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Geotechnical Engineering Report Shaw AFB – West Gate Entrance Control Facility Amendment

Sumter, South Carolina

September 13, 2010

Terracon Project No. 73105021A

Prepared for:

TranSystems

North Charleston, South Carolina

Prepared by:

Terracon Consultants, Inc.

Columbia, South Carolina

Terracon Consul tants, Inc. 521 Clemson Road Columbia, South Carolina 29229

P [803] 741 9000 F [803] 741 9900 terracon.com

September 13, 2010

TranSystems

4390 Belle Oaks Drive, Suite 220

North Charleston, SC 29405

Attn: Mr. John Collins

Re: Geotechnical Engineering Report

Shaw AFB – West Gate Entrance Control Facility Amendment



Dear Mr. Collins:

Terracon Consultants, Inc. (Terracon) has completed the geotechnical engineering services

for the above referenced project. This study was performed in general accordance with our

Proposal No. P73100096, dated April 19, 2010.

The purpose of this exploration was to obtain information on the subsurface conditions at

the proposed project site, perform laboratory testing on soil samples obtained from the site

and provide our client with a summary of the field testing, boring data, laboratory test data

and site description.

We appreciate the opportunity to be of service to you on this project. Materials testing

services are provided by Terracon. We would be pleased to discuss these services with you.

If you have any questions concerning this report, or if we may be of further service, please

contact us.

Sincerely,

Terracon Consultants, Inc.

Ahmed Zein, Ph.D., P.E. Phillip A. Morrison, P.E. Project Engineer Geotechnical Department Manager SC Registration No. 17275

Attachments 3xc: Client 1xc: File

TABLE OF CONTENTS

Page 1.0 INTRODUCTION ....................................................................................................... 1 2.0 SITE LOCATION AND DESCRIPTION ..................................................................... 1 3.0 SUBSURFACE CONDITIONS ................................................................................... 2

3.1 Geology ........................................................................................................ 2 3.2 Typical Subsurface Profile ............................................................................. 2 3.3 Groundwater Conditions ................................................................................ 3

4.0 LABORATORY TESTING ......................................................................................... 3 5.0 GENERAL COMMENTS ........................................................................................... 4 APPENDIX A – Field Exploration

Site Location Map

Boring Location Plans

Boring Logs

DCP Data Sheets

Field Testing Description

APPENDIX B – Laboratory Test Data

Laboratory Testing Description

Laboratory Data Sheets

Summary of Laboratory Test Results

APPENDIX C – Supporting Documents

General Notes

Unified Soil Classification System

Reliable ■ Responsive ■ Convenient ■ Innovative 1

REPORT OF GEOTECHNICAL EXPLORATION

SHAW AFB

WEST GATE ENTRANCE CONTROL FACILITY AMENDMENT

SUMTER, SOUTH CAROLINA


September 13, 2010

1.0 INTRODUCTION

Our geotechnical engineering scope of work for this project included the advancement of

nine soil test borings to a depth of 10 feet below existing site grades, performance of three

Dynamic Cone Penetration (DCP) tests in existing paved areas to a depth of 3 feet below

the pavement surface and performance of laboratory testing on select soil samples. At the

request of our client, our scope of work did not include providing engineering

recommendations for the planned construction.

Logs of the borings and other field tests along with a Site Location Map and Boring Location

Plans are included in Appendix A of this report. The results of the laboratory testing performed

on soil samples obtained from the site during the field exploration are included in Appendix B of

this report. Descriptions of the field exploration and laboratory testing are included in their

respective appendices.

Terracon had previously prepared the geotechnical engineering report for this project

(Terracon Report No. 73105021.16660, dated April 27, 2010). Our previous geotechnical

engineering scope of work included drilling of eight soil test borings, performance of seven

DCP tests and performance of geophysical (ReMi) testing. The purpose of the previous

exploration was to obtain information on the subsurface conditions at the proposed project

site and, based on this information, provide recommendations regarding the design and

construction of foundations and floor slabs for the new gatehouse and overwatch building.

The current study is considered an addendum to that report. As such, all limitations and

recommendations associated with that report apply to this document.

2.0 SITE LOCATION AND DESCRIPTION

ITEM DESCRIPTION

Location Shaw Drive, Sweeney Street, Rhodes Avenue and Palmetto Drive within Shaw AFB near Sumter, South Carolina.

Existing development

The area of Borings B-2 to B-6 is currently a golf course. The area of Boring B-8 is an undeveloped wooded area. Borings B-1, B-7 and B-9 are located on Shaw Dive, Sweeney Street and Palmetto Drive, respectively.

Current ground cover Asphalt paving and grass with some trees.

