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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
Sumter, South Carolina
Terracon Project No. 73105021A
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
Terracon Project No. 73105021A
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
Reliable ■ Responsive ■ Convenient ■ Innovative 2
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
Geotechnical Engineering Report West Gate Entrance Control Facility Amendment ■ Sumter, South Carolina September 13, 2010 ■ Terracon Project No. 73105021A
Reliable ■ Responsive ■ Convenient ■ Innovative 3
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
Geotechnical Engineering Report West Gate Entrance Control Facility Amendment ■ Sumter, South Carolina September 13, 2010 ■ Terracon Project No. 73105021A
Reliable ■ Responsive ■ Convenient ■ Innovative 4
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
Sumter, South Carolina
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
CO
NFI
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
RIG
LOG OF BORING NO. B-1
JOB #
GR
AP
HIC
LO
G
WEST GATE ECF AMENDMENTSAMPLES
US
CS
SY
MB
OL
WA
TER
CO
NTE
NT,
%
TYP
E
NU
MB
ER
5
10
DE
PTH
, ft.
RE
CO
VE
RY
, in.
SP
T - N
BLO
WS
/ ft.
DR
Y U
NIT
WT
pcf
BO
RE
HO
LE_9
9 7
3105
021A
.GP
J G
AG
E T
ER
RA
CO
N.G
DT
9/1
3/10
0.2
3
10
13% Fines
278
275
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
HS
SS
HS
SS
HS
SS
HS
SS
SM 1
2
3
4
4
5
11
13
8
TESTS
DESCRIPTION
UN
CO
NFI
NE
DS
TRE
NG
TH, p
sf
Approx. Surface Elev.: 278 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
RIG
LOG OF BORING NO. B-2
JOB #
GR
AP
HIC
LO
G
WEST GATE ECF AMENDMENTSAMPLES
US
CS
SY
MB
OL
WA
TER
CO
NTE
NT,
%
TYP
E
NU
MB
ER
5
10
DE
PTH
, ft.
RE
CO
VE
RY
, in.
SP
T - N
BLO
WS
/ ft.
DR
Y U
NIT
WT
pcf
BO
RE
HO
LE_9
9 7
3105
021A
.GP
J G
AG
E T
ER
RA
CO
N.G
DT
9/1
3/10
0.2
10
LL=35PL=12PI=22
270
260
TOPSOIL, (2 inches)CLAYEY FINE SAND, red, loose tomedium dense (Coastal Plain)
BORING TERMINATED
HS
SS
HS
SS
HS
SS
HS
SS
SC 1
2
3
4
5
14
25
21
14
TESTS
DESCRIPTION
UN
CO
NFI
NE
DS
TRE
NG
TH, p
sf
Approx. Surface Elev.: 270 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
RIG
LOG OF BORING NO. B-3
JOB #
GR
AP
HIC
LO
G
WEST GATE ECF AMENDMENTSAMPLES
US
CS
SY
MB
OL
WA
TER
CO
NTE
NT,
%
TYP
E
NU
MB
ER
5
10
DE
PTH
, ft.
RE
CO
VE
RY
, in.
SP
T - N
BLO
WS
/ ft.
DR
Y U
NIT
WT
pcf
BO
RE
HO
LE_9
9 7
3105
021A
.GP
J G
AG
E T
ER
RA
CO
N.G
DT
9/1
3/10
0.5
5.5
8
10
15% Fines
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
SS
HS
SS
HS
SS
HS
SS
SM 1
2
3
4
2
2
13
11
19
TESTS
DESCRIPTION
UN
CO
NFI
NE
DS
TRE
NG
TH, p
sf
Approx. Surface Elev.: 263 ft msl
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
WLRIG
LOG OF BORING NO. B-4
JOB #
GR
AP
HIC
LO
G
5
WEST GATE ECF AMENDMENTSAMPLES
US
CS
SY
MB
OL
WA
TER
CO
NTE
NT,
%
TYP
E
NU
MB
ER
5
10
DE
PTH
, ft.
