Taxiway-G JUN2019 coring- geotech data.pdf

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Attached to: Ground Penetrating Radar Service Federal contract opportunity
Solicitation number: FA440720Q0005
Issued by: Department of the Air Force Air Mobility Command

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11 French Village Industrial Park | Fairview Heights, Illinois 62208

(618) 345-4811 | Fax: (618) 345-5108 | geotechnology.com

July 26, 2019

Mr. Josh Mazander DMS Contracting Inc.

10243 Fuesser Road Mascoutah, Illinois 62258

Re: Geotechnical Data Report

Patch Repair Taxiway G Scott AFB, Illinois Geotechnology Project No. J034663.01

Dear Mr. Mazander:

1.0 INTRODUCTION

Presented in this report are the results of a geotechnical data report conducted for the referenced project. The purpose of our service was to explore the subsurface conditions and provide geotechnical data for the design and construction of the project. The scope of our services was outlined in our June 4, 2019 proposal and authorized by the subcontract between DMS and

Geotechnology dated June 6, 2019. This report includes our project understanding, observed site conditions, and support data.

2.0 PROJECT INFORMATION

The project consists of the repair of Taxiway G at Scott Air Force Base (AFB). We understand that a section of Taxiway G has severe alligator cracking near the intersection of Golf Center and runway 14R/32L. The condition has reportedly rapidly deteriorated due to freeze-thaw cycles. We understand that the runway will be closed through September of 2020. The site location and general topography of the area as per the 2015 USGS map of the vicinity are shown on Figure 1 included in Appendix A.

3.0 GEOTECHNICAL EXPLORATION

The field exploration consisted of drilling eight borings, designated as Boring B-1 through B-8, at the approximate locations shown on Figure 2 in Appendix A. The borings were located in the field by DMS.

The borings were drilled to predetermined depths of 10 feet using a truck-mounted CME 55 rotary drill rig equipped with hollow stem augers. Standard Penetration Tests (SPTs) were performed using an automatic hammer. Split-spoon samples and relatively undisturbed Shelby tube samples were obtained at the depths indicated on the boring logs presented in Appendix B.

An explanation of the terms and symbols used on the boring logs is provided in Appendix B.

Geotechnical Data Report Patch Repair Taxiway G | Scott AFB, Illinois July 26, 2019 | Geotechnology Project No. J034663.01

An engineer of Geotechnology provided direction during field exploration, observed drilling and sampling, assisted in obtaining samples and prepared logs of the material encountered. The boring logs represent conditions observed at the time of exploration, and have been edited to incorporate results of the laboratory tests.

Unless noted on the boring logs, the lines designating the changes between various strata represent approximate boundaries. The transition between materials could be gradual or could occur between recovered samples. The stratification given on the boring logs, or described herein, is for use by Geotechnology in its analyses and should not be used as the basis of design or construction cost estimates without realizing that there can be variation from that shown or described.

The boring logs and related information depict subsurface conditions only at the specific location and at the time when sampling was conducted. The passage of time could result in changes in conditions, interpreted to exist, at the location where sampling was conducted.

4.0 LABORATORY TESTING

Laboratory testing was performed on the soil samples to estimate engineering and index properties. Moisture contents and Atterberg limits tests were performed on selected cohesive samples. Unconfined compression tests were performed on selected Shelby tube samples.

Bulk samples from each boring were tested for modified Proctor maximum dry density and

California Bearing Ratio (CBR). Laboratory classification test results are presented on the boring logs included in Appendix B. Laboratory unconfined compression, Proctor and CBR results are contained in Appendix C.

5.0 SUBSURFACE CONDITIONS

5.1 Stratigraphy

The surface pavement materials are summarized below:

Boring No. Asphalt (in) Concrete (in) Crushed Rock (in)

B-1 7 8 8 B-2 8 10 - B-3 7 10 - B-4 7 13 - B-5 18 - 10 B-6 10 8 9* B-7 10 7 10* B-8 10 8 8*

*Note: crushed rock layer is beneath surficial asphalt and above concrete

Below the pavement materials, the existing soils consisted of cohesive soil comprised of lean clay (CL), fat clay (CH), and silt (ML), occurring naturally or possibly as existing fill. The soil is generally soft to medium stiff in consistency, with SPT N-values ranging from 2 to 2 to 7 blows per foot (bpf). Results of laboratory classification and strength test data are summarized below:

Boring No.

Natural

Moisture Content (%)

Natural Dry Unit Weight

(pcf)

Optimum Moisture

Content (%)

Maximum Dry Density (pcf)

CBR @ 0.1 in

B-1 28 - 11.8 119.7 2.8 B-2 26 91.8 12.6 119.2 3.0 B-3 30 91.6 13.0 118.0 3.1 B-4 26 - 12.3 119.0 2.8 B-5 25 97.4 11.5 120.9 3.4 B-6 28 93.8 11.2 122.1 3.0 B-7 25 97.0 11.8 119.8 4.0 B-8 27 96.2 11.8 120.9 4.3

5.2 Groundwater

Groundwater was observed in B-3 at a depth of 8 feet, and in B-6 at a depth of 5 feet at the time of drilling. Groundwater was not observed in the remaining borings at the time of drilling.