Geotechnical Engineering Report West Gate Entrance Control Facility Amendment ■ Sumter, South Carolina September 13, 2010 ■ Terracon Project No. 73105021A


ITEM DESCRIPTION

Existing topography

In general, the site grades slope up toward the west and northwest. Based on the provided topographic site plans, the site grades range from Elevation 261 feet on the east side of the site (vicinity of Boring B-6) to Elevation 353 feet on the west side of the site (vicinity of Boring B-9).

Existing Utilities

According to the provided site plan, several storm drain pipes, sanitary sewer pipes, water lines and overhead power lines are present within different areas of the site. No underground utilities were marked at the site by the public utility locators.

3.0 SUBSURFACE CONDITIONS

3.1 Geology

The site is located in the upper Coastal Plain physiographic province of South Carolina. The

Coastal Plain is a wedge-shaped cross-section of water and wind deposited soil. Its

thickness ranges from a featheredge at the surface contact of the Piedmont (Fall Line) to

several thousand feet at the present day coastline. The sediments range in age from the

Cretaceous and Tertiary periods at the contact with the bedrock to the recent period at the

present coastline. The sediments include clays, silts, sands, and gravels, as well as

organics.

Fill soils are those soils that have been placed or reworked in conjunction with past

construction grading or farming. Fill can be composed of different soil types from various

sources and can contain debris from building demolition, organics, topsoil, trash, etc. The

engineering properties of the fill depend primarily on its composition, density, and moisture

content.

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 soil types; in-situ, the transition between materials may be gradual. Details for

each of the borings can be found on the boring logs included in Appendix A of this report.

Based on the results of the borings, subsurface conditions on the project site can be

generalized as follows:

Description Approximate Depth to

Bottom of Stratum (feet) Material Encountered Consistency/Density

Surface Treatments

3 to 4 inches in Borings B-1, B-7 and B-9

Asphalt -

2 to 8 inches in remaining borings

Topsoil -

Stratum 1 3 to 5-½ in Borings B-1,

B-2, B-4 and B-5 Fill composed of clean sand

and silty sand Very loose to medium

dense



Description Approximate Depth to

Bottom of Stratum (feet) Material Encountered Consistency/Density

Stratum 2 10

(boring termination depth) Coastal Plain clayey sand

and sandy clay Loose to medium dense /

Soft to very stiff.

Three DCP tests were performed to a depth of 3 feet below the pavement surface in Borings

B-1, B-7 and B-9. Based on the test results, the subsurface soils at these locations have

CBR values typically ranging from 12 to 32 percent. We note that these values are higher

than the laboratory CBR values (see Section 4). These values were measure in dry

conditions, whereas laboratory CBR testing is performed on soaked soils.

3.3 Groundwater Conditions

Groundwater was encountered by Boring B-4 at a depth of 5 feet below the ground surface.

These observations indicate a perched groundwater condition where groundwater

accumulates in the transition zone from sands to clays. These observations represent

conditions at the time of the field exploration and may not be indicative of other times, or at

other locations. Groundwater conditions can change with varying seasonal and weather

conditions, and other factors. The possibility of groundwater fluctuations should be

considered when developing design and construction plans for the project.

4.0 LABORATORY TESTING

The samples were classified in the laboratory based on visual observation, texture and

plasticity. The soil descriptions indicated on the boring logs are in accordance with the

enclosed the Unified Soil Classification System (USCS). Our laboratory testing program

consisted of performing water content, mechanical gradations, fines content (percent of silt

and clay) and Atterberg Limits tests on selected soil samples. Results of these tests are

provided on the boring logs and the Summary of Laboratory Data in Appendix B.

Six (6) California Bearing Ratio (CBR) tests were performed on bulk samples obtained from

borings drilled in grassed areas (Borings B-2, B-3, B-4, B-5, B-6 and B-8). The samples

were obtained from below the topsoil layer to a depth of about 5 feet below the ground

surface. The test results for the standard Proctor testing and the CBR test results

(compacted to 100 percent of the standard Proctor value) are summarized in the table

below.

BORING STANDARD PROCTOR MAXIMUM DRY UNIT

WEIGHT, PCF

STANDARD PROCTOR OPTIMUM WATER

CONTENT, %

CBR VALUE1

0.1 IN. 0.2 IN.

B-2 123.9 10.6 5.3 6.7

B-3 120.9 11.9 7.2 9.1

B-4 116.8 13.1 5.3 6.0



BORING STANDARD PROCTOR MAXIMUM DRY UNIT

WEIGHT, PCF

STANDARD PROCTOR OPTIMUM WATER

CONTENT, %

CBR VALUE1

0.1 IN. 0.2 IN.

B-5 124.4 9.9 15.8 18.7

B-6 124.7 10.0 4.7 6.3

B-8 116.3 12.3 10.3 8.9

1. CBRs compacted to 100 percent of the standard Proctor maximum dry unit weight.

5.0 GENERAL COMMENTS

This report does not reflect variations that may occur between borings, across the site, or

due to the modifying effects of weather. The nature and extent of such variations may not

become evident until during or after construction. If variations appear, we should be

immediately notified so that further evaluation can be provided.

