Geotechnical Engineering Report · Geotechnical Engineering Report Cast-In-Place Retaining Wall...

Geotechnical Engineering ReportCast-In-Place Retaining Wall

North Western Road & Hall of Fame AvenueStillwater, Oklahoma

August 26, 2015Terracon Project No. 03156636

Prepared for:Olsson Associates

Oklahoma City, Oklahoma

Prepared by:Terracon Consultants, Inc.Oklahoma City, Oklahoma

August26,2015

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 Cast-In-Place Retaining Wall North Western Road and Hall of Fame Avenue Stillwater, Oklahoma Terracon Project No. 03156636

Dear Mr. Beaty:

lrerracon

Terracon Consultants, Inc. {Terracon) has completed the geotechnical engineering services for the above referenced project. The scope of our services was outlined in the Geotechnical Scope of Work dated July 22, 2015. We were given authorization to proceed on July 24, 2015.

We appreciate the opportunity to be of service to you on this project. If you have any questions concerning this report, or if we may be of further service, please contact us.

Sincerely, Terracon Consultants, Inc. Cert. Of Auth. #CA-4531 exp. 6/30/17

~LJ~ Andy Wilshire, E.I. Staff Geotechnical Professional

AW :NT\cnln:lprojects\2015103156636\project documentslaug2015

Copies to: Addressee (3 via mail, 1 via email)

N Oklahoma No. 23083

Terracon Consultants. Inc. 4701 North Stiles Avenue Oklahoma City, Oklahoma 73 105 P [405] 525 0453 F [405] 557 0549 terracon.com

Environmental • Facilities • Geotechnical • Materials

Geotechnical Engineering ReportCast-In-Place Retaining Wall ■ North Western Road and Hall of Fame AvenueStillwater, OklahomaAugust 26, 2015 ■ Terracon Project No. 03156636

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TABLE OF CONTENTSPage

1.0 INTRODUCTION .............................................................................................................12.0 PROJECT INFORMATION .............................................................................................1

2.1 Project Description ...............................................................................................12.2 Site Location and Description...............................................................................1

3.0 SUBSURFACE CONDITIONS ........................................................................................23.1 Geology ...............................................................................................................23.2 Typical Subsurface Profile ...................................................................................23.3 Groundwater ........................................................................................................2

4.0 RETAINING WALL FOUNDATION CONSIDERATIONS ................................................34.1 Design Recommendations - Drilled Pier Foundations ..........................................44.2 Construction Considerations ................................................................................44.3 Lateral Earth Pressures .......................................................................................54.4 Results of Global Stabilty Analyses ......................................................................7

5.0 GENERAL COMMENTS .................................................................................................8


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TABLE OF CONTENTS - (Cont’d.)

APPENDIX A - FIELD EXPLORATION

Exhibit A-1 Site Location PlanExhibit A-2 Boring Location PlanExhibit A-3 Field Exploration DescriptionExhibits A-4 to A-6 Borings RW-1, B-1(03155156), B-1AExhibit A-7 Subsurface Profile

APPENDIX B - LABORATORY TESTING

Exhibit B-1 Laboratory Test DescriptionExhibit B-2 Grain Size Distribution CurvesExhibit B-3 Consolidated Undrained Triaxial Compression Test ResultsExhibit B-4 Consolidation Test Results

APPENDIX C – GLOBAL STABILITY ANALYSIS

Exhibit C-1 Global Stability Analysis Figures

APPENDIX D - SUPPORTING DOCUMENTS

Exhibit D-1 General NotesExhibit D-2 Unified Soil Classification SystemExhibit D-3 Sedimentary Rock Classification

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GEOTECHNICAL ENGINEERING REPORTCAST-IN-PLACE RETAINING WALL

NORTH WESTERN ROAD AND HALL OF FAME AVENUESTILLWATER, OKLAHOMATerracon Project No. 03156636

August 26, 2015

1.0 INTRODUCTION

This report presents the results of our geotechnical engineering services performed for theproposed retaining wall adjacent to the Single-Span Bridge located northeast of North WesternRoad and Hall of Fame Avenue intersection in Stillwater, Oklahoma. Terracon’s geotechnicalscope of work for this report included the advancement of one test boring to an approximatedepth of 25.5 feet below existing site grades. The data from boring B-1 of the bridge report(Terracon Report No. 03155156) was also used in this report. Boring B-1A was drilled directlyadjacent to boring B-1 for the sole purpose of obtaining thin-walled tube samples.

This report describes the subsurface conditions encountered in the borings, reports test results,boring logs and provided foundation recommendations for design and construction of theretaining wall.

2.0 PROJECT INFORMATION

2.1 Project Description

Item DescriptionSite Layout See Appendix A, Exhibit A-2.

Structures

We understand the project will include the construction of a retaining wall on thesoutheast corner of the bridge. The proposed retaining wall will have anapproximate length of 55 feet and height of 13 feet. We also understand that theproposed retaining wall will be a cast-in-place wall and supported on drilled piers.

2.2 Site Location and Description

Item Description

LocationThe retaining wall will be located on the southeast corner of the bridge locatednortheast of the existing Hall of Fame Avenue and North Western Road intersection inStillwater, Oklahoma.



3.0 SUBSURFACE CONDITIONS

3.1 Geology

The geology of this site consists of the Wellington-Admire Unit of Permian Age. The Wellington-Admire Unit consists of shale, sandstone, limestone, and siltstone. Most of the unit is shale, whichfor the most part is reddish colored and clayey to silty in texture. The total thickness of theWellington-Admire is extremely hard to ascertain because of correlation difficulties with the vastamount of “redbeds”. The unit is several hundred feet thick and has a north-south outcrop pattern20 to 30 miles wide.