Groundwater levels might not have stabilized before backfilling, which is typical in less permeable cohesive soil. Groundwater levels can vary over time due to the effects of seasonal variation in precipitation, recharge, and presence of creeks or other factors not evident at the time of exploration.

6.0 LIMITATIONS

This report has been prepared on behalf of, and for the exclusive use of, the client for specific application to the named project as described herein. If this report is provided to other parties, it should be provided in its entirety with all supplementary information. In addition, the client should make it clear that the information is provided for factual data only, and not as a warranty of subsurface conditions presented in this report.

Geotechnology has attempted to conduct the services reported herein in a manner consistent with that level of care and skill ordinarily exercised by members of the profession currently practicing in the same locality and under similar conditions. The recommendations and conclusions contained in this report are professional opinions. The report is not a bidding document and should not be used for that purpose.

Our scope for this phase of the project did not include any environmental assessment or investigation for the presence or absence of wetlands or hazardous or toxic materials in the soil, surface water, groundwater, or air, on or below or around this site. Any statements in this report or on the boring logs regarding odors noted or unusual or suspicious items or conditions observed are strictly for the information of our client. Our scope did not include an assessment of the effects of flooding and erosion of creeks or rivers adjacent to or on the project site.

The field exploration methods used indicate subsurface conditions only at the specific locations where samples were obtained, only at the time they were obtained, and only to the depths penetrated. Consequently, subsurface conditions could vary gradually, abruptly, and/or nonlinearly between sample locations and/or intervals.

It has been our pleasure to provide geotechnical services to you, and we would welcome the opportunity to provide other services during the course of the project. Please contact us if you need further information or clarification about this document.

Very truly yours

GEOTECHNOLOGY, INC.

Daniel W. Greenwood, P.E.

Geotechnical Manager

DWG/LPH:dwg

Appendices Appendix A – Figures Appendix B – Boring Information Appendix C – Laboratory Test Results

APPENDIX A – FIGURES

Figure 1 - Site Location and Topography

Figure 2 - Aerial Photograph of Site and Boring Locations

SITE

4,0002,000

SCALE IN FEET

NOTES

1. Plan adapted from a 7.5 minute U.S.G.S.

map for Lebanon, Illinois quadrangle, last revised in 2015.

Drawn By: WAH

Date: 7-19-19

GEOTECHNOLOGY

INC

FROM THE GROUND UP

Taxiway G Repair

Scott Air Force Base, Illinois

SITE LOCATION

AND TOPOGRAPHY

FIGURE 1

Project Number

J034663.01

Ck'd By: LPH

Date: 7-24-19

App'vd By: DWG

Date: 7-24-19

F O

X T

R O

L x

B-1

B-2

B-3

B-4

B-5

B-6

B-7

B-8

SCALE IN FEET

0 500 1000

Drawn By: WAH

Date: 7-19-19

Ck'd By: LPH

Date: 7-24-19

App'vd By: DWG

Date: 7-24-19

GEOTECHNOLOGY

INC

FROM THE GROUND UP

Taxiway G Repair

Scott Air Force Base, Illinois

AERIAL PHOTOGRAPH OF SITE

AND BORING LOCATIONS

FIGURE 2

Project Number

J034663.01

NOTES

1. Plan adapted from "2015 Aerial Imagery for the St. Louis Region" supplied by East-West

Gateway Council of Governments.

2. Borings were located in the field with reference to site features and are shown approximate only.

LEGEND

Boring Location

APPENDIX B – BORING INFORMATION

Boring Logs

Boring Log Terms and Symbols

SS1

ST2

SS3

7" ASPHALT

8" CONCRETE

8" CRUSHED ROCK

Soft, olive-gray, LEAN CLAY, trace sand and gravel - CL (possible fill)

Medium stiff, orangish-brown and gray, LEAN CLAY - CL

Boring terminated at 10 feet

2-1-3

1-3-2

AUGER 3-3/4" HOLLOW STEM

WASHBORING FROM FEET

PH DRILLER TNM LOGGER

CME 55HTX DRILL RIG

HAMMER TYPE Auto

GROUNDWATER DATA

Drawn by: JAS

Date: 7/22/19

Patch Repair Taxiway G

Scott AFB, Illinois

N O

T E

T R

A T

E S

R E

P R

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H E

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R A

D U

A L.