The scope of services for this project does not include either specifically or by implication

any environmental or biological (e.g., mold, fungi, bacteria) assessment of the site or

identification or prevention of pollutants, hazardous materials or conditions. If the owner is

concerned about the potential for such contamination or pollution, other studies should be

undertaken.

This report has been prepared for the exclusive use of our client for specific application to

the project discussed and has been prepared in accordance with generally accepted

geotechnical engineering practices. Site safety, excavation support, and dewatering

requirements are the responsibility of others. In the event that changes in the nature,

design, or location of the project as outlined in this report are planned, the conclusions and

recommendations contained in this report shall not be considered valid unless Terracon

reviews the changes and either verifies or modifies the conclusions of this report in writing.

APPENDIX A

FIELD EXPLORATION

SITE

521 CLEMSON ROAD COLUMBIA, SC 29229

PH. (803) 741-9000 FAX. (803) 741-9900

1

FIG No.SITE LOCATION MAP WEST GATE ENTRANCE CONTROL FACILITY

AMENDMENTSHAW AIR FORCE BASE


Project Mngr.

Scale:

Checked B y:

Approved By:

ASZ

PTK

ASZ

PAMDate:

Project No.

Scale:

File Name:

73105021AN.T.S.

Fig 1

April 2010

0.3

3

10

279.5

277

270

ASPHALT, (4 inches)FINE SAND, with silt, trace quartz, lightbrown, medium dense (Probable Fill)

CLAYEY FINE SAND, light orangish tan tolight orangish gray, medium dense to verydense (Coastal Plain)

BORING TERMINATED

HS

SS

HS

SS

HS

SS

HS

SS

1

2

3

4

28

16

49

61

TESTS

DESCRIPTION

UN

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NE

DS

TRE

NG

TH, p

sf

Approx. Surface Elev.: 280 ft msl

DRY

SHAW AIR FORCE BASESUMTER, SOUTH CAROLINA

The stratification lines represent the approximate boundary linesbetween soil and rock types: in-situ, the transition may be gradual.

SITE

BORING STARTED

CME-55

Page 1 of 1

WL

WL

WL

CLIENT

APPROVED FRMHWFOREMAN

8-13-10BORING COMPLETED

PROJECT

8-13-10

73105021A

TRANSYSTEMS

WATER LEVEL OBSERVATIONS, ft

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268

TOPSOIL, (2 inches)SILTY FINE SAND, with silt, light brown,loose (Probable Fill)

CLAYEY FINE SAND, red, loose tomedium dense (Coastal Plain)

BORING TERMINATED

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DESCRIPTION

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TOPSOIL, (2 inches)CLAYEY FINE SAND, red, loose tomedium dense (Coastal Plain)

BORING TERMINATED

HS

SS

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2

3

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DESCRIPTION

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SITE

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CME-55

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262.5

257.5

255

253

TOPSOIL, (6 inches)SILTY FINE SAND, dark brown, veryloose (Probable Fill)

SANDY CLAY, light tannish gray, very stiff(Coastal Plain)

CLAYEY FINE SAND, light orangish gray,medium dense

BORING TERMINATED

HS

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2

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TESTS

DESCRIPTION

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SITE

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CME-55

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TOPSOIL, (7 inches)

FINE SAND, with silt, light brown, veryloose (Probable Fill)

CLAYEY FINE SAND, red, loose (CoastalPlain)

BORING TERMINATED

HS

SS

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CME-55

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BORING TERMINATED

HS

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3

4

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5

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DESCRIPTION

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252

ASPHALT, (3 inches)CLAYEY FINE SAND, red, loose tomedium dense (Coastal Plain)

CLAYEY FINE SAND, red, loose

BORING TERMINATED

HS

SS

HS

SS

HS

SS

HS

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1

2

3

4

8

10

9

8

TESTS

DESCRIPTION

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DRY



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345

342

339.5

335

TOPSOIL, (2 inches)SANDY CLAY, red, soft (Coastal Plain)

SANDY CLAY, red, very stiff

CLAYEY FINE SAND, red, medium dense

BORING TERMINATED

HS

SS

HS

SS

HS

SS

HS

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1

2

3

4

3

14

13

12

TESTS

DESCRIPTION

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DRY



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CME-55

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42% Fines

352.5

350

343

ASPHALT, (3 inches)SANDY CLAY, red, very stiff (CoastalPlain)

CLAYEY FINE SAND, with organic odor at5 feet, red, medium dense

BORING TERMINATED

HS

SS

HS

SS

HS

SS

HS

SS

SC

1

2

3

4

17

17

12

10

15

TESTS

DESCRIPTION

UN

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TRE

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sf


DRY



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CME-55

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9/1

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Shaw Air Force Base - West Gate Entrance Control Facility Amendment


