Geotechnical Engineering Report - … Engineering Report In-Place Soil Survey ... Disturbed subgrade...

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Geotechnical Engineering Report In-Place Soil Survey North Western Road From West Hall of Fame Avenue to West Lakeview Road Stillwater, Oklahoma June 18, 2015 Terracon Project No. 03156622 Prepared for: Olsson Associates Oklahoma City, Oklahoma Prepared by: Terracon Consultants, Inc. Oklahoma City, Oklahoma

Transcript of Geotechnical Engineering Report - … Engineering Report In-Place Soil Survey ... Disturbed subgrade...

Geotechnical Engineering ReportIn-Place Soil SurveyNorth Western Road

From West Hall of Fame Avenue to West Lakeview RoadStillwater, Oklahoma

June 18, 2015Terracon Project No. 03156622

Prepared for:

Olsson AssociatesOklahoma City, Oklahoma

Prepared by:Terracon Consultants, Inc.

Oklahoma City, Oklahoma

June 18, 2015

Olsson Associates 201 N.W. 63rd Street, Suite 130 Oklahoma City, OK 73116

Attn: Mr. Russell Beaty, P.E. P: [405] 242 6628 E: [email protected]

Re: Geotechnical Engineering Report In-Place Soil Survey North Western Road From West Hall of Fame Avenue to West Lakeview Road Stillwater, Oklahoma Terracon Project No. 03156622

Dear Mr. Beaty:

lrerracan

Terracon Consultants, Inc. (Terracon) has completed the geotechnical engineering services for the above referenced project. These services were performed in general accordance with our Proposal No. P03150068 dated January 30, 2015.

We appreciate the opportunity to work with you on this project. If you have any questions regarding this report, or if we may be of further service in other ways, please let us know.

Sincerely, Terracon Consultants, Inc. Cert. Of Auth. #CA-4531 exp. 6/30/15

Andy Wilshire, E.I. Staff Geotechnical Professional

AW:NT\srsln:\projects\2015103156622\project documents~un2015

Copies to: Addressee (1 via email)

Terr aeon Consultants, Inc. 4701 North Stiles Avenue Oklahoma City, Oklahoma 73105 P [405] 525 0453 F [405] 557 0549 terracon.com

Environmental • Facilities • Geotechnical • Materials

Geotechnical Engineering ReportIn-Place Soil Survey ■ North Western Road ■ Stillwater, OklahomaJune 18, 2015 ■ Terracon Project No. 03156622

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TABLE OF CONTENTS

Page

1.0 INTRODUCTION .............................................................................................................12.0 FIELD DATA COLLECTION AND FINDINGS .................................................................1

2.1 Pavement Coring and Subgrade Testing .............................................................13.0 PAVEMENT SECTION RECOMMENDATIONS ..............................................................2

3.1 Geotechnical Considerations ...............................................................................23.2 Earthwork.............................................................................................................3

3.2.1 Site Preparation ........................................................................................33.2.2 Subgrade Preparation...............................................................................33.2.3 Fill Material Requirements ........................................................................43.2.4 Fill Placement Compaction Requirements ................................................43.2.5 Utility Trench Backfill ................................................................................5

3.3 Traffic ...................................................................................................................53.4 Pavement Design Parameters .............................................................................63.5 Pavement Section Recomendations ....................................................................63.5 Drainage ..............................................................................................................63.6 Maintenance ........................................................................................................7

4.0 GENERAL COMMENTS .................................................................................................7

APPENDIX A - PAVEMENT CORING AND SUBGRADE TESTING

Exhibit A-1 Site Location MapExhibits A-2 to A-5 Boring Location PlansExhibits A-6 to A-27 Pavement Core LogsExhibits A-28 to A-47 DCP ResultsExhibit A-48 In-Place Soil Survey Table

APPENDIX B - LABORATORY TESTING

Exhibit B-1 Moisture Density RelationshipExhibits B-2 to B-3 Resilient Modulus Test Results

APPENDIX C - SUPPORTING DOCUMENTS

Exhibit C-1 General NotesExhibit C-2 Unified Soil Classification System

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GEOTECHNICAL ENGINEERING REPORTIN-PLACE SOIL SURVEYNORTH WESTERN ROAD

FROM WEST HALL OF FAME AVENUETO WEST LAKEVIEW ROADSTILLWATER, OKLAHOMATerracon Project No. 03156622

June 18, 2015

1.0 INTRODUCTION

We understand that North Western Road from West Hall of Fame Avenue extendingapproximately 1.4 miles north to West Lakeview Road in Stillwater, Oklahoma will bereconstructed. This project also includes improvements to the North Western Road, WestHall of Fame Avenue and Farm Road intersection and the North Western Road and WestMcElroy Road intersection.

Terracon performed pavement coring, subgrade sampling, and testing. The results of theborings and diagrams showing their approximate locations are included in this report. Thisreport discusses the data collection methods, data collected, recommendations forpavement subgrade preparation, and pavement section thicknesses.

2.0 FIELD DATA COLLECTION AND FINDINGS

2.1 Pavement Coring and Subgrade Testing

Twenty-two pavement cores were collected in the traffic lanes of North Western Road fromWest Hall of Fame Avenue extending approximately 1.4 miles north to West Lake ViewRoad, at the North Western Road, West Hall of Fame Avenue and Farm Road intersection,and the North Western Road and West McElroy intersection. Cores were cut with adiamond bit rotary core drill.

The cores were 6 inches in diameter and penetrated the bound layers of the pavement.Diamond impregnated core barrels were used to cut the cores. Water was used to flushcuttings to the surface and cool the core barrel bit. The core logs are included in AppendixA of this report.

Review of the field measurements show that the cores generally consist of asphalticconcrete underlain by a layer of sand asphalt, aggregate base, or stabilized subgrade base.In general, the pavement section consists of approximately 2 to 10 inches of asphalticconcrete. The sand asphalt, aggregate base or stabilized subgrade base layer was

Geotechnical Engineering ReportIn-Place Soil Survey ■ North Western Road ■ Stillwater, OklahomaJune 18, 2015 ■ Terracon Project No. 03156622

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approximately 2 to 7 inches thick. Logs of the cores are presented on the Pavement CoreLogs in Exhibits A-6 through A-27 in Appendix A.

After coring the existing pavement, the pavement subgrade soils were tested in-situ with aDynamic Cone Penetrometer (DCP) to depths of about 3 feet with exception of C-10 and C-20. The results of DCP tests are included in Exhibits A-28 through A-47 in Appendix A ofthis report.

Disturbed subgrade samples of the pavement subgrade soils were collected using a handauger. The borings were drilled to depths of approximately 36 inches below the bottom ofthe pavement. Classification tests were generally performed on selected representativesubgrade soils from the core locations. The subsurface profiles are shown on the In-PlaceSoil Survey Table in Exhibit A-48. The soil samples collected from the borings were sealedand returned to the laboratory for testing.

One major soil type (A-6) was encountered in our hand auger borings. Similar soils werecombined into two bulk samples. Classification tests were performed on those combinedbulk samples. Standard Proctor and resilient modulus tests were performed on both bulksamples. The test results of the pavement subgrade soils are included in Appendix B of thisreport.

After collecting the pavement subgrade soils, the core locations on the drive lanes werebackfilled with similar materials.

3.0 PAVEMENT SECTION RECOMMENDATIONS

3.1 Geotechnical Considerations

The existing pavement subgrade consists of lean to fat clay with varying amount of sandand gravel, and sand with varying amounts of clay and silt. Some of the clay has moderateto high plasticity which is capable of significant reduction in shear strength with increases inmoisture content. Based on the results of the borings, our field observations and ourunderstanding of the project, we recommend that the roadway be reconstructed full depth.We understand that a rigid pavement section is the preferred pavement for this project.

Recommendations for pavement subgrade preparation and pavement section for full-depthpavement reconstruction are provided in the following sections.

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3.2 Earthwork

The following presents recommendations for subgrade preparation and construction ofengineered fills on the project. The recommendations presented for design and constructionof the pavements are contingent upon following the recommendations outlined in thissection. Grading should extend an appropriate distance beyond the limits of the proposedpavement areas.

3.2.1 Site PreparationSite preparation for the proposed project should include removing the existing pavement,sand asphalt, aggregate/stabilized base, vegetation, topsoil, and other unsuitable materialsencountered on-site. Actual removal depths should be determined at the time ofconstruction by a representative of the geotechnical engineer.

3.2.2 Subgrade PreparationThe near surface soils at the boring locations generally consisted of lean to fat clay withvarying amounts of sand and gravel and sand with varying amounts of clay and silt.Recommendations regarding subgrade preparation are provided in the followingparagraphs.

After stripping the site and completing any required cuts, but before placing fill, werecommend the exposed subgrade be proofrolled with a loaded tandem-axle dump truckhaving a minimum gross weight of 25 tons or other equipment having a similar subgradeloading. Proofrolling should be observed by a representative of the geotechnical engineer.Depressions or excavations should be cleaned of loose material and backfilled as outlined inthe following paragraphs. Soft, unstable soil located during the proofrolling should beoverexcavated and replaced with properly compacted approved soils if it cannot beadequately compacted in place. Relatively soft subgrade soils were encountered in severalof the borings. Therefore, we anticipate isolated unstable areas may be encountered duringproofrolling. We also expect the subgrade soils beneath the existing pavement section tohave accumulated moisture over the life of the pavement. The extent of unstable soilcannot be determined at this time.

Following site stripping and proofrolling, the exposed subgrade in areas to receive new fillshould be scarified to a depth of 8 inches, adjusted to a workable moisture content that is ator above its optimum value and be compacted to at least 95 percent of the material’smaximum dry density as determined by test method AASHTO T-99 (standard Proctor).

To reduce potential trafficability problems and strength loss, and to improve the long-termsubgrade support, we recommend that the top 8 inches of the subgrade be treated withhydrated lime, Class “C” fly ash or cement kiln dust. Based on past experience with soils

Geotechnical Engineering ReportIn-Place Soil Survey ■ North Western Road ■ Stillwater, OklahomaJune 18, 2015 ■ Terracon Project No. 03156622

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similar to those present at the site, we estimate 5 to 7 percent hydrated lime or 10 to 14percent Class “C” fly ash or cement kiln dust will be needed to adequately treat the on-sitesoils. The actual percentage of additive should be determined at the time of construction bythe geotechnical engineer. If lime is used, it should be blended into the subgrade andallowed to cure for 48 to 72 hours before being remixed and compacted. Beforecompaction, the treated soil zone should be adjusted to within 2 percent of the material’soptimum moisture as determined by test method AASHTO T-99. After conditioning the soilto the required moisture content, the treated subgrade should be compacted to at least 98percent of the material’s maximum dry density as determined by test method AASHTO T-99.If CKD or flyash is used, compaction should be completed within about two hours afterinitially mixing the soil and stabilizing agent to optimize the stabilization benefit.

3.2.3 Fill Material RequirementsAll fill required to develop the design subgrade elevation should be an approved materialthat is free of organic matter and debris as outlined in the following table.

Fill Type1 Acceptable Location for Placement

Imported or On-Site Soils with 5<PI< 35 Pavement areas2

1. Prior to any filling operations, samples of the proposed borrow and on-site materials should beobtained for laboratory Atterberg limits and moisture-density testing. The tests will provide abasis for material acceptance and evaluation of fill compaction by in-place density testing. Aqualified soil technician should perform sufficient in-place density tests during the fillingoperations to evaluate that proper levels of compaction, including dry unit weight and moisturecontent, are being attained. Controlled, compacted fill should consist of approved materials freeof organic matter and debris and contain a maximum rock size of 3 inches. The proposed fillmaterials should be approved by the geotechnical engineer prior to placement.

2. Provided the top 8 inches of the pavement subgrade is treated with hydrated lime, Class “C” flyash or cement kiln dust as discussed in section 3.1.2 Subgrade Preparation.

Engineered fill should be placed and compacted in horizontal lifts, using equipment andprocedures that will produce recommended moisture contents and densities throughout thelift.

3.2.4 Fill Placement Compaction RequirementsRecommended compaction and moisture content criteria for engineered fill materials are asfollows:

ITEM DESCRIPTION

Fill Lift Thickness 9-inches or less in loose thickness

Geotechnical Engineering ReportIn-Place Soil Survey ■ North Western Road ■ Stillwater, OklahomaJune 18, 2015 ■ Terracon Project No. 03156622

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ITEM DESCRIPTION

Compaction RequirementsAt least 95% of the material’s maximum dry density as determined bythe standard Proctor test method, AASHTO T-99, except that treateddepth of pavement subgrade should be at least 98%.

Moisture ContentWorkable moisture content that is at or above its optimum value asdetermined by the standard Proctor test method, AASTHO T-99 at thetime of placement and compaction.

3.2.5 Utility Trench BackfillCare should be taken to properly backfill utility cuts in pavement areas. All trenches createdfor utility access under the pavement should be effectively sealed to restrict water intrusionand flow along the trenches. We recommend using a clay soil to construct a trench plugthat extends at least 5 feet out from the edge of the pavements. The clay should have aminimum plasticity index (PI) of 15 and be placed in controlled lifts not exceeding 9 inches inloose thickness so as to surround the utility line and fill the trench. Each lift of clay backfillshould be compacted to at least 95 percent of the material’s maximum standard Proctor drydensity (AASHTO T-99), at a minimum moisture content that is within 2 percentage points ofthe AASHTO T-99 optimum value.

3.3 Traffic

The following traffic information was provided by the client:

n 2014 ADT = 6,445n 2030 ADT = 11,175

Terracon assumed the following traffic data information for the subject project:

n Total Truck Traffic, T = 1%n Traffic Growth Ratio (% yr.) = 3.5%n Analysis Period = 20 yearsn Design ESALs - Rigid = 2.7 million

If these assumptions for design traffic loading are inconsistent with those desired by theclient, the updated traffic information should be submitted for our review regarding anypotential changes to our design recommendations.

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3.4 Pavement Design Parameters

Based on the field and laboratory test results and our previous experience with soils similarto those encountered on site, and the assumption that the pavement subgrade will beconstructed as recommended in the previous paragraphs, the following design parameterswere used in the analyses.

