 0.00 mSource Offset 2.15 m

Tip Depth Geophone Travel Path Interval time Velocity Velocity Interval Interval (m) Depth(m) (m) (ms) (m/s) (ft/s) Depth (m) Depth (ft)

0.003.00 2.80 3.534.00 3.80 4.37 6.13 136.3 447.1 3.30 10.835.00 4.80 5.26 7.04 126.9 416.5 4.30 14.116.00 5.80 6.19 6.17 150.2 492.8 5.30 17.397.00 6.80 7.13 6.28 150.6 494.0 6.30 20.678.00 7.80 8.09 6.73 142.5 467.7 7.30 23.959.00 8.80 9.06 6.09 158.9 521.4 8.30 27.2310.00 9.80 10.03 5.49 177.6 582.6 9.30 30.5111.00 10.80 11.01 4.28 228.8 750.6 10.30 33.7912.00 11.80 11.99 5.23 187.7 615.7 11.30 37.0713.00 12.80 12.98 5.39 182.9 600.0 12.30 40.3514.00 13.80 13.97 4.69 210.5 690.5 13.30 43.6315.00 14.80 14.96 4.58 215.9 708.4 14.30 46.9216.00 15.80 15.95 3.43 288.6 946.8 15.30 50.2017.00 16.80 16.94 2.97 333.8 1095.2 16.30 53.4818.00 17.80 17.93 2.59 382.8 1255.9 17.30 56.7619.00 18.80 18.92 2.64 375.8 1233.0 18.30 60.0420.00 19.80 19.92 2.49 398.9 1308.6 19.30 63.3221.00 20.80 20.91 2.52 395.1 1296.3 20.30 66.6022.00 21.80 21.91 3.10 321.4 1054.5 21.30 69.8823.00 22.80 22.90 3.00 332.2 1089.9 22.30 73.1624.00 23.80 23.90 2.60 382.5 1254.8 23.30 76.4425.00 24.80 24.89 3.37 295.3 968.9 24.30 79.7226.00 25.80 25.89 3.60 276.8 908.0 25.30 83.0027.00 26.80 26.89 3.20 311.0 1020.4 26.30 86.2928.00 27.80 27.88 3.25 306.3 1005.0 27.30 89.5729.00 28.80 28.88 2.61 381.6 1252.1 28.30 92.85

Job No: 10-989 Client: GER Project Title: Rte 205 Bridge Operator: AS-BH-RH Hole: 10CP-01 Site: Rte. 205 Bridge Date: 12:09:10 10:56Cone: 214:T1500F15U500

0 10 20 30 40 50 60 70 80 90 100 110 120 130 140 150 160 170 1800

10

20

30

40

50

60

70

80

90

100

TIME (ms)

DE

PT

H (

ft)

PORE PRESSURE DISSIPATION RECORDS

GER

"...•••••••'"

Ho Ie:WCP-O 1Location:Rte. 205 Bridge

PORE PRESSURE DISSIPATION RECORD

90.0-. - _._ _ .

"7() • O~ J. ••••••• .J. J •••••••••••••••• ~. -- - -- _ •• - - - ---

Cone:214:T1500F15U500Date:12:09:10 10:56

File: 989CP01A.PPDDepth <M): 6.60

<~t): 21.65Duration: 580.0sU-Min: 18.80 580.0sU-Max: 85.78 5.0s

~ • O...J. __J. •••• .1 ••••••• _. oJ _. __ • _. __ • __ •• _. L •••••••••••••• _

i150.0

IIII-:lUlUlIIIl-e.IIII-oe.

30.0-._...--.

10.0I

0.0

- - - _. -:- _ - -_. _. _ .._. ---- _.~- - - _. - -- - _. _ .. .. .. .. ., ,

, ,, ,, ,, ,. ,, ,

-I I300.0 450.0 600.0

TIME <sec)

GER Ho Ie: 1.OCP-05Location:Rte. 205 Bridge

Cone:214:Tl500F15U500Date: 12:09:1.0 13:02

PORE PRESSURE DISSIPATION RECORD

21.0.0- --...--------------..--------...-------------..-----------...----

File: 989CP05.PPDDepth (M): 7.95

(~t): 26.08Duration: 301.O.0sU-Min: 113.48 301O.0sU-Max: 208.55 O.Os

185 .0-+j. -------------~--••--------.•••~-----------•••--~------•..•-----

4.0K3.0K2.0K1.0K11.0.0

IO.OK

160 •O...J.. .. ~ _._.. __j •• _._ •• -- - - - -- - _J ~ • _. __ ••• L - -- - _. - -_ ••••• -

135 .0-+------..-------~------""-:-------....---------..-----------....

QII-::lIIIIIIQII-0.QII-o0.

.•..••••••'"

TIME (sec)

LABORATORY TEST DATA

APPENDIX C

GER

LABORATORY TESTING

The enclosed laboratory results represent the subsurface soil properties encountered at thespecific boring locations based on the laboratory testing performed. It is possible that soilproperties and conditions between the individual boring locations and depths will be differentfrom those indicated.

GER

of 2

Tests performed in accordance with applicable ASTM Standards.

LABORATORY DATA SUMMARY Project: Route 205 over Mattox Creek Bridge Replacement Client: PB Americas, Inc. Project Number: 4807C-110 Date: 01/17/11

SAMPLE NUMBER

DEPTH (FEET)

SAMPLE

TYPE

CLASS.