8/13/2010

Test No. B-1

Blows

Scale

Reading

(mm)

Cumulative

Penetration

(mm)

Cumulative

Penetration

(feet)

Penetration

Between

Readings (mm)

Penetration

Per Blow

(mm)

Hammer

Factor

DCP Index

(mm/blow)CBR %

Set 0 0 0.0 - - - - -

7 50.8 50.8 0.2 50.8 7 1 7.3 32

14 101.6 101.6 0.3 50.8 4 1 3.6 69

16 152.4 152.4 0.5 50.8 3 1 3.2 80

17 203.2 203.2 0.7 50.8 3 1 3.0 100

14 254 254 0.8 50.8 4 1 3.6 69

26 304.8 304.8 1.0 50.8 2 1 2.0 100

33 355.6 355.6 1.2 50.8 2 1 1.5 100

26 406.4 406.4 1.3 50.8 2 1 2.0 100

18 457.2 457.2 1.5 50.8 3 1 2.8 100

11 508 508 1.7 50.8 5 1 4.6 53

7 558.8 558.8 1.8 50.8 7 1 7.3 32

6 609.6 609.6 2.0 50.8 8 1 8.5 27

5 660.4 660.4 2.2 50.8 10 1 10.2 22

3 711.2 711.2 2.3 50.8 17 1 16.9 12

2 762 762 2.5 50.8 25 1 25.4 8

3 812.8 812.8 2.7 50.8 17 1 16.9 12

3 863.6 863.6 2.8 50.8 17 1 16.9 12

4 914.4 914.4 3.0 50.8 13 1 12.7 17

Notes:

DCP Data Sheet1

1 The instrument used for this test is typically used to assess the material properties down to a depth of 1000 mm (39 in.) below the surface. Below this depth, the mass and

the inertia of the device will change and skin friction along drive rod extensions will occur. As such, the actual CBR values below a depth of 39 in. may be slightly different

than reported in this table.

Project Name:

Location

Date:



8/13/2010

Test No. B-7

Blows

Scale

Reading

(mm)

Cumulative

Penetration

(mm)

Cumulative

Penetration

(feet)

Penetration

Between

Readings (mm)

Penetration

Per Blow

(mm)

Hammer

Factor

DCP Index

(mm/blow)CBR %

Set 0 0 0.0 - - - - -

5 50.8 50.8 0.2 50.8 10 1 10.2 22

5 101.6 101.6 0.3 50.8 10 1 10.2 22

5 152.4 152.4 0.5 50.8 10 1 10.2 22

4 203.2 203.2 0.7 50.8 13 1 12.7 17

3 254 254 0.8 50.8 17 1 16.9 12

3 304.8 304.8 1.0 50.8 17 1 16.9 12

4 355.6 355.6 1.2 50.8 13 1 12.7 17

4 406.4 406.4 1.3 50.8 13 1 12.7 17

4 457.2 457.2 1.5 50.8 13 1 12.7 17

3 508 508 1.7 50.8 17 1 16.9 12

4 558.8 558.8 1.8 50.8 13 1 12.7 17

4 609.6 609.6 2.0 50.8 13 1 12.7 17

5 660.4 660.4 2.2 50.8 10 1 10.2 22

6 711.2 711.2 2.3 50.8 8 1 8.5 27

7 762 762 2.5 50.8 7 1 7.3 32

6 812.8 812.8 2.7 50.8 8 1 8.5 27

6 863.6 863.6 2.8 50.8 8 1 8.5 27

7 914.4 914.4 3.0 50.8 7 1 7.3 32

Notes:

DCP Data Sheet1




Project Name:

Location

Date:



8/13/2010

Test No. B-9

Blows

Scale

Reading

(mm)

Cumulative

Penetration

(mm)

Cumulative

Penetration

(feet)

Penetration

Between

Readings (mm)

Penetration

Per Blow

(mm)

Hammer

Factor

DCP Index

(mm/blow)CBR %

Set 0 0 0.0 - - - - -

2 50.8 50.8 0.2 50.8 25 1 25.4 8

3 101.6 101.6 0.3 50.8 17 1 16.9 12

2 152.4 152.4 0.5 50.8 25 1 25.4 8

3 203.2 203.2 0.7 50.8 17 1 16.9 12

3 254 254 0.8 50.8 17 1 16.9 12

3 304.8 304.8 1.0 50.8 17 1 16.9 12

3 355.6 355.6 1.2 50.8 17 1 16.9 12

4 406.4 406.4 1.3 50.8 13 1 12.7 17

5 457.2 457.2 1.5 50.8 10 1 10.2 22

5 508 508 1.7 50.8 10 1 10.2 22

5 558.8 558.8 1.8 50.8 10 1 10.2 22

6 609.6 609.6 2.0 50.8 8 1 8.5 27

6 660.4 660.4 2.2 50.8 8 1 8.5 27

7 711.2 711.2 2.3 50.8 7 1 7.3 32

5 762 762 2.5 50.8 10 1 10.2 22

5 812.8 812.8 2.7 50.8 10 1 10.2 22

8 863.6 863.6 2.8 50.8 6 1 6.3 37

8 914.4 914.4 3.0 50.8 6 1 6.3 37

Notes:

DCP Data Sheet1




Project Name:

Location

Date:


Field Exploration Description Nine soil test borings were drilled at the site on August 13, 2010. The borings were drilled to a

depth of 10 feet below the ground surface at the approximate locations shown on the attached

Boring Location Plan. Our personnel located the borings by pacing distances and approximating

right angles from the existing site features shown on the provided site plans. The ground

surface elevations at the boring locations were interpolated from the contour lines shown on the

provided site plans and are shown on the Boring Logs. The boring locations shown on the

Boring Location Plans and the ground elevations shown on the Boring Logs are approximate

and should be considered accurate only to the degree implied by the method of location.

The boreholes were advanced with an ATV-mounted CME-550 drill rig using hollow stem

augers. In each boring, standard penetration tests were performed with a manual gravity

hammer. The borings were sampled using split-spoons at depth intervals of 2-½ feet. At the

completion of the drilling activities, the boreholes were checked for the presence of groundwater

at the time of drilling and then were backfilled with auger cuttings at the completion of field

exploration. The borings drilled in paved areas were grouted with a cement slurry mix and their

surfaces patched with a cold patch asphalt mix after drilling.

Representative portions of the split-spoon samples recovered in the borings were placed in

glass jars and returned to our laboratory where our engineer visually reviewed and classified

them. The purposes of this review were to check the drillers’ field classifications and visually

estimate the soils’ relative constituents (sand, clay, etc.). The soil types and standard

penetration data are shown on the Boring Logs. These records represent our interpretation of

the field conditions based on the driller’s field logs and our engineer’s review of the split-spoon

samples. The lines designating the interfaces between various strata represent approximate

boundaries only, as transitions between materials may be gradual. Our exploration services

include storing the collected soil samples and making them available for inspection for 60 days

from the report date. The samples will then be discarded unless requested otherwise.

Dynamic cone penetration testing (ASTM D6951) was performed in the borings drilled in paved

areas (Borings B-1, B-7 and B-9). The tests were performed by driving the DCP tip into soil by

lifting a 10.1-pound sliding hammer to the handle then releasing it. The penetration values

represent the number of blows required to advance the penetrometer in 2-inch increments and

are an indication of the consistency or density of the soil. The collected data was then used to

estimate the in-situ CBR of the subsurface soils. The tests were conducted to a depth of about 3

feet below the asphalt layer. The test results are shown in the DCP data sheets included in this

appendix.

APPENDIX B

LABORATORY TEST DATA


Laboratory Testing Description

Samples retrieved during the field exploration were taken to the laboratory for further

observation by the project geotechnical engineer and were classified in accordance with the

Unified Soil Classification System (USCS) described in Appendix C. At that time, the field

descriptions were confirmed or modified as necessary and an applicable laboratory testing

program was formulated to determine engineering properties of the subsurface materials.

Laboratory tests were conducted on selected soil samples and the test results are presented in

this appendix. Laboratory tests were performed in general accordance with the applicable

ASTM, local or other accepted standards.

Selected soil samples obtained from the site were tested for the following engineering properties:

In-situ Water Content Standard Proctor

CBR Sieve Analysis

Fines Content Atterberg Limits

JOB NAME : DATE :JOB NO. : SAMPLE NO. :

BORING / PIT NO. : LIQUID LIMIT , % :DEPTH / ELEV.: PLASTICITY INDEX , % :

SOIL DESCRIPITION : FINES , % :

521 Clemson Road Performed by: FPMColumbia, SC 29229 Reviewed by: ASZ

n/an/a

CALIFORNIA BEARING RATIO ( CBR ) TEST REPORT ( ASTM D1883 )

B-273105021A

n/a0-5 ftBrown clayey fine to medium SAND

Shaw AFB - West Gate ECF Amendment 8/20/10-

0.0

50.0

100.0

150.0

200.0

250.0

300.0

0 0.1 0.2 0.3 0.4 0.5

PIST

ON

STR

ESS

, PSI

PISTON PENETRATION , INCHES

Corrected Test Results:At 0.1 inches CBR = 5.3At 0.2 inches CBR = 6.7Swell 0.0%

Sample Compaction:100% Standard Proctor at10.6 percent moisture content

Standard Proctor Results:Dry Density of 123.9 pcf at 10.6 percent moisture content






