WESTERN ROAD IMPROVEMENTS BORROW PIT … samples obtained from the hand auger borings were sealed and returned to the laboratory ... report identifies two soil series in the area of

GEOTECHNICAL ENGINEERING REPORT

WESTERN ROAD IMPROVEMENTS BORROW PIT EXPLORATION

STILLWATER OK

PREPARED FOR

THE CITY OF STILLWATER

PREPARED BY OLSSON ASSOCIATES

OKLAHOMA CITY, OKLAHOMA

OCTOBER 15, 2015

OA PROJECT NO. 015-2883

201 N.W. 63rd Street, Suite 130 · Oklahoma City, OK 73116 · (405) 242-6600 · FAX (405) 242-6601

O\.oLSSON ASSOCIATES

October 15, 2015

The City Of Stillwater Attn: Jason Peek, Department Manager 723 S. Lewis Street Stillwater, OK 7 407 4

Re: Geotechnical Engineering Report And Borrow Pit Exploration Stillwater, Oklahoma Olsson Project No. 015-2883

Dear Mr. Peek:

---

Olsson Associates has completed the geotechnical engineering report for the above referenced project. The enclosed report summarizes our understanding of the project, presents the findings of the borings and laboratory tests, discusses the observed subsurface conditions, and provides geotechnical engineering recommendations for this project.

We appreciate the opportunity to provide our geotechnical engineering services for this project. If you have any questions or need further assistance, please contact us at your convenience.

Respectfully submitted, Olsson Associates CA# 2483 Expires 06/30/17

201 NW 63'd Street, Suite 130 Oklahoma City, Oklahoma 731 16

TEL 405.242-6600 FAX 405-242-6601 www.olssonassociates.com

TABLE OF CONTENTS

PAGE

RECOMMENDATION SUMMARY .................................................................................... 1

A. PROJECT UNDERSTANDING A.1. Geotechnical Scope ................................................................................................... 2 A.2. Site Information .......................................................................................................... 2

B. EXPLORATORY AND TEST PROCEDURES

B.1. Field Exploration ........................................................................................................ 4 B.2. Laboratory Testing ..................................................................................................... 4

C. SUBSURFACE CONDITIONS

C.1. Soil Stratigraphy ......................................................................................................... 5

C.2. Groundwater Observation .......................................................................................... 5

D. FINDINGS AND RECOMMENDATIONS ......................................................................... 6

E. LIMITATIONS ...................................................................................................................... 7

APPENDICES

Appendix A: Boring Location Plan Appendix B: Symbols and Nomenclature, Boring Logs Appendix C: Laboratory Test Results

Borrow Pit Exploration Geotechnical Engineering Report

Olsson Project No. 015-2883 Stillwater, Oklahoma

Page | 1

RECOMMENDATION SUMMARY Six (6) soil borings were drilled for this project. The soil conditions encountered at the borings

included low plasticity sandy silts, lean clays with sand, and clayey sands. The liquid limit of these

materials ranged from Non-Plastic to 39 and plasticity indices ranged from Non-Plastic to 21. The

laboratory test results of the soil specimens collected from the test borings are presented in the

following table:

Boring No. P-#200 (%) Liquid Limit (%) Plastic Index (%)

B-1 55.7 NP NP

B-2 71.3 35 17

B-3 84.7 39 21

B-4 49.4 27 8

B-5 55.4 30 15

B-6 74.2 32 15

Based on the laboratory test results and in our opinion, the sandy silts, lean clays and clayey

sands encountered at the borings appear to be suitable for use as fill beneath the new pavements.

Weathered shale was encountered at a depth of 4 feet at boring B-4. Shale is not considered to

be suitable borrow material. As a limited number of small diameter, widely spaced borings and

samples were obtained, it is possible that other soil types could also be present within the area of

excavation. In addition, soil types mapped by the NRCS in the area include higher plasticity clay

soils with liquid limits exceeding 50. If encountered at the site, these soils would also not be

suitable for fill beneath new pavements.



Page | 2

A. PROJECT UNDERSTANDING

A.1. GEOTECHNICAL SCOPE

This report presents the geotechnical exploration for the proposed borrow area located on the

west side of the intersection of North Ridge Drive and West Connell Avenue in Stillwater,

Oklahoma. The work was authorized by Mr. Jason Peek, Department Manager at the City Of

Stillwater.