MOISTURE CONTENT

(%)

% FINES LL PL PI OTHER TESTS

10BH-01 3 SS SM 17.3 22.8 - - - - 10BH-01 9 SS CL 27.1 - 28 17 11 - 10BH-01 24 SS CL 30.2 - 34 22 12 - 10BH-02 14 SS CH 36.3 - 62 30 32 - 10BH-02 64 SS SM 36.1 29.4 - - - - 10BH-02 74 SS MH 43.8 - 50 31 19 - 10BH-03 14 SS SM 22.4 13.4 - - - - 10BH-03 44 SS SM 46.1 28.3 - - - - 10BH-03 84 SS SM 30.9 36.7 - - - SIEVE 10BH-04 19 SS OH 105.3 - 167 111 56 -

10BH-04 21 to 23 Tube OH 145.3/125.4 - 162 83 79 CONSOLIDATION/ UU TRIAXIAL

10BH-04 34 SS SM 22.3 41.0 - - - - 10BH-04 59 SS SM 35.6 44.6 - - - SIEVE 10BH-05 3 SS SM 13.8 18.4 - - - - 10BH-05 7 SS CL 16.4 - 26 16 10 - 10BH-05 19 SS OH 93.3 - 146 79 67 -

etc.

of 2

Tests performed in accordance with applicable ASTM Standards.

LABORATORY DATA SUMMARY California Bearing Ratio Testing Project: Route 205 over Mattox Creek Bridge Replacement Client: PB Americas, Inc. Project Number: 4807C-110 Date: 01/17/11

SAMPLE NUMBER

DEPTH (FEET)

SAMPLE

TYPE

CLASS.

MOISTURE CONTENT

(%)

MAXIMUM

DRY DENSITY

(pcf)

OPTIMUM MOISTURE

(%)

SOAKED CBR

SWELL (%)

10BH-01 1 to 3 Bag SM 8.4 118.7 11.1 15.8 0.0

10BH-02 1 to 3 Bag SM 7.8 119.8 11.0 8.1 0.1

10BH-04 1 to 3 Bag SM 6.2 123.3 9.6 12.6 0.1

10BH-05 1 to 3 Bag SC 12.0 113.3 14.3 3.8 0.2

etc.

Project Name:Client:Project Number:Sample Number:Sample Depth: 84 feetSample Description: Silty SAND (SM), Gray, Fine to Medium, Trace ClayTest Method: ASTM D 422

100.0100.0100.0100.0100.0100.099.888.856.944.836.7

NO.

4807C-110

SIEVE ANALYSIS

Engineering and Testing Consultants, Inc.

Route 205 over Mattox CreekPB Americas, Inc.

1 Inch3/4 Inch

60100

1/2 Inch

10BH-03

PERCENTPASSING

Sieve Analysis Data

SIEVE

200

3/8 Inch4102040

ClGRAVEL SAND

0

10

20

30

40

50

60

70

80

90

100

0.0000.0010.0100.1001.00010.000100.000

Perc

ent F

iner

by

Wei

ght

Grain Size (mm)

ClayMedium

SiltFineCoFineCoarse

GRAVEL SAND

Project Name:Client:Project Number:Sample Number:Sample Depth: 59 feetSample Description: Silty SAND (SM), Dark Gray, Fine, Trace ClayTest Method: ASTM D 422

100.0100.0100.0100.0100.099.999.696.889.574.644.6

4807C-110

SIEVE ANALYSIS


Route 205 over Mattox CreekPB Americas, Inc.

10BH-04

PERCENTPASSING

Sieve Analysis Data

SIEVENO.

1 Inch3/4 Inch

60100

1/2 Inch

200

3/8 Inch4102040

ClGRAVEL SAND

0

10

20

30

40

50

60

70

80

90

100

0.0000.0010.0100.1001.00010.000100.000

Perc

ent F

iner

by

Wei

ght

Grain Size (mm)

ClayMedium

SiltFineCoFineCoarse

GRAVEL SAND

Project Name: Route 205 over Mattox CreekClient: PB AmericasGER Project Number: 110-5533Number: 4807C-110Sample Number: 10BH-01Sample Depth: 1 to 3 feet Sample Description: Silty SAND (SM), Brown, Fine to Medium,

with Fine GravelTest Method: AASHTO T 99

Maximum Dry Density (pcf):Optimum Moisture (%):

*Moisture-Density Relationship run on passing No. 4 sieve material


MOISTURE-DENSITY RELATIONSHIP

118.711.1

90.0

95.0

100.0

105.0

110.0

115.0

120.0

125.0

130.0

135.0

140.0

0.0 5.0 10.0 15.0 20.0 25.0 30.0

DR

Y D

ENSI

TY (P

CF)

MOISTURE CONTENT (%)


with Fine GravelTest Method: AASHTO T 193

Maximum Dry Density (pcf): 118.7 56Optimum Moisture (%): 11.1 Surcharge Weight (lbs.): 10

8.4 Compaction Before Soaking (%): 99.7After Soaking Moisture (%): 11.1 Compaction After Soaking (%): 99.6

N/A15.80.0

*CBR run on passing No. 4 sieve material, CBR value corrected for concave upward shape

Unsoaked CBR Value:Soaked CBR Value:Swell (%):


CALIFORNIA BEARING RATIO TEST

In Situ Moisture (%):

Blows Per Layer:

0.0

50.0

100.0

150.0

200.0

250.0

300.0

350.0

400.0

450.0

500.0

0.000 0.100 0.200 0.300 0.400

LOA

D IN

PSI

PENETRATION IN INCHES

Soaked CBR

0.0

50.0

100.0

150.0

200.0

250.0

300.0

350.0

400.0

450.0

500.0

0.000 0.100 0.200 0.300 0.400

LOA

D IN

PSI


Soaked CBR


Trace Clay, with Fine GravelTest Method: AASHTO T 99





119.811.0

90.0

95.0

100.0

105.0

110.0

115.0

120.0

125.0

130.0

135.0

140.0

0.0 5.0 10.0 15.0 20.0 25.0 30.0

DR

Y D

ENSI

TY (P

CF)






N/A8.10.1






Blows Per Layer:

0.0

50.0

100.0

150.0

200.0

250.0

300.0

0.000 0.100 0.200 0.300 0.400

LOA

D IN

PSI


Soaked CBR

Project Name: Route 205 over Mattox CreekClient: PB AmericasGER Project Number: 110-5533Number: 4807C-110Sample Number: 10BH-04Sample Depth: 1 to 3 feet Sample Description: Silty SAND (SM), Dark Tan, Fine to Medium,