PAVEMENT DESIGN PARAMETERS

Input Parameter Concrete/Rigid

Reliability 85%

Initial Serviceability 4.5

Terminal Serviceability 2.0

Standard Deviation 0.35

Load Transfer 2.9

Subgrade Strength K = 100 pci

Drainage 0.9

3.5 Pavement Section Recommendations

The rigid pavement section was calculated using the 1993 AASHTO design method. Basedon the analyses discussed above, the following pavement section can be considered for thisproject.

MINIMUM PAVEMENT RECOMMENDATIONS *

Section IIPortland Cement Concrete (3,000 psi, Air Entrained)

9.5” Dowel Jointed Plain Concrete8.0” Treated Subgrade

* All materials should meet the ODOT Standard Specifications for Highway Construction.

This pavement sections is considered minimal sections based upon the expected traffic andthe existing subgrade conditions. However, it is expected to function with periodicmaintenance and overlays if effective drainage is provided and maintained.

3.6 Drainage

Minimizing subgrade saturation is an important factor in maintaining subgrade strength.Water allowed to pond on or adjacent to pavements could saturate the subgrade and causepremature pavement deterioration. The pavement should be sloped to provide rapid surface

Geotechnical Engineering ReportIn-Place Soil Survey ■ North Western Road ■ Stillwater, OklahomaJune 18, 2015 ■ Terracon Project No. 03156622

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drainage, and positive surface drainage should be maintained away from the edge of thepaved areas. Design alternatives that could reduce the risk of subgrade saturation andimprove long term pavement performance include crowning the pavement subgrade to draintoward the edges (rather than to the center of the pavement areas) and installing surfacedrains next to any areas where surface water could pond.

3.7 Maintenance

Periodic maintenance extends the service life of the pavement and should include cracksealing, surface sealing and patching of any deteriorated areas. Also, thicker pavementsections could be used to reduce the required maintenance and extend the service life ofthe pavement. Failure to follow these recommendations could result in premature pavementdistress and higher maintenance costs.

4.0 GENERAL COMMENTS

The analyses and recommendations presented in this report are based upon the dataobtained from deflection tests and coring performed at the indicated locations and fromother information discussed in this report.The scope of services for this project does not include either specifically or by implicationany environmental assessment of the site or identification of contaminated or hazardousmaterials or conditions. If the owner is concerned about the potential for suchcontamination, other studies should be undertaken.

This report has been prepared for the exclusive use of our client for specific application tothe project discussed, and has been prepared in accordance with generally acceptedgeotechnical engineering practices. No warranties, either express or implied are intended ormade. In the event that any information furnished to us, as outlined in this report, isinaccurate or changes, the conclusions and recommendations contained in this report shallnot be considered valid unless the changes are reviewed and the conclusions of this reportmodified or verified in writing by the pavement engineer.

APPENDIX A

PAVEMENT CORING AND SUBGRADE TESTING

DIAGRAM IS FOR GENERAL LOCATION ONLY, AND IS NOT INTENDED FOR CONSTRUCTION PURPOSES

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FROM WEST HALL OF FAME AVENUE TO WEST LAKEVIEW ROAD STILLWATER, OKLAHOMA

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~ BORING LOCATION

DIAGRAM IS FOR GENERAL LOCATION ONLY, AND IS NOT INTENDED FOR CONSTRUCTION PURPOSES

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FROM WEST HALL OF FAME AVENUE TO WEST LAKEVIEW ROAD STILLWATER, OKLAHOMA

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EXHIBIT

A2

LEGEND

~ BORING LOCATION

DIAGRAM IS FOR GENERAL LOCATION ONLY, AND IS NOT INTENDED FOR CONSTRUCTION PURPOSES

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BORING LOCATION PLAN IN-PLACE SOIL SURVEY NORTH WESTERN ROAD

FROM WEST HALL OF FAME AVENUE TO WEST LAKEVIEW ROAD STILLWATER, OKLAHOMA

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EXHIBIT

A3

LEGEND

~ BORING LOCATION

DIAGRAM IS FOR GENERAL LOCATION ONLY, AND IS NOT INTENDED FOR CONSTRUCTION PURPOSES

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BORING LOCATION PLAN IN-PLACE SOIL SURVEY NORTH WESTERN ROAD

FROM WEST HALL OF FAME AVENUE TO WEST LAKEVIEW ROAD STILLWATER, OKLAHOMA

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EXHIBIT

A4

LEGEND

~ BORING LOCATION

DIAGRAM IS FOR GENERAL LOCATION ONLY, AND IS NOT INTENDED FOR CONSTRUCTION PURPOSES

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BORING LOCATION PLAN IN-PLACE SOIL SURVEY NORTH WESTERN ROAD

FROM WEST HALL OF FAME AVENUE TO WEST LAKEVIEW ROAD STILLWATER, OKLAHOMA

N

EXHIBIT

A5

TOP

CORE LOG CORE LAYER DATA (FROM TOP TO BOTTOM):

CORE NUMBER C-1 Sample LayerDATE CORED 4/21/2015 No Thickness (in.)LOCATION North Western Road from West Hall of Fame Avenue to 1 2

West Lakeview Road, Stillwater, Oklahoma 4 1/4STATION --- 2LANE DIRECTION Westbound (Farm Road)OFFSET FROM CL 4 feet

Total Core Thickness 8 1/4

CORE DATA

2 10 25, 14, 11 A-6(2) SC 46

3 --- 25, 16, 9 A-4(3) CL 66

Surface Material Type:

Stripping or Separation in Asphalt:

Honeycomb or "D" Cracking in PCC:

Water Level ObservationsNone W.D. None A.B.

Exhibit A-6

Clayey sand, reddish brown (2.5YR 4/3)

Stabilized Subgrade Beneath Pavement or Sub-base?

Bottom of Boring at 34 inches below bottom of pavement

Sandy lean clay, dark grayish brown(10YR 4/2)

Sand Asphalt

LL, PL, PI AASHTO USCSPercent Passing

No. 200

Layer Type Layer CharacteristicsAsphaltic ConcreteSand Asphalt Seperation at 6 1/4 inches

A.C. P.C.C.

Stripping Separation N/A

Honeycomb "D" Cracking N/A

Continuously Reinforced Concrete

Yes No Unknown

TOP

CORE LOG CORE LAYER DATA (FROM TOP TO BOTTOM):

CORE NUMBER C-2 Sample LayerDATE CORED 4/21/2015 No Thickness (in.)LOCATION North Western Road from West Hall of Fame Avenue to 1 4

West Lakeview Road, Stillwater, Oklahoma 8STATION ---LANE DIRECTION Southbound Outside (Hall of Fame Avenue)OFFSET FROM CL 4 feet

Total Core Thickness 12

CORE DATA

2 6 --- --- --- ---

3 --- 45, 16, 29 A-7-6(21) CL 76

Surface Material Type:

Stripping or Separation in Asphalt:

Honeycomb or "D" Cracking in PCC:

Water Level ObservationsNone W.D. None A.B.

Exhibit A-7

Layer Type Layer CharacteristicsAsphaltic ConcreteSand Asphalt Seperation at 7 inches

Bottom of Boring at 36 inches below bottom of pavement

Stabilized Subgrade Beneath Pavement or Sub-base?

Percent PassingNo. 200

Clayey sand, reddish brown (2.5YR 4/3)

Lean clay with sand, brown (7.5YR 5/3)

LL, PL, PI AASHTO USCS

A.C. P.C.C.

Stripping Separation N/A

Honeycomb "D" Cracking N/A

Continuously Reinforced Concrete

Yes No Unknown

TOP

CORE LOG CORE LAYER DATA (FROM TOP TO BOTTOM):

CORE NUMBER C-3 Sample LayerDATE CORED 4/21/2015 No Thickness (in.)LOCATION North Western Road from West Hall of Fame Avenue to 1 3 1/2

West Lakeview Road, Stillwater, Oklahoma 6STATION ---LANE DIRECTION Northbound Outside (Hall of Fame Avenue)OFFSET FROM CL 5 feet

Total Core Thickness 9 1/2

CORE DATA

2 18 1/2 --- --- --- ---

3 --- 38, 14, 22 A-6(13) CL 70

Surface Material Type:

Stripping or Separation in Asphalt:

Honeycomb or "D" Cracking in PCC:

Water Level ObservationsNone W.D. None A.B.

Exhibit A-8

Layer Type Layer CharacteristicsAsphaltic ConcreteSand Asphalt

Bottom of Boring at 38 inches below bottom of pavement

Stabilized Subgrade Beneath Pavement or Sub-base?

Percent PassingNo. 200

Clayey sand, reddish brown (2.5YR 4/3)

Lean clay with sand, reddish brown(5YR 5/4)

LL, PL, PI AASHTO USCS

A.C. P.C.C.

Stripping Separation N/A

Honeycomb "D" Cracking N/A

Continuously Reinforced Concrete

Yes No Unknown

TOP

CORE LOG CORE LAYER DATA (FROM TOP TO BOTTOM):

CORE NUMBER C-4 Sample LayerDATE CORED 4/21/2015 No Thickness (in.)LOCATION North Western Road from West Hall of Fame Avenue to 1 3 1/2

West Lakeview Road, Stillwater, Oklahoma 3 1/4STATION --- 4 1/8LANE DIRECTION Southbound Outside (Hall of Fame Avenue)OFFSET FROM CL 4 feet

Total Core Thickness 10 7/8

CORE DATA

2 6 --- --- --- ---

3 --- 36, 16, 20 A-6(9) CL 60

Surface Material Type:

Stripping or Separation in Asphalt:

Honeycomb or "D" Cracking in PCC:

Water Level ObservationsNone W.D. None A.B.

Exhibit A-9

Layer Type Layer CharacteristicsAsphaltic ConcreteSand Asphalt Seperation at 6 3/4 inches

Sand Asphalt

Bottom of Boring at 36 inches below bottom of pavement

Stabilized Subgrade Beneath Pavement or Sub-base?

Percent PassingNo. 200

Sandy lean clay , reddish brown (5YR5/4)Sandy lean clay, reddish brown (5YR5/4)

LL, PL, PI AASHTO USCS

A.C. P.C.C.

Stripping Separation N/A

Honeycomb "D" Cracking N/A

Continuously Reinforced Concrete

Yes No Unknown

TOP

CORE LOG CORE LAYER DATA (FROM TOP TO BOTTOM):

CORE NUMBER C-5 Sample LayerDATE CORED 4/21/2015 No Thickness (in.)LOCATION North Western Road from West Hall of Fame Avenue to 1 2 1/4

West Lakeview Road, Stillwater, Oklahoma 6 1/4STATION --- 6LANE DIRECTION NorthboundOFFSET FROM CL 5 feet

Total Core Thickness 14 1/2

CORE DATA

2 6 --- --- --- ---

3 --- 26, 14, 12 A-2-6(0) SC 29

Surface Material Type:

Stripping or Separation in Asphalt:

Honeycomb or "D" Cracking in PCC:

Water Level ObservationsNone W.D. None A.B.

Exhibit A-10

Bottom of Boring at 38 inches below bottom of pavement

Stabilized Subgrade Beneath Pavement or Sub-base?

Percent PassingNo. 200

Clayey sand, dark grayish brown (10YR4/2)Clayey sand, dark grayish brown (10YR4/2)

LL, PL, PI AASHTO USCS

Asphaltic Concrete

Layer Type Layer CharacteristicsAsphaltic ConcreteSand Asphalt Seperation at 8 1/2 inches

A.C. P.C.C.

Stripping Separation N/A

Honeycomb "D" Cracking N/A

Continuously Reinforced Concrete

Yes No Unknown

TOP

CORE LOG CORE LAYER DATA (FROM TOP TO BOTTOM):

CORE NUMBER C-6 Sample LayerDATE CORED 4/21/2015 No Thickness (in.)LOCATION North Western Road from West Hall of Fame Avenue to 1 2 1/2

West Lakeview Road, Stillwater, Oklahoma 3 1/2STATION --- 1 5/8LANE DIRECTION Southbound 4OFFSET FROM CL 5 feet

Total Core Thickness 11 5/8

CORE DATA

2 7 --- --- --- ---

3 --- 40, 15, 25 A-6(21) CL 85

Surface Material Type:

Stripping or Separation in Asphalt:

Honeycomb or "D" Cracking in PCC:

Water Level ObservationsNone W.D. None A.B.

Exhibit A-11

Bottom of Boring at 36 inches below bottom of pavement

Stabilized Subgrade Beneath Pavement or Sub-base?

Percent PassingNo. 200

Lean clay, dusky red (2.5YR 3/2)

Lean clay, dusky red (2.5YR 3/2)

LL, PL, PI AASHTO USCS

Asphaltic ConcreteAggregate Base (not pictured)

Layer Type Layer CharacteristicsAsphaltic ConcreteAsphaltic Concrete

A.C. P.C.C.

Stripping Separation N/A

Honeycomb "D" Cracking N/A

Continuously Reinforced Concrete

Yes No Unknown

TOP

CORE LOG CORE LAYER DATA (FROM TOP TO BOTTOM):

CORE NUMBER C-7 Sample LayerDATE CORED 4/21/2015 No Thickness (in.)LOCATION North Western Road from West Hall of Fame Avenue to 1 2

West Lakeview Road, Stillwater, Oklahoma 2 1/4STATION --- 2LANE DIRECTION Northbound 2 1/4OFFSET FROM CL 4 feet

Total Core Thickness 8 1/2

CORE DATA

2 11 --- --- --- ---

3 --- 29, 13, 16 A-6(5) CL 55

Surface Material Type:

Stripping or Separation in Asphalt:

Honeycomb or "D" Cracking in PCC:

Water Level ObservationsNone W.D. None A.B.

Exhibit A-12

Bottom of Boring at 35 inches below bottom of pavement

Stabilized Subgrade Beneath Pavement or Sub-base?

Percent PassingNo. 200

Clayey sand, reddish brown (2.5YR 4/3)

Sandy lean clay , reddish brown (5YR5/4)

LL, PL, PI AASHTO USCS

Asphaltic ConcreteSand Asphalt

Layer Type Layer CharacteristicsAsphaltic ConcreteAsphaltic Concrete Seperation at 4 1/4 inches

A.C. P.C.C.