The purpose of this geotechnical exploration and testing was to evaluate the existing soils and

their potential suitability for use as borrow for structural fill to be used for roadway reconstruction

in Stillwater, Oklahoma. The scope of the exploration did not include any environmental

assessment for the presence of wetlands and/or hazardous or toxic materials within the proposed

borrow site.

A.2. SITE INFORMATION

The proposed borrow site is located on the west side of the intersection of North Ridge Drive and

West Connell Avenue, (west of an existing greenhouse building) in Stillwater, Oklahoma. The

surrounding areas consist of commercial development to the east and undeveloped land to the

west, north, and south. At the time of our exploration, the site was grass covered. The site location

is show in Figure 1 below and is depicted on the attached Site Location Plan.

Figure 1: Site Location

Project Site



Page | 3

From our review of readily available historical aerial images obtained from Google Earth and

dating back to 2003, no previous known structures were present on the site of the proposed

borrow pit. At the time of the field exploration, the site was grass covered and sloped down to the

west.



Page | 4

B. EXPLORATORY AND TEST PROCEDURES

B.1. FIELD EXPLORATION

The field exploration program consisted of drilling six relatively widely spaced, small diameter

borings at the approximate locations shown on the attached Boring Location Map. The boring

locations were established in the field using GPS coordinates and existing reference points.

The borings were drilled using a hand auger to depths ranging from 4 to 5 feet below the existing

ground surface. Soils samples designated as “AU” samples on the boring logs were obtained in

using hand augering techniques. Recovered samples were sealed in containers, labeled, and

protected for transportation to the laboratory for testing.

Soil stratification, as shown on the Boring Logs, represents soil condition at the boring locations;

however, variations may occur between or around the boring locations. The lines of demarcation

represent the approximate boundary between soil types, but the transition may be more gradual.

B.2. LABORATORY TESTING

The samples obtained from the hand auger borings were sealed and returned to the laboratory

for testing and classification. The soil samples were visually classified in general accordance with

the Unified Soil Classification System (USCS). Laboratory testing included moisture content tests,

P-200 analysis, Atterberg limits, and Soluble Sulfates Content tests. A summary of the laboratory

test results is attached.



Page | 5

C. SUBSURFACE CONDITIONS

C.1. SOIL STRATIGRAPHY

Specific conditions at each boring location are shown on the appended boring logs. The logs

represent subsurface conditions at the specific boring locations; however, variations may occur

between or beyond the borings. The stratification lines shown on the logs represent the

approximate boundary between soil types but the actual transition between soil layers may be

gradual.

Subsurface conditions encountered at our borings included low plasticity sandy silts, lean clays

with sand, and clayey sands. The liquid limit of these materials ranged from Non-Plastic to 39

and plasticity indices ranged from Non-Plastic to 21. Hand auger refusal in the weathered shale

was encountered at a depth of 4 feet in test boring B-4.

In addition to the test borings, Olsson Associates (Olsson) reviewed the NRCS (National

Resources Conservation Service) “Soil Resource Report” for Payne County. The NRCS soil

report identifies two soil series in the area of the site, as well as provides average Atterberg limit

data. This information is provided below. Although not encountered at our borings, these higher

plasticity clay soils could be present in areas we did not explore.

Soil Series Average Liquid Limit (%) Average Plasticity Index (%)

Renfrow-Urban Land Complex 54 31

Pulaski Fine Sandy Loam 25 8

C.2. GROUNDWATER OBSERVATION

Water level observations were made at the boring locations during drilling. Water was not

observed in the test borings during drilling and they remained dry through the completion of

drilling. Variations and uncertainties exist with relatively short-term water level observations in

boreholes. Water levels can and should be anticipated to vary between boring locations, as well

as with time within specific borings. Groundwater levels may be expected to fluctuate with

precipitation, site grading, drainage and adjacent land use. Long term monitoring with

piezometers generally provides a more representative indication of the potential range of

groundwater conditions.



Page | 6

D. FINDINGS AND RECOMMENDATIONS

Based on the laboratory test results, and our review of the NRCS soil report, in our opinion, the

sandy silts, lean clays and clayey sands encountered at the borings area appear to be suitable

for use as fill beneath new pavements. The shale bedrock encountered at Boring B-4 would not

be suitable for use as fill. In addition, individual projects may have additional requirements for the

fill.