123.39.6

90.0

95.0

100.0

105.0

110.0

115.0

120.0

125.0

130.0

135.0

140.0

0.0 5.0 10.0 15.0 20.0 25.0 30.0

DR

Y D

ENSI

TY (P

CF)


Project Name: Route 205 over Mattox CreekClient: PB AmericasGER Project Number: 110-5533Number: 4807C-110Sample Number: 10BH-04Sample Depth: 1 to 3 feet Sample Description: Silty SAND (SM), Dark Tan, Fine to Medium,



6.2 Compaction Before Soaking (%): 100+After Soaking Moisture (%): 9.5 Compaction After Soaking (%): 100+

N/A12.60.1






Blows Per Layer:

0.0

50.0

100.0

150.0

200.0

250.0

300.0

350.0

400.0

0.000 0.100 0.200 0.300 0.400

LOA

D IN

PSI


Soaked CBR

Project Name: Route 205 over Mattox CreekClient: PB AmericasGER Project Number: 110-5533Number: 4807C-110Sample Number: 10BH-05Sample Depth: 1 to 3 feet Sample Description: Clayey SAND (SC), Dark Tan, mottled Orange, Fine to Medium,

Trace Fine GravelTest Method: AASHTO T 99





113.314.3

90.0

95.0

100.0

105.0

110.0

115.0

120.0

125.0

130.0

135.0

140.0

0.0 5.0 10.0 15.0 20.0 25.0 30.0

DR

Y D

ENSI

TY (P

CF)


Project Name: Route 205 over Mattox CreekClient: PB AmericasGER Project Number: 110-5533Number: 4807C-110Sample Number: 10BH-05Sample Depth: 1 to 3 feet Sample Description: Clayey SAND (SC), Dark Tan, mottled Orange, Fine to Medium,

Trace Fine GravelTest Method: AASHTO T 193



N/A3.80.2

*CBR run on passing No. 4 sieve material





Blows Per Layer:

0.0

20.0

40.0

60.0

80.0

100.0

120.0

140.0

160.0

180.0

200.0

0.000 0.100 0.200 0.300 0.400

LOA

D IN

PSI


Soaked CBR

Project Name: Route 205 over Mattox Creek Bridge ReplacementNumber: 4807C-110 Failure photoSample Number: 10BH-04Sample Depth: 21 to 23 feet Sample Description: Organic CLAY (OH), Dark Brown, with SiltSample Type: Shelby Tube

Unconfined Compressive Strength: 1.9 ksfStrain at Failure: 6.1 %

Rate of Strain: 1.0 % 2.0 ksfAvg. Sample Height: 5.778 Inches Void Ratio: 2.911Avg. Sample Diameter: 2.814 Inches Initial Area: 6.22 In²Wet Density: 82.8 pcf Specific Gravity: 2.302Dry Density: 36.7 pcf Liquid Limit: 162Moisture Content: 125.4 % Plastic Limit: 83Saturation: 99.20 % Plastic Index: 79


UNCONSOLIDATED, UNDRAINED COMPRESSIVE STRENGTH OF COHESIVE SOILSASTM D 2850

Confining Pressure:

0

0.5

1

1.5

2

2.5

0 5 10 15 20 25

STR

ESS

(ksf

)

STRAIN (%)

Boring 10BH-04Sample Depth 22 feet

Classification Symbol OHInitial Water Content (%) 125.4 Project: Rte 205 over Mattox Creek Bridge Repl.

Liquid Limit 162 Location: Westmoreland County, VAPlasticity Index 79 Number: 110-5533

Initial Void Ratio 2.91 Date: Specific Gravity 2.30

Initial Saturation (%) 99.1Wet Density (pcf) 82.8Dry Density (pcf) 36.7

Test Type UUConfining Pressure (ksf) 2.0

Effective Friction Angle ' (empirical) 18.4Undrained Shear Strength, Su (ksf) 0.97

Normally Consolidated Su/P 0.40Overconsolidated Su/P 0.48

Estimated P'c, ksf (empirical) 2.8

Triaxial Compression Tests

1/11/2011

0.0

0.5

1.0

1.5

2.0

2.5

0.0 1.0 2.0 3.0 4.0 5.0

Dev

iato

r St

ress

, q (

1-

3), k

sf

Mean Normal Stress, p (1 + 23)/3, ksf

10BH-04 @ 22 ft

0.0

0.5

1.0

1.5

2.0

2.5

0% 5% 10% 15% 20% 25%

Dev

iato

r St

ress

, q (

1-

3), k

sf

Strain, %

10BH-04 @ 22 ft

0.0

0.5

1.0

1.5

2.0

2.5

3.0

3.5

0% 5% 10% 15% 20% 25%

Cha

nge

in V

oid

Rat

io

Strain, %

10BH-04 @ 22 ft

0.0

0.1

0.2

0.3

0.4

0.5

0.6

0.7

0.8

0% 5% 10% 15% 20% 25%

M=q

/p

Strain, %

10BH-04 @ 22 ft





Ind ustrial Hygiene

Consolidation TestOne Dimensional

Project DataProject: Route 205 over Mattox Creek Client: PB Americas, Inc.

