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GEOTECHNIEKMILIEU ONDERZOEK
FUGRO CONSULTANTS, INC.
Fugro Design Memorandum No. 2 (Geotechnical Laboratory Test Results)
PEGASUS WALLS AND BRIDGES IH-30 AND IH 35E INTERCHANGE AND IH 30 BRIDGE
DALLAS, TEXAS
PROJECT NO. 04-4009-8273 (TxDOT CSJ No. 1068-04-116)
Report to:
TEXAS DEPARTMENT OF TRANSPORTATION C/O PB AMERICAS, INC.
DALLAS, TEXAS
July 2010
Fugro Design Memorandum No. 2 (Geotechnical Laboratory Test Results)
PEGASUS WALLS AND BRIDGES IH-30 AND IH 35E INTERCHANGE AND IH 30 BRIDGE
DALLAS, TEXAS
PROJECT NO. 04-4009-8273 (TxDOT CSJ No. 1068-04-116)
Report to:
TEXAS DEPARTMENT OF TRANSPORTATION C/O PB AMERICAS, INC.
DALLAS, TEXAS
July 2010
2880 Virgo LaneDallas, TX 75229
Phone: 972 484-8301Fax: 972 620-7328
FUGRO CONSULTANTS, INC.
A member of the Fugro group of companies with offices throughout the world
-Page 1-
Pegasus Walls and Bridges IH-30 and IH-35E Interchange Dallas, Texas
Fugro Design Memorandum No. 2 To: Mr. Al Aramoon, P.E. Texas Department of Transportation Dallas District P.O. Box 133067 Dallas, Texas 75313 Copy Submitted: Mr. Jim Reiser, P.E., PB Americas, Inc. From: Saad M. Hineidi, P.E. and Nafiz Ahmed, P.E.
Date: July 23, 2010
Fugro Project No. : 04-4009-8273, TxDOT CSJ No. 1068-04-116 Re: Geotechnical Laboratory Test Results
This design memorandum presents the geotechnical laboratory test results including particle size
distribution, consolidated undrained compression triaxial tests with pore pressure measurements,
consolidated drained direct shear tests, one dimensional consolidation tests, splitting tensile strength
of intact core rock specimens tests and sulfate determination tests for the referenced project in
Dallas, Texas. A previously submitted Fugro Design Memorandum No. 1, Volume One dated May
17, 2010, comprised recommendations for the design of drilled shaft bridges and walls including all
WinCore logs for the referenced project.
Classification, Index, and Physical Property Tests
Soil classification, index, and physical property tests include unit weight; moisture content; Atterberg
limits; and particle size analyses, which include sieve analyses, hydrometer analyses, and the
Pegasus Walls/Bridges Fugro Project No. 04-4009-8273 Fugro Design Memorandum No. 2 July 23, 2010
-Page 2-
percent of soil, by dry weight, passing the No. 200 sieve (fines content). Unit weights were
determined as routine portions of strength and consolidation tests. Classification index, and physical
property test results were included in the WinCore logs provided in Design Memorandum No. 1.
Gradation curves, which include sieve and hydrometer results, as applicable, are presented in
Appendix A (Plates A-1 thru A-18).
Consolidated Undrained Compression (CUC) Triaxial Tests with Pore Pressure Measurements
Generally, each CUC test series consisted of multi-specimen tests performed on three samples
taken from the same depth (ASTM D 4767). Individual laboratory sheets in Appendix B (Plates B-1
thru B-11) present Mohr circles at failure, stress-strain and pore pressure-strain plots, and stress
paths.
Consolidated-Drained Direct Shear (DS)
Generally, direct shear tests were performed on three different specimens from a selected sample
(ASTM D 3080). Laboratory sheets in Appendix C (Plate C-1 thru C-6) present shear stress versus
horizontal displacement plots, vertical deformation versus horizontal displacement plots, and shear
stress versus normal stress at failure plots. The shear stress versus normal stress plots include
estimated peak and ultimate shear strengths.
One Dimensional Consolidation Tests
One dimensional consolidation test results are presented in Appendix D (Plates D-1 thru D-6) (ASTM
D 2435). Results include void ratio versus logarithmic vertical stress plots. Preconsolidation
pressures for each test are also included on the test sheets. These values are based on plotted
vertical lines indicating the point of maximum curvature on the void ratio versus logarithmic vertical
stress plots (the “Casagrande Method”).
Splitting Tensile (ST) Strength of Intact Rock Core Specimens
ST tests for rock were performed on single specimens from selected borings and sample depths
according to ASTM D 3967. Laboratory test results are summarized on Appendix E (Plates E-1 &
E-2).
Pegasus Walls/Bridges Fugro Project No. 04-4009-8273 Fugro Design Memorandum No. 2 July 23, 2010
-Page 3-
Sulfate Determination Tests
Sulfate determination tests on soil were performed on selected samples in accordance with TEX 145-
E method. Results of these tests are summarized in Appendix F (Plates F-1 & F-2).
This memorandum completes with the following Appendices:
APPENDIX
Particle Size Distribution..........................................................................................................Appendix A
Consolidated Undrained Triaxial Compression (CUC)...........................................................Appendix B
Direct Shear (DS) Tests...........................................................................................................Appendix C
One Dimensional Consolidation Tests....................................................................................Appendix D
Splitting Tensile Strength Tests for Rock................................................................................Appendix E
Sulfate Determination Tests ....................................................................................................Appendix F
We appreciate the opportunity to be of assistance on this project. Please feel free to contact us if you
have any questions or if we can be of further service.
Sincerely,
FUGRO CONSULTANTS, INC. TBPE Firm Registration No. F-299
Nafiz Ahmed, P.E. Project Manager
Saad M. Hineidi, P.E. Senior Vice President NA/SMH/kp Copies submitted: Mr. Amir H. Aramoon, P.E., TxDOT, Dallas District (2) Mr. Jim Reiser, P.E., PB Americas, Inc. (1)
Pegasus Walls/Bridges Fugro Project No. 04-4009-8273 Fugro Design Memorandum No. 2 July 23, 2010
APPENDIX A
PARTICLE SIZE DISTRIBUTION
Fugro Consultants, Inc.
Fort Worth and Dallas, Texas
10/6/2009
A-1
(no specification provided)
PL= LL= PI=
D85= D60= D50=D30= D15= D10=Cu= Cc=
USCS= AASHTO=
*
Lean Clay (CL), brown, with sand and gravel
32
1.51.0
0.750.5
0.375#4
#10#20#40#60#80
#100#140#200
100.0100.0100.0100.0
94.392.091.289.282.280.580.378.877.276.474.071.8
2.8312 0.0089 0.0028
CL
Texas Department of Transportation
Pegasus Walls and Bridges
Dallas, TX
04-4009-8273
Material Description
Atterberg Limits
Coefficients
Classification
Remarks
Source of Sample: B&W-3 Depth: 24.0 - 24.5'Date:
Client:
Project:
Project No: PLATE #
SIEVE PERCENT SPEC.* PASS?
SIZE FINER PERCENT (X=NO)
PE
RC
EN
T F
INE
R
0
10
20
30
40
50
60
70
80
90
100
GRAIN SIZE - mm.
0.0010.010.1110100
% +3" % Gravel % Sand % Silt % Clay
0.0 17.8 10.4 24.4 47.4
6 in
.
3 in
.
2 in
.
1½
in
.
1 in
.
¾ in
.
½ in
.
3/8
in
.
#4
#1
0
#2
0
#3
0
#4
0
#6
0
#1
00
#1
40
#2
00
Particle Size Distribution Report
Fugro Consultants, Inc.
Fort Worth and Dallas, Texas
1/5/2010
A-2
(no specification provided)
PL= LL= PI=
D85= D60= D50=D30= D15= D10=Cu= Cc=
USCS= AASHTO=
*
Well Graded Gravel with Sand (GW), brown
32
1.51.0
0.750.5
0.375#4
#10#20#40#60#80
#100#140#200
100.0100.0100.0100.0100.0
91.985.056.630.214.8
8.96.34.74.23.22.6
9.5143 5.1467 4.00441.9861 0.8639 0.5097
10.10 1.50
GW
Texas Department of Transportation
Pegasus Walls and Bridges
Dallas, TX
04-4009-8273
Material Description
Atterberg Limits
Coefficients
Classification
Remarks
Source of Sample: B&W-6 Depth: 28.0 - 29.5'Date:
Client:
Project:
Project No: PLATE #
SIEVE PERCENT SPEC.* PASS?
SIZE FINER PERCENT (X=NO)
PE
RC
EN
T F
INE
R
0
10
20
30
40
50
60
70
80
90
100
GRAIN SIZE - mm.
0.0010.010.1110100
% +3" % Gravel % Sand % Silt % Clay
0.0 69.8 27.6 2.6
6 in
.
3 in
.
2 in
.
1½
in
.
1 in
.
¾ in
.
½ in
.
3/8
in
.
#4
#1
0
#2
0
#3
0
#4
0
#6
0
#1
00
#1
40
#2
00
Particle Size Distribution Report
Fugro Consultants, Inc.