3.2 Typical Subsurface Profile

Specific conditions encountered at each boring location are indicated on the individual boring logs.Stratification boundaries on the boring logs represent the approximate location of changes in soiland rock types; in-situ, the transition between materials may be gradual. Details for each of theborings can be found on the boring logs included in Appendix A of this report. Based on theresults of the borings, subsurface conditions on the project site can be generalized as follows:

DescriptionApproximate Depth

to Bottom of Stratum(feet)

Material Encountered Consistency/Density

Stratum 1 10 to 20Lean and fat clay with varying

amounts of sandMedium stiff to hard

Stratum 231 to below the boring

termination depthsWeathered Sandstone ---

Stratum 3Below the boring

termination depthsWeathered Shale with varying

amounts of sand---

NOTE: Fill consisting of sandy lean clay with asphalt and concrete debris material was encountered in boringRW-1 from 0 to 10 feet.

Laboratory tests were conducted on selected soil samples and the test results are presented onthe boring logs in Appendix A and on test report form in Appendix B.

3.3 Groundwater

The borings were advanced using power augers and wash boring techniques. After completionof the borings, water was bailed from the boreholes. Water levels were then measured in theboreholes at least 24 hours after boring completion. At these times, groundwater was observedat the following depths:



Boring No. 24+ Hour Water LevelDepth (ft.) / Elevation (ft.)

RW-1 8 ft. / 895.8 ft.B-1 3 ft. / 893.6 ft.

Long-term monitoring with observation wells, sealed from the influence of surface water, wouldbe required to accurately define the potential range of groundwater conditions at this site.Fluctuations in the groundwater level should be expected due to seasonal variations in theamount of rainfall, runoff, water level in the creek and other factors not apparent at the time theborings were drilled. The possibility of groundwater level fluctuations and the presence ofperched and artesian water should be considered when designing and developing theconstruction plans for the project.

4.0 RETAINING WALL FOUNDATION CONSIDERATIONS

This report provides geotechnical engineering recommendations for the design of a cast-in-placecantilever retaining wall structure. We understand that the design of the retaining wall will becompleted by the Client. We have assumed that the wall design will satisfy internal stabilitymodes, and is the responsibility of the wall designer. Global stability of the wall system wasanalyzed using both drained and undrained strength parameters.

We understand the preferred foundation for the retaining wall is a drilled pier and grade beamfoundation system. The retaining wall can be supported on a drilled pier and grade beamfoundation system bearing in weathered bedrock.

We encountered existing fill materials in boring RW-1 to depth of about 10 feet below theexisting ground surface. The fill in the boring consists mostly of sandy lean clay with asphaltand concrete debris. We are not aware that compaction testing was performed duringplacement of the fill. The depth, composition and compaction of the existing fill materials canvary greatly over relatively small lateral and vertical distances. Because of the potential forvariation in the composition and quality of existing fill, there is an inherent risk of unpredictablesettlement of existing fills. A partial depth of removal could be considered and a portion of theexisting fill left in place, provided the owner understands and accepts the risk of foundationmovement due to possible settlement of the fill. This risk of unpredictable settlement cannot beeliminated unless the full-depth of the existing fill is removed and replaced with tested andapproved, new engineered fill. However, the risk can be reduced with thorough observation andtesting by a representative of the geotechnical engineer during construction.

Specific recommendations regarding the design and construction of the drilled pier foundationsare presented in the following section.



4.1 Design Recommendations - Drilled Pier Foundation

Description ValueFoundation Type Drilled pier and grade beam foundation system

End Bearing Material1

Weathered Sandstone that was encountered atdepths of approximately 10 to 20 feet (approximateelevation of 886.5 to 884 feet) below the existinggrade

Minimum Embedment 5 feet into approved weathered sandstone

Net Allowable Bearing Pressure2 20,000 psf 3

Maximum Allowable Skin Friction4 2,000 psfMinimum Shaft Diameter5 24 inchesMinimum Grade Beam EmbedmentDepth Below Finished Grade6 30 inches

Allowable Passive Pressure7■ Overburden soils: 150 psf/foot (equivalent fluidpressure)■ Weathered Sandstone: 13,000 psf

Total Estimated Settlement 1/2 inch1. Due to the potential variations in the quality and depth of the bearing materials, the

geotechnical engineer or his representative should be present during pier drilling to verify thatsuitable bearing strata is encountered.

2. The net allowable bearing pressure refers to the pressure at the foundation bearing level inexcess of the minimum surrounding overburden pressure.

3. With minimum embedment of 5 feet into approved weathered sandstone.4. Because soil strength varies due to frost action and moisture variations, we recommend

neglecting side resistance forces for the soils within 3 feet of the ground surface.5. Assume that enough steel reinforcement is provided to provide adequate structural integrity.6. Grade beams should be structurally connected to the top of the piers.7. Passive resistance against the side of piers should be neglected for the top 3 feet of

overburden soils

4.2 Construction Considerations

Our drilling rig used an earth auger and a rock bit to penetrate the overburden soils andweathered sandstone. Therefore, a rock bit may be required to extend the drilled pierexcavations into the weathered sandstone.