G R

A P

L O

G F

O R

U S

T R

A T

P U

R P

O S

E S

O N

DESCRIPTION OF MATERIAL

S A

M P

LOG OF BORING: B-1

TBM

Project No. J034663.01

6/24/19

D E

P T

F E

E T

DRILLING DATA

Surface Elevation:

App'vd. by: DWG

Date: 7/24/19

REMARKS:

Checked by: JMM

Date: 7/24/19

X FREE WATER NOT

ENCOUNTERED DURING DRILLING

Datum:

Completion Date:

G O

F B

O R

/E J

O R

L O

G S

.G P

E M

E .G

P J

G R

A P

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D R

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W E

T pc f)

S P

T B

C O

U N

T S

C O

R E

C O

V E

R Y

/R Q

- QU/2

0.5 1.0 1.5 2.0 2.5

- UU/2 - SV

10 20 30 40 50

WATER CONTENT, %

SHEAR STRENGTH, tsf

STANDARD PENETRATION RESISTANCE

N-VALUE (BLOWS PER FOOT)

(ASTM D 1586)

ST1

SS2

SS3

8" ASPHALT

10" CONCRETE

Medium stiff, gray, FAT CLAY - (CH)

Medium stiff to soft, bluish-gray, SILT - ML

Boring terminated at 10 feet

1-2-3

1-2-2

AUGER 3-3/4" HOLLOW STEM

WASHBORING FROM FEET

PH DRILLER TNM LOGGER

CME 55HTX DRILL RIG

HAMMER TYPE Auto

GROUNDWATER DATA

Drawn by: JAS

Date: 7/22/19

Patch Repair Taxiway G

Scott AFB, Illinois

N O

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T R

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G R

A P

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G F

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A T

P U

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O N

DESCRIPTION OF MATERIAL

S A

M P

LOG OF BORING: B-2

TBM

Project No. J034663.01

6/24/19

D E

P T

F E

E T

DRILLING DATA

Surface Elevation:

App'vd. by: DWG

Date: 7/24/19

REMARKS:

Checked by: JMM

Date: 7/24/19

X FREE WATER NOT

ENCOUNTERED DURING DRILLING

Datum:

Completion Date:

G O

F B

O R

/E J

O R

L O

G S

.G P

E M

E .G

P J

G R

A P

L O

D R

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W E

T pc f)

S P

T B

C O

U N

T S

C O

R E

C O

V E

R Y

/R Q

- QU/2

0.5 1.0 1.5 2.0 2.5

- UU/2 - SV

10 20 30 40 50

WATER CONTENT, %

SHEAR STRENGTH, tsf

STANDARD PENETRATION RESISTANCE

SS3

7" ASPHALT

10" CONCRETE

Soft, brown and gray, LEAN CLAY, trace sand - CL olive-gray below 6 feet

Boring terminated at 10.5 feet

1-2-2

AUGER 3-3/4" HOLLOW STEM

WASHBORING FROM FEET

PH DRILLER TNM LOGGER

CME 55HTX DRILL RIG

HAMMER TYPE Auto

GROUNDWATER DATA

Drawn by: JAS

Date: 7/22/19

Patch Repair Taxiway G

Scott AFB, Illinois

N O

T E

T R

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R E

P R

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G F

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A T

P U

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O S

E S

O N

DESCRIPTION OF MATERIAL

S A

M P

LOG OF BORING: B-3

TBM

Project No. J034663.01

6/24/19

D E

P T

F E

E T

DRILLING DATA

Surface Elevation:

App'vd. by: DWG

Date: 7/24/19

REMARKS:

Checked by: JMM

Date: 7/24/19

ENCOUNTERED AT 8 FEET

Datum:

Completion Date:

G O

F B

O R

/E J

O R

L O

G S

.G P

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P J

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S P

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C O

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C O

V E

R Y

/R Q

- QU/2

0.5 1.0 1.5 2.0 2.5

- UU/2 - SV

10 20 30 40 50

WATER CONTENT, %

SHEAR STRENGTH, tsf

STANDARD PENETRATION RESISTANCE

ST3

7" ASPHALT

13" CONCRETE

Medium stiff, gray, LEAN CLAY, trace gravel - CL (possible fill)

Medium stiff, bluish-gray, SILT - ML

Boring terminated at 10 feet

6-4-3

3-3-3

AUGER 3-3/4" HOLLOW STEM

WASHBORING FROM FEET

PH DRILLER TNM LOGGER

CME 55HTX DRILL RIG

HAMMER TYPE Auto

GROUNDWATER DATA

Drawn by: JAS

Date: 7/22/19

Patch Repair Taxiway G

Scott AFB, Illinois

N O

T E

T R

A T

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R E

P R

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P U

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O N

DESCRIPTION OF MATERIAL

S A

M P

LOG OF BORING: B-4

TBM

Project No. J034663.01

6/24/19

D E

P T

F E

E T

DRILLING DATA

Surface Elevation:

App'vd. by: DWG

Date: 7/24/19

REMARKS:

Checked by: JMM

Date: 7/24/19

X FREE WATER NOT

ENCOUNTERED DURING DRILLING

Datum:

Completion Date:

G O

F B

O R

/E J

O R

L O

G S

.G P

E M

E .G

P J

G R

A P

L O

D R

Y U

W E

T pc f)