Project #: 110-5533Location: Westmoreland County, VA Date: 1/18/2011

Sample DataBoring: 10BH-04 Depth: 21 to 23 feet P'o (ksf) = 1.66

Sample Classification: Organic CLAY (OH), Dark Brown with Silt Recompression Stress (ksf) = 2.0LL: 162 PL: 83 PI: 79

Specific Gravity = 2.302 Volume of Sample (Cu. In.) = 4.91Wet Sample Weight (gm) = 99.6 Initial Wet Unit Weight (pcf) = 77.1Diameter of Sample (in.) = 2.5 Initial Dry Unit Weight (pcf) = 31.4

Sample Thickness (in.) = 1.0 Initial Saturation (%) = 93.7Initial Water Content (%) = 145.3 Initial Void Ratio = 3.569

Test MethodLoad Sample Inundated (ksf) = 0 Method = Square Root of Time

Drainage = Double Stone Corrections = NoneInitial Gauge Reading = 0.8202

Initial Data Reduction including Initial, Primary, Secondary Consolidation, & av

Stress D0 D90 Dend T90 Sample Height % %(ksf) (%) (inch) (inch) (minutes) at Dend Initial Secondary av

0.10 0.8201 0.8201 0.8201 2.7 0.9999 47 90.25 0.8197 0.8194 0.8194 2.7 0.9992 47 -1 2.07E-020.50 0.8179 0.8145 0.8123 4.0 0.9922 28 26 1.29E-011.00 0.8084 0.8000 0.7937 4.8 0.9736 29 29 1.70E-012.00 0.7877 0.7712 0.7492 6.0 0.9291 25 45 2.03E-011.00 0.7516 0.7569 0.7607 7.0 0.9406 29 28 5.25E-020.50 0.7622 0.7715 0.7796 11.9 0.9595 13 37 1.73E-010.25 0.7813 0.7875 0.7949 10.6 0.9748 20 44 2.79E-010.10 0.7956 0.8039 0.8120 12.0 0.9919 7 42 5.21E-010.25 0.8111 0.8091 0.8072 5.3 0.9871 29 35 1.46E-010.50 0.8058 0.7992 0.7973 13.7 0.9772 17 12 1.81E-011.00 0.7944 0.7848 0.7791 7.6 0.9590 21 25 1.66E-012.00 0.7752 0.7573 0.7442 13.3 0.9241 16 32 1.59E-014.00 0.7393 0.6977 0.6806 43.6 0.8605 10 20 1.45E-018.00 0.6767 0.5663 0.5500 183.6 0.7299 3 3 1.49E-01

16.00 0.5147 0.4314 0.4250 453.7 0.6049 28 -2 7.13E-0232.00 0.4138 0.3500 0.3000 272.3 0.4799 14 34 3.57E-028.00 0.3313 0.3362 0.3473 4.4 0.5272 85 22 9.00E-032.00 0.3488 0.4120 0.4150 1447.8 0.5949 2 -6 5.15E-020.50 0.4138 0.4835 0.4850 4238.0 0.6649 2 -9 5.15E-02

Data OutputConstrained

Stress Strain Void Cc or Cr Permeability Modulus Cv

(ksf) (%) Ratio (Feet/Day) (Kip/Sq.Ft.) (Sq. Ft./Day) ln(Stress) 0.10 0.00 3.5660.25 0.07 3.563 0.008 0.00E+00 220 0.784 -1.386 4.5630.50 0.77 3.531 0.107 1.39E-03 35 0.522 -0.693 4.5311.00 2.64 3.446 0.282 1.24E-03 26 0.419 0.000 4.4462.00 7.09 3.243 0.675 1.25E-03 21 0.305 0.693 4.2431.00 5.93 3.295 0.174 2.33E-04 82 0.268 0.000 4.2950.50 4.05 3.382 0.287 6.59E-04 25 0.164 -0.693 4.3820.25 2.51 3.451 0.232 6.42E-04 16 0.190 -1.386 4.4510.10 0.80 3.530 0.196 1.36E-03 9 0.174 -2.303 4.5300.25 1.28 3.508 0.055 3.52E-04 31 0.390 -1.386 4.5080.50 2.27 3.462 0.150 9.85E-04 25 0.148 -0.693 4.4621.00 4.09 3.379 0.276 3.50E-04 26 0.257 0.000 4.3792.00 7.59 3.220 0.529 6.05E-04 26 0.136 0.693 4.2204.00 13.95 2.930 0.965 3.14E-04 27 0.036 1.386 3.9308.00 27.01 2.333 1.981 1.00E-04 22 0.006 2.079 3.333

16.00 39.51 1.762 1.896 9.91E-06 39 0.002 2.773 2.76232.00 52.01 1.192 1.896 1.74E-06 61 0.002 3.466 2.1928.00 47.28 1.408 0.359 4.18E-07 268 0.134 2.079 2.4082.00 40.51 1.717 0.513 1.58E-04 53 0.001 0.693 2.7170.50 33.51 2.036 0.531 2.27E-06 14 0.000 -0.693 3.036


Critical State Soil Mechanics

Compression Index, Cc: 1.981 Estimated Preconsolidation Pressure, P'c (ksf): 2.50 o : 0.76Swelling Index, Cs: 0.468 Estimated Effective Overburden Pressure, P'o (ksf): 1.66 Estimated OCR: 1.51

Recompression Index, Cr: 0.238 Estimated Undrained Strength at Su/P = 0.3 (ksf): 0.75Initial Wet Unit Weight (pcf) = 77.1 Project: Route 205 over Mattox CreekInitial Dry Unit Weight (pcf) = 31.4 Project #: 110-5533

Initial Water Content (%) = 145.3 Location: Westmoreland County, VAInitial Saturation (%) = 93.7 Client: PB Americas, Inc. f = 0.66

Specific Gravity = 2.30 Sample Classification: Organic CLAY (OH), Dark Brown with Silt f = 4.28Initial Void Ratio = 3.57 Boring: 10BH-04 N = 4.61

Liquid Limit = 162 Sample Depth (ft): 21 to 23Plastic Limit = 83 Report Date: 1/18/2011

Critical State Parameters

0

10

20

30

40

50

600.1 1.0 10.0 100.0

Stra

in (%

)

Stress (ksf)

One Dimensional Consolidation TestStress Versus Strain Plot - Square Root of Time Method





Ind ustrial Hygiene

PROCEDURES

APPENDIX D

GER

GEOTECHNICAL EXPLORATION PROCEDURES

Boring, Sampling & Standard Penetration TestingStandard penetration testing and split barrel sampling are conducted at regular intervals in aborehole in accordance with ASTM D 1586. Standard practice on most GER projects is toperform this testing and sampling continuously within the upper 10 feet of the subsurface, andthen at maximum 5-foot center-to-center intervals thereafter. At the desired test depth, thedrilling tools are removed and a split barrel sampler is connected to the drilling rods andlowered back into the borehole. The sampler is first seated six inches into the bottom of thehole to penetrate any loose cuttings from the drilling operations. It is then driven an additional12 inches by the impact of a 140 pound hammer free-falling 30 inches. The number of hammerblows required to drive the sampler for each 6-inch interval is recorded. The combined numberof blows required to drive the sampler the final 12 inches is designated standard penetrationresistance or N-value. Representative portions of soil from each split barrel sample are placed inair tight glass jars or plastic bags and transported to a laboratory.