RE
CO
VE
RY
, in.
SP
T - N
BLO
WS
/ ft.
DR
Y U
NIT
WT
pcf
BO
RE
HO
LE_9
9 7
3105
021A
.GP
J G
AG
E T
ER
RA
CO
N.G
DT
9/1
3/10
0.6
3
10
11% Fines
265.5
263
256
TOPSOIL, (7 inches)
FINE SAND, with silt, light brown, veryloose (Probable Fill)
CLAYEY FINE SAND, red, loose (CoastalPlain)
BORING TERMINATED
HS
SS
HS
SS
HS
SS
HS
SS
SPSM
1
2
3
4
3
8
5
5
13
13
TESTS
DESCRIPTION
UN
CO
NFI
NE
DS
TRE
NG
TH, p
sf
Approx. Surface Elev.: 266 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
RIG
LOG OF BORING NO. B-5
JOB #
GR
AP
HIC
LO
G
WEST GATE ECF AMENDMENTSAMPLES
US
CS
SY
MB
OL
WA
TER
CO
NTE
NT,
%
TYP
E
NU
MB
ER
5
10
DE
PTH
, ft.
RE
CO
VE
RY
, in.
SP
T - N
BLO
WS
/ ft.
DR
Y U
NIT
WT
pcf
BO
RE
HO
LE_9
9 7
3105
021A
.GP
J G
AG
E T
ER
RA
CO
N.G
DT
9/1
3/10
0.5
10
260.5
251
TOPSOIL, (6 inches)CLAYEY FINE SAND, brown to red, loose
BORING TERMINATED
HS
SS
HS
SS
HS
SS
HS
SS
1
2
3
4
4
5
5
4
TESTS
DESCRIPTION
UN
CO
NFI
NE
DS
TRE
NG
TH, p
sf
Approx. Surface Elev.: 261 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
RIG
LOG OF BORING NO. B-6
JOB #
GR
AP
HIC
LO
G
WEST GATE ECF AMENDMENTSAMPLES
US
CS
SY
MB
OL
WA
TER
CO
NTE
NT,
%
TYP
E
NU
MB
ER
5
10
DE
PTH
, ft.
RE
CO
VE
RY
, in.
SP
T - N
BLO
WS
/ ft.
DR
Y U
NIT
WT
pcf
BO
RE
HO
LE_9
9 7
3105
021A
.GP
J G
AG
E T
ER
RA
CO
N.G
DT
9/1
3/10
0.3
5
10
261.5
257
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
SS
1
2
3
4
8
10
9
8
TESTS
DESCRIPTION
UN
CO
NFI
NE
DS
TRE
NG
TH, p
sf
Approx. Surface Elev.: 262 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
RIG
LOG OF BORING NO. B-7
JOB #
GR
AP
HIC
LO
G
WEST GATE ECF AMENDMENTSAMPLES
US
CS
SY
MB
OL
WA
TER
CO
NTE
NT,
%
TYP
E
NU
MB
ER
5
10
DE
PTH
, ft.
RE
CO
VE
RY
, in.
SP
T - N
BLO
WS
/ ft.
DR
Y U
NIT
WT
pcf
BO
RE
HO
LE_9
9 7
3105
021A
.GP
J G
AG
E T
ER
RA
CO
N.G
DT
9/1
3/10
0.2
3
5.5
10
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
SS
1
2
3
4
3
14
13
12
TESTS
DESCRIPTION
UN
CO
NFI
NE
DS
TRE
NG
TH, p
sf
Approx. Surface Elev.: 345 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
RIG
LOG OF BORING NO. B-8
JOB #
GR
AP
HIC
LO
G
WEST GATE ECF AMENDMENTSAMPLES
US
CS
SY
MB
OL
WA
TER
CO
NTE
NT,
%
TYP
E
NU
MB
ER
5
10
DE
PTH
, ft.