Fort Worth and Dallas, Texas
1/18/2010
A-3
(no specification provided)
PL= LL= PI=
D85= D60= D50=D30= D15= D10=Cu= Cc=
USCS= AASHTO=
*
Poorly Graded Sand with Gravel (SP), tan
32
1.51.0
0.750.5
0.375#4
#10#60#80
#100#140#200
100.0100.0100.0100.0
95.493.892.992.085.040.516.112.0
7.04.9
1.9983 0.5070 0.34600.2211 0.1748 0.1341
3.78 0.72
SP
Texas Department of Transportation
Pegasus Walls and Bridges
Dallas, TX
04-4009-8273
Material Description
Atterberg Limits
Coefficients
Classification
Remarks
Source of Sample: B&W-7 Depth: 23.5 - 25.0'Date:
Client:
Project:
Project No: PLATE #
SIEVE PERCENT SPEC.* PASS?
SIZE FINER PERCENT (X=NO)
PE
RC
EN
T F
INE
R
0
10
20
30
40
50
60
70
80
90
100
GRAIN SIZE - mm.
0.0010.010.1110100
% +3" % Gravel % Sand % Silt % Clay
0.0 15.0 80.1 3.5 1.4
6 in
.
3 in
.
2 in
.
1½
in
.
1 in
.
¾ in
.
½ in
.
3/8
in
.
#4
#1
0
#2
0
#3
0
#4
0
#6
0
#1
00
#1
40
#2
00
Particle Size Distribution Report
Fugro Consultants, Inc.
Fort Worth and Dallas, Texas
8/26
A-4
(no specification provided)
PL= LL= PI=
D85= D60= D50=D30= D15= D10=Cu= Cc=
USCS= AASHTO=
*
Silty Sand (SM), tan
32
1.51
.75.5
.375#4
#10#20#40#60#80
#100#140#200
100.0100.0100.0100.0100.0
97.094.390.888.186.180.445.123.016.7
9.87.7
0.7163 0.3032 0.26620.2036 0.1407 0.1080
2.81 1.27
SM
Texas Department of Transportation
Pegasus Walls and Bridges
Dallas, TX
04-4009-8273
Material Description
Atterberg Limits
Coefficients
Classification
Remarks
Source of Sample: B-AE-4 Depth: 53.5 - 54.0'Date:
Client:
Project:
Project No: PLATE #
SIEVE PERCENT SPEC.* PASS?
SIZE FINER PERCENT (X=NO)
PE
RC
EN
T F
INE
R
0
10
20
30
40
50
60
70
80
90
100
GRAIN SIZE - mm.
0.0010.010.1110100
% +3" % Gravel % Sand % Silt % Clay
0.0 11.9 80.4 2.5 5.2
6 in
.
3 in
.
2 in
.
1½
in
.
1 in
.
¾ in
.
½ in
.
3/8
in
.
#4
#1
0
#2
0
#3
0
#4
0
#6
0
#1
00
#1
40
#2
00
Particle Size Distribution Report
Fugro Consultants, Inc.
Fort Worth and Dallas, Texas
9/25/2009
A-5
(no specification provided)
PL= LL= PI=
D85= D60= D50=D30= D15= D10=Cu= Cc=
USCS= AASHTO=
*
Clayey Sand (SC), light brown
32
1.51.0
0.750.5
0.375#4
#10#20#40#60#80
#100#140#200
100.0100.0100.0100.0100.0100.0100.0100.0100.0100.0100.0
92.877.269.957.750.4
0.2108 0.1144 0.07400.0090
SC
Texas Department of Transportation
Pegasus Walls and Bridges
Dallas, TX
04-4009-8273
Material Description
Atterberg Limits
Coefficients
Classification
Remarks
Source of Sample: B-AE-6 Depth: 58.5 - 60.0'Date:
Client:
Project:
Project No: PLATE #
SIEVE PERCENT SPEC.* PASS?
SIZE FINER PERCENT (X=NO)
PE
RC
EN
T F
INE
R
0
10
20
30
40
50
60
70
80
90
100
GRAIN SIZE - mm.
0.0010.010.1110100
% +3" % Gravel % Sand % Silt % Clay
0.0 0.0 49.6 25.4 25.0
6 in
.
3 in
.
2 in
.
1½
in
.
1 in
.
¾ in
.
½ in
.
3/8
in
.
#4
#1
0
#2
0
#3
0
#4
0
#6
0
#1
00
#1
40
#2
00
Particle Size Distribution Report
Fugro Consultants, Inc.
Fort Worth and Dallas, Texas
9/25/2009
A-6
(no specification provided)
PL= LL= PI=
D85= D60= D50=D30= D15= D10=Cu= Cc=
USCS= AASHTO=
*
Clayey Sand (SC), light brown and tan, with silty clay and
gravel32
1.51.0
0.750.5
0.375#4
#10#20#40#60#80
#100#140#200
100.0100.0100.0100.0
93.688.485.978.569.251.139.222.216.114.612.211.1
8.7270 1.2982 0.79490.3193 0.1585 0.0658
19.73 1.19
SC
Texas Department of Transportation
Pegasus Walls and Bridges
Dallas, TX
04-4009-8273
Material Description
Atterberg Limits
Coefficients
Classification
Remarks
Source of Sample: B-AE-7 Depth: 38.5 - 40.0'Date:
Client:
Project:
Project No: PLATE #
SIEVE PERCENT SPEC.* PASS?
SIZE FINER PERCENT (X=NO)
PE
RC
EN
T F
INE
R
0
10
20
30
40
50
60
70
80
90
100
GRAIN SIZE - mm.
0.0010.010.1110100
% +3" % Gravel % Sand % Silt % Clay
0.0 30.8 58.1 5.0 6.1
6 in
.
3 in
.
2 in
.
1½
in
.
1 in
.
¾ in
.
½ in
.
3/8
in
.
#4
#1
0
#2
0
#3
0
#4
0
#6
0
#1
00
#1
40
#2
00
Particle Size Distribution Report
Fugro Consultants, Inc.
Fort Worth and Dallas, Texas
9/21/2009
A-7
(no specification provided)
PL= LL= PI=
D85= D60= D50=D30= D15= D10=Cu= Cc=
USCS= AASHTO=
*
Poorly Graded Sand (SP), tan, with gravel
32
1.51.0
0.750.5
0.375#4
#10#20#40#60#80
#100#140#200
100.0100.0100.0100.0100.0100.0100.0
96.790.070.127.516.211.0
9.05.84.3
1.3133 0.7184 0.61990.4489 0.2311 0.1650
4.35 1.70
SP
Texas Department of Transportation
Pegasus Walls and Bridges
Dallas, TX
04-4009-8273
Material Description
Atterberg Limits
Coefficients
Classification
Remarks
Source of Sample: B-AE-8 Depth: 43.0 - 45.0'Date:
Client:
Project:
Project No: PLATE #
SIEVE PERCENT SPEC.* PASS?
SIZE FINER PERCENT (X=NO)
PE
RC
EN
T F
INE
R
0
10
20
30
40
50
60
70
80
90
100
GRAIN SIZE - mm.
0.0010.010.1110100
% +3" % Gravel % Sand % Silt % Clay
0.0 10.0 85.7 4.3
6 in
.
3 in
.
2 in
.
1½
in
.
1 in
.
¾ in
.
½ in
.
3/8
in
.
#4
#1
0
#2
0
#3
0
#4
0
#6
0
#1
00
#1
40
#2
00
Particle Size Distribution Report
Fugro Consultants, Inc.
Fort Worth and Dallas, Texas
10/06/2009
A-8
(no specification provided)
PL= LL= PI=
D85= D60= D50=D30= D15= D10=Cu= Cc=
USCS= AASHTO=
*
Silty Clay (CL-ML), tan, with sand
32
1.51.0
0.750.5
0.375#4
#10#20#40#60#80
#100#140#200
100.0100.0100.0100.0100.0100.0100.0100.0100.0100.0100.0
99.598.497.491.779.4
0.0902 0.0319 0.02090.0011
CL-ML
Texas Department of Transportation
Pegasus Walls and Bridges
Dallas, TX
04-4009-8273
Material Description
Atterberg Limits
Coefficients
Classification
Remarks
Source of Sample: B-H-7 Depth: 28.0 - 29.0'Date:
Client:
Project:
Project No: PLATE #
SIEVE PERCENT SPEC.* PASS?
SIZE FINER PERCENT (X=NO)
PE
RC
EN
T F
INE
R
0
10
20
30
40
50
60
70
80
90
100
GRAIN SIZE - mm.
0.0010.010.1110100
% +3" % Gravel % Sand % Silt % Clay
0.0 0.0 20.6 48.1 31.3
6 in
.
3 in
.
2 in
.
1½
in
.
1 in
.
¾ in
.
½ in
.
3/8
in
.
#4
#1
0
#2
0
#3
0
#4
0
#6
0
#1
00
#1
40
#2
00
Particle Size Distribution Report
Fugro Consultants, Inc.
Fort Worth and Dallas, Texas
8/7/2009
A-9
(no specification provided)
PL= LL= PI=
D85= D60= D50=D30= D15= D10=Cu= Cc=
USCS= AASHTO=
*
Clayey Gravel (GC), light brown, with sand
32
1.51
.75.5
.375#4
#10#20#40#60#80
#100#140#200
100.0100.0100.0
93.089.377.974.166.861.560.960.247.843.442.039.537.6
16.2184 0.4209 0.27570.0140
GC
Texas Department of Transportation
Pegasus Walls and Bridges
Dallas, TX
04-4009-8273
Material Description
Atterberg Limits
Coefficients
Classification
Remarks
Source of Sample: B-L-4 Depth: 33.0 - 34.0'Date:
Client:
Project:
Project No: PLATE #
SIEVE PERCENT SPEC.* PASS?