Stripping Separation N/A

Honeycomb "D" Cracking N/A

Continuously Reinforced Concrete

Yes No Unknown

TOP

CORE LOG CORE LAYER DATA (FROM TOP TO BOTTOM):

CORE NUMBER C-8 Sample LayerDATE CORED 4/21/2015 No Thickness (in.)LOCATION North Western Road from West Hall of Fame Avenue to 1 4

West Lakeview Road, Stillwater, Oklahoma 2STATION --- 2 1/4LANE DIRECTION SouthboundOFFSET FROM CL 5 feet

Total Core Thickness 8 1/4

CORE DATA

2 17 --- --- --- ---

3 --- 37, 14, 23 A-6(16) CL 77

Surface Material Type:

Stripping or Separation in Asphalt:

Honeycomb or "D" Cracking in PCC:

Water Level ObservationsNone W.D. None A.B.

Exhibit A-13Stabilized Subgrade Beneath Pavement or Sub-base?

Percent PassingNo. 200

Lean clay with sand, reddish brown(5YR 5/4)Lean clay with sand, reddish brown(5YR 5/4)

Bottom of Boring at 34 inches below bottom of pavement

Crumbling at 7 inchesSand Asphalt

LL, PL, PI AASHTO USCS

Layer Type Layer CharacteristicsAsphaltic ConcreteAsphaltic Concrete

A.C. P.C.C.

Stripping Separation N/A

Honeycomb "D" Cracking N/A

Continuously Reinforced Concrete

Yes No Unknown

TOP

CORE LOG CORE LAYER DATA (FROM TOP TO BOTTOM):

CORE NUMBER C-9 Sample LayerDATE CORED 4/21/2015 No Thickness (in.)LOCATION North Western Road from West Hall of Fame Avenue to 1 4

West Lakeview Road, Stillwater, Oklahoma 3STATION --- 7LANE DIRECTION NorthboundOFFSET FROM CL 5 feet

Total Core Thickness 14

CORE DATA

2 12 --- --- --- ---

3 --- 30, 13, 17 A-6(4) SC 46

Surface Material Type:

Stripping or Separation in Asphalt:

Honeycomb or "D" Cracking in PCC:

Water Level ObservationsNone W.D. None A.B.

Exhibit A-14

Layer Type Layer CharacteristicsAsphaltic ConcreteAsphaltic Concrete Seperation at 7 inchesStabilized Subgrade

LL, PL, PI AASHTO USCSPercent Passing

No. 200

Bottom of Boring at 36 inches below bottom of pavement

Stabilized Subgrade Beneath Pavement or Sub-base?

Clayey sand, reddish brown (2.5YR 4/3)

Clayey sand, reddish brown (2.5YR 4/3)

A.C. P.C.C.

Stripping Separation N/A

Honeycomb "D" Cracking N/A

Continuously Reinforced Concrete

Yes No Unknown

TOP

CORE LOG CORE LAYER DATA (FROM TOP TO BOTTOM):

CORE NUMBER C-10 Sample LayerDATE CORED 4/21/2015 No Thickness (in.)LOCATION North Western Road from West Hall of Fame Avenue to 1 4

West Lakeview Road, Stillwater, Oklahoma 4STATION --- 7LANE DIRECTION Westbound (McElroy)OFFSET FROM CL 5 feet

Total Core Thickness 15

CORE DATA

2 6 --- --- --- ---

3 --- 45, 17, 28 A-7-6(24) CL 85

Surface Material Type:

Stripping or Separation in Asphalt:

Honeycomb or "D" Cracking in PCC:

Water Level ObservationsNone W.D. None A.B.

Exhibit A-15

Layer Type Layer CharacteristicsAsphaltic ConcreteAsphaltic Concrete Seperation at 8 inches

Stabilized Subgrade

LL, PL, PI AASHTO USCSPercent Passing

No. 200

Bottom of Boring at 36 inches below bottom of pavement

Stabilized Subgrade Beneath Pavement or Sub-base?

Lean clay with sand, reddish brown(7.5YR 5/3)Lean clay with sand, reddish brown(7.5YR 5/3)

A.C. P.C.C.

Stripping Separation N/A

Honeycomb "D" Cracking N/A

Continuously Reinforced Concrete

Yes No Unknown

TOP

CORE LOG CORE LAYER DATA (FROM TOP TO BOTTOM):

CORE NUMBER C-11 Sample LayerDATE CORED 4/21/2015 No Thickness (in.)LOCATION North Western Road from West Hall of Fame Avenue to 1 2 1/2

West Lakeview Road, Stillwater, Oklahoma 2 1/2STATION --- 4LANE DIRECTION Eastbound (McElroy)OFFSET FROM CL 4 feet

Total Core Thickness 9

CORE DATA

2 27 --- --- --- ---

3 --- 45, 17, 28 A-7-6(24) CL 85

Surface Material Type:

Stripping or Separation in Asphalt:

Honeycomb or "D" Cracking in PCC:

Water Level ObservationsNone W.D. None A.B.

Exhibit A-16

Layer Type Layer CharacteristicsAsphaltic ConcreteAsphaltic Concrete Seperation at 5 inches

Aggregate Base (not pictured)

LL, PL, PI AASHTO USCSPercent Passing

No. 200

Bottom of Boring at 33 inches below bottom of pavement

Stabilized Subgrade Beneath Pavement or Sub-base?

Clayey sand , reddish brown (2.5YR4/3)

Lean clay with sand, brown (7.5YR 5/3)

A.C. P.C.C.

Stripping Separation N/A

Honeycomb "D" Cracking N/A

Continuously Reinforced Concrete

Yes No Unknown

TOP

CORE LOG CORE LAYER DATA (FROM TOP TO BOTTOM):

CORE NUMBER C-12 Sample LayerDATE CORED 4/21/2015 No Thickness (in.)LOCATION North Western Road from West Hall of Fame Avenue to 1 2 1/4

West Lakeview Road, Stillwater, Oklahoma 3 3/4STATION --- 4LANE DIRECTION Southbound 7OFFSET FROM CL 5 feet

Total Core Thickness 17

CORE DATA

2 16 --- --- --- ---

3 --- 28, 16, 12 A-6(2) SC 46

Surface Material Type:

Stripping or Separation in Asphalt:

Honeycomb or "D" Cracking in PCC:

Water Level ObservationsNone W.D. None A.B.

Exhibit A-17

Layer Type Layer CharacteristicsAsphaltic ConcreteAsphaltic ConcreteAsphaltic Concrete Seperation at 10 inches

LL, PL, PI AASHTO USCSPercent Passing

No. 200

Stabilized Subgrade

Bottom of Boring at 36 inches below bottom of pavement

Stabilized Subgrade Beneath Pavement or Sub-base?

Clayey sand, reddish brown (2.5YR 4/3)

Clayey sand, reddish brown (2.5YR 4/3)

A.C. P.C.C.

Stripping Separation N/A

Honeycomb "D" Cracking N/A

Continuously Reinforced Concrete

Yes No Unknown

TOP

CORE LOG CORE LAYER DATA (FROM TOP TO BOTTOM):

CORE NUMBER C-13 Sample LayerDATE CORED 4/21/2015 No Thickness (in.)LOCATION North Western Road from West Hall of Fame Avenue to 1 2

West Lakeview Road, Stillwater, Oklahoma 3STATION --- 2LANE DIRECTION Northbound Aggregate Base (not pictured) 2OFFSET FROM CL 4 feet

Total Core Thickness 9

CORE DATA

2 6 --- --- --- ---

3 --- 21, 15, 6 A-4(0) SC-SM 74

Surface Material Type:

Stripping or Separation in Asphalt:

Honeycomb or "D" Cracking in PCC:

Water Level ObservationsNone W.D. None A.B.

Exhibit A-18

Layer Type Layer CharacteristicsAsphaltic ConcreteAsphaltic Concrete Seperation at 5 inchesAsphaltic Concrete Seperation at 7 inches

LL, PL, PI AASHTO USCSPercent Passing

No. 200

Bottom of Boring at 35 inches below bottom of pavement

Stabilized Subgrade Beneath Pavement or Sub-base?

Silt clayey sand, dusky red (2.5YR 3/2)

Silt clayey sand, dusky red (2.5YR 3/2)

A.C. P.C.C.

Stripping Separation N/A

Honeycomb "D" Cracking N/A

Continuously Reinforced Concrete

Yes No Unknown

TOP

CORE LOG CORE LAYER DATA (FROM TOP TO BOTTOM):

CORE NUMBER C-14 Sample LayerDATE CORED 4/21/2015 No Thickness (in.)LOCATION North Western Road from West Hall of Fame Avenue to 1 2

West Lakeview Road, Stillwater, Oklahoma 2 1/4STATION --- 2LANE DIRECTION Southbound Aggregate Base (not pictured) 2OFFSET FROM CL 4 feet

Total Core Thickness 8 1/4

CORE DATA

2 6 --- --- --- ---

3 --- 38, 15, 23 A-6(11) CL 61

Surface Material Type:

Stripping or Separation in Asphalt:

Honeycomb or "D" Cracking in PCC:

Water Level ObservationsNone W.D. None A.B.

Exhibit A-19

Layer Type Layer CharacteristicsAsphaltic ConcreteAsphaltic ConcreteAsphaltic Concrete Seperation at 6 1/4 inches

LL, PL, PI AASHTO USCSPercent Passing

No. 200

Bottom of Boring at 35 inches below bottom of pavement

Stabilized Subgrade Beneath Pavement or Sub-base?

Lean clay with sand, reddish brown(5YR 5/4)Lean clay with sand, reddish brown(5YR 5/4)

A.C. P.C.C.

Stripping Separation N/A

Honeycomb "D" Cracking N/A

Continuously Reinforced Concrete

Yes No Unknown

TOP

CORE LOG CORE LAYER DATA (FROM TOP TO BOTTOM):

CORE NUMBER C-15 Sample LayerDATE CORED 4/21/2015 No Thickness (in.)LOCATION North Western Road from West Hall of Fame Avenue to 1 2

West Lakeview Road, Stillwater, Oklahoma 2 3/4STATION --- 1 3/4LANE DIRECTION Northbound Aggregate Base (not pictured) 2OFFSET FROM CL 4 feet

Total Core Thickness 8 1/2

CORE DATA

2 8 --- --- --- ---

3 --- 27, 13, 14 A-6(5) CL 60

Surface Material Type:

Stripping or Separation in Asphalt:

Honeycomb or "D" Cracking in PCC:

Water Level ObservationsNone W.D. None A.B.

Exhibit A-20

Layer Type Layer CharacteristicsAsphaltic ConcreteAsphaltic ConcreteAsphaltic Concrete

LL, PL, PI AASHTO USCSPercent Passing

No. 200

Bottom of Boring at 35 inches below bottom of pavement

Stabilized Subgrade Beneath Pavement or Sub-base?

Lean clay with sand, reddish brown(5YR 5/4)Lean clay with sand, reddish brown(5YR 5/4)

A.C. P.C.C.

Stripping Separation N/A

Honeycomb "D" Cracking N/A

Continuously Reinforced Concrete

Yes No Unknown

TOP

CORE LOG CORE LAYER DATA (FROM TOP TO BOTTOM):

CORE NUMBER C-16 Sample LayerDATE CORED 4/21/2015 No Thickness (in.)LOCATION North Western Road from West Hall of Fame Avenue to 1 2 1/2

West Lakeview Road, Stillwater, Oklahoma 2 1/2STATION --- 1LANE DIRECTION Southbound 3OFFSET FROM CL 4 feet

Total Core Thickness 9

CORE DATA

2 6 --- --- --- ---

3 --- 45, 15, 30 A-7-6(20) CL 72

Surface Material Type:

Stripping or Separation in Asphalt:

Honeycomb or "D" Cracking in PCC:

Water Level ObservationsNone W.D. None A.B.

Exhibit A-21

Layer Type Layer CharacteristicsAsphaltic Concrete Seperation at 2 1/2 inchesAsphaltic ConcreteAsphaltic Concrete Seperation at 6 inches

LL, PL, PI AASHTO USCSPercent Passing

No. 200

Bottom of Boring at 35 inches below bottom of pavement

Stabilized Subgrade Beneath Pavement or Sub-base?

Aggregate Base (not pictured)

Lean clay with sand, brown (7.5YR 5/3)

Lean clay with sand, brown (7.5YR 5/3)

A.C. P.C.C.

Stripping Separation N/A

Honeycomb "D" Cracking N/A

Continuously Reinforced Concrete

Yes No Unknown

TOP

CORE LOG CORE LAYER DATA (FROM TOP TO BOTTOM):

CORE NUMBER C-17 Sample LayerDATE CORED 4/21/2015 No Thickness (in.)LOCATION North Western Road from West Hall of Fame Avenue to 1 1/4

West Lakeview Road, Stillwater, Oklahoma 2 3/4STATION --- 2LANE DIRECTION Northbound 3 1/2OFFSET FROM CL 5 feet

Total Core Thickness 8 1/2

CORE DATA

2 11 --- --- --- ---

3 --- 59, 18, 41 A-7-6(30) CH 74

Surface Material Type:

Stripping or Separation in Asphalt:

Honeycomb or "D" Cracking in PCC:

Water Level ObservationsNone W.D. None A.B.

Exhibit A-22

Layer Type Layer CharacteristicsAsphaltic Concrete Crumbled at 1/4 inchAsphaltic Concrete Seperation at 3 inches

Asphaltic Concrete Seperation at 5 inches

Sand Asphalt

Bottom of Boring at 34 inches below bottom of pavement

Stabilized Subgrade Beneath Pavement or Sub-base?

Percent PassingNo. 200

Fat clay with sand, dusky red (2.5YR3/2)Fat clay with sand, dusky red (2.5YR3/2)

LL, PL, PI AASHTO USCS

A.C. P.C.C.