Groundwater was encountered in the borings during the field exploration. Therefore, weanticipate dewatering will be needed for this project. However, the need for dewatering will alsodepend on the actual groundwater conditions at the time of construction. The bottom of the pier



excavation should be cleaned of debris, loose or disturbed soil, and water prior to placingreinforcing steel and concrete. If water is encountered and cannot be removed, the concreteshould be placed using a tremie pipe and placed from the bottom of the pier excavation to thetop, displacing the water to the surface. Concrete should be placed as soon as possible afterthe foundation excavation is completed to reduce the potential for disturbance of the bearingsurface. To facilitate pier construction, concrete should be on-site and ready for placement aspier excavations are completed. In no event should the pier excavation be allowed to remainopen overnight.

4.3 Lateral Earth Pressures

Reinforced concrete walls with unbalanced backfill levels on opposite sides should be designedfor earth pressures at least equal to those indicated in the following table. Earth pressures willbe influenced by structural design of the walls, conditions of wall restraint, methods ofconstruction and/or compaction and the strength of the materials being restrained. Two wallrestraint conditions are shown. Active earth pressure is commonly used for design offree-standing cantilever retaining walls and assumes wall movement. The "at-rest" conditionassumes no wall movement. The recommended design lateral earth pressures do not include afactor of safety and do not provide for possible hydrostatic pressure on the walls.



EARTH PRESSURE COEFFICIENTS

Earth PressureConditions

Coefficient forBackfill Type

Equivalent FluidDensity (pcf)

SurchargePressure, p1 (psf)

Earth Pressure,p2 (psf)

Active (Ka) Granular - 0.33Lean Clay - 0.42

4050

(0.33)S(0.42)S

(40)H(50)H

At-Rest (Ko) Granular - 0.46Lean Clay - 0.58

5570

(0.46)S(0.58)S

(55)H(70)H

Passive (Kp) Granular - 3.0Lean Clay - 2.4

---288

------

------

Applicable conditions to the above include:

n For active earth pressure, wall must rotate about base, with top lateral movements ofabout 0.002 H to 0.004 H, where H is wall height

n For passive earth pressure to develop, wall must move horizontally to mobilizeresistance

n Uniform surcharge, where S is surcharge pressuren In-situ soil backfill weight a maximum of 120 pcfn Horizontal backfill, compacted between 95 and 98 percent of standard Proctor maximum

dry densityn Loading from heavy compaction equipment not includedn No hydrostatic pressures acting on walln No dynamic loadingn No safety factor included in soil parametersn Ignore passive pressure in frost zone (18 inches)

Backfill placed against walls should consist of granular soils or low plasticity cohesive soils (PI ≤15). For the granular values to be valid, the granular backfill must extend out from the base of thewall at an angle of at least 45 and 60 degrees from vertical for the active and passive cases,respectively.

We recommend a drain line be installed behind the retaining wall to intercept infiltrating surfacewater and/or subsurface water migrating from upslope. The drains should be installed at thefoundation level as shown on the adjacent figure and described in the following notes.



n Granular backfill should be clean, free-draining sand or crushed stone.

n Perforated pipe should be rigid PVC,sized to transport the expected water.

n Perforated pipe should be surroundedby at least 4 inches of ASTM C-33 No.57 stone or equivalent with the stoneand pipe encased in an approved filterfabric to restrict the migration of finesinto the drain system.

n Exterior ground surface should consistof a 12-inch compacted clay cap orpavement section sloped to drain frombuilding.

If adequate drainage is not possible, then combined hydrostatic and lateral earth pressuresshould be calculated for lean clay backfill using an equivalent fluid weighing 90 and 100 pcf foractive and at-rest conditions, respectively. For granular backfill, an equivalent fluid weighing 85and 90 pcf should be used for active and at-rest, respectively. These pressures do not includethe influence of surcharge, equipment or floor loading, which should be added. Heavyequipment should not operate within a distance closer than the exposed height of retaining wallsto prevent imposing lateral pressures larger than those provided.

Wall backfill should be moisture conditioned and compacted to at least 95 percent of thematerial’s maximum standard Proctor dry density (AASHTO T-99). Compaction of each liftadjacent to walls should be accomplished with lightweight compactors. Heavy equipment shouldnot operate within a distance closer than the exposed height of retaining walls to prevent lateralpressures more than those provided. Overcompaction may cause excessive lateral earthpressures which could result in wall movement.

4.4 Results of Global Stability Analyses

We evaluated the global stability of the retaining wall at two sections, based on the plansprovided and the results of our exploration. Computer software STABL for Windows (Version3.0), using Bishop’s limit equilibrium method of analysis for circular failures, was used toperform the global stability analyses.

12"

GranularBackfill



The following shear strength parameters were used in our slope stability analyses.

Assumed Shear Strength Parameters

MaterialUndrained Parameters Drained Parameters

Cohesion cu

(psf)Internal Friction

Angle, f (degrees)Cohesion

c’ (psf)Internal Friction

Angle, f’ (degrees)Fill 2,000 0 100 28

Native Lean Clay 2,000 0 100 28Native Fat Clay 2,000 0 200 18

Weathered Sandstone 0 30 0 30Concrete 10,000 0 20,000 0

The sections and results of the analyses with plots of the computed critical failure surfaces areprovided in Appendix C. A summary of the results is presented in the following table. Stationsare approximate.