These soils may also require moisture conditioning prior to use as structural fill, and the sandy

silts could be prone to disturbance from construction activity if they become overly wet after

placement. As a limited number of borings and samples were obtained, it is possible that other

soil types could also be present. It is recommended that Olsson be retained to observe and,

where different soil types are encountered, test the excavated soils during construction to confirm

their suitability for select fill material.



Page | 7

E. LIMITATIONS

The conclusions and recommendations presented in this report are based on the information

available, the results obtained from our soil test borings and sampling procedures, the results of

the laboratory testing program, and our experience with similar projects. The soil test borings

represent a very small statistical sampling of subsurface soils and it is possible that conditions

may be encountered during excavation that are substantially different from those indicated by the

soil test borings. In these instances, adjustments may be necessary. This geotechnical report is

based on the information provided to Olsson and our understanding of the project as noted in

this report. Changes in the location of the excavation could significantly affect the conclusions

and recommendations presented in this geotechnical report. Olsson should be contacted in the

event of such changes to determine if the recommendations of this report remain appropriate for

the revised site design.

This report was prepared under the direction and supervision of a Professional Engineer

registered in the State of Oklahoma with the firm of Olsson Associates. The conclusions and

recommendations contained herein are based on generally accepted, professional geotechnical

engineering practices at the time of this report, within this geographic area. No other warranty is

expressed or implied. This report has been prepared for the exclusive use of The City of

Stillwater, Oklahoma, and their authorized representatives for specific application to the

proposed project.

APPENDIX A Boring Location Plan

NORTH

Scale: nts

Project No. 015-0013

Approved by: RK

Date:10/07/15

Borrow Pit Investigation

Stillwater, OK

Boring Location Diagram

B-1

B-4

B-2

B-8B-7

B-3

B-6

B-5

B-10

B-9

GRAVELAND

GRAVELLYSOILS

CLAYEY GRAVELS, GRAVEL - SAND -CLAY MIXTURES

WELL-GRADED SANDS, GRAVELLYSANDS, LITTLE OR NO FINES

POORLY-GRADED SANDS,GRAVELLY SAND, LITTLE OR NOFINES

SILTY SANDS, SAND - SILTMIXTURES

CLAYEY SANDS, SAND - CLAYMIXTURES

INORGANIC SILTS AND VERY FINESANDS, ROCK FLOUR, SILTY ORCLAYEY FINE SANDS OR CLAYEYSILTS WITH SLIGHT PLASTICITY

INORGANIC CLAYS OF LOW TOMEDIUM PLASTICITY, GRAVELLYCLAYS, SANDY CLAYS, SILTYCLAYS, LEAN CLAYS

ORGANIC SILTS AND ORGANICSILTY CLAYS OF LOW PLASTICITY

INORGANIC SILTS, MICACEOUS ORDIATOMACEOUS FINE SAND ORSILTY SOILS

INORGANIC CLAYS OF HIGHPLASTICITY

SILTSAND

CLAYS

MORE THAN 50%OF MATERIAL ISLARGER THANNO. 200 SIEVE

SIZE

MORE THAN 50%OF MATERIAL ISSMALLER THANNO. 200 SIEVE

SIZE

MORE THAN 50%OF COARSEFRACTION

PASSING ON NO.4 SIEVE

MORE THAN 50%OF COARSEFRACTION

RETAINED ON NO.4 SIEVE

SOIL CLASSIFICATION CHART

(APPRECIABLEAMOUNT OF FINES)

(APPRECIABLEAMOUNT OF FINES)

(LITTLE OR NO FINES)

FINEGRAINED

SOILS

SANDAND

SANDYSOILS

SILTSAND

CLAYS

ORGANIC CLAYS OF MEDIUM TOHIGH PLASTICITY, ORGANIC SILTS

PEAT, HUMUS, SWAMP SOILS WITHHIGH ORGANIC CONTENTS

LETTERGRAPH

SYMBOLSMAJOR DIVISIONS

COARSEGRAINED

SOILS

TYPICAL

DESCRIPTIONS

WELL-GRADED GRAVELS, GRAVEL -SAND MIXTURES, LITTLE OR NOFINES

POORLY-GRADED GRAVELS,GRAVEL - SAND MIXTURES, LITTLEOR NO FINES

SILTY GRAVELS, GRAVEL - SAND -SILT MIXTURES

CLEANGRAVELS

GRAVELS WITHFINES

CLEAN SANDS

(LITTLE OR NO FINES)