SIZE FINER PERCENT (X=NO)
PE
RC
EN
T F
INE
R
0
10
20
30
40
50
60
70
80
90
100
GRAIN SIZE - mm.
0.0010.010.1110100
% +3" % Gravel % Sand % Silt % Clay
0.0 38.5 23.9 18.9 18.7
6 in
.
3 in
.
2 in
.
1½
in
.
1 in
.
¾ in
.
½ in
.
3/8
in
.
#4
#1
0
#2
0
#3
0
#4
0
#6
0
#1
00
#1
40
#2
00
Particle Size Distribution Report
Fugro Consultants, Inc.
Fort Worth and Dallas, Texas
10/06/2009
A-10
(no specification provided)
PL= LL= PI=
D85= D60= D50=D30= D15= D10=Cu= Cc=
USCS= AASHTO=
*
Clayey Sand (SC), tan
32
1.51.0
0.750.5
0.375#4
#10#20#40#60#80
#100#140#200
100.0100.0100.0100.0100.0100.0100.0100.0100.0
99.993.778.062.255.841.933.1
0.2980 0.1695 0.13040.0502
SC
Texas Department of Transportation
Pegasus Walls and Bridges
Dallas, TX
04-4009-8273
Material Description
Atterberg Limits
Coefficients
Classification
Remarks
Source of Sample: B-P-4 Depth: 28.0 - 30.0'Date:
Client:
Project:
Project No: PLATE #
SIEVE PERCENT SPEC.* PASS?
SIZE FINER PERCENT (X=NO)
PE
RC
EN
T F
INE
R
0
10
20
30
40
50
60
70
80
90
100
GRAIN SIZE - mm.
0.0010.010.1110100
% +3" % Gravel % Sand % Silt % Clay
0.0 0.0 66.9 15.6 17.5
6 in
.
3 in
.
2 in
.
1½
in
.
1 in
.
¾ in
.
½ in
.
3/8
in
.
#4
#1
0
#2
0
#3
0
#4
0
#6
0
#1
00
#1
40
#2
00
Particle Size Distribution Report
Checked By: JSY
Fugro Consultants, Inc.
Fort Worth and Dallas, Texas
10/06/09
A-11
(no specification provided)
PL= LL= PI=
D85= D60= D50=D30= D15= D10=Cu= Cc=
USCS= AASHTO=
*
Silty Clay (CL-ML), brown, with sand seams and layers
#4#10#20#40#60#100#140#200
100.0100.0100.0100.0
99.493.888.281.4
0.0893 0.0346 0.02330.0025
CL-ML
Pegasus Walls/Bridges
Dallas Texas
04-4009-8273
Material Description
Atterberg Limits
Coefficients
Classification
Remarks
Source of Sample: B-R-1 Depth: 20.0'Date:
Client:
Project:
Project No: PLATE #
SIEVE PERCENT SPEC.* PASS?
SIZE FINER PERCENT (X=NO)
PE
RC
EN
T F
INE
R
0
10
20
30
40
50
60
70
80
90
100
GRAIN SIZE - mm.
0.0010.010.1110100
% +3"Coarse
% Gravel
Fine Coarse Medium
% Sand
Fine Silt
% Fines
Clay
0.0 0.0 0.0 0.0 0.0 18.6 46.3 35.1
6 in
.
3 in
.
2 in
.
1½
in
.
1 in
.
¾ in
.
½ in
.
3/8
in
.
#4
#1
0
#2
0
#3
0
#4
0
#6
0
#1
00
#1
40
#2
00
Particle Size Distribution Report
Fugro Consultants, Inc.
Fort Worth and Dallas, Texas
10/20/2009
A-12
(no specification provided)
PL= LL= PI=
D85= D60= D50=D30= D15= D10=Cu= Cc=
USCS= AASHTO=
*
Silty, Clayey Gravel with Sand (GC-GM), tan
32
1.51.0
0.750.5
0.375#4
#10#20#40#60#80
#100#140#200
100.0100.0100.0
94.794.783.576.059.846.636.129.324.822.821.719.618.3
13.3217 4.7872 2.58340.4576
GC-GM
Texas Department of Transportation
Pegasus Walls and Bridges
Dallas, TX
04-4009-8273
Material Description
Atterberg Limits
Coefficients
Classification
Remarks
Source of Sample: B-R-2 Depth: 34.0 - 35.0'Date:
Client:
Project:
Project No: PLATE #
SIEVE PERCENT SPEC.* PASS?
SIZE FINER PERCENT (X=NO)
PE
RC
EN
T F
INE
R
0
10
20
30
40
50
60
70
80
90
100
GRAIN SIZE - mm.
0.0010.010.1110100
% +3" % Gravel % Sand % Silt % Clay
0.0 53.4 28.3 18.3
6 in
.
3 in
.
2 in
.
1½
in
.
1 in
.
¾ in
.
½ in
.
3/8
in
.
#4
#1
0
#2
0
#3
0
#4
0
#6
0
#1
00
#1
40
#2
00
Particle Size Distribution Report
Fugro Consultants, Inc.
Fort Worth and Dallas, Texas
8/29
A-13
(no specification provided)
PL= LL= PI=
D85= D60= D50=D30= D15= D10=Cu= Cc=
USCS= AASHTO=
*
Well Graded Gravel with Silty Clay and Sand (GW-GC), tan
32
1.51
.75.5
.375#4
#10#20#40#60#80
#100#140#200
100.0100.0100.0100.0100.0
95.888.858.735.725.019.314.411.510.4
8.57.2
8.5644 4.9041 3.73541.3501 0.2647 0.1402
34.97 2.65
GW-GC
Texas Department of Transportation
Pegasus Walls and Bridges
Dallas, TX
04-4009-8273
Material Description
Atterberg Limits
Coefficients
Classification
Remarks
Source of Sample: B-R-6 Depth: 33.5 - 35.0Date:
Client:
Project:
Project No: PLATE #
SIEVE PERCENT SPEC.* PASS?
SIZE FINER PERCENT (X=NO)
PE
RC
EN
T F
INE
R
0
10
20
30
40
50
60
70
80
90
100
GRAIN SIZE - mm.
0.0010.010.1110100
% +3" % Gravel % Sand % Silt % Clay
0.0 64.3 28.5 4.4 2.8
6 in
.
3 in
.
2 in
.
1½
in
.
1 in
.
¾ in
.
½ in
.
3/8
in
.
#4
#1
0
#2
0
#3
0
#4
0
#6
0
#1
00
#1
40
#2
00
Particle Size Distribution Report
Fugro Consultants, Inc.
Fort Worth and Dallas, Texas
8/7/2009
A-14
(no specification provided)
PL= LL= PI=
D85= D60= D50=D30= D15= D10=Cu= Cc=
USCS= AASHTO=
*
Clayey Sand (SC), tan, with silt
32
1.51
.75.5
.375#4
#10#20#40#60#80
#100#140#200
100.0100.0100.0100.0100.0100.0100.0100.0100.0100.0
91.879.047.740.332.428.8
11 18 7
0.2736 0.2066 0.18580.0804 0.0041
SC
Texas Department of Transportation
Pegasus Walls and Bridges
Dallas, TX
04-4009-8273
Material Description
Atterberg Limits
Coefficients
Classification
Remarks
Source of Sample: B-T-1 Depth: 23.0 - 25.0'Date:
Client:
Project:
Project No: PLATE #
SIEVE PERCENT SPEC.* PASS?
SIZE FINER PERCENT (X=NO)
PE
RC
EN
T F
INE
R
0
10
20
30
40
50
60
70
80
90
100
GRAIN SIZE - mm.
0.0010.010.1110100
% +3" % Gravel % Sand % Silt % Clay
0.0 0.0 71.2 16.1 12.7
6 in
.
3 in
.
2 in
.
1½
in
.
1 in
.
¾ in
.
½ in
.
3/8
in
.
#4
#1
0
#2
0
#3
0
#4
0
#6
0
#1
00
#1
40
#2
00
Particle Size Distribution Report
Fugro Consultants, Inc.
Fort Worth and Dallas, Texas
12/15/2009
A-15
(no specification provided)
PL= LL= PI=
D85= D60= D50=D30= D15= D10=Cu= Cc=
USCS= AASHTO=
*
Clayey Sand (SC), tan, silty
32
1.51.0
0.750.5
0.375#4
#10#20#40#60#80
#100#140#200
100.0100.0100.0100.0100.0100.0100.0100.0100.0100.0
99.999.899.296.868.635.9
0.1284 0.0887 0.08110.0590 0.0023
SC
Texas Department of Transportation
Pegasus Walls and Bridges
Dallas, TX
04-4009-8273
Material Description
Atterberg Limits
Coefficients
Classification
Remarks
Source of Sample: W-10 Depth: 18.0 - 20.0'Date:
Client:
Project:
Project No: PLATE #
SIEVE PERCENT SPEC.* PASS?
SIZE FINER PERCENT (X=NO)
PE
RC
EN
T F
INE
R
0
10
20
30
40
50
60
70
80
90
100
GRAIN SIZE - mm.