RE
CO
VE
RY
, in.
SP
T - N
BLO
WS
/ ft.
DR
Y U
NIT
WT
pcf
BO
RE
HO
LE_9
9 7
3105
021A
.GP
J G
AG
E T
ER
RA
CO
N.G
DT
9/1
3/10
0.3
3
10
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
CO
NFI
NE
DS
TRE
NG
TH, p
sf
Approx. Surface Elev.: 353 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
RIG
LOG OF BORING NO. B-9
JOB #
GR
AP
HIC
LO
G
WEST GATE ECF AMENDMENTSAMPLES
US
CS
SY
MB
OL
WA
TER
CO
NTE
NT,
%
TYP
E
NU
MB
ER
5
10
DE
PTH
, ft.
RE
CO
VE
RY
, in.
SP
T - N
BLO
WS
/ ft.
DR
Y U
NIT
WT
pcf
BO
RE
HO
LE_9
9 7
3105
021A
.GP
J G
AG
E T
ER
RA
CO
N.G
DT
9/1
3/10
Shaw Air Force Base - West Gate Entrance Control Facility Amendment
Sumter, South Carolina
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:
Shaw Air Force Base - West Gate Entrance Control Facility Amendment
Sumter, South Carolina
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
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:
Shaw Air Force Base - West Gate Entrance Control Facility Amendment
Sumter, South Carolina
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
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:
Geotechnical Engineering Report West Gate Entrance Control Facility Amendment ■ Sumter, South Carolina September 13, 2010 ■ Terracon Project No. 73105021A
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
Geotechnical Engineering Report West Gate Entrance Control Facility Amendment ■ Sumter, South Carolina September 13, 2010 ■ Terracon Project No. 73105021A
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
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
CALIFORNIA BEARING RATIO ( CBR ) TEST REPORT ( ASTM D1883 )
B-373105021A
n/a0-5 ftRed clayey fine SAND
Shaw AFB - West Gate ECF Amendment 8/20/10-
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
PISTON PENETRATION , INCHES
Corrected Test Results:At 0.1 inches CBR = 7.2At 0.2 inches CBR = 9.1Swell 0.1%
Sample Compaction:100% Standard Proctor at11.9 percent moisture content
Standard Proctor Results:Dry Density of 120.9 pcf at 11.9 percent moisture content
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
CALIFORNIA BEARING RATIO ( CBR ) TEST REPORT ( ASTM D1883 )
B-473105021A
n/a0-5 ftDark brown SILTY FINE SAND
Shaw AFB - West Gate ECF Amendment 8/24/10-
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
PISTON PENETRATION , INCHES
Corrected Test Results:At 0.1 inches CBR = 5.3At 0.2 inches CBR = 6.0Swell 0.0%
Sample Compaction:100% Standard Proctor at13.1 percent moisture content
Standard Proctor Results:Dry Density of 116.8 pcf at 13.1 percent moisture content
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
CALIFORNIA BEARING RATIO ( CBR ) TEST REPORT ( ASTM D1883 )
B-573105021A
n/a0-5 ftBrownish red clayey fine to medium SAND
Shaw AFB - West Gate ECF Amendment 8/20/10-
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
PISTON PENETRATION , INCHES
Corrected Test Results:At 0.1 inches CBR = 15.8At 0.2 inches CBR = 18.7Swell 0.3%
Sample Compaction:100% Standard Proctor at9.9 percent moisture content
Standard Proctor Results:Dry Density of 124.4 pcf at 9.9 percent moisture content
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-673105021A
n/a0-5 ftReddish orangish clayey fine SAND
Shaw AFB - West Gate ECF Amendment 8/24/10-
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 = 4.7At 0.2 inches CBR = 6.3Swell 0.0%
Sample Compaction:100% Standard Proctor at10.0 percent moisture content
Standard Proctor Results:Dry Density of 124.7 pcf at 10.0 percent moisture content
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
CALIFORNIA BEARING RATIO ( CBR ) TEST REPORT ( ASTM D1883 )