Undisturbed SamplingSplit barrel samples are used for visual examination and simple laboratory classification tests;however, they are disturbed and not sufficiently intact for quantitative laboratory testing suchas strength or consolidation. When such laboratory testing is desired, relatively undisturbedsamples are obtained by slowly pushing a 3-inch diameter, thin-walled (16 gauge) galvanizedsteel tube into the soil at desired sampling depths. This is followed by carefully removing thesoil-filled tube from the borehole and sealing the ends to prevent moisture loss. The procedureis described in ASTM D 1587. Undisturbed tube samples are most frequently used for samplingcohesive soils (clay and silt), but may be used to sample fine grained cohesionless soils with theaid of a piston sampling head.

ExcavationWhen explorations do not require machine-drilled borings, excavations, test pits, hand augerborings and other means described in ASTM D 4700 may be used to observe shallowsubsurface conditions and to collect soil samples. The maximum depth of these methods isgenerally limited by the depth of groundwater. These methods are useful in obtaining bulksamples for laboratory classification, compaction and other remolded tests.

Rock CoringCore drilling methods described in ASTM D 2113 are used to advance boreholes into rock orextremely dense soils which are not penetrable by conventional boring methods and typicallyexhibit more than 100 blows per foot by ASTM D 1586. Core drilling methods employed by GERuse double tube swivel-type designed equipment with a drilling fluid, in which an outer tuberotates and performs the cutting while the inner tube remains stationary and collects acontinuous sample of rock.

In-Situ MethodsIn-situ tests are sometimes used on projects to obtain additional subsurface data. Thesemethods provide direct and empirical measurement of various soil properties without collectionof actual samples. Because samples are not collected, it is not common practice in the U. S. to

Geo

E nvir

onm

ental

Res

ourc

es, I

nc.

utilize in-situ tests alone to accomplish geotechnical investigations. On projects where in-situtesting is used, it is customary to perform them in conjunction with borings.

Soil ClassificationSoil classification tests provide a general guide to the engineering properties of various soiltypes. Samples obtained during drilling operations are examined and visually classified by anengineer or geologist according to consistency, color and texture. These classificationdescriptions are included on the boring records. The classification system is primarily qualitativeand for detailed soil classification, two laboratory tests are necessary; grain size tests andplasticity tests. Using these test results, the soil can be classified according to the AASHTO orUnified Classification System (ASTM D 2487). Each of these classification systems and thein-place physical soil properties provides an index for estimating the soil's behavior. The soilclassification and physical properties obtained are presented on the following sheets.

Grain Size TestsGrain size tests are performed to determine the soil classification and the grain size distribution.The soil samples are prepared for testing according to ASTM D 421 (dry preparation) or ASTMD 2217 (wet preparation). The grain size distribution of soils coarser than the #200 U.S.Standard Sieve (0.074 mm opening) is determined by passing the samples through a standardset of nested sieves. Materials passing the No. 200 sieve are suspended in water and the grainsize distribution calculated from the measured settlement rate. These tests are conducted inaccordance with ASTM D 422.

Plasticity TestsPlasticity tests are performed to determine the soil classification and plasticity characteristics.The soil plasticity characteristics are defined by the Plastic Index (PI) and the Liquid Limit (LL).The PI is related to the volume changes which occur in confined soils beneath foundations. ThePI and LL are determined in accordance with ASTM D 4318.

Physical PropertiesThe in-place physical properties are described by the specific gravity, wet unit weight, moisturecontent, dry unit weight, void ratio and percent saturation of the soil. The specific gravity andmoisture content are determined by ASTM D 854 and D 2216, respectively. The wet unit weightis found by obtaining a known volume of soil and dividing the wet sample weight by the knownvolume. The dry unit weight, void ratio and percent saturation are calculated values.

California Bearing RatioThe California Bearing Ratio (CBR) test is a comparative measure of the shearing resistance of asoil. It is used with empirical curves to design asphalt pavement structures. The test isperformed in accordance with ASTM D 1883 or Virginia Test Method Designation VTM-8. Arepresentative bulk sample is compacted in a six-inch diameter CBR mold in five (5) equallayers, using 45 evenly spaced blows per layer with a 5.5 lb. hammer falling 12 inches. CBRtests may be run on the compacted samples in either soaked or unsoaked conditions, withsamples penetrated at the rate of .05 inches per minute to a depth of 0.5 inches. The CBRvalue is the percentage of the load it takes to penetrate the soil to a specified depth comparedto the load it takes to penetrate a standard crushed stone to the same depth.

Geo

E nvir

onm

ental

Res

ourc

es, I

nc.

Consolidation Tests Consolidation tests determine the change in height of a soil sample with increasing load. Theresults of these tests are used to estimate the settlement and time rate of settlement ofstructures constructed on similar soils. The test is run in accordance with ASTM D 2435 on asingle element of an extruded undisturbed sample. The test sample is trimmed into a diskapproximately 2½ inches in diameter and one inch thick. The disk is confined in a stainlesssteel ring and sandwiched between porous plates and subjected to incrementally increasingvertical loads, with the resulting deformations measured with micrometer dial gauges. Voidratios and percent strain deformation are then calculated from these readings. The test resultsare presented in the form of a stress-strain or vertical pressure versus void ratio curve.