0.0010.010.1110100
% +3"Coarse
% Gravel
Fine Coarse Medium
% Sand
Fine Silt
% Fines
Clay
0.0 0.0 0.0 0.0 0.1 64.0 21.1 14.8
6 in
.
3 in
.
2 in
.
1½
in
.
1 in
.
¾ in
.
½ in
.
3/8
in
.
#4
#1
0
#2
0
#3
0
#4
0
#6
0
#1
00
#1
40
#2
00
Particle Size Distribution Report
Fugro Consultants, Inc.
Fort Worth and Dallas, Texas
12/15/2009
A-16
(no specification provided)
PL= LL= PI=
D85= D60= D50=D30= D15= D10=Cu= Cc=
USCS= AASHTO=
*
Fat Clay (CH), brown, with silt and sand
32
1.51.0
0.750.5
0.375#4
#10#20#40#60#80
#100#140#200
100.0100.0100.0100.0100.0100.0100.0100.0100.0
99.999.799.298.898.597.897.0
0.0218 0.0036 0.0015
CH
Texas Department of Transportation
Pegasus Walls and Bridges
Dallas, TX
04-4009-8273
Material Description
Atterberg Limits
Coefficients
Classification
Remarks
Source of Sample: W-21 Depth: 4.0 - 5.0'Date:
Client:
Project:
Project No: PLATE #
SIEVE PERCENT SPEC.* PASS?
SIZE FINER PERCENT (X=NO)
PE
RC
EN
T F
INE
R
0
10
20
30
40
50
60
70
80
90
100
GRAIN SIZE - mm.
0.0010.010.1110100
% +3"Coarse
% Gravel
Fine Coarse Medium
% Sand
Fine Silt
% Fines
Clay
0.0 0.0 0.0 0.0 0.3 2.7 43.6 53.4
6 in
.
3 in
.
2 in
.
1½
in
.
1 in
.
¾ in
.
½ in
.
3/8
in
.
#4
#1
0
#2
0
#3
0
#4
0
#6
0
#1
00
#1
40
#2
00
Particle Size Distribution Report
Fugro Consultants, Inc.
Fort Worth and Dallas, Texas
1/18/2010
A-17
(no specification provided)
PL= LL= PI=
D85= D60= D50=D30= D15= D10=Cu= Cc=
USCS= AASHTO=
*
Sandy Lean Clay (CL), tan and gray, with silt
32
1.51.0
0.750.5
0.375#4
#10#20#40#60#80
#100#140#200
100.0100.0100.0100.0100.0100.0100.0100.0100.0100.0100.0
97.582.774.565.160.8
13 40 27
0.1884 0.0721 0.04350.0071
CL
Texas Department of Transportation
Pegasus Walls and Bridges
Dallas, TX
04-4009-8273
Material Description
Atterberg Limits
Coefficients
Classification
Remarks
Source of Sample: W-24 Depth: 10.0 - 12.0'Date:
Client:
Project:
Project No: PLATE #
SIEVE PERCENT SPEC.* PASS?
SIZE FINER PERCENT (X=NO)
PE
RC
EN
T F
INE
R
0
10
20
30
40
50
60
70
80
90
100
GRAIN SIZE - mm.
0.0010.010.1110100
% +3" % Gravel % Sand % Silt % Clay
0.0 0.0 39.2 39.6 21.2
6 in
.
3 in
.
2 in
.
1½
in
.
1 in
.
¾ in
.
½ in
.
3/8
in
.
#4
#1
0
#2
0
#3
0
#4
0
#6
0
#1
00
#1
40
#2
00
Particle Size Distribution Report
Tested By: OS 10/1/09 Checked By: JSY
Fugro Consultants, Inc.
Fort Worth and Dallas, Texas
9/29/09
A-18
(no specification provided)
PL= LL= PI=
D85= D60= D50=D30= D15= D10=Cu= Cc=
USCS= AASHTO=
*
Lean Clay (CL), light brown and tan, with sand seams
#4#10#20#40#60#100#140#200
100.0100.0
99.999.899.698.693.984.9
11 33 22
0.0752 0.0388 0.02590.0037
CL
Pegasus Walls and Bridges
Dallas, Texas
04-4009-8273
Material Description
Atterberg Limits
Coefficients
Classification
Remarks
Source of Sample: W-Q-2 Depth: 7.0'Date:
Client:
Project:
Project No: PLATE #
SIEVE PERCENT SPEC.* PASS?
SIZE FINER PERCENT (X=NO)
PE
RC
EN
T F
INE
R
0
10
20
30
40
50
60
70
80
90
100
GRAIN SIZE - mm.
0.0010.010.1110100
% +3"Coarse
% Gravel
Fine Coarse Medium
% Sand
Fine Silt
% Fines
Clay
0.0 0.0 0.0 0.0 0.2 14.9 53.9 31.0
6 in
.
3 in
.
2 in
.
1½
in
.
1 in
.
¾ in
.
½ in
.
3/8
in
.
#4
#1
0
#2
0
#3
0
#4
0
#6
0
#1
00
#1
40
#2
00
Particle Size Distribution Report
Pegasus Walls/Bridges Fugro Project No. 04-4009-8273 Fugro Design Memorandum No. 2 July 23, 2010
APPENDIX B
CONSOLIDATED UNDRAINED TRIAXIAL COMPRESSION (CUC)
Tested By: VR Checked By: JSY
TRIAXIAL SHEAR TEST REPORT
Fugro Consultants, Inc.
Client: Texas Department of Transportation
Project: Pegasus Walls and Bridges
Dallas, TX
Source of Sample: B-AE-4 Depth: 15.0'
Proj. No.: 04-4009-8273 Date Sampled: 9/14/09
Type of Test:
CU with Pore Pressures
Sample Type: UNDISTURBED
Description: Fat Clay(CH), light brown
LL= 70 PI= 54PL= 16
Assumed Specific Gravity= 2.75
Remarks: Passing No. 200 Sieve, % = 96
PLATE # B-1a
Sample No.
Water Content, %
Dry Density, pcf
Saturation, %
Void Ratio
Diameter, in.
Height, in.
Water Content, %
Dry Density, pcf
Saturation, %
Void Ratio
Diameter, in.
Height, in.
Strain, %
Strain, %
Excess Pore Pr., psf
Excess Pore Pr., psf
Time to failure, min.
Eff. Cell Pressure, psf
Fail. Stress, psf
Ult. Stress, psf
σσσσ1 Failure, psf
σσσσ3 Failure, psf
Initia
lA
t T
est
1
26.198.696.8
0.74121.3982.985
27.697.6
100.00.7594
1.4022.996
0
8.5
1457.31804.0
243.6
1749.260.612.7
1213.73017.7
2
26.499.6
100.50.7232
1.3982.990
25.8100.8100.9
0.70341.3922.979
0
12.1
2934.72912.9
912.7
2851.8775.6
14.9
2022.04935.0
3
26.298.897.6
0.73851.3982.992
25.4101.6101.4
0.68901.3852.959
0
3.5
5859.44832.62084.5
3814.51546.9
14.8
3774.98607.5
Devia
tor
Str
ess, psf
0
1000
2000
3000
4000
5000
6000
Axial Strain, %
0 5 10 15 20
1
2
3
Shear
Str
ess, psf
0
1800
3600
5400
Total Normal Stress, psf
Effective Normal Stress, psf
0 1800 3600 5400 7200 9000 10800
C, psf
φ, deg
Tan(φ)
Total Effective
299.7
14.9
0.27
127.8
21.8
0.40
Tested By: VR Checked By: JSY
Client: Texas Department of Transportation
Project: Pegasus Walls and Bridges
Source of Sample: B-AE-4 Depth: 15.0'
Project No.: 04-4009-8273 PLATE # B-1b Fugro Consultants, Inc.
q, psf
0
2000
4000
6000
p, psf
Stress Paths: Total Effective
0 2000 4000 6000 8000 10000 12000
Peak Strength
Total Effective
a=
α=
tan α=
289.5 psf
14.5 deg
0.26
118.7 psf
20.3 deg
0.37
Excess P
ore
Pre
ssure
Devia
tor
Str
ess
psf
0
1500
3000
4500
6000
7500
0% 8% 16%
1
Excess P
ore
Pre
ssure
Devia
tor
Str
ess
psf
0
1500
3000
4500
6000
7500
0% 8% 16%
3
Excess P
ore
Pre
ssure
Devia
tor
Str
ess
psf
0
1500
3000
4500
6000
7500
0% 8% 16%
2
Excess P
ore
Pre
ssure
Devia
tor
Str
ess
psf
0
1500
3000
4500
6000
7500
0% 8% 16%
4
Tested By: TP
TRIAXIAL SHEAR TEST REPORT
Fugro Consultants, Inc.
Client: Texas Department of Transportation
Project: Pegasus Walls and Bridges
Dallas, TX
Source of Sample: B-AE-7 Depth: 13.0 - 15.0'
Proj. No.: 04-4009-8273 Date Sampled: 11/22/2009
Type of Test:
CU with Pore Pressures
Sample Type: Undisturbed
Description: Fat Clay (CH), brown, trace calcareous
nodules
LL= 73 PI= 52PL= 21
Assumed Specific Gravity= 2.7
Remarks: Performed in accordance with ASTM D-
4767.
Passing No. 200 Sieve, % = 99
PLATE # B-2a
Sample No.