Stripping Separation N/A

Honeycomb "D" Cracking N/A

Continuously Reinforced Concrete

Yes No Unknown

TOP

CORE LOG CORE LAYER DATA (FROM TOP TO BOTTOM):

CORE NUMBER C-18 Sample LayerDATE CORED 4/21/2015 No Thickness (in.)LOCATION North Western Road from West Hall of Fame Avenue to 1 2 1/4

West Lakeview Road, Stillwater, Oklahoma 2 1/2STATION --- 1 3/4LANE DIRECTION Southbound 4OFFSET FROM CL 5 feet

Total Core Thickness 10 1/2

CORE DATA

2 6 --- --- --- ---

3 --- 45, 16, 29 A-7-6(17) CL 66

Surface Material Type:

Stripping or Separation in Asphalt:

Honeycomb or "D" Cracking in PCC:

Water Level ObservationsNone W.D. None A.B.

Exhibit A-23

Layer Type Layer CharacteristicsAsphaltic Concrete Seperation at 2 1/4 inchesAsphaltic Concrete

Percent PassingNo. 200

Asphaltic Concrete Seperation at 6 1/2 inches

Sand Base (not pictured)

Bottom of Boring at 33 inches below bottom of pavement

Stabilized Subgrade Beneath Pavement or Sub-base?

Sandy lean clay, brown (7.5YR 5/3)

Sandy lean clay, brown (7.5YR 5/3)

LL, PL, PI AASHTO USCS

A.C. P.C.C.

Stripping Separation N/A

Honeycomb "D" Cracking N/A

Continuously Reinforced Concrete

Yes No Unknown

TOP

CORE LOG CORE LAYER DATA (FROM TOP TO BOTTOM):

CORE NUMBER C-19 Sample LayerDATE CORED 4/21/2015 No Thickness (in.)LOCATION North Western Road from West Hall of Fame Avenue to 1 2

West Lakeview Road, Stillwater, Oklahoma 2STATION --- 1/2LANE DIRECTION Northbound Asphaltic Concrete 1 3/4 Seperation at 6 1/4 inches

OFFSET FROM CL 4 feet Sand Base (not pictured) 5Total Core Thickness 11 1/4

CORE DATA

2 6 --- --- --- ---

3 --- 29, 15, 24 A-6(13) CL 67

Surface Material Type:

Stripping or Separation in Asphalt:

Honeycomb or "D" Cracking in PCC:

Water Level ObservationsNone W.D. None A.B.

Exhibit A-24

Percent PassingNo. 200

Asphaltic Concrete

Layer Type Layer CharacteristicsAsphaltic ConcreteAsphaltic Concrete

Bottom of Boring at 32 inches below bottom of pavement

Stabilized Subgrade Beneath Pavement or Sub-base?

Sandy lean clay, reddish brown (5YR5/4)Sandy lean clay, reddish brown (5YR5/4)

LL, PL, PI AASHTO USCS

A.C. P.C.C.

Stripping Separation N/A

Honeycomb "D" Cracking N/A

Continuously Reinforced Concrete

Yes No Unknown

TOP

CORE LOG CORE LAYER DATA (FROM TOP TO BOTTOM):

CORE NUMBER C-20 Sample LayerDATE CORED 4/21/2015 No Thickness (in.)LOCATION North Western Road from West Hall of Fame Avenue to 1 2 1/4

West Lakeview Road, Stillwater, Oklahoma 3 1/4STATION --- 1LANE DIRECTION Southbound 2OFFSET FROM CL 4 feet 2

Total Core Thickness 10 1/2

CORE DATA

2 14 --- --- --- ---

3 --- 51, 16, 35 A-7-6(31) CH 87

Surface Material Type:

Stripping or Separation in Asphalt:

Honeycomb or "D" Cracking in PCC:

Water Level ObservationsNone W.D. None A.B.

Exhibit A-25

Layer Type Layer CharacteristicsAsphaltic ConcreteAsphaltic Concrete

Percent PassingNo. 200

Asphaltic Concrete Seperation and crumbling at 6 1/2 inches

Asphaltic ConcreteSand Base (not pictured)

Bottom of Boring at 36 inches below bottom of pavement

Stabilized Subgrade Beneath Pavement or Sub-base?

Sandy lean clay, dark grayish brown(10YR 4/2)Fat clay with sand, dusky red (2.5YR3/2)

LL, PL, PI AASHTO USCS

A.C. P.C.C.

Stripping Separation N/A

Honeycomb "D" Cracking N/A

Continuously Reinforced Concrete

Yes No Unknown

TOP

CORE LOG CORE LAYER DATA (FROM TOP TO BOTTOM):

CORE NUMBER C-21 Sample LayerDATE CORED 4/21/2015 No Thickness (in.)LOCATION North Western Road from West Hall of Fame Avenue to 1 2

West Lakeview Road, Stillwater, Oklahoma 1/4STATION --- 4 1/4LANE DIRECTION Northbound 4OFFSET FROM CL 4 feet

Total Core Thickness 10 1/2

CORE DATA

2 19 --- --- --- ---

3 --- 41, 16, 25 A-7-6(16) CL 72

Surface Material Type:

Stripping or Separation in Asphalt:

Honeycomb or "D" Cracking in PCC:

Water Level ObservationsNone W.D. None A.B.

Exhibit A-26

Layer Type Layer CharacteristicsAsphaltic ConcreteAsphaltic Concrete

Percent PassingNo. 200

Asphaltic ConcreteSand Base (not pictured)

Bottom of Boring at 32 inches below bottom of pavement

Stabilized Subgrade Beneath Pavement or Sub-base?

Sandy lean clay, dark grayish brown(10YR 4/2)

Lean clay with sand, brown (7.5YR 5/3)

LL, PL, PI AASHTO USCS

A.C. P.C.C.

Stripping Separation N/A

Honeycomb "D" Cracking N/A

Continuously Reinforced Concrete

Yes No Unknown

TOP

CORE LOG CORE LAYER DATA (FROM TOP TO BOTTOM):

CORE NUMBER C-22 Sample LayerDATE CORED 4/21/2015 No Thickness (in.)LOCATION North Western Road from West Hall of Fame Avenue to 1 1 3/4

West Lakeview Road, Stillwater, Oklahoma 2 1/4STATION --- 1 1/4LANE DIRECTION Southbound 2 3/4OFFSET FROM CL 4 feet 3

Total Core Thickness 11

CORE DATA

2 6 --- --- --- ---

3 --- 44, 16, 28 A-6(6) CL 74

Surface Material Type:

Stripping or Separation in Asphalt:

Honeycomb or "D" Cracking in PCC:

Water Level ObservationsNone W.D. None A.B.

Exhibit A-27

Layer Type Layer CharacteristicsAsphaltic ConcreteAsphaltic Concrete

Percent PassingNo. 200

Asphaltic ConcreteAsphaltic ConcreteSand Base (not pictured)

Bottom of Boring at 33 inches below bottom of pavement

Stabilized Subgrade Beneath Pavement or Sub-base?

Sandy lean clay, dark grayish brown(10YR 4/2Sandy lean clay, reddish brown (7.5YR5/3)

LL, PL, PI AASHTO USCS

A.C. P.C.C.

Stripping Separation N/A

Honeycomb "D" Cracking N/A

Continuously Reinforced Concrete

Yes No Unknown

DCP TEST DATAFile Name: C-1

Project: North Western Road Date: 30-Apr-15Location: C-1 Soil Type(s): Lean clay

No. of Accumulative Type ofBlows Penetration Hammer

(mm)0 0 11 50 12 100 14 150 14 200 15 250 12 300 12 350 12 400 13 450 12 500 12 550 12 600 12 650 13 700 13 750 16 800 14 850 15 900 1

0

5

10

15

20

25

30

35

40

0.1 1.0 10.0 100.00

127

254

381

508

635

762

889

10160.1 1.0 10.0 100.0

DEP

TH,i

n.CBR

DEP

TH,m

m

10.1 lbs.

17.6 lbs.

Both hammers used

Soil Type

CH

CL

All other soils

Hammer

0

5

10

15

20

25

30

35

40

0 1000 2000 3000 4000 5000 6000 7000 8000

DEP

TH,i

n

BEARING CAPACITY, psf

Based on approximate interrelationshipsof CBR and Bearing values (Design ofConcrete Airport Pavement, Portland

Cement Association, page 8, 1955)

srspiller
Typewriter
Exhibit A-28

DCP TEST DATAFile Name: C-2

Project: North Western Road Date: 30-Apr-15Location: C-2 Soil Type(s): Lean clay

No. of Accumulative Type ofBlows Penetration Hammer

(mm)0 0 12 50 12 100 12 150 12 200 13 250 13 300 13 350 13 400 13 450 14 500 15 550 16 600 16 650 16 700 16 750 16 800 15 850 16 900 1

0

5

10

15

20

25

30

35

40

0.1 1.0 10.0 100.00

127

254

381

508

635

762

889

10160.1 1.0 10.0 100.0

DEP

TH,i

n.CBR

DEP

TH,m

m

10.1 lbs.

17.6 lbs.

Both hammers used

Soil Type

CH

CL

All other soils

Hammer

0

5

10

15

20

25

30

35

40

0 1000 2000 3000 4000 5000 6000 7000 8000

DEP

TH,i

n

BEARING CAPACITY, psf

Based on approximate interrelationshipsof CBR and Bearing values (Design ofConcrete Airport Pavement, Portland

Cement Association, page 8, 1955)

srspiller
Typewriter
Exhibit A-29
srspiller
Typewriter
srspiller
Typewriter

DCP TEST DATAFile Name: C-3

Project: North Western Road Date: 30-Apr-15Location: C-3 Soil Type(s): Lean clay

No. of Accumulative Type ofBlows Penetration Hammer

(mm)0 0 12 50 11 100 12 150 12 200 12 250 12 300 12 350 13 400 13 450 14 500 15 550 13 600 13 650 15 700 13 750 12 800 14 850 14 900 1

0

5

10

15

20

25

30

35

40

0.1 1.0 10.0 100.00

127

254

381

508

635

762

889

10160.1 1.0 10.0 100.0

DEP

TH,i

n.CBR

DEP

TH,m

m

10.1 lbs.

17.6 lbs.

Both hammers used

Soil Type

CH

CL

All other soils

Hammer

0

5

10

15

20

25

30

35

40

0 1000 2000 3000 4000 5000 6000

DEP

TH,i

n

BEARING CAPACITY, psf

Based on approximate interrelationshipsof CBR and Bearing values (Design ofConcrete Airport Pavement, Portland

Cement Association, page 8, 1955)

srspiller
Typewriter
Exhibit A-30
srspiller
Typewriter

DCP TEST DATAFile Name: C-4

Project: North Western Road Date: 30-Apr-15Location: C-4 Soil Type(s): Lean clay

No. of Accumulative Type ofBlows Penetration Hammer

(mm)0 0 11 50 13 100 17 150 16 200 14 250 13 300 13 350 13 400 13 450 13 500 12 550 13 600 13 650 14 700 14 750 13 800 13 850 13 900 1

0

5

10

15

20

25

30

35

40

0.1 1.0 10.0 100.00

127

254

381

508

635

762

889

10160.1 1.0 10.0 100.0

DEP

TH,i

n.CBR

DEP

TH,m

m

10.1 lbs.

17.6 lbs.

Both hammers used

Soil Type

CH

CL

All other soils

Hammer

0

5

10

15

20

25

30

35

40

0 2000 4000 6000 8000 10000

DEP

TH,i

n

BEARING CAPACITY, psf

Based on approximate interrelationshipsof CBR and Bearing values (Design ofConcrete Airport Pavement, Portland

Cement Association, page 8, 1955)

srspiller
Typewriter
Exhibit A-31
srspiller
Typewriter

DCP TEST DATAFile Name: C-5

Project: North Western Road Date: 30-Apr-15Location: C-5 Soil Type(s): Lean clay

No. of Accumulative Type ofBlows Penetration Hammer

(mm)0 0 17 50 18 100 18 150 16 200 13 250 15 300 16 350 16 400 110 450 112 500 16 550 16 600 17 650 14 700 13 750 13 800 13 850 13 900 1

0

5

10

15

20

25

30

35

40

0.1 1.0 10.0 100.00

127

254

381

508

635

762

889

10160.1 1.0 10.0 100.0

DEP

TH,i

n.CBR

DEP

TH,m

m

10.1 lbs.

17.6 lbs.

Both hammers used

Soil Type

CH

CL

All other soils

Hammer

0

5

10

15

20

25

30

35

40

0 2000 4000 6000 8000 10000 12000

DEP

TH,i

n

BEARING CAPACITY, psf

Based on approximate interrelationshipsof CBR and Bearing values (Design ofConcrete Airport Pavement, Portland

Cement Association, page 8, 1955)

srspiller
Typewriter
Exhibit A-32
srspiller
Typewriter

DCP TEST DATAFile Name: C-6

Project: North Western Road Date: 30-Apr-15Location: C-6 Soil Type(s): Lean clay

No. of Accumulative Type ofBlows Penetration Hammer

(mm)0 0 11 50 12 100 12 150 12 200 12 250 12 300 12 350 12 400 12 450 11 500 12 550 12 600 12 650 13 700 14 750 12 800 11 850 11 900 1

0

5

10

15

20

25

30

35

40

0.1 1.0 10.0 100.00

127

254

381

508

635

762

889

10160.1 1.0 10.0 100.0

DEP

TH,i

n.CBR

DEP

TH,m

m

10.1 lbs.

17.6 lbs.

Both hammers used

Soil Type

CH

CL

All other soils

Hammer

0

5

10

15

20

25

30

35

40

0 1000 2000 3000 4000 5000

DEP

TH,i

n

BEARING CAPACITY, psf

Based on approximate interrelationshipsof CBR and Bearing values (Design ofConcrete Airport Pavement, Portland

Cement Association, page 8, 1955)

srspiller
Typewriter
Exhibit A-33
srspiller
Typewriter

DCP TEST DATAFile Name: C-7

Project: North Western Road Date: 30-Apr-15Location: C-7 Soil Type(s): Lean clay

No. of Accumulative Type ofBlows Penetration Hammer

(mm)0 0 13 50 11 100 13 150 13 200 14 250 13 300 11 350 13 400 12 450 16 500 16 550 16 600 110 650 117 700 118 750 19 800 19 850 110 900 1

0

5

10

15

20

25

30

35

40

0.1 1.0 10.0 100.00

127

254

381

508

635

762

889

10160.1 1.0 10.0 100.0

DEP

TH,i

n.CBR

DEP

TH,m

m

10.1 lbs.