Station BoringFactor of Safety

Short Term(Undrained)

Long Term(Drained)

Sta. 16+10 RW-1 6.0 1.5Sta. 16+52 B-1 (03155156) 6.0 1.7

5.0 GENERAL COMMENTS

Terracon Consultants, Inc. should be retained to review the final design plans and specificationsso comments can be made regarding interpretation and implementation of our geotechnicalrecommendations in the design and specifications. Terracon Consultants, Inc. also should beretained to provide observation and testing services during grading, excavation, foundationconstruction and other earth-related construction phases of the project.

The analysis and recommendations presented in this report are based upon the data obtainedfrom the borings performed at the indicated locations and from other information discussed inthis report. This report does not reflect variations that may occur between borings, across thesite, or due to the modifying effects of weather. The nature and extent of such variations maynot become evident until during or after construction. If variations appear, we should beimmediately notified so that further evaluation and supplemental recommendations can beprovided.

The scope of services of this project does not include either specifically or by implication anyenvironmental assessment of the site or identification of contaminated or hazardous materials or



conditions. If the owner is concerned about the potential of such contamination, other studiesshould be undertaken.

This report has been prepared for the exclusive use of our client for specific application to theproject discussed and has been prepared in accordance with generally accepted geotechnicalengineering practices. No warranties, either express or implied, are intended or made. Sitesafety, excavation support, and dewatering requirements are the responsibility of others. In theevent that any changes in the nature, design, or location of the project as outlined in this reportare planned, the conclusions and recommendations contained in this report shall not beconsidered valid unless Terracon Consultants, Inc. reviews the changes, and either verifies ormodifies the conclusions of this report in writing.

APPENDIX AFIELD EXPLORATION

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AW 03156636 (A 1-A2 AND IS NOT INTENDED FOR CONSTRUCTION STILLWATER, OKLAHOMA A1 PURPOSES.

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DIAGRAM IS FOR GENERAL LOCATION ONLY, Chlctac!By:

AND IS NOT INTENDED FOR CONSTRUCTION PURPOSES.

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EASTING ELEVATION 2238307.76 903.8 z 2238280.91 896.6 · s -1 FROM TERRACON PROJECT No. 03155156

AW Plojoc:INo.

llerracon BORING LOCATION PLAN 03156636 EXHIBIT Scalo·

DWT NTS RETAINING WALL Fie No. Consulting Engineers iind Scientists NORTH WESTERN ROAD & HALL OF FAME AVENUE

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NKT AUG 2015 PH ('°5)S2S0453 FAX !•05) 557.o5<9


Responsive ■ Resourceful ■ Reliable Exhibit A-3

Field Exploration Description

Terracon personnel located the borings in the field after they were staked by a surveyor hired byOlsson Associates. While staking the borings, the surveyor obtained the ground surfaceelevation at each location and reported them to the Terracon personnel. All borings were drilledat the staked locations with exception of boring B-1. Terracon determined the approximateground surface elevations of boring B-1 using an engineer’s level. This elevation wasreferenced to the ground surface at the staked location. The ground surface elevations at theboring locations ranged from 896.6 to 903.8 feet. The elevations shown on the boring logs havebeen rounded to the nearest 0.1 foot. The boring locations and elevations should be consideredaccurate only to the degree implied by the methods used to define them.

The borings were advanced with an all-terrain rotary drill rig. The borings were advanced usingpower augers, wash boring and coring techniques. Temporary casing was used to support theside walls of the upper portion of the wash bore boring. Representative soil samples wereobtained using the split-barrel and thin-walled tube sampling procedure. Boring B-1A wasdrilled directly adjacent to boring B-1 for the sole purpose of obtaining thin-walled tube samples.

Disturbed samples of the overburden soils were obtained by the split-barrel sampling procedureby driving a 2-inch O.D. split-barrel sampling spoon into the ground using a 140-pound,automatic hammer falling 30 inches. The number of blows required to advance the samplingspoon were recorded in the field and are shown on the boring logs as the standard penetrationresistance (N) value. The number of blows required to advance the sampling spoon the final 12inches or less of a standard 18-inch sampling interval indicate the in-place relative density ofgranular soils and, to a lesser degree of accuracy, the consistency of cohesive soils andhardness of weathered rock. In the thin-walled tube sampling procedure, a 5-inch seamlesssteel tube with a sharpened cutting end is hydraulically pushed into the bottom of the boring toobtain a relatively undisturbed cohesive soil sample. The percent recovery and Rock QualityDesignation (RQD) for each core run was determined. These values are reported on the boringlogs. The sampling depths, penetration distances, N values and drill progress rates arereported on the boring logs. The samples were tagged for identification, sealed to reducemoisture loss and returned to the laboratory for further examination, testing and classification.

The Texas Highway Department (THD) cone penetrometer test was used to evaluate theoverburden clay and the proposed bearing strata (bedrock) in boring B-1 (03155156). The THDcone penetrometer test is a standard test developed by the Texas Highway Department todetermine the strength and hardness of foundation materials in bridge foundation explorationwork. The test is performed by attaching a 3-inch diameter penetrometer cone to the drill stemand lowering it to the bottom of the borehole. The cone is seated, and then driven 12 incheswith a 140-pound drive hammer falling 30 inches. The number of blows required for each 6-inchincrement is recorded. If more than 100 blows are required for 12 inches of penetration, the


Responsive ■ Resourceful ■ Reliable Exhibit A-3

penetration per 50 blows are recorded to the nearest 1/16 inch. The results of this test areshown on the boring logs.

An automatic drive hammer was used to advance the split-barrel and THD cone penetrometer.A greater efficiency is achieved with the automatic drive hammer compared to the conventionalsafety drive hammer operated with a cathead and rope.