Water Content, %
Dry Density, pcf
Saturation, %
Void Ratio
Diameter, in.
Height, in.
Water Content, %
Dry Density, pcf
Saturation, %
Void Ratio
Diameter, in.
Height, in.
Excess Pore Pr., psf
Excess Pore Pr., psf
Time to failure, min.
Back Pressure, psf
Cell Pressure, psf
Fail. Stress, psf
Ult. Stress, psf
σσσσ1 Failure, psf
σσσσ3 Failure, psf
Initia
lA
t T
est
1
28.495.8
100.90.7590
1.3762.887
29.294.3
100.00.7883
1.3832.903
4138
5760.0
7171.4
2239.6
441.9
1648.0
-9.2
969.5
3209.1
2
29.194.9
101.10.7766
1.3792.916
27.896.4
100.00.7493
1.3722.901
4139
5760.0
8676.3
2450.0
912.2
2260.4
832.2
2004.1
4454.1
3
27.596.899.9
0.74211.3862.952
24.7101.1100.0
0.66681.3662.909
4395
5760.0
11575.7
4042.5
2043.1
4016.8
2115.8
3772.6
7815.1
Devia
tor
Str
ess, psf
0
1000
2000
3000
4000
5000
6000
Axial Strain, %
0 5 10 15 20
1
2
3
Shear
Str
ess, psf
0
1700
3400
5100
Total Normal Stress, psf
Effective Normal Stress, psf
0 1700 3400 5100 6800 8500 10200
C, psf
φ, deg
Tan(φ)
Total Effective
605.0
10.2
0.18
529.4
14.8
0.26
Tested By: TP
Client: Texas Department of Transportation
Project: Pegasus Walls and Bridges
Source of Sample: B-AE-7 Depth: 13.0 - 15.0'
Project No.: 04-4009-8273 PLATE # B-2b Fugro Consultants, Inc.
q, psf
0
1000
2000
3000
p, psf
Stress Paths: Total Effective
0 2000 4000 6000 8000 10000 12000
Peak Strength
Total Effective
a=
α=
tan α=
595.4 psf
10.1 deg
0.18
512.0 psf
14.3 deg
0.25
Excess P
ore
Pre
ssure
Devia
tor
Str
ess
psf
-1500
0
1500
3000
4500
6000
0% 10% 20%
1
Excess P
ore
Pre
ssure
Devia
tor
Str
ess
psf
-1500
0
1500
3000
4500
6000
0% 10% 20%
3
Excess P
ore
Pre
ssure
Devia
tor
Str
ess
psf
-1500
0
1500
3000
4500
6000
0% 10% 20%
2
Excess P
ore
Pre
ssure
Devia
tor
Str
ess
psf
-1500
0
1500
3000
4500
6000
0% 10% 20%
4
Tested By: VR/RC.jr Checked By: DG/JSY
TRIAXIAL SHEAR TEST REPORT
Fugro Consultants, Inc.
Client: Texas Department of Transportation
Project: Pegasus Walls and Bridges
Dallas, TX
Source of Sample: B-H-2 Depth: 20.0'
Proj. No.: 04-4009-8273 Date Sampled: 09/14/09
Type of Test:
CU with Pore Pressures
Sample Type: UNDISTURBED
Description: Sandy Lean Clay (CL), light brown
LL= 35 PI= 25PL= 10
Specific Gravity= 2.67
Remarks: Passing No. 200 Sieve, % = 55
PLATE # B-3a
Sample No.
Water Content, %
Dry Density, pcf
Saturation, %
Void Ratio
Diameter, in.
Height, in.
Water Content, %
Dry Density, pcf
Saturation, %
Void Ratio
Diameter, in.
Height, in.
Strain, %
Strain, %
Excess Pore Pr., psf
Excess Pore Pr., psf
Time to failure, min.
Eff. Cell Pressure, psf
Fail. Stress, psf
Ult. Stress, psf
σσσσ1 Failure, psf
σσσσ3 Failure, psf
Initia
lA
t T
est
1
19.3107.3
93.20.5539
1.3973.005
18.9110.6
99.50.5066
1.3792.989
0
14.3
2158.63438.5
873.0
3436.1854.7
15.0
1285.64724.1
2
18.9109.2
95.90.5259
1.3972.993
16.7116.2102.5
0.43401.3622.959
0
14.8
4320.05752.11700.5
5749.01700.5
15.0
2619.58371.6
3
19.6107.8
96.10.5458
1.3972.997
16.3116.0
99.60.4375
1.3602.941
0
14.5
6480.06944.83251.8
6930.93221.7
15.1
3228.210173.0
Devia
tor
Str
ess, psf
0
1500
3000
4500
6000
7500
9000
Axial Strain, %
0 5 10 15 20
1
2
3
Shear
Str
ess, psf
0
3000
6000
9000
Total Normal Stress, psf
Effective Normal Stress, psf
0 3000 6000 9000 12000 15000 18000
C, psf
φ, deg
Tan(φ)
Total Effective
612.9
16.8
0.30
332.8
28.2
0.54
Tested By: VR/RC.jr Checked By: DG/JSY
Client: Texas Department of Transportation
Project: Pegasus Walls and Bridges
Source of Sample: B-H-2 Depth: 20.0'
Project No.: 04-4009-8273 PLATE # B-3b Fugro Consultants, Inc.
q, psf
0
2000
4000
6000
p, psf
Stress Paths: Total Effective
0 2000 4000 6000 8000 10000 12000
Peak Strength
Total Effective
a=
α=
tan α=
586.6 psf
16.1 deg
0.29
293.2 psf
25.3 deg
0.47
Excess P
ore
Pre
ssure
Devia
tor
Str
ess
psf
0
2000
4000
6000
8000
10000
0% 8% 16%
1
Excess P
ore
Pre
ssure
Devia
tor
Str
ess
psf
0
2000
4000
6000
8000
10000
0% 8% 16%
3
Excess P
ore
Pre
ssure
Devia
tor
Str
ess
psf
0
2000
4000
6000
8000
10000
0% 8% 16%
2
Excess P
ore
Pre
ssure
Devia
tor
Str
ess
psf
0
2000
4000
6000
8000
10000
0% 8% 16%
4
Tested By: TP
TRIAXIAL SHEAR TEST REPORT
Fugro Consultants, Inc.
Client: Texas Department of Transportation
Project: Pegasus Walls and Bridges
Dallas, TX
Source of Sample: B-L-2 Depth: 28.0 - 30.0'
Proj. No.: 04-4009-8273 Date Sampled: 10/30/2009
Type of Test:
CU with Pore Pressures
Sample Type: Undisturbed
Description: Fat Clay (CH), brown and gray, some
fine sand, trace calcareous nodules
LL= 50 PI= 35PL= 15
Assumed Specific Gravity= 2.7
Remarks: Performed in accordance with ASTM D-
4767.
Passing No. 200 Sieve, % = 73
PLATE # B-4a
Sample No.
Water Content, %
Dry Density, pcf
Saturation, %
Void Ratio
Diameter, in.
Height, in.
Water Content, %
Dry Density, pcf
Saturation, %
Void Ratio
Diameter, in.
Height, in.
Strain, %
Strain, %
Excess Pore Pr., psf
Excess Pore Pr., psf
Time to failure, min.
Eff. Cell Pressure, psf
Fail. Stress, psf
Ult. Stress, psf
σσσσ1 Failure, psf
σσσσ3 Failure, psf
Initia
lA
t T
est
1
20.0110.4102.3
0.52721.3943.046
18.5112.5100.0
0.49871.3853.027
3485
20.0
3568.15046.6
339.8
5046.6339.8
20.0
3228.48275.0
2
20.5109.4102.3
0.54051.3973.012
17.2115.1100.0
0.46461.3732.962
2729
15.2
5777.26703.81644.7
6698.11643.5
15.2
4132.510836.3
3
20.2110.0102.3
0.53271.3913.011
16.2117.4100.0
0.43631.3612.947
1940
14.6
9317.08555.43647.5
8534.73562.2
15.3
5669.614225.0
Devia
tor
Str
ess, psf
0
1500
3000
4500
6000
7500
9000
Axial Strain, %
0 5 10 15 20
1
2
3
Shear
Str
ess, psf
0
3000
6000
9000
Total Normal Stress, psf
Effective Normal Stress, psf
0 3000 6000 9000 12000 15000 18000
C, psf
φ, deg
Tan(φ)
Total Effective
1121.2
13.6
0.24
125.6
24.7
0.46
Tested By: TP
Client: Texas Department of Transportation
Project: Pegasus Walls and Bridges
Source of Sample: B-L-2 Depth: 28.0 - 30.0'
Project No.: 04-4009-8273 PLATE # B-4b Fugro Consultants, Inc.
q, psf
0
3000
6000
9000
p, psf
Stress Paths: Total Effective
0 3000 6000 9000 12000 15000 18000
Peak Strength
Total Effective
a=
α=
tan α=
1157.4 psf
13.1 deg
0.23
423.2 psf
21.9 deg
0.40
Excess P
ore
Pre
ssure
Devia
tor
Str
ess
psf
-3000
0
3000
6000
9000
12000
0% 10% 20%
1
Excess P
ore
Pre
ssure
Devia
tor
Str
ess
psf
-3000
0
3000
6000
9000
12000
0% 10% 20%
3
Excess P
ore
Pre
ssure
Devia
tor
Str
ess
psf
-3000
0
3000
6000
9000
12000
0% 10% 20%
2
Excess P
ore
Pre
ssure
Devia
tor
Str
ess
psf
-3000
0
3000
6000
9000
12000
0% 10% 20%
4
TRIAXIAL SHEAR TEST REPORT
Fugro Consultants, Inc.