17.6 lbs.

Both hammers used

Soil Type

CH

CL

All other soils

Hammer

0

5

10

15

20

25

30

35

40

-80000 -60000 -40000 -20000 0 20000

DEP

TH,i

n

BEARING CAPACITY, psf

Based on approximate interrelationshipsof CBR and Bearing values (Design ofConcrete Airport Pavement, Portland

Cement Association, page 8, 1955)

srspiller
Typewriter
Exhibit A-34
srspiller
Typewriter

DCP TEST DATAFile Name: C-8

Project: North Western Road Date: 30-Apr-15Location: C-8 Soil Type(s): Lean clay

No. of Accumulative Type ofBlows Penetration Hammer

(mm)0 0 13 50 13 100 13 150 12 200 13 250 13 300 12 350 12 400 11 450 11 500 12 550 12 600 13 650 13 700 13 750 13 800 14 850 14 900 1

0

5

10

15

20

25

30

35

40

0.1 1.0 10.0 100.00

127

254

381

508

635

762

889

10160.1 1.0 10.0 100.0

DEP

TH,i

n.CBR

DEP

TH,m

m

10.1 lbs.

17.6 lbs.

Both hammers used

Soil Type

CH

CL

All other soils

Hammer

0

5

10

15

20

25

30

35

40

0 1000 2000 3000 4000 5000

DEP

TH,i

n

BEARING CAPACITY, psf

Based on approximate interrelationshipsof CBR and Bearing values (Design ofConcrete Airport Pavement, Portland

Cement Association, page 8, 1955)

srspiller
Typewriter
Exhibit A-35
srspiller
Typewriter

DCP TEST DATAFile Name: C-9

Project: North Western Road Date: 30-Apr-15Location: C-9 Soil Type(s): Lean clay

No. of Accumulative Type ofBlows Penetration Hammer

(mm)0 0 11 50 11 100 11 150 12 200 14 250 12 300 13 350 16 400 16 450 14 500 16 550 112 600 117 650 128 700 117 750 111 800 118 850 117 900 1

0

5

10

15

20

25

30

35

40

0.1 1.0 10.0 100.00

127

254

381

508

635

762

889

10160.1 1.0 10.0 100.0

DEP

TH,i

n.CBR

DEP

TH,m

m

10.1 lbs.

17.6 lbs.

Both hammers used

Soil Type

CH

CL

All other soils

Hammer

0

5

10

15

20

25

30

35

40

-700000 -600000 -500000 -400000 -300000 -200000 -100000 0 100000

DEP

TH,i

n

BEARING CAPACITY, psf

Based on approximate interrelationshipsof CBR and Bearing values (Design ofConcrete Airport Pavement, Portland

Cement Association, page 8, 1955)

srspiller
Typewriter
Exhibit A-36

DCP TEST DATAFile Name: C-11

Project: North Western Road Date: 30-Apr-15Location: C-11 Soil Type(s): Lean clay

No. of Accumulative Type ofBlows Penetration Hammer

(mm)0 0 14 50 13 100 13 150 14 200 13 250 13 300 13 350 13 400 16 450 16 500 17 550 110 600 111 650 111 700 19 750 110 800 18 850 17 900 1

0

5

10

15

20

25

30

35

40

0.1 1.0 10.0 100.00

127

254

381

508

635

762

889

10160.1 1.0 10.0 100.0

DEP

TH,i

n.CBR

DEP

TH,m

m

10.1 lbs.

17.6 lbs.

Both hammers used

Soil Type

CH

CL

All other soils

Hammer

0

5

10

15

20

25

30

35

40

0 2000 4000 6000 8000 10000 12000

DEP

TH,i

n

BEARING CAPACITY, psf

Based on approximate interrelationshipsof CBR and Bearing values (Design ofConcrete Airport Pavement, Portland

Cement Association, page 8, 1955)

srspiller
Typewriter
Exhibit A-37

DCP TEST DATAFile Name: C-12

Project: North Western Road Date: 30-Apr-15Location: C-12 Soil Type(s): Lean clay

No. of Accumulative Type ofBlows Penetration Hammer

(mm)0 0 13 50 13 100 13 150 14 200 13 250 13 300 14 350 13 400 13 450 14 500 13 550 14 600 14 650 13 700 12 750 12 800 13 850 14 900 1

0

5

10

15

20

25

30

35

40

0.1 1.0 10.0 100.00

127

254

381

508

635

762

889

10160.1 1.0 10.0 100.0

DEP

TH,i

n.CBR

DEP

TH,m

m

10.1 lbs.

17.6 lbs.

Both hammers used

Soil Type

CH

CL

All other soils

Hammer

0

5

10

15

20

25

30

35

40

0 1000 2000 3000 4000 5000

DEP

TH,i

n

BEARING CAPACITY, psf

Based on approximate interrelationshipsof CBR and Bearing values (Design ofConcrete Airport Pavement, Portland

Cement Association, page 8, 1955)

srspiller
Typewriter
Exhibit A-38

DCP TEST DATAFile Name: C-13

Project: North Western Road Date: 30-Apr-15Location: C-13 Soil Type(s): Lean clay

No. of Accumulative Type ofBlows Penetration Hammer

(mm)0 0 11 50 12 100 12 150 11 200 11 250 11 300 11 350 11 400 12 450 12 500 12 550 12 600 12 650 13 700 13 750 14 800 15 850 14 900 1

0

5

10

15

20

25

30

35

40

0.1 1.0 10.0 100.00

127

254

381

508

635

762

889

10160.1 1.0 10.0 100.0

DEP

TH,i

n.CBR

DEP

TH,m

m

10.1 lbs.

17.6 lbs.

Both hammers used

Soil Type

CH

CL

All other soils

Hammer

0

5

10

15

20

25

30

35

40

0 1000 2000 3000 4000 5000 6000

DEP

TH,i

n

BEARING CAPACITY, psf

Based on approximate interrelationshipsof CBR and Bearing values (Design ofConcrete Airport Pavement, Portland

Cement Association, page 8, 1955)

srspiller
Typewriter
Exhibit A-39
srspiller
Typewriter

DCP TEST DATAFile Name: C-14

Project: North Western Road Date: 30-Apr-15Location: C-14 Soil Type(s): Lean clay

No. of Accumulative Type ofBlows Penetration Hammer

(mm)0 0 13 50 12 100 13 150 13 200 13 250 13 300 12 350 13 400 12 450 13 500 13 550 13 600 14 650 14 700 13 750 13 800 13 850 13 900 1

0

5

10

15

20

25

30

35

40

0.1 1.0 10.0 100.00

127

254

381

508

635

762

889

10160.1 1.0 10.0 100.0

DEP

TH,i

n.CBR

DEP

TH,m

m

10.1 lbs.

17.6 lbs.

Both hammers used

Soil Type

CH

CL

All other soils

Hammer

0

5

10

15

20

25

30

35

40

0 1000 2000 3000 4000 5000

DEP

TH,i

n

BEARING CAPACITY, psf

Based on approximate interrelationshipsof CBR and Bearing values (Design ofConcrete Airport Pavement, Portland

Cement Association, page 8, 1955)

srspiller
Typewriter
Exhibit A-40

DCP TEST DATAFile Name: C-15

Project: North Western Road Date: 30-Apr-15Location: C-15 Soil Type(s): Lean clay

No. of Accumulative Type ofBlows Penetration Hammer

(mm)0 0 15 50 11 100 13 150 13 200 14 250 12 300 14 350 15 400 15 450 14 500 18 550 18 600 110 650 111 700 111 750 112 800 110 850 19 900 1

0

5

10

15

20

25

30

35

40

0.1 1.0 10.0 100.00

127

254

381

508

635

762

889

10160.1 1.0 10.0 100.0

DEP

TH,i

n.CBR

DEP

TH,m

m

10.1 lbs.

17.6 lbs.

Both hammers used

Soil Type

CH

CL

All other soils

Hammer

0

5

10

15

20

25

30

35

40

0 2000 4000 6000 8000 10000 12000

DEP

TH,i

n

BEARING CAPACITY, psf

Based on approximate interrelationshipsof CBR and Bearing values (Design ofConcrete Airport Pavement, Portland

Cement Association, page 8, 1955)

srspiller
Typewriter
Exhibit A-41

DCP TEST DATAFile Name: C-16

Project: North Western Road Date: 30-Apr-15Location: C-16 Soil Type(s): Lean clay

No. of Accumulative Type ofBlows Penetration Hammer

(mm)0 0 12 50 12 100 11 150 12 200 12 250 11 300 12 350 12 400 11 450 13 500 13 550 13 600 14 650 14 700 13 750 14 800 14 850 15 900 1

0

5

10

15

20

25

30

35

40

0.1 1.0 10.0 100.00

127

254

381

508

635

762

889

10160.1 1.0 10.0 100.0

DEP

TH,i

n.CBR

DEP

TH,m

m

10.1 lbs.

17.6 lbs.

Both hammers used

Soil Type

CH

CL

All other soils

Hammer

0

5

10

15

20

25

30

35

40

0 1000 2000 3000 4000 5000 6000

DEP

TH,i

n

BEARING CAPACITY, psf

Based on approximate interrelationshipsof CBR and Bearing values (Design ofConcrete Airport Pavement, Portland

Cement Association, page 8, 1955)

srspiller
Typewriter
Exhibit A-42

DCP TEST DATAFile Name: C-17

Project: North Western Road Date: 30-Apr-15Location: C-17 Soil Type(s): Lean clay

No. of Accumulative Type ofBlows Penetration Hammer

(mm)0 0 11 50 12 100 12 150 14 200 13 250 12 300 13 350 12 400 12 450 11 500 11 550 11 600 11 650 12 700 11 750 11 800 11 850 12 900 1

0

5

10

15

20

25

30

35

40

0.1 1.0 10.0 100.00

127

254

381

508

635

762

889

10160.1 1.0 10.0 100.0

DEP

TH,i

n.CBR

DEP

TH,m

m

10.1 lbs.

17.6 lbs.

Both hammers used

Soil Type

CH

CL

All other soils

Hammer

0

5

10

15

20

25

30

35

40

0 1000 2000 3000 4000 5000

DEP

TH,i

n

BEARING CAPACITY, psf

Based on approximate interrelationshipsof CBR and Bearing values (Design ofConcrete Airport Pavement, Portland

Cement Association, page 8, 1955)

srspiller
Typewriter
Exhibit A-43

DCP TEST DATAFile Name: C-18

Project: North Western Road Date: 30-Apr-15Location: C-18 Soil Type(s): Lean clay

No. of Accumulative Type ofBlows Penetration Hammer

(mm)0 0 12 50 11 100 12 150 12 200 11 250 12 300 11 350 12 400 12 450 13 500 13 550 13 600 12 650 13 700 18 750 117 800 118 850 115 900 1

0

5

10

15

20

25

30

35

40

0.1 1.0 10.0 100.00

127

254

381

508

635

762

889

10160.1 1.0 10.0 100.0

DEP

TH,i

n.CBR

DEP

TH,m

m

10.1 lbs.

17.6 lbs.

Both hammers used

Soil Type

CH

CL

All other soils

Hammer

0

5

10

15

20

25

30

35

40

-80000 -60000 -40000 -20000 0 20000

DEP

TH,i

n

BEARING CAPACITY, psf

Based on approximate interrelationshipsof CBR and Bearing values (Design ofConcrete Airport Pavement, Portland

Cement Association, page 8, 1955)

srspiller
Typewriter
srspiller
Typewriter
Exhibit A-44

DCP TEST DATAFile Name: C-19

Project: North Western Road Date: 30-Apr-15Location: C-19 Soil Type(s): Lean clay

No. of Accumulative Type ofBlows Penetration Hammer

(mm)0 0 12 50 11 100 11 150 11 200 11 250 11 300 11 350 12 400 11 450 11 500 11 550 11 600 11 650 11 700 11 750 11 800 11 850 111 900 1

0

5

10

15

20

25

30

35

40

0.1 1.0 10.0 100.00

127

254

381

508

635

762

889

10160.1 1.0 10.0 100.0

DEP

TH,i

n.CBR

DEP

TH,m

m

10.1 lbs.

17.6 lbs.

Both hammers used

Soil Type

CH

CL

All other soils

Hammer

0

5

10

15

20

25

30

35

40

0 2000 4000 6000 8000 10000

DEP

TH,i

n

BEARING CAPACITY, psf

Based on approximate interrelationshipsof CBR and Bearing values (Design ofConcrete Airport Pavement, Portland

Cement Association, page 8, 1955)

srspiller
Typewriter
Exhibit A-45

DCP TEST DATAFile Name: C-21

Project: North Western Road Date: 30-Apr-15Location: C-21 Soil Type(s): Lean clay

No. of Accumulative Type ofBlows Penetration Hammer

(mm)0 0 13 50 13 100 14 150 14 200 15 250 14 300 14 350 14 400 14 450 14 500 16 550 16 600 15 650 15 700 14 750 14 800 15 850 15 900 1

0

5

10

15

20

25

30

35

40

0.1 1.0 10.0 100.00

127

254

381

508

635

762

889

10160.1 1.0 10.0 100.0

DEP

TH,i

n.CBR

DEP

TH,m

m

10.1 lbs.

17.6 lbs.

Both hammers used

Soil Type

CH

CL

All other soils

Hammer

0

5

10

15

20

25

30

35

40

0 1000 2000 3000 4000 5000 6000 7000 8000

DEP

TH,i

n

BEARING CAPACITY, psf

Based on approximate interrelationshipsof CBR and Bearing values (Design ofConcrete Airport Pavement, Portland

Cement Association, page 8, 1955)

srspiller
Typewriter
Exhibit A-46

DCP TEST DATAFile Name: C-22

Project: North Western Road Date: 30-Apr-15Location: C-22 Soil Type(s): Lean clay

No. of Accumulative Type ofBlows Penetration Hammer

(mm)0 0 12 50 12 100 12 150 11 200 14 250 13 300 14 350 13 400 15 450 13 500 18 550 110 600 119 650 15 700 13 750 11 800 11 850 12 900 1

0

5

10

15

20

25

30

35

40

0.1 1.0 10.0 100.00

127

254

381

508

635

762

889

10160.1 1.0 10.0 100.0

DEP

TH,i

n.CBR

DEP

TH,m

m

10.1 lbs.