The drilling operation was supervised by engineer who prepared field logs. The boring logsinclude visual classifications of the materials encountered during drilling and the engineer’sinterpretation of subsurface conditions between samples. Based on the material’s texture, thesoil samples were described according to the attached General Notes and classified inaccordance with the Unified Soil Classification System. A brief description of the UnifiedSystem is included in the appendix. Rock descriptions are in general accordance with theGeneral Notes for Sedimentary Rock. Petrographic analysis of the rock cores may reveal otherrock types.

As required by the Oklahoma Water Resources Board, any borings deeper than 20 feet, orborings which encounter groundwater or contaminated materials must be grouted or plugged inaccordance with Oklahoma State statutes. One boring log must also be submitted to theOklahoma Water Resources Board for each 10 acres of project site area. Terracon grouted theborings and submitted a log in order to comply with the Oklahoma Water Resources Boardrequirements.

28

18

68

75

66

7

19

39

19

27

16

36-16-20

35-14-21

40-16-24

61-20-41

32-13-19

894+/-

889+/-

884+/-

878.5+/-

15

18

14

18

21

18

5

1

5-12-17N=29

5-5-3N=8

2-3-3N=6

2-10-24N=34

50/5"

50/1"

10.0

15.0

20.0

25.5

FILL - SANDY LEAN CLAY , with asphalt andconcrete debris, brown (7.5YR 5/3)

FAT CLAY (CH), brown (7.5YR 4/4), medium stiff

LEAN CLAY (CL), reddish-brown (2.5YR 4/4), hard

+WEATHERED SANDSTONE, reddish-brown (5YR4/4)

-reddish-brown (2.5YR 5/4) below 25'Boring Terminated at 25.5 Feet

Hammer Type: AutomaticStratification lines are approximate. In-situ, the transition may be gradual.+Classification estimated from disturbed samples. Core samples and petrographic analysis mayreveal other rock types.

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North Western Road & Hall of Fame Avenue Stillwater, OklahomaSITE:

Page 1 of 1

Advancement Method:Power Auger

Abandonment Method:Backfilled with cuttings above 4’; grouted 4’ to 14’; backfilledwith cuttings from 14’ to termination depth.

4701 North Stiles AvenueOklahoma City, Oklahoma

Notes:

Project No.: 03156636

Drill Rig: 880

Boring Started: 8/3/2015

BORING LOG NO. RW-1Olsson AssociatesCLIENT:Oklahoma City, Oklahoma

Driller: R. Smalley

Boring Completed: 8/3/2015

Exhibit: A-4

See Exhibit A-2 for description of field procedures

See Appendix B for description of laboratoryprocedures and additional data (if any).See Appendix C for explanation of symbols andabbreviations.

PROJECT: Retaining Wall

LAB

OR

ATO

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TOR

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NE

/HP

(psf

)

UN

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NE

DC

OM

PR

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SIV

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TRE

NG

TH(p

sf)

PE

RC

EN

TFI

NE

S

WA

TER

CO

NTE

NT

(%)

DR

YU

NIT

WE

IGH

T(p

cf)

ATTERBERGLIMITS

LL-PL-PI Approximate Surface Elev: 903.8 (Ft.) +/-

ELEVATION (Ft.)

SA

MP

LETY

PE

WA

TER

LEV

EL

OB

SE

RV

ATI

ON

S

DE

PTH

(Ft.)

5

10

15

20

25

RE

CO

VE

RY

(In.)

FIE

LDTE

ST

RE

SU

LTS

DEPTH

LOCATION See Exhibit A-1

Northing: 410799.27 Easting: 2238307.76

WATER LEVEL OBSERVATIONS

15 ft After Boring8 ft At 24 Hours

29 ft While Drilling

890.5+/-

886.5+/-

5

18

4

3-4-3N=7

6/12"

2-3-4N=7

50/3-1/4"50/7/8"50/4"

50/3/8"50/1/8"

50/1/16"50/1/16"

50/1/16"50/1/8"

6.0

10.0

LEAN CLAY (CL), very dark gray (5YR 3/1), mediumstiff

SANDY LEAN CLAY (CL), trace gravel, weak red(10R 4/4), medium stiff

+WEATHERED SANDSTONE, dusky red (10R 3/3)

-with shale seams, gray (GLEY1 5/N) below 21'


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Page 1 of 2

Advancement Method:0' - 11' Wash Boring Technique11' - 41' Rock Core



Notes:


Drill Rig: 880


BORING LOG NO. B-1 (03155156)Olsson AssociatesCLIENT:Oklahoma City, Oklahoma

Driller: R. Smalley


Exhibit: A-5




LAB

OR

ATO

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TOR

VA

NE

/HP

(psf

)

UN

CO

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NE

DC

OM

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TH(p

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PE

RC

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TFI

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S

WA

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NT

(%)

DR

YU

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T(p

cf)

ATTERBERGLIMITS


ELEVATION (Ft.)

SA

MP

LETY

PE

WA

TER

LEV

EL

OB

SE

RV

ATI

ON

S

DE

PTH

(Ft.)

5

10

15

20

25

30

RE

CO

VE

RY

(In.)