SANDS WITHFINES

LIQUID LIMITLESS THAN 50

LIQUID LIMITGREATER THAN 50

HIGHLY ORGANIC SOILS

NOTE: DUAL SYMBOLS ARE USED TO INDICATE BORDERLINE SOIL CLASSIFICATIONS

GW

GP

GM

GC

SW

SP

SM

SC

ML

CL

OL

MH

CH

OH

PT

APPENDIX B Symbols and Nomenclature

Soil Test Boring Logs

SYMBOLS AND NOMENCLATURE

DRILLING NOTES

DRILLING AND SAMPLING SYMBOLS SS: Split-Spoon Sample (1.375” ID, 2.0” OD) HSA: Hollow Stem Auger NE: Not Encountered U: Thin-Walled Tube Sample (3.0” OD) CFA: Continuous Flight Auger NP: Not Performed CS: Continuous Sample HA: Hand Auger NA: Not Applicable BS: Bulk Sample CPT: Cone Penetration Test % Rec: Percent of Recovery MC: Modified California Sampler WB: Wash Bore WD: While Drilling GB: Grab Sample FT: Fish Tail Bit IAD: Immediately After Drilling SPT: Standard Penetration Test Blows per 6.0” RB: Rock Bit AD: After Drilling CI: Cave-In DRILLING PROCEDURES Soil samples designated as “U” samples on the boring logs were obtained in using Thin-Walled Tube Sampling techniques. Soil samples designated as “SS” samples were obtained during Penetration Test using a Split-Spoon Barrel sampler. The standard penetration resistance ‘N’ value is the number of blows of a 140 pound hammer falling 30 inches to drive the Split-Spoon sampler one foot. Soil samples designated as “MC” were obtained in using Thick-Walled, Ring-Lined, Split-Barrel Drive sampling techniques. Recovered samples were sealed in containers, labeled, and protected for transportation to the laboratory for testing. WATER LEVEL MEASUREMENTS Water levels indicated on the boring logs are levels measured in the borings at the times indicated. In relatively high permeable materials, the indicated levels may reflect the location of groundwater. In low permeability soils, the accurate determination of groundwater levels is not possible with only short-term observations. SOIL PROPERTIES & DESCRIPTIONS

Descriptions of the soils encountered in the soil test borings were prepared using Visual-Manual Procedures for Descriptions and Identification of Soils. PARTICLE SIZE Boulders 12 in. + Coarse Sand 4.75mm-2.0mm Silt 0.075mm-0.005mm Cobbles 12 in.-3 in. Medium Sand 2.0mm-0.425mm Clay <0.005mm Gravel 3 in.-4.75mm Fine Sand 0.425mm-0.075mm COHESIVE SOILS COHESIONLESS SOILS COMPONENT % Unconfined Compressive Consistency Strength (Qu) (tsf) Relative Density ‘N’ Value Description Percent (%) Very Soft <0.25 Very Loose 0 – 3 Trace <5 Soft 0.25 – 0.5 Loose 4 – 9 Few 5 - 10 Firm 0.5 – 1.0 Medium Dense 10 – 29 Little 15 - 25 Stiff 1.0 – 2.0 Dense 30 – 49 Some 30 - 45 Very Stiff 2.0 – 4.0 Very Dense ≥ 50 Mostly 50 - 100 Hard > 4.0 PLASTICITY CHART ROCK QUALITY DESIGNATION (RQD) Description RQD (%) Very Poor 0 – 25 Poor 25 – 50 Fair 50 – 75 Good 75 – 90 Excellent 90 – 100

G:\Admin\TEAMS\Geotech\AASHTO\Lab Forms\Symbols and Nomenclature gINT.doc

TOPSOIL

SANDY SILT

Light brown sandy silt, moist

BASE OF BORING AT 5.0 FEET

0.5'

5.0'

14.9

15.7 NP/NPML

AU1

AU2 P-200 = 55.7%

Borrow Pit ExplorationPROJECT NAME CLIENT

The City Of Stillwater

WATER LEVEL OBSERVATIONS

EL

EV

AT

ION

(ft)

STARTED:

DRILL CO.:

DRILLER:

METHOD:

FINISHED:

DRILL RIG:

LOGGED BY:

Not Encountered

Not Performed

Not Performed

9/24/15

GR

AP

HIC

LO

G

MATERIAL DESCRIPTION

9/24/15

HAND AUGER

MO

IST

UR

E(%

)

HAND AUGER

LL

/PI

(%)

CL

AS

SIF

ICA

TIO

N(U

SC

S)

Auger Cuttings

WD

IAD

AD

Sheet 1 of 1

PROJECT NUMBER LOCATION

Stillwater, OK

OLSSON ASSOCIATES201 NW 63RD STREET, SUITE 130

OKLAHOMA CITY, OK 73116

BOREHOLE REPORT NO. B-1

SA

MP

LE

TY

PE

NU

MB

ER

DE

PT

H(f

t)

0

1

2

3

4

5

015-2883

DR

Y D

EN

SIT

Y(p

cf) ADDITIONAL

DATA/REMARKS

BL

OW

S/6

"N

-VA

LU

E

UN

C.

ST

R.

(tsf

)

TOPSOIL

LEAN CLAY

Brown lean clay, moist

LEAN CLAY WITH SAND

Brown lean clay with sand


0.5'

2.0'

19.2

14.0 35/17CL

AU1

AU2 P-200 = 71.3%




EL

EV

AT

ION

(ft)

STARTED:

DRILL CO.:

DRILLER:

METHOD:

FINISHED:

DRILL RIG:

LOGGED BY:

Not Encountered

Not Performed

Not Performed

9/24/15

GR

AP

HIC

LO

G


9/24/15

HAND AUGER

MO

IST

UR

E(%

)

HAND AUGER

LL

/PI

(%)

CL

AS

SIF

ICA

TIO

N(U

SC

S)

Auger Cuttings

WD

IAD

AD

Sheet 1 of 1


Stillwater, OK




SA

MP

LE

TY

PE

NU

MB

ER

DE

PT

H(f

t)

0

1

2

3

4

5

015-2883

DR

Y D

EN

SIT

Y(p

cf) ADDITIONAL

DATA/REMARKS

BL

OW

S/6

"N

-VA

LU

E

UN

C.

ST

R.

(tsf

)

TOPSOIL

LEAN CLAY WITH SAND

Brown lean clay with sand, moist

LEAN CLAY WITH SAND

Brown shaley lean clay with sand, moist


0.5'

2.0'

13.3

11.1

39/21CLAU1

AU2

P-200 = 84.7%




EL

EV

AT

ION

(ft)

STARTED:

DRILL CO.:

DRILLER:

METHOD:

FINISHED:

DRILL RIG:

LOGGED BY:

Not Encountered

Not Performed

Not Performed

9/24/15

GR

AP

HIC

LO

G


9/24/15

HAND AUGER

MO

IST

UR

E(%

)

HAND AUGER

LL

/PI

(%)

CL

AS

SIF

ICA

TIO

N(U

SC

S)

Auger Cuttings

WD

IAD

AD

Sheet 1 of 1


Stillwater, OK




SA

MP

LE

TY

PE

NU

MB

ER

DE

PT

H(f

t)

0

1

2

3

4

5

015-2883

DR

Y D

EN

SIT

Y(p

cf) ADDITIONAL

DATA/REMARKS

BL

OW

S/6

"N

-VA

LU

E

UN

C.

ST

R.

(tsf

)

TOPSOIL

CLAYEY SAND

Brown to reddish brown clayey sand, moist

Weathered shale at 4 feetAuger Refusal at 4 feet


0.5'

4.0'

15.0

18.2

27/8SCAU1

AU2

P-200 = 49.4%




EL

EV

AT

ION

(ft)

STARTED:

DRILL CO.:

DRILLER:

METHOD:

FINISHED:

DRILL RIG:

LOGGED BY:

Not Encountered

Not Performed

Not Performed

9/24/15

GR

AP

HIC

LO

G


9/24/15

HAND AUGER

MO

IST

UR

E(%

)

HAND AUGER

LL

/PI

(%)

CL

AS

SIF

ICA

TIO

N(U

SC

S)

Auger Cuttings

WD

IAD

AD

Sheet 1 of 1


Stillwater, OK




SA

MP

LE

TY

PE

NU

MB

ER

DE

PT

H(f

t)

0

1

2

3

4

015-2883

DR

Y D

EN

SIT

Y(p

cf) ADDITIONAL

DATA/REMARKS

BL

OW

S/6

"N

-VA

LU

E

UN

C.