17.6 lbs.

Both hammers used

Soil Type

CH

CL

All other soils

Hammer

0

5

10

15

20

25

30

35

40

-100000 -80000 -60000 -40000 -20000 0 20000

DEP

TH,i

n

BEARING CAPACITY, psf

Based on approximate interrelationshipsof CBR and Bearing values (Design ofConcrete Airport Pavement, Portland

Cement Association, page 8, 1955)

srspiller
Typewriter
Exhibit A-47

Surveyed By: Terracon Project No.: 03156622Client: Project:Date Surveyed: 4/21/2015 Location:

3 in. 3/4 in. #4 #10 #40 #200

Asphaltic Concrete 0 - 2Sand Asphalt 2 - 6 1/4Sand Asphalt 6 1/4 - 8 1/4

C1-S2 Clayey sand (SC), reddish brown (2.5YR4/3) 8 1/4 - 18 25 11 100 100 91 87 81 45.5 A-6(2) 5.6 18

C1-S3 Sandy lean clay (CL), dark grayish brown(10YR 4/2) 18 - 42 25 9 100 100 100 100 99 65.4 A-4(3) 7.4 16

Asphaltic Concrete 0 - 4Sand Asphalt 4 - 12

C2-S2 Similar as C1-S2 12 - 18 17

C2-S3 Lean clay with sand (CL), brown (7.5YR5/3) 18 - 48 45 29 100 100 99 98 97 75.8 A-7-6(21) 20.6 19

Asphaltic Concrete 0 - 3 1/2Sand Asphalt 3 1/2 - 9 1/2

C3-S2 Similar as C1-2 9 1/2 - 28 21

C3-S3 Lean clay with sand (CL), reddish brown(5YR 5/4) 28 - 42 38 22 100 100 100 100 100 70.3 A-6(13) 15.5 18

Asphaltic Concrete 0 - 3 1/2Sand Asphalt 3 1/2 - 6 3/4Sand Asphalt 6 3/4 - 10 7/8

C4-S2 Similar as C4-S3 10 7/8 - 17 21

C4-S3Sandy lean clay (CL), reddish brown

(5YR 5/4) 17 - 47 36 20 100 100 100 99 99 60.1 A-6(9) 12.5 18

Asphaltic Concrete 0 - 2 1/4Sand Asphalt 2 1/4 - 8 1/2

Asphaltic Concrete 8 1/2 - 14 1/2C5-S2 Similar as C5-S3 14 1/2 - 21

C5-S3 Clayey sand (SC), dark grayish brown(10YR 4/2) 21 - 52 26 12 100 95.2 79 74 63 29.3 A-2-6(0) 4.3 10

C1-S1

C2-S1

C3-S1

C4-S1

In-Place Soil Survey

DirectionField No.

Terracon Consultants, Inc.Olsson Associates

P.I.L.L.Depth (in)Description

North Western Road

Westbound (FarmRoad)

SouthboundOutside Lane(Hall of Fame

Avenue)

NorthboundOutside Lane(Hall of Fame

Avenue)

Stillwater, Oklahoma

M.C.(%)OSIAASHTO

Percent Passing

C5-S1

Northbound

SouthboundOutside Lane(Hall of Fame

Avenue)

Exhibit A-48

Surveyed By: Terracon Project No.: 03156622Client: Project:Date Surveyed: 4/21/2015 Location:

3 in. 3/4 in. #4 #10 #40 #200

In-Place Soil Survey

DirectionField No.

Terracon Consultants, Inc.Olsson Associates

P.I.L.L.Depth (in)Description

North Western RoadStillwater, Oklahoma

M.C.(%)OSIAASHTO

Percent Passing

Asphaltic Concrete 0 - 2 1/2Asphaltic Concrete 2 1/2 - 6Asphaltic Concrete 6 - 7 5/8

Aggregate Base 7 5/8 - 11 5/8C6-S2 Similar as C6-S3 11 5/8 - 18 17

C6-S3 Lean clay (CL), dusky red (2.5 YR 3/2) 18 - 48 40 25 100 100 100 99 97 85.4 A-6(21) 18.0 15

Asphaltic Concrete 0 - 2Asphaltic Concrete 2 - 4 1/4Asphaltic Concrete 4 1/4 - 6 1/4

Sand Asphalt 6 1/4 - 8 1/2C7-S2 Similar as C9-S3 8 1/2 - 20 19

C7-S3 Sandy lean clay (CL), reddish brown(5YR 5/4) 20 - 44 29 16 100 100 97 95 91 54.7 A-6(5) 8.2 15

Asphaltic Concrete 0 - 4Asphaltic Concrete 4 - 6

Sand Asphalt 6 - 8 1/4C8-S2 Similar as C8-S3 8 1/4 - 25 15

C8-S3 Lean clay with sand (CL), reddish brown(5YR 5/4) 25 - 42 37 23 100 100 100 100 99 77.4 A-6(16) 16.6 19

Asphaltic Concrete 0 - 4Asphaltic Concrete 4 - 7

Stabilized Subgrade 7 - 14C9-S2 Similar as C9-S3 14 - 26 20

C9-S3 Clayey sand (SC, reddish brown (2.5YR4/3) 26 - 44 30 17 100 100 92 88 82 45.7 A-6(4) 7.8 14

C6-S1

Southbound

C7-S1

Northbound

C8-S1

Southbound

C9-S1

Northbound

Exhibit A-48

Surveyed By: Terracon Project No.: 03156622Client: Project:Date Surveyed: 4/21/2015 Location:

3 in. 3/4 in. #4 #10 #40 #200

In-Place Soil Survey

DirectionField No.

Terracon Consultants, Inc.Olsson Associates

P.I.L.L.Depth (in)Description

North Western RoadStillwater, Oklahoma

M.C.(%)OSIAASHTO

Percent Passing

Asphaltic Concrete 0 - 4Asphaltic Concrete 4 - 8

Stabilized Subgrade 8 - 15C10-S2 Similar as C10-S3 15 - 21 22

C10-S3 Lean clay with sand (CL) brown (7.5YR5/3) 21 - 44 47 29 100 100 99 97 93 79.8 A-7-6(23) 21.4 27

Asphaltic Concrete 0 - 2 1/2Asphaltic Concrete 2 1/2 - 5

Aggregate Base 5 - 9C11-S2 Similar as C9-S3 9 - 36 15

C11-S3 Lean clay with sand (CL), brown (7.5YR5/3) 36 - 42 45 28 100 100 95 94 92 84.7 A-7-6(24) 20.2 18

Asphaltic Concrete 0 - 2 1/4Asphaltic Concrete 2 1/4 - 6Asphaltic Concrete 6 - 10

Stabilized Subgrade 10 - 17C12-S2 Similar as C12-S3 17 - 33 16

C12-S3 Clayey sand (SC), reddish brown (2.5YR4/3) 33 - 46 28 12 100 100 99 98 98 45.7 A-6(2) 6.1 15

Asphaltic Concrete 0 - 2Asphaltic Concrete 2 - 5Asphaltic Concrete 5 - 7

Aggregate Base 7 - 9C13-S2 Similar as C13-S3 9 - 15 19

C13-S3Silty clayey sand (SC-SM), dusky red

(2.5YR 3/2) 15 - 42 21 6 100 100 98 96 93 35.8 A-4(0) 1.3 18

C10-S1

Southbound

C11-S1

Northbound

C12-S1

Southbound

C13-S1

Northbound

Exhibit A-48

Surveyed By: Terracon Project No.: 03156622Client: Project:Date Surveyed: 4/21/2015 Location:

3 in. 3/4 in. #4 #10 #40 #200

In-Place Soil Survey

DirectionField No.

Terracon Consultants, Inc.Olsson Associates

P.I.L.L.Depth (in)Description

North Western RoadStillwater, Oklahoma

M.C.(%)OSIAASHTO

Percent Passing

Asphaltic Concrete 0 - 2Asphaltic Concrete 2 - 4 1/4Asphaltic Concrete 4 1/4 - 6 1/4

Aggregate Base 6 1/4 - 8 1/4C14-S2 Similar as C14-S3 8 1/4 - 14 16

C14-S3Sandy lean clay (CL), reddish brown

(5YR 5/4) 14 - 43 38 23 100 100 98 97 96 60.7 A-6(11) 14.1 16

Asphaltic Concrete 0 - 2Asphaltic Concrete 2 - 4 3/4Asphaltic Concrete 4 3/4 - 6 1/2

Aggregate Base 6 1/2 - 8 1/2C15-S2 Similar as C15-S3 8 1/2 - 17

C15-S3Sandy lean clay (CL), reddish brown

(5YR 5/4) 17 - 43 27 14 100 100 99 99 97 59.9 A-6(5) 9.0 14

Asphaltic Concrete 0 - 2 1/2Asphaltic Concrete 2 1/2 - 5Asphaltic Concrete 5 - 6

Aggregate Base 6 - 9C16-S2 Similar as C16-S3 9 - 15 18

C16-S3 Lean clay with sand (CL), brown (7.5YR5/3) 15 - 44 45 30 100 100 93 92 91 71.6 A-7-6(20) 20.9 16

C14-S1

Southbound

C15-S1

Northbound

C16-S1

Southbound

Exhibit A-48

Surveyed By: Terracon Project No.: 03156622Client: Project:Date Surveyed: 4/21/2015 Location:

3 in. 3/4 in. #4 #10 #40 #200

In-Place Soil Survey

DirectionField No.

Terracon Consultants, Inc.Olsson Associates

P.I.L.L.Depth (in)Description

North Western RoadStillwater, Oklahoma

M.C.(%)OSIAASHTO

Percent Passing

Asphaltic Concrete 0 - 1/4Asphaltic Concrete 3 1/2 - 3Asphaltic Concrete 4 1/2 - 5

Sand Asphalt 5 1/2 - 8 1/2C17-S2 Similar as C17-S3 8 1/2 - 20 18

C17-S3 Fat clay with sand (CH), dusky red (2.5YR 3/2) 20 - 45 59 41 100 100 100 100 99 73.6 A-7-6(30) 28.1 21

Asphaltic Concrete 0 - 2 1/4Asphaltic Concrete 2 1/4 - 4 3/4Asphaltic Concrete 4 3/4 - 6 1/2

Sand Base 6 1/2 - 10 1/2C18-S2 Similar as C18-S2 10 1/2 - 17 19

C18-S3 Sandy lean clay (CL), brown (7.5YR 5/3) 17 - 44 45 29 100 100 99 98 96 65.7 A-7-6(17) 20.4 21

Asphaltic Concrete 0 - 2Asphaltic Concrete 2 - 4Asphaltic Concrete 4 - 4 1/2Asphaltic Concrete 4 1/2 - 6 1/4

Sand Base 6 1/4 - 11 1/4C19-S2 Similar as C19-S2 11 - 17 19

C19-S3 Sandy lean clay, reddish brown (5YR5/4) 17 - 43 39 24 100 100 99 99 97 66.9 A-6(13) 15.8 18

C19-S1

Northbound

C17-S1

Northbound

C18-S1

Southbound

Exhibit A-48

Surveyed By: Terracon Project No.: 03156622Client: Project:Date Surveyed: 4/21/2015 Location:

3 in. 3/4 in. #4 #10 #40 #200

In-Place Soil Survey

DirectionField No.

Terracon Consultants, Inc.Olsson Associates

P.I.L.L.Depth (in)Description

North Western RoadStillwater, Oklahoma

M.C.(%)OSIAASHTO

Percent Passing

Asphaltic Concrete 0 - 2 1/4Asphaltic Concrete 2 1/4 - 5 1/2Asphaltic Concrete 5 1/2 - 6 1/2Asphaltic Concrete 6 1/2 - 8 1/2

Sand Base 8 1/2 - 10 1/2C20-S2 Similar as C1-S3 10 1/2 - 25 18C20-S3 Fat clay (CH), dusky red (2.5YR 3/2) 25 - 47 51 35 100 100 100 100 98 86.9 A-7-6(31) 24.2 23

Asphaltic Concrete 0 - 2Asphaltic Concrete 2 - 2 1/4Asphaltic Concrete 2 1/4 - 6 1/2

Sand Base 6 1/2 - 10 1/2C21-S2 Similar as C1-S3 10 1/2 - 30 18

C21-S3 Lean clay with sand (CL), brown (7.5YR5/3) 30 - 43 41 25 100 100 97 96 95 72.3 A-7-6(16) 18.2 20

Asphaltic Concrete 0 - 1 3/4Asphaltic Concrete 1 3/4 - 4Asphaltic Concrete 4 - 5 1/4Asphaltic Concrete 5 1/4 - 8

Sand Base 8 - 11C22-S2 Similar as C1-S3 11 - 17 19

C22-S3 Sandy lean clay (CL), brown (7.5YR 5/3) 17 - 44 44 28 100 100 100 100 99 69.9 A-7-6(18) 19.9 19

BULK 1 C3 & C8 Sandy lean clay (CL), reddish brown(5YR 5/4) 25 - 42 36 22 100 99.8 99 99 97 62.9 A-6(11) 13.8

BULK 2 C7 Sandy lean clay (CL), brown (7.5YR5/3) and reddish brown (7.5YR 5/4) 18 - 48 34 20 100 99.4 98 97 94 58.7 A-6(8) 12.0

C22-S1

Southbound

C20-S1Southbound

C21-S1

Northbound

Exhibit A-48

APPENDIX B

LABORATORY TESTING

Laboratory Compaction Characteristics of Soil 4701 North Stiles Ave.Oklahoma City, OK 73105(405) 525 0453

Client Name: Project No.: Date:

Project Name:Location:

TEST RESULTS

Maximum Dry Unit Wt.: 112.5 pcf

Source Material: Optimum Water Content: 15.0 %

Sample Description:

Material Designation: Sample date: 04/21/15 Liquid Limit: 36 Plastic Limit: 14

Test Method: Method A Plasticity Index: 22

Test Procedure: AASHTO T-99 % passing # 200 sieve: 63

Sample Preparation: Dry AASHTO Class. USCS: CL

Rammer: X Mechanical Manual Reviewed by:

Zero air voids for specific gravity of 2.70

Exhibit B-1

APW

Olsson Associates 03156622 04/27/15

In-Place Soil SurveyNorth Western Road from West Hall of Fame

Avenue to West Lakeview Road

Stillwater, Oklahoma

Bulk 1 (C-3 & C-8) 25-42"

Sandy lean clay (CL), reddish brown (5R 5/4)

Bulk 1

A-6(11)

102

104

106

108

110

112

114

8 10 12 14 16 18 20

Dry

Uni

tWei

ght,

pcf

Water Content, %Data Points Max. Dry Unit Wt. and Opt. Water Content - - - - Zero Air Voids

Laboratory Compaction Characteristics of Soil 4701 North Stiles Ave.Oklahoma City, OK 73105(405) 525 0453

Client Name: Project No.: Date:

Project Name:Location:

TEST RESULTS

Maximum Dry Unit Wt.: 114.8 pcf

Source Material: Optimum Water Content: 15.3 %

Sample Description:

Material Designation: Sample date: 04/21/15 Liquid Limit: 34 Plastic Limit: 14

Test Method: Method A Plasticity Index: 20

Test Procedure: AASHTO T-99 % passing # 200 sieve: 59

Sample Preparation: Dry AASHTO Class. USCS: CL

Rammer: X Mechanical Manual Reviewed by:

Zero air voids for specific gravity of 2.70

Exhibit B-1

APW

Olsson Associates 03156622 04/27/15

In-Place Soil SurveyNorth Western Road from West Hall of Fame

Avenue to West Lakeview Road

Stillwater, Oklahoma

Bulk 2 (C-7) 18-48"

Sandy lean clay (CL), brown (7.5YR 5/3) and

reddish brown (7.5YR 5/4)

Bulk 2

A-6(8)

106

108

110

112

114

116

8 10 12 14 16 18 20

Dry

Uni

tWei

ght,

pcf

Water Content, %Data Points Max. Dry Unit Wt. and Opt. Water Content - - - - Zero Air Voids

Resilient Modulus Testing - AASHTO T 307-99 English Units Report Date: 18-Jun-15Lab No.: 03156622Bulk1 311omcProject No.: 03156622

Soil Map Unit: Bulk 1 @ OMCCL / A-6(11) 6.61 Test Date: May 11, 2015

25 - 42 3.94Compaction Method Static 7.87 Final Sample Height (in) 7.9Max. Dry Density (pcf) 112.5 12.17 Final Sample Wet Weight (lb) 6.61Opt. Moisture Content (%) 15.0 95.86 Final Moisture Content (%) 15.5

3.94 15.5 Accumulated Strain (%) 0.07119.2103.2 Percent Passing No. 10 99

Percent Passing No. 200 62.9Liquid Limit 36Plasticity Index 22

(S3) (Scyclic) (Pmax) (Pcyclic) (Pcontact) (Smax) (Scyclic) (Scontact) (H1) (H2) (Havg) (Єr) (Mr)psi psi lb lb lb psi psi psi in in in in/in psi6.01 2.00 23.2 20.6 2.6 1.91 1.69 0.214 0.0010 0.0010 0.0010 0.000122 13,8946.01 4.00 46.6 41.7 4.9 3.83 3.43 0.402 0.0020 0.0020 0.0020 0.000253 13,5636.00 6.00 70.7 63.1 7.6 5.81 5.19 0.622 0.0032 0.0033 0.0032 0.000411 12,6156.00 8.00 95.4 85.3 10.1 7.83 7.00 0.829 0.0048 0.0049 0.0048 0.000614 11,3996.00 10.00 119.7 106.9 12.8 9.83 8.78 1.050 0.0067 0.0066 0.0067 0.000845 10,3944.01 2.00 24.1 21.2 2.9 1.98 1.74 0.238 0.0011 0.0011 0.0011 0.000137 12,6704.01 4.00 48.0 42.7 5.3 3.94 3.51 0.434 0.0022 0.0023 0.0023 0.000287 12,2414.01 6.00 72.3 64.5 7.8 5.94 5.29 0.642 0.0036 0.0036 0.0036 0.000458 11,5594.01 8.00 96.6 86.4 10.2 7.94 7.10 0.837 0.0052 0.0052 0.0052 0.000659 10,7734.01 10.00 120.5 107.9 12.6 9.90 8.86 1.034 0.0071 0.0069 0.0070 0.000883 10,0372.00 2.00 23.8 21.0 2.7 1.95 1.73 0.225 0.0012 0.0012 0.0012 0.000153 11,2872.00 4.00 48.0 42.8 5.3 3.95 3.51 0.434 0.0026 0.0025 0.0025 0.000320 10,9882.00 6.00 72.3 64.6 7.7 5.94 5.30 0.632 0.0040 0.0039 0.0040 0.000504 10,5272.00 8.00 96.6 86.5 10.1 7.93 7.10 0.830 0.0058 0.0055 0.0056 0.000714 9,9442.00 10.00 120.8 108.2 12.6 9.92 8.89 1.037 0.0076 0.0073 0.0075 0.000949 9,364

Soil Symbol: Weight of Wet Soil (lb)Initial Sample Diameter (in)

Wet Density (pcf)Dry Density (pcf)

Inside Mold Diameter (in)

Depth (in.)Initial Sample Height (in)Initial Sample Area (in2)Sample Volume (in3)Compacted Moisture Content(%)

Exhibit B-2

ChamberConfiningPressure

ActualApplied Max.Axial Load

ActualAppliedCyclicLoad

Recov.Def. LVDT

#2Reading

Recov. Def.LVDT #1Reading

ActualAppliedContactStress

ActualAppliedCyclicStress

ActualApplied

Max. AxialStress Resilient Strain

ResilientModulus

NominalMaximum

AxialStress

AverageRecov.

Def. LVDT1 and 2

ActualAppliedContact

Load

Date Reported: 6/18/2015 Bulk 1 @ OMCTerracon Lab No. 03156622Bulk1 311omcProject No. 03156622

S3 (psi) K1 K2 R2

Mr = K1 x Scylick2 6 15892.8 -0.170 0.83

4 14075.6 -0.138 0.882 12269.9 -0.109 0.86All 14039.0 -0.140 0.53

Exhibit B-2

1000

10000

100000

0 1 10

Mr(p

si)

Scyclic (psi)

Date Reported: 6/18/2015Terracon Lab No. 03156622Bulk1 311omcProject No. 03156622

Bulk 1 @ OMC

Exhibit B-2

0

5

10

15

20

25

30

35

0 1 2 3 4 5 6

Axi

alSt

ress

(psi

)

Axial Strain (%)

Quick Shear Stress vs. Strain

Resilient Modulus Testing - AASHTO T 307-99 English Units Report Date: 18-Jun-15Lab No.: 03156622Bulk1lab#311omc+2Project No.: 03156622

Soil Map Unit: Bulk 1 @ OMC+2%CL / A-6(11) 6.72 Test Date: May 11, 2015

25 - 42 3.94Compaction Method Static 7.87 Final Sample Height (in) 7.9Max. Dry Density (pcf) 112.5 12.17 Final Sample Wet Weight (lb) 6.72Opt. Moisture Content (%) 15.0 95.86 Final Moisture Content (%) 17.5

3.94 17.5 Accumulated Strain (%) 0.16121.2103.1 Percent Passing No. 10 99

Percent Passing No. 200 62.9Liquid Limit 36Plasticity Index 22

(S3) (Scyclic) (Pmax) (Pcyclic) (Pcontact) (Smax) (Scyclic) (Scontact) (H1) (H2) (Havg) (Єr) (Mr)psi psi lb lb lb psi psi psi in in in in/in psi6.00 2.00 23.3 20.5 2.8 1.92 1.69 0.228 0.0012 0.0013 0.0012 0.000158 10,6916.00 4.00 47.2 41.9 5.3 3.87 3.44 0.436 0.0026 0.0027 0.0026 0.000334 10,3026.00 6.00 71.5 63.6 7.9 5.87 5.22 0.652 0.0044 0.0046 0.0045 0.000569 9,1716.01 8.00 96.3 85.7 10.6 7.91 7.04 0.868 0.0069 0.0070 0.0069 0.000880 8,0026.00 10.00 121.0 107.8 13.1 9.93 8.86 1.077 0.0097 0.0097 0.0097 0.001233 7,1814.01 2.00 24.1 20.7 3.5 1.98 1.70 0.285 0.0013 0.0014 0.0014 0.000175 9,7274.01 4.00 48.3 42.5 5.9 3.97 3.49 0.484 0.0030 0.0031 0.0030 0.000384 9,0704.01 6.00 72.7 64.4 8.4 5.97 5.29 0.687 0.0050 0.0051 0.0051 0.000643 8,2154.01 8.00 97.2 86.5 10.7 7.99 7.10 0.881 0.0075 0.0076 0.0076 0.000959 7,4044.01 10.00 121.3 108.1 13.2 9.96 8.88 1.081 0.0104 0.0102 0.0103 0.001308 6,7912.00 2.00 24.0 20.8 3.2 1.97 1.71 0.264 0.0015 0.0016 0.0016 0.000197 8,6682.00 4.00 48.3 42.7 5.6 3.97 3.51 0.462 0.0034 0.0035 0.0034 0.000435 8,0542.00 6.00 72.6 64.5 8.1 5.96 5.30 0.665 0.0056 0.0057 0.0057 0.000720 7,3612.00 8.00 97.0 86.4 10.6 7.96 7.09 0.870 0.0084 0.0083 0.0083 0.001055 6,7212.00 10.00 121.4 108.4 13.0 9.97 8.90 1.068 0.0114 0.0111 0.0112 0.001428 6,231

Soil Symbol: Weight of Wet Soil (lb)Initial Sample Diameter (in)

Wet Density (pcf)Dry Density (pcf)

Inside Mold Diameter (in)

Depth (in.)Initial Sample Height (in)Initial Sample Area (in2)Sample Volume (in3)Compacted Moisture Content(%)

Exhibit B-2

ChamberConfiningPressure

ActualApplied Max.Axial Load

ActualAppliedCyclicLoad

Recov.Def. LVDT

#2Reading

Recov. Def.LVDT #1Reading

ActualAppliedContactStress

ActualAppliedCyclicStress

ActualApplied

Max. AxialStress Resilient Strain

ResilientModulus

NominalMaximum

AxialStress

AverageRecov.

Def. LVDT1 and 2

ActualAppliedContact

Load

Date Reported: 6/18/2015 Bulk 1 @ OMC+2%Terracon Lab No. 03156622Bulk1lab#311omc+2Project No. 03156622

S3 (psi) K1 K2 R2

Mr = K1 x Scylick2 6 12838.9 -0.238 0.86

4 11311.7 -0.214 0.922 9938.1 -0.198 0.94All 11322.5 -0.218 0.66

Exhibit B-2

1000

10000

100000

0 1 10

Mr(p

si)

Scyclic (psi)

Date Reported: 6/18/2015Terracon Lab No. 03156622Bulk1lab#311omc+2Project No. 03156622

Bulk 1 @ OMC+2%

Exhibit B-2

0

5

10

15

20

25

0 1 2 3 4 5 6

Axi

alSt

ress

(psi

)

Axial Strain (%)

Quick Shear Stress vs. Strain

Resilient Modulus Testing - AASHTO T 307-99 English Units Report Date: 18-Jun-15Lab No.: 03156622Bulk2lab#312omcProject No.: 03156622

Soil Map Unit: Bulk 2 @ OMCCL / A-6(8) 6.77 Test Date: May 11, 2015

18 - 48 3.94Compaction Method Static 7.87 Final Sample Height (in) 7.9Max. Dry Density (pcf) 114.8 12.17 Final Sample Wet Weight (lb) 6.77Opt. Moisture Content (%) 15.3 95.86 Final Moisture Content (%) 15.8

3.94 15.5 Accumulated Strain (%) 0.24122.0105.6 Percent Passing No. 10 97

Percent Passing No. 200 58.7Liquid Limit 34Plasticity Index 20

(S3) (Scyclic) (Pmax) (Pcyclic) (Pcontact) (Smax) (Scyclic) (Scontact) (H1) (H2) (Havg) (Єr) (Mr)psi psi lb lb lb psi psi psi in in in in/in psi6.00 2.00 22.1 18.1 4.0 1.82 1.49 0.328 0.0012 0.0011 0.0012 0.000149 9,9866.00 4.00 46.3 39.8 6.5 3.80 3.27 0.531 0.0024 0.0023 0.0024 0.000303 10,8086.00 6.00 71.1 62.0 9.1 5.84 5.09 0.749 0.0043 0.0041 0.0042 0.000531 9,5946.00 8.00 95.9 84.8 11.1 7.87 6.96 0.908 0.0066 0.0065 0.0066 0.000836 8,3326.00 10.00 120.4 107.3 13.2 9.89 8.81 1.083 0.0092 0.0094 0.0093 0.001182 7,4504.00 2.00 23.9 20.3 3.6 1.96 1.67 0.295 0.0013 0.0013 0.0013 0.000160 10,4104.01 4.00 48.2 42.2 5.9 3.95 3.47 0.488 0.0029 0.0028 0.0028 0.000361 9,6104.01 6.00 72.4 63.8 8.6 5.95 5.24 0.710 0.0048 0.0049 0.0048 0.000613 8,5504.01 8.00 96.7 85.8 10.9 7.94 7.04 0.899 0.0072 0.0072 0.0072 0.000917 7,6804.01 10.00 120.6 107.2 13.4 9.91 8.81 1.102 0.0097 0.0099 0.0098 0.001247 7,0612.00 2.00 23.7 20.5 3.3 1.95 1.68 0.268 0.0014 0.0014 0.0014 0.000180 9,3562.00 4.00 48.2 42.5 5.7 3.96 3.49 0.467 0.0032 0.0032 0.0032 0.000406 8,5852.00 6.00 72.5 64.1 8.3 5.95 5.27 0.685 0.0053 0.0054 0.0054 0.000681 7,7322.00 8.00 96.7 85.9 10.8 7.94 7.05 0.883 0.0079 0.0080 0.0079 0.001006 7,0112.00 10.00 120.9 107.9 13.0 9.93 8.86 1.071 0.0106 0.0109 0.0107 0.001364 6,493

Soil Symbol: Weight of Wet Soil (lb)Initial Sample Diameter (in)

Wet Density (pcf)Dry Density (pcf)

Inside Mold Diameter (in)

Depth (in.)Initial Sample Height (in)Initial Sample Area (in2)Sample Volume (in3)Compacted Moisture Content(%)

Exhibit B-3

ChamberConfiningPressure

ActualApplied Max.Axial Load

ActualAppliedCyclicLoad

Recov.Def. LVDT

#2Reading

Recov. Def.LVDT #1Reading

ActualAppliedContactStress

ActualAppliedCyclicStress

ActualApplied

Max. AxialStress Resilient Strain

ResilientModulus

NominalMaximum

AxialStress

AverageRecov.