Client: Texas Department of Transportation
Project: Pegasus Walls and Bridges
Dallas, TX
Source of Sample: W-12 Depth: 13.0 - 15.0'
Proj. No.: 04-4009-8273 Date Sampled: 11/04/2009
Type of Test:
CU with Pore Pressures
Sample Type: Undisturbed
Description: Lean Clay (CL), light brown to tan,
some calcareous nodules
LL= 39 PI= 22PL= 17
Assumed Specific Gravity= 2.7
Remarks: Performed in accordance with ASTM D-
4746
PLATE # B-5a
Sample No.
Water Content, %
Dry Density, pcf
Saturation, %
Void Ratio
Diameter, in.
Height, in.
Water Content, %
Dry Density, pcf
Saturation, %
Void Ratio
Diameter, in.
Height, in.
Excess Pore Pr., psf
Excess Pore Pr., psf
Time to failure, min.
Back Pressure, psf
Cell Pressure, psf
Fail. Stress, psf
Ult. Stress, psf
σσσσ1 Failure, psf
σσσσ3 Failure, psf
Initia
lA
t T
est
1
17.8113.5
98.90.4852
1.3893.024
18.7111.9100.0
0.50591.3953.038
1200
5067.4
6508.3
5640.7
-1235.2
5640.7
-1235.2
2676.1
8316.8
2
18.4110.8
95.50.5206
1.3932.990
18.3112.9100.0
0.49331.3842.972
1200
7236.0
10062.5
9712.3
-1399.1
9712.3
-1399.1
4225.6
13938.0
3
18.6110.6
95.70.5240
1.3923.013
18.5112.5100.0
0.49831.3842.996
1201
7200.0
12927.5
13092.7
-838.2
13092.7
-838.2
6565.6
19658.4
Devia
tor
Str
ess, psf
0
2500
5000
7500
10000
12500
15000
Axial Strain, %
0 5 10 15 20
1
2
3
Shear
Str
ess, psf
0
4000
8000
12000
Total Normal Stress, psf
Effective Normal Stress, psf
0 4000 8000 12000 16000 20000 24000
C, psf
φ, deg
Tan(φ)
Total Effective
994.1
27.5
0.52
149.1
29.4
0.56
Client: Texas Department of Transportation
Project: Pegasus Walls and Bridges
Source of Sample: W-12 Depth: 13.0 - 15.0'
Project No.: 04-4009-8273 PLATE # B-5b Fugro Consultants, Inc.
q, psf
0
4000
8000
12000
p, psf
Stress Paths: Total Effective
0 3000 6000 9000 12000 15000 18000
Peak Strength
Total Effective
a=
α=
tan α=
830.3 psf
25.2 deg
0.47
240.3 psf
27.5 deg
0.52
Excess P
ore
Pre
ssure
Devia
tor
Str
ess
psf
-5000
0
5000
10000
15000
20000
0% 10% 20%
1
Excess P
ore
Pre
ssure
Devia
tor
Str
ess
psf
-5000
0
5000
10000
15000
20000
0% 10% 20%
3
Excess P
ore
Pre
ssure
Devia
tor
Str
ess
psf
-5000
0
5000
10000
15000
20000
0% 10% 20%
2
Excess P
ore
Pre
ssure
Devia
tor
Str
ess
psf
-5000
0
5000
10000
15000
20000
0% 10% 20%
4
TRIAXIAL SHEAR TEST REPORT
Fugro Consultants, Inc.
Client: Texas Department of Transportation
Project: Pegasus Walls and Bridges
Dallas, TX
Source of Sample: W-L-3 Depth: 13.0 - 15.0'
Proj. No.: 04-4009-8273 Date Sampled: 11/24/2009
Type of Test:
CU with Pore Pressures
Sample Type: Undisturbed sample
Description: Lean Clay (CL), brown and gray, trace
sand
LL= 48 PI= 32PL= 16
Assumed Specific Gravity= 2.7
Remarks: Performed in accordance with ASTM D-
4767.
Passing No. 200 Sieve, % = 92
PLATE # B-6a
Sample No.
Water Content, %
Dry Density, pcf
Saturation, %
Void Ratio
Diameter, in.
Height, in.
Water Content, %
Dry Density, pcf
Saturation, %
Void Ratio
Diameter, in.
Height, in.
Strain, %
Strain, %
Excess Pore Pr., psf
Excess Pore Pr., psf
Time to failure, min.
Eff. Cell Pressure, psf
Fail. Stress, psf
Ult. Stress, psf
σσσσ1 Failure, psf
σσσσ3 Failure, psf
Initia
lA
t T
est
1
20.7108.1100.2
0.55861.3823.003
19.9109.7100.0
0.53681.3762.989
2573
15.1
2170.7
3180.4
638.8
3180.4
638.8
15.1
1531.8
4712.3
2
20.7107.2
97.40.5725
1.3833.003
19.0111.4100.0
0.51331.3652.965
2573
15.2
4289.0
4971.4
1940.5
4971.4
1940.5
15.2
2348.4
7319.8
3
21.2107.5100.8
0.56871.3813.015
18.8111.7100.0
0.50831.3632.976
2573
15.2
6529.8
6796.3
2827.6
6796.3
2827.6
15.2
3702.1
10498.4
Devia
tor
Str
ess, psf
0
1500
3000
4500
6000
7500
9000
Axial Strain, %
0 5 10 15 20
1
2
3
Shear
Str
ess, psf
0
3000
6000
9000
Total Normal Stress, psf
Effective Normal Stress, psf
0 3000 6000 9000 12000 15000 18000
C, psf
φ, deg
Tan(φ)
Total Effective
514.5
17.0
0.31
251.3
26.9
0.51
Client: Texas Department of Transportation
Project: Pegasus Walls and Bridges
Source of Sample: W-L-3 Depth: 13.0 - 15.0'
Project No.: 04-4009-8273 PLATE # B-6b Fugro Consultants, Inc.
q, psf
0
2000
4000
6000
p, psf
Stress Paths: Total Effective
0 2000 4000 6000 8000 10000 12000
Peak Strength
Total Effective
a=
α=
tan α=
491.9 psf
16.3 deg
0.29
195.0 psf
25.2 deg
0.47
Excess P
ore
Pre
ssure
Devia
tor
Str
ess
psf
0
1500
3000
4500
6000
7500
0% 8% 16%
1
Excess P
ore
Pre
ssure
Devia
tor
Str
ess
psf
0
1500
3000
4500
6000
7500
0% 8% 16%
3
Excess P
ore
Pre
ssure
Devia
tor
Str
ess
psf
0
1500
3000
4500
6000
7500
0% 8% 16%
2
Excess P
ore
Pre
ssure
Devia
tor
Str
ess
psf
0
1500
3000
4500
6000
7500
0% 8% 16%
4
TRIAXIAL SHEAR TEST REPORT
Fugro Consultants, Inc.
Client: Texas Department of Transportation
Project: Pegasus Walls and Bridges
Dallas, TX
Source of Sample: W-L-4 Depth: 18.0 - 20.0'
Proj. No.: 04-4009-8273 Date Sampled:
Type of Test:
CU with Pore Pressures
Sample Type: Undisturbed
Description: Sandy Lean Clay (CL), light brown
LL= 36 PI= 22PL= 14
Assumed Specific Gravity= 2.7
Remarks: Passing No. 200 Sieve, % = 62
PLATE # B-7a
Sample No.
Water Content, %
Dry Density, pcf
Saturation, %
Void Ratio
Diameter, in.
Height, in.
Water Content, %
Dry Density, pcf
Saturation, %
Void Ratio
Diameter, in.
Height, in.
Excess Pore Pr., psf
Excess Pore Pr., psf
Time to failure, min.