S P

T B

C O

U N

T S

C O

R E

C O

V E

R Y

/R Q

- QU/2

0.5 1.0 1.5 2.0 2.5

- UU/2 - SV

10 20 30 40 50

WATER CONTENT, %

SHEAR STRENGTH, tsf

STANDARD PENETRATION RESISTANCE

SS3

18" ASPHALT

10" CRUSHED ROCK

Medium stiff, gray, LEAN CLAY, trace sand and gravel - CL (possible fill)

Soft, olive-gray, LEAN CLAY - CL

Soft, gray SILT - ML

Boring terminated at 10 feet

3-2-3

1-1-1

AUGER 3-3/4" HOLLOW STEM

WASHBORING FROM FEET

PH DRILLER TNM LOGGER

CME 55HTX DRILL RIG

HAMMER TYPE Auto

GROUNDWATER DATA

Drawn by: JAS

Date: 7/22/19

Patch Repair Taxiway G

Scott AFB, Illinois

N O

T E

T R

A T

E S

R E

P R

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P U

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DESCRIPTION OF MATERIAL

S A

M P

LOG OF BORING: B-5

TBM

Project No. J034663.01

6/24/19

D E

P T

F E

E T

DRILLING DATA

Surface Elevation:

App'vd. by: DWG

Date: 7/24/19

REMARKS:

Checked by: JMM

Date: 7/24/19

X FREE WATER NOT

ENCOUNTERED DURING DRILLING

Datum:

Completion Date:

G O

F B

O R

/E J

O R

L O

G S

.G P

E M

E .G

P J

G R

A P

L O

D R

Y U

W E

T pc f)

S P

T B

C O

U N

T S

C O

R E

C O

V E

R Y

/R Q

- QU/2

0.5 1.0 1.5 2.0 2.5

- UU/2 - SV

10 20 30 40 50

WATER CONTENT, %

SHEAR STRENGTH, tsf

STANDARD PENETRATION RESISTANCE

ST1

SS3

10" ASPHALT

9" CRUSHED ROCK

8" CONCRETE

Soft, olive-gray, LEAN CLAY - CL

Medium stiff, gray SILT - ML

Medium stiff, grayish-brown, LEAN CLAY - CL

Boring terminated at 10 feet

2-2-3

AUGER 3-3/4" HOLLOW STEM

WASHBORING FROM FEET

PH DRILLER TNM LOGGER

CME 55HTX DRILL RIG

HAMMER TYPE Auto

GROUNDWATER DATA

Drawn by: JAS

Date: 7/22/19

Patch Repair Taxiway G

Scott AFB, Illinois

N O

T E

T R

A T

E S

R E

P R

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DESCRIPTION OF MATERIAL

S A

M P

LOG OF BORING: B-6

TBM

Project No. J034663.01

6/24/19

D E

P T

F E

E T

DRILLING DATA

Surface Elevation:

App'vd. by: DWG

Date: 7/24/19

REMARKS:

Checked by: JMM

Date: 7/24/19

ENCOUNTERED AT 5 FEET

Datum:

Completion Date:

G O

F B

O R

/E J

O R

L O

G S

.G P

E M

E .G

P J

G R

A P

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S P

T B

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T S

C O

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C O

V E

R Y

/R Q

- QU/2

0.5 1.0 1.5 2.0 2.5

- UU/2 - SV

10 20 30 40 50

WATER CONTENT, %

SHEAR STRENGTH, tsf

STANDARD PENETRATION RESISTANCE

SS3

10" ASPHALT

10" CRUSHED ROCK

7" CONCRETE

Medium stiff to soft, olive-gray and brown, LEAN CLAY - CL

Medium stiff, gray and brown, SILT - ML

Boring terminated at 10 feet

2-2-3

2-3-3

AUGER 3-3/4" HOLLOW STEM

WASHBORING FROM FEET

PH DRILLER TNM LOGGER

CME 55HTX DRILL RIG

HAMMER TYPE Auto

GROUNDWATER DATA

Drawn by: JAS

Date: 7/22/19

Patch Repair Taxiway G

Scott AFB, Illinois

N O

T E

T R

A T

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R E

P R

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DESCRIPTION OF MATERIAL

S A

M P

LOG OF BORING: B-7

TBM

Project No. J034663.01

6/24/19

D E

P T

F E

E T

DRILLING DATA

Surface Elevation:

App'vd. by: DWG

Date: 7/24/19

REMARKS:

Checked by: JMM

Date: 7/24/19

X FREE WATER NOT

ENCOUNTERED DURING DRILLING

Datum:

Completion Date:

G O

F B

O R

/E J

O R

L O

G S

.G P

E M

E .G

P J

G R

A P

L O

D R

Y U

W E

T pc f)

S P

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C O

U N

T S

C O

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C O

V E

R Y

/R Q

- QU/2

0.5 1.0 1.5 2.0 2.5

- UU/2 - SV

10 20 30 40 50

WATER CONTENT, %

SHEAR STRENGTH, tsf

STANDARD PENETRATION RESISTANCE

SS3

10" ASPHALT

6" CRUSHED ROCK

8" CONCRETE

Medium stiff to soft, yellowish-brown to olive-gray, LEAN

CLAY - (CL)