FIE

LDTE

ST

RE

SU

LTS

DEPTH




3 ft At 24 Hours

865.5+/-

854.5+/-

50/3/8"50/1/8"

50/1-7/8"50/15/16"

50/1-1/2"50/1-1/2"

31.0

42.0

+WEATHERED SANDSTONE, dusky red (10R 3/3)(continued)+WEATHERED SHALE, dark gray (5YR 4/1)

Boring Terminated at 42 Feet


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Advancement Method:0' - 11' Wash Boring Technique11' - 41' Rock Core



Notes:


Drill Rig: 880


BORING LOG NO. B-1 (03155156)Olsson AssociatesCLIENT:Oklahoma City, Oklahoma

Driller: R. Smalley


Exhibit: A-5




LAB

OR

ATO

RY

TOR

VA

NE

/HP

(psf

)

UN

CO

NFI

NE

DC

OM

PR

ES

SIV

ES

TRE

NG

TH(p

sf)

PE

RC

EN

TFI

NE

S

WA

TER

CO

NTE

NT

(%)

DR

YU

NIT

WE

IGH

T(p

cf)

ATTERBERGLIMITS


ELEVATION (Ft.)

SA

MP

LETY

PE

WA

TER

LEV

EL

OB

SE

RV

ATI

ON

S

DE

PTH

(Ft.)

35

40

RE

CO

VE

RY

(In.)

FIE

LDTE

ST

RE

SU

LTS

DEPTH




3 ft At 24 Hours

5519 26-14-12

891.5+/-

890+/-

5.0

6.5

LEAN CLAY (CL), very dark gray (5YR 3/1), mediumstiff, medium stiff

SANDY LEAN CLAY (CL), trace gravel, weak red(10R 4/4), medium stiff

Boring Terminated at 6.5 Feet

Hammer Type: AutomaticStratification lines are approximate. In-situ, the transition may be gradual.

GR

AP

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Page 1 of 1

Advancement Method:Wash Boring Technique



Notes:


Drill Rig: 880


BORING LOG NO. B-1A (03155156)Olsson AssociatesCLIENT:Oklahoma City, Oklahoma

Driller: R. Smalley


Exhibit: A-6




LAB

OR

ATO

RY

TOR

VA

NE

/HP

(psf

)

UN

CO

NFI

NE

DC

OM

PR

ES

SIV

ES

TRE

NG

TH(p

sf)

PE

RC

EN

TFI

NE

S

WA

TER

CO

NTE

NT

(%)

DR

YU

NIT

WE

IGH

T(p

cf)

ATTERBERGLIMITS


ELEVATION (Ft.)

SA

MP

LETY

PE

WA

TER

LEV

EL

OB

SE

RV

ATI

ON

S

DE

PTH

(Ft.)

5

RE

CO

VE

RY

(In.)

FIE

LDTE

ST

RE

SU

LTS

DEPTH




3 ft At 24 Hours

FILL - SANDY LEAN CLAY ,with asphalt and concretedebris, brown (7.5YR 5/3)

FAT CLAY (CH), brown(7.5YR 4/4), medium stiff

LEAN CLAY (CL),reddish-brown (2.5YR 4/4),hard

+WEATHEREDSANDSTONE, reddish-brown(5YR 4/4)-reddish-brown (2.5YR 5/4)below 25'

SPT-1;N=29 MC=7%;SOIL REC=15 (In.)

LL= 36; PL= 16; PI=20 UCS= (psf)


LL= 35; PL= 14; PI=21 UCS= (psf)

SH-3; MC=%;SOIL REC=14 (In.)

LL= 40; PL= 16; PI=24 UCS= (psf) SPT-4;N=6

MC=39%;SOIL REC=18 (In.) LL= 61; PL= 20; PI=41

UCS= (psf) SH-5;

MC=%;SOIL REC=21 (In.) UCS= (psf)


LL= 32; PL= 13; PI=19 UCS= (psf)

SPT-7;N=50/5" MC=27%;SOIL REC=5 (In.)

UCS= (psf)

SPT-8;N=50/1" MC=16%;SOIL REC=1 (In.)

UCS= (psf)

Approximate Surface Elev (Ft.): 903.8 +/-

Boring No. RW-1See Exhibit A-1

0

5

10

15

20

25

905

900

895

890

885

880

875

870

865

860

855

850

905

900

895

890

885

880

875

870

865

860

855

850


PH. 405-525-0453 FAX. 405-557-0549

Project No.: 03156636LEGENDMC = Moisture Content

N = Number of Blows for 12 inches PL = Plastic LImitTCP = Texas Cone Penetrometer PI = Plasticity IndexROCK REC = Rock RecoveryRQD = Rock Quality Designation

SUBSURFACE PROFILE EXHIBIT

RETAINING WALLNORTH WESTERN ROAD & HALL OF FAME AVENUE

STILLWATER, OKLAHOMAWater level +24 hours afterdrilling

Groundwater levels wereobtained during the drillingoperations, and may fluctuatethroughout the year.

+Classification estimated from disturbed samples. Core samples and petrographic analysis may reveal other rock types.

Scale: NTS

Project Manager: APW

Approved by: NKT

Checked by: APW

SPT = Split Spoon Sampler

SOIL REC = Soil Recovery

CORE = Rock CoreLL = Liquid Limit

P200 = Passing #200 Sieve SizeUCS = Unconfined Compressive Strength

Date: 8/26/2015

THIS

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G03

1566

36R

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GW

ALL

.GP

J

LEAN CLAY (CL), very darkgray (5YR 3/1), medium stiff

SANDY LEAN CLAY (CL),trace gravel, weak red (10R4/4), medium stiff

+WEATHEREDSANDSTONE, dusky red(10R 3/3)-with shale seams, gray(GLEY1 5/N) below 21'

+WEATHERED SHALE, darkgray (5YR 4/1)

SPT-1;N=7 ;SOIL REC=5 (In.)