Triaxial Shear TestsTriaxial shear tests are used to determine the strength characteristics and elastic properties of asoil sample. Triaxial shear tests are conducted either on relatively undisturbed samples of virginmaterial or on remolded-compacted samples of representative site materials. The samples arethen trimmed into cylinders and encased in rubber membranes. Each is then placed into acompression chamber and confined by hydrostatic cell pressure. An axial load is applied untilthe sample fails in shear. Test results are presented in the form of stress-strain curves andstress paths to failure.

Various types of triaxial tests may be performed. The most suitable type of triaxial test isdetermined by the loading conditions imposed on the soil in the field and by drainagecharacteristics of the site. Types of triaxial tests normally performed include:

Consolidated-Isotropic-Undrained (CIU test)Consolidated-Anisotropic-Undrained (CKoU test)Consolidated-Isotropic-Drained (CID test)Consolidated-Anisotropic-Drained (CKoD test)Unconsolidated-Undrained (UU test)

Geo

E nvir

onm

ental

Res

ourc

es, I

nc.

ConeTec Environmental and Geotechnical Site Investigation Contractors

ConeTec Interpretations as of March 12, 2008 ConeTec’s interpretation routine provides a tabular output of geotechnical parameters based on current published CPT correlations and is subject to change to reflect the current state of practice. The interpreted values are not considered valid for all soil types. The interpretations are presented only as a guide for geotechnical use and should be carefully scrutinized for consideration in any geotechnical design. Reference to current literature is strongly recommended. ConeTec does not warranty the correctness or the applicability of any of the geotechnical parameters interpreted by the program and does not assume liability for any use of the results in any design or review. Representative hand calculations should be made for any parameter that is critical for design purposes. The end user of the interpreted output should also be fully aware of the techniques and the limitations of any method used in this program. The purpose of this document is to inform the user as to which methods were used and what the appropriate papers and/or publications are for further reference. The CPT interpretations are based on values of tip, sleeve friction and pore pressure averaged over a user specified interval (e.g. 0.20m). Note that qt is the tip resistance corrected for pore pressure effects and qc is the recorded tip resistance. Since all ConeTec cones have equal end area friction sleeves, pore pressure corrections to sleeve friction, fs, are not required. The tip correction is: qt = qc + (1-a) • u2

where: qt is the corrected tip resistance qc is the recorded tip resistance u2 is the recorded dynamic pore pressure behind the tip (u2 position) a is the Net Area Ratio for the cone (typically 0.80 for ConeTec cones)

The total stress calculations are based on soil unit weights that have been assigned to the Soil Behavior Type zones, from a user defined unit weight profile or by using a single value throughout the profile. Effective vertical overburden stresses are calculated based on a hydrostatic distribution of equilibrium pore pressures below the water table or from a user defined equilibrium pore pressure profile (this can be obtained from CPT dissipation tests). For over water projects the effects of the column of water have been taken into account as has the appropriate unit weight of water. How this is done depends on where the instruments were zeroed (i.e. on deck or at mud line). Details regarding the interpretation methods for all of the interpreted parameters are provided in Table 1. The appropriate references cited in Table 1 are listed in Table 2. Where methods are based on charts or techniques that are too complex to describe in this summary the user should refer to the cited material. The estimated Soil Behavior Types (normalized and non-normalized) are based on the charts developed by Robertson and Campanella shown in Figures 1 and 2. The Bq classification charts are not reproduced in this document but can be reviewed in Lunne, Robertson and Powell (1997) or Robertson (1990). Where the results of a calculation/interpretation are declared ‘invalid’ the value will be represented by the text strings “-9999” or “-9999.0”. In some cases the value 0 will be used. Invalid results will occur because of (and not limited to) one or a combination of:

1. Invalid or undefined CPT data (e.g. drilled out section or data gap).

2. Where the interpretation method is inappropriate, for example, drained parameters in an undrained material (and vice versa).

3. Where interpretation input values are beyond the range of the referenced charts or specified limitations of the interpretation method.

4. Where pre-requisite or intermediate interpretation calculations are invalid.

CPT Interpretation Methods Page 2/7

ConeTec Interpretation Methods SZW-Rev 02 Revised 2008-03-12

The parameters selected for output from the program are often specific to a particular project. As such, not all of the interpreted parameters listed in Table 1 may be included in the output files delivered with this report. The output files are provided in Microsoft Excel XLS format. The ConeTec software has several options for output depending on the number or types of interpreted parameters desired. Each output file will be named using the original COR file basename followed by a three or four letter indicator of the interpretation set selected (e.g. BSC, TBL, NLI or IFI) and possibly followed by an operator selected suffix identifying the characteristics of the particular interpretation run.

Table 1 CPT Interpretation Methods

Interpreted Parameter Description Equation Ref

Depth

Mid Layer Depth (where interpretations are done at each point then Mid Layer Depth = Recorded Depth)

Depth (Layer Top) + Depth (Layer Bottom) / 2.0

Elevation Elevation of Mid Layer based on sounding collar elevation supplied by client Elevation = Collar Elevation - Depth

Avgqc Averaged recorded tip value (qc) ∑=

=n

icq

nAvgqc

1

1

n=1 when interpretations are done at each point

Avgqt Averaged corrected tip (qt) where: uaqq ct •−+= )1( ∑

=

=n

itq

nAvgqt

1

1


Avgfs Averaged sleeve friction (fs) ∑=

=n

ifs

nAvgfs

1

1


AvgRf

Averaged friction ratio (Rf) where friction ratio is defined as:

qtfsRf •= %100

AvgqtAvgfsAvgRf •= %100


Avgu Averaged dynamic pore pressure (u) ∑=

=n

iiun

Avgu1

1


AvgRes Averaged Resistivity (this data is not always available since it is a specialized test requiring an additional module)

∑=

=n

iiYRESISTIVITn

Avgu1

1


AvgUVIF Averaged UVIF ultra-violet induced fluorescence (this data is not always available since it is a specialized test requiring an additional module)

∑=

=n

iiUVIFn

Avgu1

1


AvgTemp Averaged Temperature (this data is not always available since it is a specialized test)

∑=

=n

iiETEMPERATURn

Avgu1

1


AvgGamma Averaged Gamma Counts (this data is not always available since it is a specialized test requiring an additional module)

∑=

=n

iiGAMMAn

Avgu1

1


SBT Soil Behavior Type as defined by Robertson and Campanella See Figure 1 2, 5




U.Wt.