Soft, orangish-brown and gray, SILT - ML

Boring terminated at 10 feet

2-2-3

1-2-2

AUGER 3-3/4" HOLLOW STEM

WASHBORING FROM FEET

PH DRILLER TNM LOGGER

CME 55HTX DRILL RIG

HAMMER TYPE Auto

GROUNDWATER DATA

Drawn by: JAS

Date: 7/22/19

Patch Repair Taxiway G

Scott AFB, Illinois

N O

T E

T R

A T

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R E

P R

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A P

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DESCRIPTION OF MATERIAL

S A

M P

LOG OF BORING: B-8

TBM

Project No. J034663.01

6/25/19

D E

P T

F E

E T

DRILLING DATA

Surface Elevation:

App'vd. by: DWG

Date: 7/24/19

REMARKS:

Checked by: JMM

Date: 7/24/19

X FREE WATER NOT

ENCOUNTERED DURING DRILLING

Datum:

Completion Date:

G O

F B

O R

/E J

O R

L O

G S

.G P

E M

E .G

P J

G R

A P

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S P

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C O

U N

T S

C O

R E

C O

V E

R Y

/R Q

- QU/2

0.5 1.0 1.5 2.0 2.5

- UU/2 - SV

10 20 30 40 50

WATER CONTENT, %

SHEAR STRENGTH, tsf

STANDARD PENETRATION RESISTANCE

CS Continuous Sampler GB Grab Sample NQ NQ Rock Core PST Three-Inch Diameter Piston Tube Sample SS Split-Spoon Sample (Standard Penetration Test) ST Three-Inch Diameter Shelby Tube Sample

* Sample Not Recovered

PL Plastic Limit (ASTM D4318) LL Liquid Limit (ASTM D4318) SV Shear Strength from Field Vane (ASTM D2573) UU Shear Strength from Unconsolidated-Undrained Triaxial Compression Test (ASTM D2850) QU Shear Strength from Unconfined Compression Test (ASTM D2166)

COARSE FINE COARSE MEDIUM FINE

Symbol

Some And

20 to 35% 35 to 50%

Relative composition and Unified Soil Classification System (USCS) designations are based on visual descriptions and are approximate only. If laboratory tests were performed to classify the soil, the USCS designation is shown in parenthesis.

Parting - Inclusion less than 1/8-inch thick Pocket - Inclusion of material that is smaller than sample diameter

Little 10 to 20%

1.0 to 2.0 greater than 2.0

Seam - Inclusion 1/8-inch to 3 inches thick

N-Value (Blow Count) is the last two, 6-inch drive increments (i.e. 4/7/9, N = 7 + 9 = 16). Values are shown as a summation on the grid plot and shown in the Unit Dry Weight/SPT column.

Trace

RELATIVE COMPOSITION

0 to 10% greater than 4.0

11 to 30 31 to 50

>50

OTHER TERMS

Layer - Inclusion greater than 3 inches thick.

Medium Dense Dense

Very Dense

0.5 to 1.0

1.0 to 2.0

2.0 to 3.0

STRENGTH OF COHESIVE SOILS

Medium Stiff Stiff

Very Stiff Hard

Consistency Undrained Shear Strength (tsf) less than 0.125

0.125 to 0.25

0.25 to 0.5

0.5 to 1.0

Very Soft Soft

Unconfined Comp.

Strength (tsf) less then 0.25

0.25 to 0.5

DENSITY OF GRANULAR SOILS

Descriptive Term Approximate

N 60 -Value Range Very Loose

Loose 0 to 4 5 to 10

Clayey-Gravel, Gravel-Sand-Clay Mixture Silty Gravel, Gravel-Sand-Silt Mixture Poorly-Graded Gravel, Gravel-Sand Mixture Well-Graded Gravel, Gravel- Sand Mixture

Major Divisions Description

Silty Sand, Sand-Silt Mixture Poorly-Graded Sand, Gravelly Sand Well-Graded Sand, Gravelly Sand

Peat, Humus, Swamp Soil Organic Clay, Medium to High Plasticity Fat Clay, High Plasticity Silt, High Plasticity Organic Silts or Lean Clays, Low Plasticity Lean Clay, Sandy Clay, Silty Clay, Low to Medium Plasticity Silt, Sandy Silt, Clayey Silt, Slight Plasticity Clayey-Sand, Sand-Clay Mixture

Silts and Clays

Fi ne

-G ra in ed

S oi ls

(M or e th an

Sm al le r t ha n

N o.

Si ev e

Si ze

Highly Organic Soils

Clean Gravels Little or no Fines

Gravels with Appreciable Fines

Clean Sands Little or no Fines

Sands with Appreciable Fines

Liquid Limit Less Than 50

Liquid Limit Greater Than 50

Gravel and

Gravelly Soil

Sand and Sandy Soils C oa rs e- G ra in ed

So ils

(M or e th an

La rg er th an N o.