B-373105021A

n/a0-5 ftRed clayey fine SAND


n/an/a

0.0

20.0

40.0

60.0

80.0

100.0

120.0

140.0

160.0

0 0.1 0.2 0.3 0.4 0.5

PIST

ON

STR

ESS

, PSI










B-473105021A

n/a0-5 ftDark brown SILTY FINE SAND


n/an/a

0.0

20.0

40.0

60.0

80.0

100.0

120.0

140.0

160.0

180.0

200.0

0 0.1 0.2 0.3 0.4 0.5

PIST

ON

STR

ESS

, PSI










B-573105021A

n/a0-5 ftBrownish red clayey fine to medium SAND


n/an/a

0.0

100.0

200.0

300.0

400.0

500.0

600.0

0 0.1 0.2 0.3 0.4 0.5

PIST

ON

STR

ESS

, PSI









n/an/a


B-673105021A

n/a0-5 ftReddish orangish clayey fine SAND


0.0

50.0

100.0

150.0

200.0

250.0

300.0

0 0.1 0.2 0.3 0.4 0.5

PIST

ON

STR

ESS

, PSI










B-873105021A

n/a0-5 ftRed clayey fine SAND


n/an/a

0.0

20.0

40.0

60.0

80.0

100.0

120.0

140.0

160.0

180.0

200.0

0 0.1 0.2 0.3 0.4 0.5

PIST

ON

STR

ESS

, PSI





75

80

85

90

95

100

105

110

115

120

125

130

135

0 5 10 15 20 25 30 35 40 45WATER CONTENT, %

ATTERBERG LIMITS

Curves of 100% Saturationfor Specific Gravity Equal to:

MOISTURE-DENSITY RELATIONSHIP

Source of MaterialDescription of Material

ASTM D698 Method A

Optimum Water Content

LL PL PI

Brown CLAYEY FINE TOMEDIUM SAND

DR

Y U

NIT

WE

IGH

T, p

cf

Maximum (optimum) Dry Unit Weight

B-2 0.0ft

TEST RESULTS

Test Method

2.80

2.70

2.60

123.910.6

PCF%

Project: WEST GATE ECF AMENDMENTSite: SHAW AIR FORCE BASE SUMTER, SOUTH CAROLINAJob #: 73105021ADate: 9-13-10TC

_CO

MP

AC

TIO

N 7

3105

021A

.GP

J G

AG

E T

ER

RA

CO

N.G

DT

9/1

3/10

75

80

85

90

95

100

105

110

115

120

125

130

135

0 5 10 15 20 25 30 35 40 45WATER CONTENT, %

ATTERBERG LIMITS




ASTM D698 Method A


LL PL PI

Red CLAYEY FINE SAND

DR

Y U

NIT

WE

IGH

T, p

cf


B-3 0.0ft

TEST RESULTS

Test Method

2.80

2.70

2.60

120.911.9

PCF%


_CO

MP

AC

TIO

N 7

3105

021A

.GP

J G

AG

E T

ER

RA

CO

N.G

DT

9/1

3/10

75

80

85

90

95

100

105

110

115

120

125

130

135

0 5 10 15 20 25 30 35 40 45WATER CONTENT, %

ATTERBERG LIMITS




ASTM D698 Method A


LL PL PI

Dark brown SILTY FINE SAND

DR

Y U

NIT

WE

IGH

T, p

cf


B-4 0.0ft

TEST RESULTS

Test Method

2.80

2.70

2.60

116.813.1

PCF%


_CO

MP

AC

TIO

N 7

3105

021A

.GP

J G

AG

E T

ER

RA

CO

N.G

DT

9/1

3/10

75

80

85

90

95

100

105

110

115

120

125

130

135

0 5 10 15 20 25 30 35 40 45WATER CONTENT, %

ATTERBERG LIMITS




ASTM D698 Method A


LL PL PI

Browish red CLAYEY FINE TOMEDIUM SAND

DR

Y U

NIT

WE

IGH

T, p

cf


B-5 0.0ft

TEST RESULTS

Test Method

2.80

2.70

2.60

124.49.9

PCF%


_CO

MP

AC

TIO

N 7

3105

021A

.GP

J G

AG

E T

ER

RA

CO

N.G

DT

9/1

3/10

75

80

85

90

95

100

105

110

115

120

125

130

135

0 5 10 15 20 25 30 35 40 45WATER CONTENT, %

ATTERBERG LIMITS




ASTM D698 Method A


LL PL PI


DR

Y U

NIT

WE

IGH

T, p

cf


B-6 0.0ft

TEST RESULTS

Test Method

2.80

2.70

2.60

124.710.0

PCF%


_CO

MP

AC

TIO

N 7

3105

021A

.GP

J G

AG

E T

ER

RA

CO

N.G

DT

9/1

3/10

75

80

85

90

95

100

105

110

115

120

125

130

135

0 5 10 15 20 25 30 35 40 45WATER CONTENT, %

ATTERBERG LIMITS




ASTM D698 Method A


LL PL PI


DR

Y U

NIT

WE

IGH

T, p

cf


B-8 0.0ft

TEST RESULTS

Test Method

2.80

2.70

2.60

116.312.3

PCF%


_CO

MP

AC

TIO

N 7

3105

021A

.GP

J G

AG

E T

ER

RA

CO

N.G

DT

9/1

3/10

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

fine

HYDROMETERU.S. SIEVE OPENING IN INCHES U.S. SIEVE NUMBERS

1.0ft

503

GRAIN SIZE IN MILLIMETERS

PE

RC

EN

T FI

NE

R B

Y W

EIG

HT

Cc

%Clay

100

COBBLESGRAVEL SAND

SILT OR CLAY

3 2

%Gravel %Sand

1.0ft

4

B-2

14

%Silt

Specimen Identification


Classification

16 20 30 404

-----

1 3/4

fine coarse

1.5

medium

GRAIN SIZE DISTRIBUTION

D30

Cu

PI

1/23/8

LL PL

0.2834.75 0.138 13

6

B-2

D10-----

200

coarse

D100 D60

6 810 14060


_GR

AIN

_SIZ

E 7

3105

021A

.GP

J G

AG

E T

ER

RA

CO

N.G

DT

9/1

3/10

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

fine


1.0ft

503


PE

RC

EN

T FI

NE

R B

Y W

EIG

HT

Cc

%Clay

100

COBBLESGRAVEL SAND

SILT OR CLAY

3 2

%Gravel %Sand

1.0ft

4

B-4

14

%Silt



Classification

16 20 30 404

-----

1 3/4

fine coarse

1.5

medium


D30

Cu

PI

1/23/8

LL PL

0.075 15

6

B-4

D10-----

200

coarse

D100 D60

6 810 14060


_GR

AIN

_SIZ

E 7

3105

021A

.GP

J G

AG

E T

ER

RA

CO

N.G

DT

9/1

3/10

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

fine


3.5ft

503


PE

RC

EN

T FI

NE

R B

Y W

EIG

HT

Cc3.921.01

%Clay

100

COBBLESGRAVEL SAND

SILT OR CLAY

3 2

%Gravel %Sand

3.5ft

4

B-5

14

%Silt



Classification

16 20 30 404

-----

1 3/4

fine coarse

1.5

medium


D30

Cu

PI

1/23/8

LL PL

0.2814.75 0.143 11

6

B-5

D10-----

200

coarse

D100 D60

6 810 14060


_GR

AIN

_SIZ

E 7

3105

021A

.GP

J G

AG

E T

ER

RA

CO

N.G

DT

9/1

3/10

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

fine


3.5ft

503


PE

RC

EN

T FI

NE

R B

Y W

EIG

HT

Cc

%Clay

100

COBBLESGRAVEL SAND

SILT OR CLAY

3 2

%Gravel %Sand

3.5ft

4

B-9

14

%Silt



Classification

16 20 30 404

-----

1 3/4

fine coarse

1.5

medium


D30

Cu

PI

1/23/8

LL PL

0.075 42

6

B-9

D10-----

200

coarse

D100 D60

6 810 14060


_GR

AIN

_SIZ

E 7

3105

021A

.GP

J G

AG

E T

ER

RA

CO

N.G

DT

9/1

3/10

0

10

20

30

40

50

60

0 20 40 60 80 100

B-3

ML

CL

MH

CH

CL-ML

PLASTICITY

INDEX

LIQUID LIMIT

35

PISpecimen Identification

12 23

LL PL %Fines

1.0ft

ATTERBERG LIMITS RESULTS

Classification


_ATT

ER

BE

RG

_LIM

ITS

731

0502

1A.G

PJ

GA

GE

TE

RR

AC

ON

.GD

T 9

/13/

10

B-2 1.0 4.75 13 8B-3 1.0 35 12 23 14B-4 1.0 15 19B-5 3.5 4.75 11 13B-9 1.0 15B-9 3.5 42

USCSClass-ification

WaterContent

(%)

Dry UnitWeight(pcf)

VoidRatio

Satur-ation(%)

Borehole

Sheet 1 of 1

SUMMARY OF LABORATORY RESULTS

Depthft

LiquidLimit

PlasticLimit

PlasticityIndex

MaximumSize(mm)

%<#200Sieve


_LA

B_S

UM

MA

RY

731

0502

1A.G

PJ

GA

GE

TE

RR

AC

ON

.GD

T 9

/13/

10

APPENDIX C

SUPPORTING DOCUMENTS

GENERAL NOTES DRILLING & SAMPLING SYMBOLS:

SS: Split Spoon - 1-3/8" I.D., 2" O.D., unless otherwise noted HS: Hollow Stem Auger

ST: Thin-Walled Tube - 2" O.D., unless otherwise noted PA: Power Auger

RS: Ring Sampler - 2.42" I.D., 3" O.D., unless otherwise noted HA: Hand Auger

DB: Diamond Bit Coring - 4", N, B RB: Rock Bit

BS: Bulk Sample or Auger Sample WB: Wash Boring or Mud Rotary

The number of blows required to advance a standard 2-inch O.D. split-spoon sampler (SS) the last 12 inches of the total 18-inch penetration with a 140-pound hammer falling 30 inches is considered the ―Standard Penetration‖ or ―N-value‖.