Unit Weight of soil determined from one of the following user selectable options: 1) uniform value 2) value assigned to each SBT zone 3) user supplied unit weight profile

See references 5

T. Stress

σv

Total vertical overburden stress at Mid Layer Depth. A layer is defined as the averaging interval specified by the user. For data interpreted at each point the Mid Layer Depth is the same as the recorded depth.

hi

n

ii

TStress ∑=

=1γ

where γI is layer unit weight hi is layer thickness

E. Stress

σv’

Effective vertical overburden stress at Mid Layer Depth

Estress = Tstress - ueq

Ueq

Equilibrium pore pressure determined from one of the following user selectable options: 1) hydrostatic from water table depth 2) user supplied profile

For hydrostatic option: ( )wtweq DDu −•= γ

where ueq is equilibrium pore pressure γw is unit weight of water D is the current depth Dwt is the depth to the water table

Cn SPT N60 overburden correction factor Cn=(σv’)-0.5 where σv’ is in tsf 0.5 < Cn < 2.0

N60 SPT N value at 60% energy calculated from qt/N ratios assigned to each SBT zone. This method has abrupt N value changes at zone boundaries.

See Figure 1 4, 5

(N1)60 SPT N60 value corrected for overburden pressure (N1)60 = Cn • N60 4

N60Ic SPT N60 values based on the Ic parameter (qt/pa)/ N60 = 8.5 (1 – Ic/4.6) 5

(N1)60Ic SPT N60 value corrected for overburden pressure (using N60 Ic). User has 2 options.

1) (N1)60Ic= Cn • (N60 Ic) 2) qc1n/ (N1)60Ic = 8.5 (1 – Ic/4.6)

4 5

(N1)60csIc Clean sand equivalent SPT (N1)60Ic. User has 3 options.

1) (N1)60csIc = α + β((N1)60Ic) 2) (N1)60csIc = KSPT * ((N1)60Ic) 3) qc1ncs)/ (N1)60csIc = 8.5 (1 – Ic/4.6) FC ≤ 5%: α = 0, β=1.0 FC ≥ 35% α = 5.0, β=1.2 5% < FC < 35% α = exp[1.76 – (190/FC2)] β = [0.99 + (FC1.5/1000)]

10 10 5

Su Undrained shear strength - Nkt is user selectable N kt

vqt

Su σ−=

1, 5

k Coefficient of permeability (assigned to each SBT zone) 5

Bq Pore pressure parameter

σ vqt

uBq−∆

=

where:

equuu −=∆

and u = dynamic pore pressure ueq = equilibrium pore pressure

1, 5

Qt

Normalized qt for Soil Behavior Type classification as defined by Robertson, 1990 '

v

vqt

Qtσσ−=

2, 5




Fr

Normalized Friction Ratio for Soil Behavior Type classification as defined by Robertson, 1990 σ v

qtfsFr−

•= %100

2, 5

SBTn Normalized Soil Behavior Type as defined by Robertson and Campanella See Figure 2 2, 5

SBT-BQ Non-normalized soil behavior type based on the Bq parameter See Figure 5.7 (reference 5) 2, 5

SBT-BQn Normalized Soil Behavior base on the Bq parameter See Figure 5.8 (reference 5) or Figure 3 (reference 2) 2, 5

Ic Soil index for estimating grain characteristics

Ic = [(3.47 – log10Q)2 + (log10 Fr + 1.22)2 ]0.5 Where:

n

v

a

a

v PP

qtQ ⎟⎟

⎠

⎞⎜⎜⎝

⎛⎟⎟⎠

⎞⎜⎜⎝

⎛ −= '

2 σσ

And Fr is in percent Pa = atmospheric pressure Pa2 = atmospheric pressure n varies from 0.5 to 1.0 and is selected in an iterative manner based on the resulting Ic

3, 8

FC Apparent fines content (%)

FC=1.75(Ic3.25) - 3.7 FC=100 for Ic > 3.5 FC=0 for Ic < 1.26 FC = 5% if 1.64 < Ic < 2.6 AND Fr<0.5

3

Ic Zone This parameter is the Soil Behavior Type zone based on the Ic parameter (valid for zones 2 through 7 on SBTn chart)

Ic < 1.31 Zone = 7 1.31 < Ic < 2.05 Zone = 6 2.05 < Ic < 2.60 Zone = 5 2.60 < Ic < 2.95 Zone = 4 2.95 < Ic < 3.60 Zone = 3 Ic > 3.60 Zone = 2

3

PHI φ

Friction Angle determined from one of the following user selectable options:

a) Campanella and Robertson b) Durgunoglu and Mitchel c) Janbu d) Kulhawy and Mayne

See reference

5 5 5 11

Dr

Relative Density determined from one of the following user selectable options:

a) Ticino Sand b) Hokksund Sand c) Schmertmann 1976 d) Jamiolkowski - All Sands

See reference 5

OCR Over Consolidation Ratio

a) Based on Schmertmann’s method involving a plot of Su/σv’ /( Su/σv’)NC and OCR where the Su/p’ ratio for NC clay is user selectable

9

State Parameter

The state parameter is used to describe whether a soil is contractive (SP is positive) or dilative (SP is negative) at large strains based on the work by Been and Jefferies

See reference 8, 6, 5

Es/qt Intermediate parameter for calculating Young’s Modulus, E, in sands. It is the Y axis of the reference chart. Based on Figure 5.59 in the reference 5




Young’s Modulus E

Young’s Modulus based on the work done in Italy. There are three types of sands considered in this technique. The user selects the appropriate type for the site from: a) OC Sands b) Aged NC Sands c) Recent NC Sands Each sand type has a family of curves that depend on mean normal stress. The program calculates mean normal stress and linearly interpolates between the two extremes provided in the Es/qt chart.