Si ev e Si ze

Silts and Clays

BOULDERS

SOIL GRAIN SIZE IN MILLIMETERS

UNIFIED SOIL CLASSIFICATION SYSTEM

BORING LOG: TERMS AND SYMBOLS

LEGEND

SOIL GRAIN SIZE

US STANDARD SIEVE

SAND SILT CLAYGRAVELCOBBLES

12" 3" 3/4" 4 10 40 200

300 76.2 19.1 4.76 2.00 0.42 0.074 0.005

CL-ML

0 %

10 %

20 %

30 %

40 %

50 %

60 %

70 %

80 %

0 % 10 % 20 % 30 % 40 % 50 % 60 % 70 % 80 % 90 % 100 % 110 %

Pl as tic ity

In de x

Liquid Limit

Plasticity Chart

APPENDIX C – LABORATORY TEST RESULTS

Unconfined Compression

Modified Proctor

California Bearing Ratio

Moisture Content (%) Undrained Shear Strength,t (tsf)

Wet Density (pcf) Compressive Strength qu, σ (tsf)

Initial Dry Density (pcf) Failure Strain (%)

Remarks

UNCONFINED COMPRESSION TEST

ASTM D2166

Project No.: J034663.01 Boring: B-2

Sample: ST-1 - Depth: 3.0-5.0 ft.

26.4

116.1

91.8

0.51

1.01

1.2

0.00

0.20

0.40

0.60

0.80

1.00

1.20

0.0 0.5 1.0 1.5 2.0

D ev ia to r S tr es s (t sf

Axial Strain (%)

P703b (12/17/14) J034663.01 B-2 ST-1 Uc.xls, Uc-PlotLog, 7/22/2019

Initial Dry Density (pcf) Failure Strain (%)

Remarks

UNCONFINED COMPRESSION TEST

ASTM D2166

Project No.: J034663.01 Boring: B-3

Sample: ST-2 - Depth: 6.0-8.0 ft.

30.3

119.3

91.6

0.37

0.74

5.7

0.00

0.10

0.20

0.30

0.40

0.50

0.60

0.70

0.80

0.0 2.0 4.0 6.0 8.0 10.0

D ev ia to r S tr es s (t sf

P703b (12/17/14) J034663.01 B-3 ST-2 Uc.xls, Uc-PlotLog, 7/22/2019

Initial Dry Density (pcf) Failure Strain (%)

Remarks

UNCONFINED COMPRESSION TEST

ASTM D2166

Project No.: J34663.01 Boring: B-5

Sample: ST-2 - Depth: 6.0-8.0 ft.

25.0

121.8

97.4

0.46

0.92

7.8

0.00

0.10

0.20

0.30

0.40

0.50

0.60

0.70

0.80

0.90

1.00

0.0 2.0 4.0 6.0 8.0 10.0

D ev ia to r S tr es s (t sf

P703b (12/17/14) J034663.01 B-5 ST-2 Uc.xls, Uc-PlotLog, 7/22/2019

Initial Dry Density (pcf) Failure Strain (%)

Remarks

UNCONFINED COMPRESSION TEST

ASTM D2166

Project No.: J34663.01 Boring: B-6

Sample: ST-1 - Depth: 3.0-5.0 ft.

27.6

119.8

93.8

0.45

0.90

1.9

0.00

0.10

0.20

0.30

0.40

0.50

0.60

0.70

0.80

0.90

1.00

0.0 0.5 1.0 1.5 2.0 2.5

D ev ia to r S tr es s (t sf

P703b (12/17/14) J034663.01 B-6 ST-1 Uc.xls, Uc-PlotLog, 7/22/2019

Initial Dry Density (pcf) Failure Strain (%)

Remarks

UNCONFINED COMPRESSION TEST

ASTM D2166

Project No.: J34663.01 Boring: B-7

Sample: ST-2 - Depth: 5.5-7.5 ft.

25.5

121.8

97.0

0.40

0.81

1.3

0.00

0.10

0.20

0.30

0.40

0.50

0.60

0.70

0.80

0.90

0.0 0.5 1.0 1.5 2.0

D ev ia to r S tr es s (t sf

P703b (12/17/14) J034663.01 B-7 ST-2 Uc.xls, Uc-PlotLog, 7/22/2019

Initial Dry Density (pcf) Failure Strain (%)

Remarks

UNCONFINED COMPRESSION TEST

ASTM D2166

Project No.: J034663.01 Boring: B-8

Sample: ST-2 - Depth: 5.5-7.5 ft.

27.1

122.3

96.2

0.36

0.72

1.8

0.00

0.10

0.20

0.30

0.40

0.50

0.60

0.70

0.80

0.0 0.5 1.0 1.5 2.0 2.5

D ev ia to r S tr es s (t sf

P703b (12/17/14) J034663.01 B-8 ST-2 Uc.xls, Uc-PlotLog, 7/22/2019

0 5 10 15 20 25 30

Sample No.