WATER LEVEL MEASUREMENT SYMBOLS: WL: Water Level WS: While Sampling N/E: Not Encountered

WCI: Wet Cave in WD: While Drilling

DCI: Dry Cave in BCR: Before Casing Removal

AB: After Boring ACR: After Casing Removal

Water levels indicated on the boring logs are the levels measured in the borings at the times indicated. Groundwater levels at other times and other locations across the site could vary. In pervious soils, the indicated levels may reflect the location of groundwater. In low permeability soils, the accurate determination of groundwater levels may not be possible with only short-term observations. DESCRIPTIVE SOIL CLASSIFICATION: Soil classification is based on the Unified Classification System. Coarse Grained Soils have more than 50% of their dry weight retained on a #200 sieve; their principal descriptors are: boulders, cobbles, gravel or sand. Fine Grained Soils have less than 50% of their dry weight retained on a #200 sieve; they are principally described as clays if they are plastic, and silts if they are slightly plastic or non-plastic. Major constituents may be added as modifiers and minor constituents may be added according to the relative proportions based on grain size. In addition to gradation, coarse-grained soils are defined on the basis of their in-place relative density and fine-grained soils on the basis of their consistency.

CONSISTENCY OF FINE-GRAINED SOILS RELATIVE DENSITY OF COARSE-GRAINED SOILS

Unconfined

Compressive Strength, Qu, psf

Standard Penetration or N-value (SS)

Blows/Ft.

Consistency

Standard Penetration

or N-value (SS) Blows/Ft.

Relative Density

< 500 <2 Very Soft 0 – 3 Very Loose 500 – 1,000 2-3 Soft 4 – 9 Loose

1,001 – 2,000 2,000 4-6 Medium Stiff 10 – 29 Medium Dense 2,001 – 4,000 4,000 7-12 Stiff 30 – 49 Dense

4,001 – 8,000 13-26 Very Stiff 50+ Very Dense 8,000+ 26+ Hard

RELATIVE PROPORTIONS OF SAND AND GRAVEL GRAIN SIZE TERMINOLOGY

Descriptive Term(s) of other constituents

Percent of Dry Weight

Major Component of Sample

Particle Size

Trace < 15 Boulders Over 12 in. (300mm) With 15 – 29 Cobbles 12 in. to 3 in. (300mm to 75 mm)

Modifier > 30 Gravel 3 in. to #4 sieve (75mm to 4.75 mm)

RELATIVE PROPORTIONS OF FINES Sand

Silt or Clay #4 to #200 sieve (4.75mm to 0.075mm)

Passing #200 Sieve (0.075mm)

Descriptive Term(s) of other constituents

Percent of Dry Weight

PLASTICITY DESCRIPTION Term Plasticity Index

Trace With

Modifiers

< 5 5 – 12 > 12

Non-plastic Low

Medium High

0 1-10

11-30 30+

Form 111—6/98

UNIFIED SOIL CLASSIFICATION SYSTEM Criteria for Assigning Group Symbols and Group Names Using Laboratory TestsA Soil Classification

Group Symbol

Group NameB

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% finesC

Cu 4 and 1 Cc 3E GW Well-graded gravelF

Cu 4 and/or 1 Cc 3E GP Poorly graded gravelF

Gravels with Fines More than 12% finesC

Fines classify as ML or MH GM Silty gravelF,G, H

Fines classify as CL or CH GC Clayey gravelF,G,H

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

Clean Sands Less than 5% finesD

Cu 6 and 1 Cc 3E SW Well-graded sandI

Cu 6 and/or 1 Cc 3E SP Poorly graded sandI

Sands with Fines More than 12% finesD

Fines classify as ML or MH SM Silty sandG,H,I

Fines Classify as CL or CH SC Clayey sandG,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‖ lineJ CL Lean clayK,L,M

PI 4 or plots below ―A‖ lineJ ML SiltK,L,M

Organic Liquid limit - oven dried 0.75 OL Organic clayK,L,M,N

Liquid limit - not dried Organic siltK,L,M,O

Silts and Clays Liquid limit 50 or more

Inorganic PI plots on or above ―A‖ line CH Fat clayK,L,M

PI lots below ―A‖ line MH Elastic SiltK,L,M

Organic Liquid limit - oven dried 0.75 OH Organic clayK,L,M,P

Liquid limit - not dried Organic siltK,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-in. (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.

HIf 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.