Back Pressure, psf
Cell Pressure, psf
Fail. Stress, psf
Ult. Stress, psf
σσσσ1 Failure, psf
σσσσ3 Failure, psf
Initia
lA
t T
est
1
20.0105.3
89.90.6014
1.4153.032
21.7106.2100.0
0.58721.4113.023
1200
6480.0
8693.1
3470.8
604.8
2963.5
943.3
1608.3
5079.1
2
20.4105.2
91.30.6027
1.4173.061
20.3108.9100.0
0.54821.4013.026
1200
6480.0
10828.7
3849.6
2580.9
3744.9
2689.4
1767.8
5617.4
3
21.4105.7
97.00.5945
1.4043.123
21.6106.4100.0
0.58371.4013.116
1200
6480.0
10773.3
5671.7
1002.3
4687.1
1958.0
3291.0
8962.7
4
20.9105.5
94.40.5979
1.4043.123
19.9109.7100.0
0.53701.3863.083
1200
6480.0
12923.8
6068.2
3359.6
5742.2
3768.7
3084.2
9152.4
Devia
tor
Str
ess, psf
0
1500
3000
4500
6000
7500
9000
Axial Strain, %
0 5 10 15 20
1
2
3
4
Shear
Str
ess, psf
0
3000
6000
9000
Total Normal Stress, psf
Effective Normal Stress, psf
0 3000 6000 9000 12000 15000 18000
C, psf
φ, deg
Tan(φ)
Total Effective
700.0
14.7
0.26
421.1
23.5
0.44
Client: Texas Department of Transportation
Project: Pegasus Walls and Bridges
Source of Sample: W-L-4 Depth: 18.0 - 20.0'
Project No.: 04-4009-8273 PLATE # B-7b Fugro Consultants, Inc.
q, psf
0
2000
4000
6000
p, psf
Stress Paths: Total Effective
0 2000 4000 6000 8000 10000 12000
Peak Strength
Total Effective
a=
α=
tan α=
817.1 psf
13.1 deg
0.23
180.4 psf
25.1 deg
0.47
Excess P
ore
Pre
ssure
Devia
tor
Str
ess
psf
0
1500
3000
4500
6000
7500
0% 10% 20%
1
Excess P
ore
Pre
ssure
Devia
tor
Str
ess
psf
0
1500
3000
4500
6000
7500
0% 10% 20%
3
Excess P
ore
Pre
ssure
Devia
tor
Str
ess
psf
0
1500
3000
4500
6000
7500
0% 10% 20%
2
Excess P
ore
Pre
ssure
Devia
tor
Str
ess
psf
0
1500
3000
4500
6000
7500
0% 10% 20%
4
TRIAXIAL SHEAR TEST REPORT
Fugro Consultants, Inc.
Client: Texas Department of Transportation
Project: Pegasus Walls and Bridges
Dallas, TX
Source of Sample: W-P-7 Depth: 4.0 - 6.0'
Proj. No.: 04-4009-8273 Date Sampled:
Type of Test:
CU with Pore Pressures
Sample Type: Undisturbed
Description: Fat Clay (CH), dark brown and gray,
trace calcareous nodules
Specific Gravity= 2.7
Remarks: Performed in accordance with ASTM D-
4767
PLATE # B-8a
Sample No.
Water Content, %
Dry Density, pcf
Saturation, %
Void Ratio
Diameter, in.
Height, in.
Water Content, %
Dry Density, pcf
Saturation, %
Void Ratio
Diameter, in.
Height, in.
Excess Pore Pr., psf
Excess Pore Pr., psf
Time to failure, min.
Back Pressure, psf
Cell Pressure, psf
Fail. Stress, psf
Ult. Stress, psf
σσσσ1 Failure, psf
σσσσ3 Failure, psf
Initia
lA
t T
est
1
32.790.5
102.30.8618
1.3912.995
33.788.2
100.00.9102
1.4023.020
2998
5760.0
7231.4
2204.6
548.5
1994.5
219.0
922.9
3127.6
2
31.990.299.3
0.86881.4052.996
31.391.3
100.00.8464
1.4002.984
2998
5760.0
8627.5
2578.8
1406.7
2220.4
1238.9
1460.8
4039.6
3
30.692.8
101.10.8172
1.3953.066
27.696.6
100.00.7450
1.3763.025
2998
5760.0
10130.5
3599.0
2035.5
3253.5
1816.7
2335.0
5934.0
Devia
tor
Str
ess, psf
0
1000
2000
3000
4000
5000
6000
Axial Strain, %
0 5 10 15 20
1
2
3
Shear
Str
ess, psf
0
1400
2800
4200
Total Normal Stress, psf
Effective Normal Stress, psf
0 1400 2800 4200 5600 7000 8400
C, psf
φ, deg
Tan(φ)
Total Effective
563.0
11.3
0.20
425.1
19.6
0.36
Client: Texas Department of Transportation
Project: Pegasus Walls and Bridges
Source of Sample: W-P-7 Depth: 4.0 - 6.0'
Project No.: 04-4009-8273 PLATE # B-8b Fugro Consultants, Inc.
q, psf
0
1000
2000
3000
p, psf
Stress Paths: Total Effective
0 2000 4000 6000 8000 10000 12000
Peak Strength
Total Effective
a=
α=
tan α=
552.1 psf
11.1 deg
0.20
400.5 psf
18.5 deg
0.34
Excess P
ore
Pre
ssure
Devia
tor
Str
ess
psf
-1500
0
1500
3000
4500
6000
0% 8% 16%
1
Excess P
ore
Pre
ssure
Devia
tor
Str
ess
psf
-1500
0
1500
3000
4500
6000
0% 8% 16%
3
Excess P
ore
Pre
ssure
Devia
tor
Str
ess
psf
-1500
0
1500
3000
4500
6000
0% 8% 16%
2
Excess P
ore
Pre
ssure
Devia
tor
Str
ess
psf
-1500
0
1500
3000
4500
6000
0% 8% 16%
4
Tested By: TP
TRIAXIAL SHEAR TEST REPORT
Fugro Consultants, Inc.
Client: Texas Department of Transportation
Project: Pegasus Walls and Bridges
Dallas, TX
Source of Sample: W-P-7 Depth: 8.0 - 10.0'
Proj. No.: 04-4009-8273 Date Sampled:
Type of Test:
CU with Pore Pressures
Sample Type: Undisturbed
Description: Fat Clay (CH), dark brown and gray,
trace calcareous nodules
LL= 74 PI= 53PL= 21
Assumed Specific Gravity= 2.7
Remarks: Performed in accordance with ASTM D-
4767.
Passing No. 200 Sieve, % = 97
PLATE # B-9a
Sample No.
Water Content, %
Dry Density, pcf
Saturation, %
Void Ratio
Diameter, in.
Height, in.
Water Content, %
Dry Density, pcf
Saturation, %
Void Ratio
Diameter, in.
Height, in.
Excess Pore Pr., psf
Excess Pore Pr., psf
Time to failure, min.
Back Pressure, psf
Cell Pressure, psf
Fail. Stress, psf
Ult. Stress, psf
σσσσ1 Failure, psf
σσσσ3 Failure, psf
Initia
lA
t T
est
1
28.295.499.2
0.76701.4033.010
23.9102.4100.0
0.64571.3702.940
2401
6480.0
7893.6
1889.8
383.4
1754.8
154.7
1030.2
2920.0
2
27.996.2
100.20.7515
1.4003.040
28.894.8
100.00.7784
1.4073.055
2400
6480.0
9319.9
2949.6
1299.0
2766.0
849.9
1540.8
4490.5
3
27.996.2
100.10.7522
1.3993.021
30.093.1
100.00.8109
1.4143.055
1560
6480.0
12237.6
4883.0
2151.6
4636.1
1930.4
3606.0
8489.0
Devia
tor
Str
ess, psf
0
1000
2000
3000
4000
5000
6000
Axial Strain, %
0 5 10 15 20
1
2
3
Shear
Str
ess, psf
0
1800
3600
5400
Total Normal Stress, psf
Effective Normal Stress, psf
0 1800 3600 5400 7200 9000 10800
C, psf
φ, deg
Tan(φ)
Total Effective
373.7
14.7
0.26
345.7
20.3
0.37
Tested By: TP
Client: Texas Department of Transportation
Project: Pegasus Walls and Bridges
Source of Sample: W-P-7 Depth: 8.0 - 10.0'
Project No.: 04-4009-8273 PLATE # B-9b Fugro Consultants, Inc.
q, psf
0
2000
4000
6000
p, psf
Stress Paths: Total Effective
0 2000 4000 6000 8000 10000 12000
Peak Strength
Total Effective
a=
α=
tan α=
406.6 psf
14.3 deg
0.25
319.7 psf
19.7 deg
0.36
Excess P
ore
Pre
ssure
Devia
tor
Str
ess
psf
0
1500
3000
4500
6000
7500
0% 10% 20%
1
Excess P
ore
Pre
ssure
Devia
tor
Str
ess
psf
0
1500
3000
4500
6000
7500
0% 10% 20%
3
Excess P
ore
Pre
ssure
Devia
tor
Str
ess
psf
0
1500
3000
4500
6000
7500
0% 10% 20%
2
Excess P
ore
Pre
ssure
Devia
tor
Str
ess
psf
0
1500
3000
4500
6000
7500
0% 10% 20%
4
Tested By: TP
TRIAXIAL SHEAR TEST REPORT
Fugro Consultants, Inc.
Client: Texas Department of Transportation
Project: Pegasus Walls and Bridges
Dallas, TX
Source of Sample: W-R-7 Depth: 7.0 - 8.0'
Proj. No.: 04-4009-8273 Date Sampled:
Type of Test:
CU with Pore Pressures
Sample Type: Undisturbed
Description: Fat Clay (CH), brown and gray, trace
calcareous nodules
Assumed Specific Gravity= 2.7
Remarks: Performed in accordance with ASTM D-
4767
PLATE # B-10a
Sample No.
Water Content, %
Dry Density, pcf
Saturation, %
Void Ratio
Diameter, in.
Height, in.
Water Content, %
Dry Density, pcf
Saturation, %
Void Ratio
Diameter, in.
Height, in.
Excess Pore Pr., psf
Excess Pore Pr., psf
Time to failure, min.