B-873105021A
n/a0-5 ftRed clayey fine SAND
Shaw AFB - West Gate ECF Amendment 8/24/10-
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
PISTON PENETRATION , INCHES
Corrected Test Results:At 0.1 inches CBR = 10.3At 0.2 inches CBR = 8.9Swell 0.1%
Sample Compaction:100% Standard Proctor at12.3 percent moisture content
Standard Proctor Results:Dry Density of 116.3 pcf at 12.3 percent moisture content
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
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
Red CLAYEY FINE SAND
DR
Y U
NIT
WE
IGH
T, p
cf
Maximum (optimum) Dry Unit Weight
B-3 0.0ft
TEST RESULTS
Test Method
2.80
2.70
2.60
120.911.9
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
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
Dark brown SILTY FINE SAND
DR
Y U
NIT
WE
IGH
T, p
cf
Maximum (optimum) Dry Unit Weight
B-4 0.0ft
TEST RESULTS
Test Method
2.80
2.70
2.60
116.813.1
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
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
Browish red CLAYEY FINE TOMEDIUM SAND
DR
Y U
NIT
WE
IGH
T, p
cf
Maximum (optimum) Dry Unit Weight
B-5 0.0ft
TEST RESULTS
Test Method
2.80
2.70
2.60
124.49.9
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
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
Red CLAYEY FINE SAND
DR
Y U
NIT
WE
IGH
T, p
cf
Maximum (optimum) Dry Unit Weight
B-6 0.0ft
TEST RESULTS
Test Method
2.80
2.70
2.60
124.710.0
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
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
Red CLAYEY FINE SAND
DR
Y U
NIT
WE
IGH
T, p
cf
Maximum (optimum) Dry Unit Weight
B-8 0.0ft
TEST RESULTS
Test Method
2.80
2.70
2.60
116.312.3
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
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
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
Project: WEST GATE ECF AMENDMENTSite: SHAW AIR FORCE BASE SUMTER, SOUTH CAROLINAJob #: 73105021ADate: 9-13-10TC
_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
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-4
14
%Silt
Specimen Identification
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
0.075 15
6
B-4
D10-----
200
coarse
D100 D60
6 810 14060
Project: WEST GATE ECF AMENDMENTSite: SHAW AIR FORCE BASE SUMTER, SOUTH CAROLINAJob #: 73105021ADate: 9-13-10TC
_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
HYDROMETERU.S. SIEVE OPENING IN INCHES U.S. SIEVE NUMBERS
3.5ft
503
GRAIN SIZE IN MILLIMETERS
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
Specimen Identification
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
0.2814.75 0.143 11
6
B-5
D10-----
200
coarse
D100 D60
6 810 14060
Project: WEST GATE ECF AMENDMENTSite: SHAW AIR FORCE BASE SUMTER, SOUTH CAROLINAJob #: 73105021ADate: 9-13-10TC
_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
HYDROMETERU.S. SIEVE OPENING IN INCHES U.S. SIEVE NUMBERS
3.5ft
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
3.5ft
4
B-9
14
%Silt
Specimen Identification
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
0.075 42
6
B-9
D10-----
200
coarse
D100 D60
6 810 14060
Project: WEST GATE ECF AMENDMENTSite: SHAW AIR FORCE BASE SUMTER, SOUTH CAROLINAJob #: 73105021ADate: 9-13-10TC
_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
Project: WEST GATE ECF AMENDMENTSite: SHAW AIR FORCE BASE SUMTER, SOUTH CAROLINAJob #: 73105021ADate: 9-13-10TC
_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
Project: WEST GATE ECF AMENDMENTSite: SHAW AIR FORCE BASE SUMTER, SOUTH CAROLINAJob #: 73105021ADate: 9-13-10TC
_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.