UCS= (psf)

UCS= (psf);TCP 6/12"

/" SPT-2;N=7

;SOIL REC=18 (In.) UCS= (psf) UCS= (psf);

TCP 50/3-1/4"50/7/8"

SPT-3;N=50/4" ;SOIL REC=4 (In.)

UCS= (psf) UCS= (psf) UCS= (psf);TCP 50/3/8"

50/1/8"

UCS= (psf)

UCS= (psf);TCP 50/1/16"

50/1/16"

UCS= (psf)

UCS= (psf);TCP 50/1/16"

50/1/8"

UCS= (psf)

UCS= (psf);TCP 50/3/8"

50/1/8"

UCS= (psf)

UCS= (psf);TCP 50/1-7/8"

50/15/16"

UCS= (psf)

UCS= (psf);TCP 50/1-1/2"

50/1-1/2"


Boring No. B-1 (03155156)See Exhibit A-1

Water Level Check: 3 Ft.(7/31/2015)

0

5

10

15

20

25

30

35

40

LEAN CLAY (CL), very darkgray (5YR 3/1), medium stiff,medium stiff

SANDY LEAN CLAY (CL),trace gravel, weak red (10R4/4), medium stiff

SH-1 LL= 26; PL= 14; PI=12

UCS= (psf)


Boring No. B-1A (03155156)See Exhibit A-1

Water Level Check: 3 Ft.(7/31/2015)

0

5

903.8

896.6 896.6

canelson

Typewritten Text

A-7

canelson

Typewritten Text

canelson

Typewritten Text

APPENDIX BLABORATORY TESTING


Responsive ■ Resourceful ■ Reliable Exhibit B-1

Laboratory Testing

Samples retrieved during the field exploration were taken to the laboratory for furtherobservation by the project geotechnical engineer. Soil samples were classified in accordancewith the Unified Soil Classification System (USCS) described in Appendix C. Samples ofbedrock were classified in accordance with the general notes for Sedimentary RockClassification. In the laboratory, the field descriptions were confirmed or modified as necessaryand an applicable laboratory testing program was formulated to determine engineeringproperties of the subsurface materials.

Selected soil and bedrock samples obtained from the site were tested for the followingengineering properties:

n Visual Classification (ASTM D2488)n In-situ Water Content (ASTM D2216)n Sieve Analysis (ASTM D422)n Atterberg Limits (ASTM D4318)n In-situ Dry Density (ASTM D7263)n One Dimensional Consolidation (ASTM D2435)n Consolidated Undrained Triaxial Compression (ASTM D4767)

Procedural standards noted above are for reference to methodology in general. In some casesvariations to methods are applied as a result of local practice or professional judgment.

The laboratory test results are reported on the boring logs in Appendix A. Sieve analysis grainsize distribution curves, one dimensional consolidation, and consolidated undrained triaxialcompression test results are provided in Appendix B.

0

5

10

15

20

25

30

35

40

45

50

55

60

65

70

75

80

85

90

95

100

0.0010.010.1110100

6 16 20 30 40

GRAIN SIZE DISTRIBUTION

U.S. SIEVE OPENING IN INCHES

ASTM D422

USCS Classification AASHTO Classification Boring ID Depth LL

D100 D30

Cc Cu

Boring ID Depth D60 %Clay

36

35

40

61

U.S. SIEVE NUMBERS

SILT OR CLAY

4 501.5 2006 810 14

2

2

4.75

2

0.088

0.212

0.0

0.0

0.0

0.0

38.8

38.6

31.7

17.1

RW-1

RW-1

RW-1

RW-1

41 3/4 1/2 60

fine

HYDROMETER

PL PI

D10 %Gravel %Sand %Silt

16

14

16

20

20

21

24

41

3/8 3 100 1403 2

COBBLESGRAVEL SAND

coarse medium

GRAIN SIZE IN MILLIMETERS

PER

CEN

TFI

NER

BYW

EIG

HT

coarse fine

CLAYEY SAND(SC)

CLAYEY SAND(SC)

SANDY LEAN CLAY(CL)

FAT CLAY with SAND(CH)

A-2-6(1)

A-2-6(0)

A-6(14)

A-7-6(31)

RW-1

RW-1

RW-1

RW-1

0.916 27.5

17.7

68.3

74.8

0 - 1.5

5 - 6.5

8 - 9.5

10 - 11.5

0 - 1.5

5 - 6.5

8 - 9.5

10 - 11.5


PROJECT NUMBER: 03156636PROJECT: Retaining Wall

SITE: North Western Road & Hall of FameAvenue

Stillwater, Oklahoma

CLIENT: Olsson Associates Oklahoma City, Oklahoma

EXHIBIT: B-2

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0

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15

20

25

30

35

40

45

50

55

60

65

70

75

80

85

90

95

100

0.0010.010.1110100

6 16 20 30 40

GRAIN SIZE DISTRIBUTION

U.S. SIEVE OPENING IN INCHES

ASTM D422

USCS Classification AASHTO Classification Boring ID Depth LL

D100 D30

Cc Cu

Boring ID Depth D60 %Clay

32

26

U.S. SIEVE NUMBERS

SILT OR CLAY

4 501.5 2006 810 14

2

4.75

0.0

0.0

33.5

45.0

RW-1

B-1A (03155156)