Def. LVDT1 and 2

ActualAppliedContact

Load

Date Reported: 6/18/2015 Bulk 2 @ OMCTerracon Lab No. 03156622Bulk2lab#312omcProject No. 03156622

S3 (psi) K1 K2 R2

Mr = K1 x Scylick2 6 11629.4 -0.163 0.60

4 12180.0 -0.233 0.932 10820.7 -0.219 0.95All 11544.1 -0.206 0.67

Exhibit B-3

1000

10000

100000

0 1 10

Mr(p

si)

Scyclic (psi)

Date Reported: 6/18/2015Terracon Lab No. 03156622Bulk2lab#312omcProject No. 03156622

Bulk 2 @ OMC

Exhibit B-3

0

5

10

15

20

25

0 1 2 3 4 5 6

Axi

alSt

ress

(psi

)

Axial Strain (%)

Quick Shear Stress vs. Strain

Resilient Modulus Testing - AASHTO T 307-99 English Units Report Date: 18-Jun-15Lab No.: 03156622Bulk2lab#312omc+2Project No.: 03156622

Soil Map Unit: Bulk 2 @ OMC+2%CL / A-6(8) 6.88 Test Date: May 11, 2015

18 - 48 3.94Compaction Method Static 7.87 Final Sample Height (in) 7.8Max. Dry Density (pcf) 114.8 12.17 Final Sample Wet Weight (lb) 6.88Opt. Moisture Content (%) 15.3 95.86 Final Moisture Content (%) 17.8

3.94 17.6 Accumulated Strain (%) 0.88124.0105.4 Percent Passing No. 10 97

Percent Passing No. 200 58.7Liquid Limit 34Plasticity Index 20

(S3) (Scyclic) (Pmax) (Pcyclic) (Pcontact) (Smax) (Scyclic) (Scontact) (H1) (H2) (Havg) (Єr) (Mr)psi psi lb lb lb psi psi psi in in in in/in psi6.00 2.00 22.6 19.6 3.1 1.86 1.61 0.251 0.0016 0.0016 0.0016 0.000205 7,8286.00 4.00 46.6 41.0 5.5 3.83 3.37 0.456 0.0035 0.0034 0.0035 0.000439 7,6776.00 6.00 71.0 63.1 7.9 5.83 5.18 0.647 0.0068 0.0066 0.0067 0.000851 6,0936.00 8.00 95.0 84.7 10.3 7.81 6.96 0.846 0.0110 0.0108 0.0109 0.001384 5,0296.00 10.00 120.0 106.7 13.3 9.85 8.76 1.089 0.0157 0.0153 0.0155 0.001966 4,4564.01 2.00 23.5 19.9 3.6 1.93 1.64 0.296 0.0017 0.0016 0.0016 0.000208 7,8574.01 4.00 47.7 41.9 5.8 3.92 3.44 0.479 0.0043 0.0041 0.0042 0.000533 6,4604.00 6.00 71.8 63.3 8.5 5.90 5.20 0.696 0.0079 0.0076 0.0077 0.000982 5,2974.01 8.00 96.1 85.3 10.8 7.89 7.00 0.888 0.0121 0.0118 0.0120 0.001519 4,6104.00 10.00 120.7 107.3 13.4 9.91 8.81 1.101 0.0168 0.0163 0.0165 0.002101 4,1942.00 2.00 23.7 20.5 3.2 1.95 1.68 0.265 0.0019 0.0018 0.0019 0.000241 7,0002.00 4.00 47.8 42.1 5.7 3.93 3.46 0.469 0.0049 0.0047 0.0048 0.000608 5,6882.00 6.00 72.1 63.9 8.2 5.93 5.25 0.676 0.0090 0.0088 0.0089 0.001129 4,6482.00 8.00 96.4 85.4 11.0 7.92 7.01 0.903 0.0135 0.0133 0.0134 0.001705 4,1142.00 10.00 120.8 107.2 13.6 9.92 8.80 1.117 0.0183 0.0179 0.0181 0.002301 3,826

Exhibit B-3

ChamberConfiningPressure

ActualApplied Max.Axial Load

ActualAppliedCyclicLoad

Recov.Def. LVDT

#2Reading

Recov. Def.LVDT #1Reading

ActualAppliedContactStress

ActualAppliedCyclicStress

ActualApplied

Max. AxialStress Resilient Strain

ResilientModulus

NominalMaximum

AxialStress

AverageRecov.

Def. LVDT1 and 2

ActualAppliedContact

Load

Soil Symbol: Weight of Wet Soil (lb)Initial Sample Diameter (in)

Wet Density (pcf)Dry Density (pcf)

Inside Mold Diameter (in)

Depth (in.)Initial Sample Height (in)Initial Sample Area (in2)Sample Volume (in3)Compacted Moisture Content(%)

Date Reported: 6/18/2015 Bulk 2 @ OMC+2%Terracon Lab No. 03156622Bulk2lab#312omc+2Project No. 03156622

S3 (psi) K1 K2 R2

Mr = K1 x Scylick2 6 10118.0 -0.344 0.85

4 9780.9 -0.380 0.982 8696.8 -0.376 0.99All 9534.2 -0.368 0.83

Exhibit B-3

1000

10000

0 1 10

Mr(p

si)

Scyclic (psi)

Date Reported: 6/18/2015Terracon Lab No. 03156622Bulk2lab#312omc+2Project No. 03156622

Bulk 2 @ OMC+2%

Exhibit B-3

0

2

4

6

8

10

12

14

16

0 1 2 3 4 5 6

Axi

alSt

ress

(psi

)

Axial Strain (%)

Quick Shear Stress vs. Strain

APPENDIX C

SUPPORTING DOCUMENTS

01 - 1011 - 30

> 30

RELATIVE PROPORTIONS OF FINES

Descriptive Term(s)of other constituents

Percent ofDry Weight

Hand Penetrometer

Torvane

Standard PenetrationTest (blows per foot)

Photo-Ionization Detector

Organic Vapor Analyzer

Texas Cone Penetrometer

TraceWithModifier

Water Level Aftera Specified Period of Time

GRAIN SIZE TERMINOLOGYRELATIVE PROPORTIONS OF SAND AND GRAVEL

TraceWithModifier

Standard Penetration orN-Value

Blows/Ft.

Descriptive Term(Consistency)

Loose

Very Stiff

Standard Penetration orN-Value

Blows/Ft.

Ring SamplerBlows/Ft.

Ring SamplerBlows/Ft.

Medium Dense

Dense

Very Dense

0 - 1 < 3

4 - 9 2 - 4 3 - 4

Medium-Stiff 5 - 9

30 - 50

WA

TE

R L

EV

EL

Auger

Shelby Tube

Grab Sample

FIE

LD

TE

ST

S

DESCRIPTION OF SYMBOLS AND ABBREVIATIONS

Descriptive Term(Density)

Non-plasticLowMediumHigh

BouldersCobblesGravelSandSilt or Clay

10 - 18

> 50 15 - 30 19 - 42

> 30 > 42

_

Water levels indicated on the soil boringlogs are the levels measured in theborehole at the times indicated.Groundwater level variations will occurover time. In low permeability soils,accurate determination of groundwaterlevels is not possible with short termwater level observations.

CONSISTENCY OF FINE-GRAINED SOILS

(50% or more passing the No. 200 sieve.)Consistency determined by laboratory shear strength testing, field

visual-manual procedures or standard penetration resistance

DESCRIPTIVE SOIL CLASSIFICATION

> 8,000

Unless otherwise noted, Latitude and Longitude are approximately determined using a hand-held GPS device. The accuracyof such devices is variable. Surface elevation data annotated with +/- indicates that no actual topographical survey wasconducted to confirm the surface elevation. Instead, the surface elevation was approximately determined from topographicmaps of the area.

Soil classification is based on the Unified Soil Classification System. Coarse Grained Soils have more than 50% of their dryweight retained on a #200 sieve; their principal descriptors are: boulders, cobbles, gravel or sand. Fine Grained Soils haveless than 50% of their dry weight retained on a #200 sieve; they are principally described as clays if they are plastic, andsilts if they are slightly plastic or non-plastic. Major constituents may be added as modifiers and minor constituents may beadded according to the relative proportions based on grain size. In addition to gradation, coarse-grained soils are definedon the basis of their in-place relative density and fine-grained soils on the basis of their consistency.

Plasticity Index

8 - 15

Split Spoon

Rock Core

PLASTICITY DESCRIPTION

Term

< 1515 - 29> 30

Descriptive Term(s)of other constituents

Water InitiallyEncountered

Water Level After aSpecified Period of Time

Major Componentof Sample

Percent ofDry Weight

(More than 50% retained on No. 200 sieve.)Density determined by Standard Penetration Resistance

Includes gravels, sands and silts.

Hard

Very Loose 0 - 3 0 - 6 Very Soft

7 - 18 Soft

10 - 29 19 - 58

59 - 98 Stiff

less than 500

500 to 1,000

1,000 to 2,000

2,000 to 4,000

4,000 to 8,000> 99

LOCATION AND ELEVATION NOTES

SA

MP

LIN

G

< 55 - 12> 12

No Recovery

RELATIVE DENSITY OF COARSE-GRAINED SOILS

Particle Size

Over 12 in. (300 mm)12 in. to 3 in. (300mm to 75mm)3 in. to #4 sieve (75mm to 4.75 mm)#4 to #200 sieve (4.75mm to 0.075mmPassing #200 sieve (0.075mm)

ST

RE

NG

TH

TE

RM

S Unconfined CompressiveStrength, Qu, psf

4 - 8

GENERAL NOTES

Texas Cone

(HP)

(T)

(b/f)

(PID)

(OVA)

(TCP)

Pressure Meter

Exhibit C-1

UNIFIED SOIL CLASSIFICATION SYSTEM

Criteria for Assigning Group Symbols and Group Names Using Laboratory Tests A Soil Classification

Group Symbol Group Name B

Coarse Grained Soils: More than 50% retained on No. 200 sieve

Gravels: More than 50% of coarse fraction retained on No. 4 sieve

Clean Gravels: Less than 5% fines C

Cu 4 and 1 Cc 3 E GW Well-graded gravel F Cu 4 and/or 1 Cc 3 E GP Poorly graded gravel F

Gravels with Fines: More than 12% fines C

Fines classify as ML or MH GM Silty gravel F,G,H Fines classify as CL or CH GC Clayey gravel F,G,H

Sands: 50% or more of coarse fraction passes No. 4 sieve

Clean Sands: Less than 5% fines D

Cu 6 and 1 Cc 3 E SW Well-graded sand I Cu 6 and/or 1 Cc 3 E SP Poorly graded sand I

Sands with Fines: More than 12% fines D

Fines classify as ML or MH SM Silty sand G,H,I Fines classify as CL or CH SC Clayey sand G,H,I

Fine-Grained Soils: 50% or more passes the No. 200 sieve

Silts and Clays: Liquid limit less than 50

Inorganic: PI 7 and plots on or above “A” line J CL Lean clay K,L,M PI 4 or plots below “A” line J ML Silt K,L,M

Organic: Liquid limit - oven dried

0.75 OL Organic clay K,L,M,N

Liquid limit - not dried Organic silt K,L,M,O

Silts and Clays: Liquid limit 50 or more

Inorganic: PI plots on or above “A” line CH Fat clay K,L,M PI plots below “A” line MH Elastic Silt K,L,M

Organic: Liquid limit - oven dried

0.75 OH Organic clay K,L,M,P

Liquid limit - not dried Organic silt K,L,M,Q Highly organic soils: Primarily organic matter, dark in color, and organic odor PT Peat

A Based on the material passing the 3-inch (75-mm) sieve B If field sample contained cobbles or boulders, or both, add “with cobbles

or boulders, or both” to group name. C Gravels with 5 to 12% fines require dual symbols: GW-GM well-graded

gravel with silt, GW-GC well-graded gravel with clay, GP-GM poorly graded gravel with silt, GP-GC poorly graded gravel with clay.

D Sands with 5 to 12% fines require dual symbols: SW-SM well-graded sand with silt, SW-SC well-graded sand with clay, SP-SM poorly graded sand with silt, SP-SC poorly graded sand with clay

E Cu = D60/D10 Cc = 6010

2

30

DxD

)(D

F If soil contains 15% sand, add “with sand” to group name. G If fines classify as CL-ML, use dual symbol GC-GM, or SC-SM.

H If fines are organic, add “with organic fines” to group name. I If soil contains 15% gravel, add “with gravel” to group name. J If Atterberg limits plot in shaded area, soil is a CL-ML, silty clay. K If soil contains 15 to 29% plus No. 200, add “with sand” or “with gravel,”

whichever is predominant. L If soil contains 30% plus No. 200 predominantly sand, add “sandy” to

group name. M If soil contains 30% plus No. 200, predominantly gravel, add

“gravelly” to group name. N PI 4 and plots on or above “A” line. O PI 4 or plots below “A” line. P PI plots on or above “A” line. Q PI plots below “A” line.

Exhibit C-2