Mean normal stress is evaluated from: ( )3''''

31 σσσσ

hhvm++•=

where σv’= vertical effective stress σh’= horizontal effective stress and σh = Ko * σv

’ with Ko assumed to be 0.5

5

qc1

qt normalized for overburden stress used for seismic analysis

qc1 = qt • (Pa/σv’)0.5

where: Pa = atm. Pressure qt is in Mpa

3

qc1n

qc1 in dimensionless form used for seismic analysis qc1n = (qc1 / Pa)(Pa/σv’)

where: Pa = atm. Pressure and n ranges from 0.5 to 0.75 based on Ic.

3

KSPT Equivalent clean sand factor for (N1)60 KSPT = 1 + ((0.75/30) * (FC – 5)) 10

KCPT Equivalent clean sand correction for qc1N Kcpt = 1.0 for Ic ≤ 1.64 Kcpt = f(Ic) for Ic > 1.64 (see reference)

10

qc1ncs Clean sand equivalent qc1n qc1ncs = qc1n • Kcpt 3

CRR Cyclic Resistance Ratio (for Magnitude 7.5)

qc1ncs < 50: CRR7.5 = 0.833 [(qc1ncs/1000] + 0.05 50 ≤ qc1ncs < 160: CRR7.5 = 93 [(qc1ncs/1000]3 + 0.08

10

CSR Cyclic Stress Ratio

CSR = (τav/σv’) = 0.65 (amax / g) (σv/ σv’) rd rd = 1.0 – 0.00765 z z ≤ 9.15m rd = 1.174 – 0.0267 z 9.15 < z ≤ 23m rd = 0.744 – 0.008 z 23 < z ≤ 30m rd = 0.50 z > 30m

10

MSF Magnitude Scaling Factor See Reference 10

FofS Factor of Safety against Liquefaction FS = (CRR7.5 / CSR) MSF 10

Liquefaction Status Statement indicating possible liquefaction Takes into account FofS and limitations based Ic

and qc1ncs. 10



Friction Ratio (%), Rf

Con

e Be

arin

g (b

ar),

qt1000

10

10 1 2 3 4 5 6 7 8

100

3

1

45

67

89

10 1211

2

Zone qt / N Soil Behavior Type 1 2 3 4 5 6 7 8 9101112

sensitive fine grainedorganic material

claysilty clay to clay

clayey silt to silty claysandy silt to clayey siltsilty sand to sandy silt

sand to silty sandsand

gravelly sand to sandvery stiff fine grained *sand to clayey sand *

* overconsolidated or cemented

2111.522.5345612

Figure 1 Non-Normalized Behavior Type Classification Chart

Nor

mal

ized

Con

e R

esis

tanc

eq

- t

voσσ

' vo

0.11

100

10

1000

1 10

Normalized Friction Ratio

1

23

4

5

6

7 8

9

fs x 100%q -t voσ

Zone Normalized Soil Behavior Type 1 2 3 4 5 6 7 8 9

sensitive fine grainedorganic materialclay to silty clay

clayey silt to silty claysilty sand to sandy silt

clean sands to silty sandsgravelly sand to sand

very stiff sand to clayey sandvery stiff fine grained

Figure 2 Normalized Behavior Type Classification Chart



Table 2 References

No. References

1 Robertson, P.K., Campanella, R.G., Gillespie, D. and Greig, J., 1986, “Use of Piezometer Cone Data”, Proceedings of InSitu 86, ASCE Specialty Conference, Blacksburg, Virginia.

2 Robertson, P.K., 1990, “Soil Classification Using the Cone Penetration Test”, Canadian Geotechnical Journal, Volume 27.

3 Robertson, P.K. and Fear, C.E., 1998, “Evaluating cyclic liquefaction potential using the cone penetration test”, Canadian Geotechnical Journal, 35: 442-459.

4 Robertson, P.K. and Wride, C.E., 1998, “Cyclic Liquefaction and its Evaluation Based on SPT and CPT”, NCEER Workshop Paper, January 22, 1997

5 Lunne, T., Robertson, P.K. and Powell, J. J. M., 1997, “ Cone Penetration Testing in Geotechnical Practice,” Blackie Academic and Professional.

6 Plewes, H.D., Davies, M.P. and Jefferies, M.G., 1992, “CPT Based Screening Procedure for

Evaluating Liquefaction Susceptibility”, 45th Canadian Geotechnical Conference, Toronto, Ontario, October 1992.

7 Jefferies, M.G. and Davies, M.P., 1993. “Use of CPTu to Estimate equivalent N60”, Geotechnical Testing Journal, 16(4): 458-467.

8 Been, K. and Jefferies, M.P., 1985, “A state parameter for sands”, Geotechnique, 35(2), 99-112.

9 Schmertmann, 1977, “Guidelines for Cone Penetration Test Performance and Design”, Federal Highway Administration Report FHWA-TS-78-209, U.S. Department of Transportation

10

Proceedings of theNCEER Workshop on Evaluation of Liquefaction Resistance of Soils, Salt LakeCity, 1996. Chaired by Leslie Youd. 11

11 Kulhawy, F.H. and Mayne, P.W. ,1990, Manual on Estimating Soil Properties for Foundation Design,

Report No. EL-6800, Electric Power Research Institute, Palo Alto, CA, August 1990, 306 p.

report of geotechnical exploration...subject: report of geotechnical exploration route 205 over...

Documents