Depth

Test Method

PCFMaximum Dry Unit Weight

As Received Water Content

ASTM D1557-A (Modified)

11.8

23.7 %

B-1

WATER CONTENT, %

119.7

Auger Cuttings

1.9 - 8.5 Feet Olive-gray, LEAN CLAY - CL

Curve of 100% Saturation for Specific Gravity Equal to 2.80

Source of Material

Description of Material

%Optimum Water Content

D R

Y D

E N

Y pc f

MOISTURE-DENSITY RELATIONSHIP

TEST RESULTS

Project Number: J034663.01

Project: Patch Repair Taxiway G

Location: Scott Air Force Base, Illinois

P R

O C

T O

R C

U R

V E

T O

P O

U N

D S

L A

B R

E S

S P

R O

C T

O R

S A

M P

.G P

J G

E O

T E

C H

N O

Y .G

D T

0 5 10 15 20 25 30

Sample No.

Depth

Test Method

PCFMaximum Dry Unit Weight

As Received Water Content

ASTM D1557-A (Modified)

12.6

23.8 %

B-2

WATER CONTENT, %

119.2

Auger Cuttings

5.5 - 10 Feet Bluish-gray, SILT - ML

Curve of 100% Saturation for Specific Gravity Equal to 2.80

Source of Material

Description of Material

%Optimum Water Content

D R

Y D

E N

Y pc f

MOISTURE-DENSITY RELATIONSHIP

TEST RESULTS

Project Number: J034663.01

Project: Patch Repair Taxiway G

Location: Scott Air Force Base, Illinois

P R

O C

T O

R C

U R

V E

T O

P O

U N

D S

L A

B R

E S

S P

R O

C T

O R

S A

M P

.G P

J G

E O

T E

C H

N O

Y .G

D T

0 5 10 15 20 25 30

Sample No.

Depth

Test Method

PCFMaximum Dry Unit Weight

As Received Water Content

ASTM D1557-A (Modified)

13.0

21.7 %

B-3

WATER CONTENT, %

118.0

Auger Cuttings

1.4 - 10 Feet Brown and gray, LEAN CLAY, trace sand - CL

Curve of 100% Saturation for Specific Gravity Equal to 2.80

Source of Material

Description of Material

%Optimum Water Content

D R

Y D

E N

Y pc f

MOISTURE-DENSITY RELATIONSHIP

TEST RESULTS

Project Number: J034663.01

Project: Patch Repair Taxiway G

Location: Scott Air Force Base, Illinois

P R

O C

T O

R C

U R

V E

T O

P O

U N

D S

L A

B R

E S

S P

R O

C T

O R

S A

M P

.G P

J G

E O

T E

C H

N O

Y .G

D T

0 5 10 15 20 25 30

Sample No.

Depth

Test Method

PCFMaximum Dry Unit Weight

As Received Water Content

ASTM D1557-A (Modified)

12.3

23.7 %

B-4

WATER CONTENT, %

119.0

Auger Cuttings

5.5 - 10 Feet Bluish-gray, SILT - ML

Curve of 100% Saturation for Specific Gravity Equal to 2.80

Source of Material

Description of Material

%Optimum Water Content

D R

Y D

E N

Y pc f

MOISTURE-DENSITY RELATIONSHIP

TEST RESULTS

Project Number: J034663.01

Project: Patch Repair Taxiway G

Location: Scott Air Force Base, Illinois

P R

O C

T O

R C

U R

V E

T O

P O

U N

D S

L A

B R

E S

S P

R O

C T

O R

S A

M P

.G P

J G

E O

T E

C H

N O

Y .G

D T

0 5 10 15 20 25 30

Sample No.

Depth

Test Method

PCFMaximum Dry Unit Weight

As Received Water Content

ASTM D1557-A (Modified)

11.5

20.6 %

B-5

WATER CONTENT, %

120.9

Auger Cuttings

2.3 - 5.5 Feet Gray, LEAN CLAY, trace sand and gravel - CL

Curve of 100% Saturation for Specific Gravity Equal to 2.80

Source of Material

Description of Material

%Optimum Water Content

D R

Y D

E N

Y pc f

MOISTURE-DENSITY RELATIONSHIP

TEST RESULTS

Project Number: J034663.01

Project: Patch Repair Taxiway G

Location: Scott Air Force Base, Illinois

P R

O C

T O

R C

U R

V E

T O

P O

U N

D S

L A

B R

E S

S P

R O

C T

O R

S A

M P

.G P

J G

E O

T E

C H

N O

Y .G

D T

0 5 10 15 20 25 30

Sample No.

Depth

Test Method

PCFMaximum Dry Unit Weight

As Received Water Content

ASTM D1557-A (Modified)

11.2

27.9 %

B-6

WATER CONTENT, %

122.1

Auger Cuttings

2.3 - 10 Feet Olive-gray to gray, LEAN CLAY and SILT - CL-ML

Curve of 100% Saturation for Specific Gravity Equal to 2.80

Source of Material

Description of Material

%Optimum Water Content

D R

Y D

E N

Y pc f

MOISTURE-DENSITY RELATIONSHIP

TEST RESULTS

Project Number: J034663.01

Project: Patch Repair Taxiway G

Location: Scott Air Force Base, Illinois

P R

O C

T O

R C

U R

V E

T O

P O

U N

D S

L A

B R

E S

S P

R O

C T

O R

S A

M P

.G P

J G

E O

T E

C H

N O

Y .G

D T

0 5 10 15 20 25 30

Sample No.