ST

R.

(tsf

)

TOPSOIL

SANDY CLAY

Brown sandy lean clay, moist


0.5'

5.0'

14.0

16.8 30/15CL

AU1

AU2 P-200 = 55.4%




EL

EV

AT

ION

(ft)

STARTED:

DRILL CO.:

DRILLER:

METHOD:

FINISHED:

DRILL RIG:

LOGGED BY:

Not Encountered

Not Performed

Not Performed

9/24/15

GR

AP

HIC

LO

G


9/24/15

HAND AUGER

MO

IST

UR

E(%

)

HAND AUGER

LL

/PI

(%)

CL

AS

SIF

ICA

TIO

N(U

SC

S)

Auger Cuttings

WD

IAD

AD

Sheet 1 of 1


Stillwater, OK




SA

MP

LE

TY

PE

NU

MB

ER

DE

PT

H(f

t)

0

1

2

3

4

5

015-2883

DR

Y D

EN

SIT

Y(p

cf) ADDITIONAL

DATA/REMARKS

BL

OW

S/6

"N

-VA

LU

E

UN

C.

ST

R.

(tsf

)

TOPSOIL

LEAN CLAY WITH SAND

Dark brown lean clay with sand, moist

LEAN CLAY WITH SAND

Brown lean clay with sand, moist


0.5'

1.0'

24.1

17.0

16.6

32/15CLAU1

AU2

AU3

P-200 = 74.2%




EL

EV

AT

ION

(ft)

STARTED:

DRILL CO.:

DRILLER:

METHOD:

FINISHED:

DRILL RIG:

LOGGED BY:

Not Encountered

Not Performed

Not Performed

9/24/15

GR

AP

HIC

LO

G


9/24/15

HAND AUGER

MO

IST

UR

E(%

)

HAND AUGER

LL

/PI

(%)

CL

AS

SIF

ICA

TIO

N(U

SC

S)

Auger Cuttings

WD

IAD

AD

Sheet 1 of 1


Stillwater, OK




SA

MP

LE

TY

PE

NU

MB

ER

DE

PT

H(f

t)

0

1

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4

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015-2883

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DATA/REMARKS

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-VA

LU

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C.

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(tsf

)

APPENDIX C Laboratory Test Results

Environmental Services Petroleum Laboratory www.oilab.com

OLSSON ASSOCIATES ATTN. : ROY KHALIFE 201 NW 63RD ST, STE. 130 OKLAHOMA CITY, OK 73116

SIX SOIL SAMPLES

PROJECT# 015-0013

DATE SAMPLED: 9/24/15

ANALYSIS:

Laboratory Report # 106039

October 1, 2015

SAMPLE

B-1

T. SOLUBLE SULFATES (PPM)

B-2

B-3

B-4

B-5

B-6

METHOD: OHO L-49

<200

<200

640

<200

400

200

4619 N. Santa Fe Oklahoma City, OK 73118 Ph. (405) 528-TEST(8378)

Fax (405) 488-2404

0

10

20

30

40

50

60

0 20 40 60 80 100

NP

17

21

8

15

15

B-1

B-2

B-3

B-4

B-5

B-6

55.7

71.3

84.7

49.4

55.4

74.2

PlasticIndex(%)

Fines(%)

Depth(ft)

ATTERBERG LIMITS RESULTS

2.0 - 5

2.0 - 5

0.5 - 2

0.5 - 2

2.0 - 5

0.5 - 1

AU-2

AU-2

AU-1

AU-1

AU-2

AU-1

NP

18

18

19

15

17

NP

35

39

27

30

32

LIQUID LIMIT

PLA

ST

ICIT

Y I

ND

EX

CL-ML

LiquidLimit(%)

PlasticLimit(%)

Classification(USCS)Sample IDBoring No.

ML MH

CL CH

ML

CL

CL

SC

CL

CL

PROJECT NAME: Borrow Pit Exploration

PROJECT NUMBER: 015-2883

CLIENT: The City Of Stillwater

PROJECT LOCATION: Stillwater, OK

OLSSON ASSOCIATES201 NW 63RD STREET, SUITE 130OKLAHOMA CITY, OK 73116

Documents

WESTERN ROAD IMPROVEMENTS BORROW PIT … samples obtained from the hand auger borings were sealed and returned to the laboratory ... report identifies two soil series in the area of