41 3/4 1/2 60

fine

HYDROMETER

PL PI

D10 %Gravel %Sand %Silt

13

14

19

12

3/8 3 100 1403 2

COBBLESGRAVEL SAND

coarse medium

GRAIN SIZE IN MILLIMETERS

PER

CEN

TFI

NER

BYW

EIG

HT

coarse fine

SANDY LEAN CLAY(CL)

SANDY LEAN CLAY(CL)

A-6(10)

A-6(3)

RW-1

B-1A (03155156) 0.092

66.3

55.0

15 - 16.5

5 - 6.5

15 - 16.5

5 - 6.5


PROJECT NUMBER: 03156636PROJECT: Retaining Wall

SITE: North Western Road & Hall of FameAvenue

Stillwater, Oklahoma

CLIENT: Olsson Associates Oklahoma City, Oklahoma

EXHIBIT: B-2

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N:\CM\LAB_DATA\00 Projects in Progress\2015 Projects in Progress\03156636 Lab Data\[03156636 Triaxial CU B1-5156-5.0.xlsx]REPORT

BEF

OR

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HEA

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L

Exhibit B-3

ONE-DIMENSIONAL CONSOLIDATION PROPERTIES OF COHESIVE SOILSASTM D2435

8/17/2015

RETAINING WALL NORTH WESTERN ROAD AND HALL OF FAME AVENUE

03156636

Exhibit B-4

APPENDIX CGLOBAL STABILITY ANALYSES


Responsive ■ Resourceful ■ Reliable Exhibit C-1

Figure 1 Station 16+10: Short Term Stability

Figure 2 Station 16+10: Long Term Stability


Responsive ■ Resourceful ■ Reliable Exhibit C-1

Figure 3 Station 16+52: Short Term Stability

Figure 4 Station 16+52: Long Term Stability

APPENDIX DSUPPORTING 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

Exhibit D-1

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 D-2

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.

GENERAL NOTES Sedimentary Rock Classification

DESCRIPTIVE ROCK CLASSIFICATION:

LIMESTONE

DOLOMITE

CHERT

SHALE

SANDSTONE

CONGLOMERATE

Sedimentary rocks are composed of cemented clay, silt and sand sized particles. The most common minerals are clay, quartz and calcite. Rock composed primarily of calcite is called limestone; rock of sand size grains is called sandstone, and rock of clay and silt size grains is called mudstone or claystone, siltstone, or shale. Modifiers such as shaly, sandy, dolomitic, calcareous, carbonaceous, etc. are used to describe various constituents. Examples: sandy shale; calcareous sandstone.

Light to dark colored, crystalline to fine-grained texture, composed of CaCo,, reacts readily with HCI.

Light to dark colored, crystalline to fine-grained texture, composed of CaMg(CO,),, harder than limestone, reacts with HCI when powdered.

Light to dark colored, very fine-grained texture, composed of micro-crystalline quartz (Si02), brittle, breaks into angular fragments, will scratch glass.

Very fine-grained texture, composed of consolidated silt or clay, bedded in thin layers. The unlaminated equivalent is frequently referred to as siltstone, claystone or mudstone.

Usually light colored, coarse to fine texture, composed of cemented sand size grains of quartz, feldspar, etc. Cement usually is silica but may be such minerals as calcite, iron-oxide, or some other carbonate.

Rounded rock fragments of variable mineralogy varying in size from near sand to boulder size but usually pebble to cobble size (112 inch to 6 inches). Cemented together with various cementing agents. Breccia is simi lar but composed of angular, fractured rock particles cemented together.

PHYSICAL PROPERTIES:

DEGREE OF WEATHERING

Slight

Moderate

High

Slight decomposition of parent material on joints. May be color change.

Some decomposition and color change throughout.

Rock highly decomposed, may be extremely broken.

HARDNESS AND DEGREE OF CEMENTATION

Limestone and Dolomite:

Hard Difficult to scratch with knife.

Moderately Hard

Soft

Can be scratched easily with knife, cannot be scratched with fingernail.

Can be scratched with fingernail.

Shale, Siltstone and Claystone

Hard Can be scratched easily with knife, cannot be scratched with fingernail.

Moderately Hard

Soft

Can be scratched with fingernail.

Can be easily dented but not molded with fingers.

Sandstone and Conglomerate

Well Capable of scratching a knife blade. Cemented

Cemented

Poorly Cemented

Can be scratched with knife.

Can be broken apart easily with fingers.

BEDDING AND JOINT CHARACTERISTICS

Bed Thickness Very Thick

Thick Medium

Thin Very Thin Laminated

Joint Spacing Very Wide

Wide Moderately Close

Close Very Close

Dimensions >10'

3' - 10' 1 I • 3' 2" - 1'

.4" - 2"

.1 " - .4"

Bedding Plane A plane dividing sedimentary rocks of the same or different lithology.

Joint

Seam

Fracture in rock, generally more or less vertical or transverse to bedding, along which no appreciable movement has occurred.

Generally applies to bedding plane with an unspecified degree of weathering.

SOLUTION AND VOID CONDITIONS

Solid

Vuggy (Pitted)

Porous

Cavernous

Contains no voids.

Rock having small solution pits or cavities up to 112 inch diameter, frequently with a mineral lining.

Containing numerous voids, pores, or other openings, which may or may not interconnect.

Containing cavities or caverns, sometimes quite large.

~ __________ l~ramn~ Form 110-6-85

srspiller

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srspiller

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srspiller

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Exhibit D-3

srspiller

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