Depth

Test Method

PCFMaximum Dry Unit Weight

As Received Water Content

ASTM D1557-A (Modified)

11.8

22.5 %

B-7

WATER CONTENT, %

119.8

Auger Cuttings

2.3 - 8 Feet Olive-gray and brown, LEAN CLAY

- CL

Curve of 100% Saturation for Specific Gravity Equal to 2.80

Source of Material

Description of Material

%Optimum Water Content

D R

Y D

E N

Y pc f

MOISTURE-DENSITY RELATIONSHIP

TEST RESULTS

Project Number: J034663.01

Project: Patch Repair Taxiway G

Location: Scott Air Force Base, Illinois

P R

O C

T O

R C

U R

V E

T O

P O

U N

D S

L A

B R

E S

S P

R O

C T

O R

S A

M P

.G P

J G

E O

T E

C H

N O

Y .G

D T

0 5 10 15 20 25 30

Sample No.

Depth

Test Method

PCFMaximum Dry Unit Weight

As Received Water Content

ASTM D1557-A (Modified)

11.8

24.1 %

B-8

WATER CONTENT, %

120.9

Auger Cuttings 2 - 8 Feet Yellowish-brown to olive-gray, LEAN CLAY - CL

Curve of 100% Saturation for Specific Gravity Equal to 2.80

Source of Material

Description of Material

%Optimum Water Content

D R

Y D

E N

Y pc f

MOISTURE-DENSITY RELATIONSHIP

TEST RESULTS

Project Number: J034663.01

Project: Patch Repair Taxiway G

Location: Scott Air Force Base, Illinois

P R

O C

T O

R C

U R

V E

T O

P O

U N

D S

L A

B R

E S

S P

R O

C T

O R

S A

M P

.G P

J G

E O

T E

C H

N O

Y .G

D T

R N

B R

) T

Pr oj ec t N o.

Bo rin g:

B -1

D ep th : 1

F ee t

Stress (psi)

Pe ne tr at io n

(in

a t 0

Co m pa ct io n

In iti al M oi st ur e

Sw el l = .0

(0 1/

1) J0

B -1

R es ul ts

.x ls

, P lo t

R N

B R

) T

Pr oj ec t N o.

Bo rin g:

B -2

D ep th : 5

F ee t

Stress (psi)

Pe ne tr at io n

(in

a t 0

Co m pa ct io n

In iti al M oi st ur e

Sw el l = .8

(0 1/

1) J0

B -2

R es ul ts

.x ls

, P

R N

B R

) T

Pr oj ec t N o.

Bo rin g:

B -3

D ep th : 1

F ee t

Stress (psi)

Pe ne tr at io n

(in

a t 0

Co m pa ct io n

In iti al M oi st ur e

Sw el l = .7

(0 1/

1) J0

B -3

R es ul ts

.x ls

, P

R N

B R

) T

Pr oj ec t N o.

Bo rin g:

B -4

D ep th : 5

F ee t

Stress (psi)

Pe ne tr at io n

(in

a t 0

Co m pa ct io n

In iti al M oi st ur e

Sw el l = .1

(0 1/

1) J0

B -4

R es ul ts

.x ls

, P

R N

B R

) T

Pr oj ec t N o.

Bo rin g:

B -5

D ep th : 2

F ee t

Stress (psi)

Pe ne tr at io n

(in

a t 0

Co m pa ct io n

In iti al M oi st ur e

Sw el l = .2

(0 1/

1) J0

B -5

R es ul ts

.x ls

, P

R N

B R

) T

Pr oj ec t N o.

Bo rin g:

B -6

D ep th : 2

F ee t

Stress (psi)

Pe ne tr at io n

(in

a t 0

Co m pa ct io n

In iti al M oi st ur e

Sw el l = .7

(0 1/

1) J0

B -6

R es ul ts

.x ls

, P

R N

B R

) T

Pr oj ec t N o.

Bo rin g:

B -7

D ep th : 2

F ee t

Stress (psi)

Pe ne tr at io n

(in

a t 0

Co m pa ct io n

In iti al M oi st ur e

Sw el l = .1

(0 1/

1) J0

B -7

R es ul ts

.x ls

, P

R N

B R

) T

Pr oj ec t N o.

Bo rin g:

B -8

D ep th : 2

F ee t

Stress (psi)

Pe ne tr at io n

(in

a t 0

Co m pa ct io n

In iti al M oi st ur e

Sw el l = .2

(0 1/

1) J0

B -8

R es ul ts

.x ls

, P

File details come from the government source that posted it. Updated Mar 2, 2020.