Back Pressure, psf
Cell Pressure, psf
Fail. Stress, psf
Ult. Stress, psf
σσσσ1 Failure, psf
σσσσ3 Failure, psf
Initia
lA
t T
est
1
30.290.394.1
0.86761.3802.996
30.492.6
100.00.8211
1.3682.971
3999
12960.0
14435.7
1896.9
416.0
1874.3
342.2
1059.7
2956.5
2
30.092.899.1
0.81681.3812.988
28.894.9
100.00.7768
1.3712.966
2998
11520.0
14393.3
3000.2
1249.8
2782.0
1152.2
1623.5
4623.6
3
31.390.397.6
0.86711.3773.001
29.693.6
100.00.8004
1.3612.965
2998
9360.0
15093.7
4367.9
3039.0
3483.2
2773.3
2694.7
7062.6
Devia
tor
Str
ess, psf
0
1000
2000
3000
4000
5000
6000
Axial Strain, %
0 5 10 15 20
1
2
3
Shear
Str
ess, psf
0
1700
3400
5100
Total Normal Stress, psf
Effective Normal Stress, psf
0 1700 3400 5100 6800 8500 10200
C, psf
φ, deg
Tan(φ)
Total Effective
471.7
12.8
0.23
132.8
25.3
0.47
Tested By: TP
Client: Texas Department of Transportation
Project: Pegasus Walls and Bridges
Source of Sample: W-R-7 Depth: 7.0 - 8.0'
Project No.: 04-4009-8273 PLATE # B-10b Fugro Consultants, Inc.
q, psf
0
2000
4000
6000
p, psf
Stress Paths: Total Effective
0 2000 4000 6000 8000 10000 12000
Peak Strength
Total Effective
a=
α=
tan α=
460.0 psf
12.5 deg
0.22
215.4 psf
22.4 deg
0.41
Excess P
ore
Pre
ssure
Devia
tor
Str
ess
psf
0
1000
2000
3000
4000
5000
0% 10% 20%
1
Excess P
ore
Pre
ssure
Devia
tor
Str
ess
psf
0
1000
2000
3000
4000
5000
0% 10% 20%
3
Excess P
ore
Pre
ssure
Devia
tor
Str
ess
psf
0
1000
2000
3000
4000
5000
0% 10% 20%
2
Excess P
ore
Pre
ssure
Devia
tor
Str
ess
psf
0
1000
2000
3000
4000
5000
0% 10% 20%
4
TRIAXIAL SHEAR TEST REPORT
Fugro Consultants, Inc.
Client: Texas Department of Transportation
Project: Pegasus Walls and Bridges
Dallas, TX
Source of Sample: W-S-5 Depth: 8.0 - 10.0'
Proj. No.: 04-4009-8273 Date Sampled:
Type of Test:
CU with Pore Pressures
Sample Type: Undisturbed
Description: Fat Clay (CH), brown and gray, trace
silt pockets
LL= 84 PI= 57PL= 27
Assumed Specific Gravity= 2.7
Remarks: Performed in accordance with ASTM D-
4767.
Passing No. 200 Sieve, % = 99
PLATE # B-11a
Sample No.
Water Content, %
Dry Density, pcf
Saturation, %
Void Ratio
Diameter, in.
Height, in.
Water Content, %
Dry Density, pcf
Saturation, %
Void Ratio
Diameter, in.
Height, in.
Excess Pore Pr., psf
Excess Pore Pr., psf
Time to failure, min.
Back Pressure, psf
Cell Pressure, psf
Fail. Stress, psf
Ult. Stress, psf
σσσσ1 Failure, psf
σσσσ3 Failure, psf
Initia
lA
t T
est
1
33.489.0
100.80.8949
1.3693.041
35.086.6
100.00.9457
1.3813.068
1696
6480.0
7920.0
2529.4
295.3
2325.9
43.8
1144.7
3674.0
2
33.289.4
101.10.8864
1.3613.003
33.089.2
100.00.8902
1.3623.005
2998
6480.0
9411.1
3830.4
1111.6
3651.7
904.2
1819.5
5649.9
3
34.487.199.3
0.93471.3692.997
31.491.2
100.00.8484
1.3482.952
2998
6480.0
12218.3
4972.6
3139.7
3604.7
2705.8
2598.5
7571.1
Devia
tor
Str
ess, psf
0
1000
2000
3000
4000
5000
6000
Axial Strain, %
0 5 10 15 20
1
23
Shear
Str
ess, psf
0
1800
3600
5400
Total Normal Stress, psf
Effective Normal Stress, psf
0 1800 3600 5400 7200 9000 10800
C, psf
φ, deg
Tan(φ)
Total Effective
767.9
12.5
0.22
202.4
27.2
0.51
Client: Texas Department of Transportation
Project: Pegasus Walls and Bridges
Source of Sample: W-S-5 Depth: 8.0 - 10.0'
Project No.: 04-4009-8273 PLATE # B-11b Fugro Consultants, Inc.
q, psf
0
2000
4000
6000
p, psf
Stress Paths: Total Effective
0 2000 4000 6000 8000 10000 12000
Peak Strength
Total Effective
a=
α=
tan α=
749.7 psf
12.2 deg
0.22
616.0 psf
20.0 deg
0.36
Excess P
ore
Pre
ssure
Devia
tor
Str
ess
psf
0
1500
3000
4500
6000
7500
0% 8% 16%
1
Excess P
ore
Pre
ssure
Devia
tor
Str
ess
psf
0
1500
3000
4500
6000
7500
0% 8% 16%
3
Excess P
ore
Pre
ssure
Devia
tor
Str
ess
psf
0
1500
3000
4500
6000
7500
0% 8% 16%
2
Excess P
ore
Pre
ssure
Devia
tor
Str
ess
psf
0
1500
3000
4500
6000
7500
0% 8% 16%
4
Pegasus Walls/Bridges Fugro Project No. 04-4009-8273 Fugro Design Memorandum No. 2 July 23, 2010
APPENDIX C
DIRECT SHEAR (DS) TESTS
DIRECT SHEAR TEST REPORT
Fugro Consultants, Inc.
Client: Texas Department of Transportation
Project: Pegasus Walls and Bridges
Dallas, TX
Source of Sample: B-AE-8 Depth: 28.0 - 30.0'
Proj. No.: 04-4009-8273 Date Sampled:
Sample Type: Undisturbed
Description: Sandy Lean Clay (CL), brown and light
brown
LL= 31 PI= 18PL= 13
Assumed Specific Gravity= 2.73
Remarks: Passing No. 200 Sieve, % = 58
PLATE # C-1
Sample No.
Water Content, %
Dry Density, pcf
Saturation, %
Void Ratio
Diameter, in.
Height, in.
Water Content, %
Dry Density, pcf
Saturation, %
Void Ratio
Diameter, in.
Height, in.
Normal Stress, psf
Fail. Stress, psf
Strain, %
Ult. Stress, psf
Strain, %
Time to failure, min.
Initia
lA
t T
est
Shear
Str
ess, psf
0
1000
2000
3000
4000
5000
6000
Strain, %
0 2.5 5 7.5 10
1
2
3
Vert
ical D
efo
rmation, in
.
0.045
0.03
0.015
0
-0.015
-0.03
-0.045
Strain, %
0 3 6 9 12
Dilation
Consol.
12
3
Ult. S
tress, psf
Fail. S
tress, psf
0
3000
6000
9000
Normal Stress, psf
0 3000 6000 9000
C, psf
φ, deg
Tan(φ)
Fail. Ult.
438.2
33.8
0.67
438.2
33.8
0.67
1
18.4
111.2
94.3
0.5328
2.502
1.001
17.1
116.2
100.0
0.4664
2.502
0.958
2879.7
2433.1
10.0
2433.1
10.0
2504
2
17.9
111.9
93.2
0.5232
2.502
1.002
15.8
118.6
98.6
0.4367
2.502
0.945
4319.9
3226.0
10.0
3226.0
10.0
2504
3
16.7
113.6
90.9
0.5004
2.502
1.006
15.2
120.2
99.7
0.4173
2.502
0.950
7198.8
5288.7
10.0
5288.7
10.0
2504
Tested By: HC/PL Checked By: JSY
DIRECT SHEAR TEST REPORT
Fugro Consultants, Inc.
Client:
Project: Pegasus Walls/Bridges
Dallas Texas
Source of Sample: B-R-1 Depth: 20.0'
Proj. No.: 04-4009-8273 Date Sampled: 10/06/09
Sample Type: UNDISTURBED
Description: Lean Clay (CL), brown, with sand
pockets
Assumed Specific Gravity= 2.72
Remarks: Displacement rate
1st Specimen: 0.00013 in/min
2nd Specimen: 0.00014 in/min
3rd Specimen: 0.00012 in/min
PLATE # C-2
Sample No.
Water Content, %
Dry Density, pcf
Saturation, %
Void Ratio
Diameter, in.
Height, in.
Water Content, %
Dry Density, pcf
Saturation, %
Void Ratio
Diameter, in.
Height, in.
Normal Stress, psf
Fail. Stress, psf
Displacement, in.
Ult. Stress, psf
Displacement, in.
Strain rate, in./min.
Initia
lA
t T
est
Shear
Str
ess, psf
0
500
1000
1500
2000
2500
3000
Horiz. Displacement, in.
0 0.05 0.1 0.15 0.2
1
2
3
Vert
ical D
efo
rmation, in
.
0.03
0.02
0.01
0
-0.01
-0.02
-0.03
Horiz. Displacement, in.
0 0.05 0.1 0.15 0.2
Dilation
Consol.
12
3
Ult. S
tress, psf
Fail. S
tress, psf
0
2000
4000
6000
Normal Stress, psf
0 2000 4000 6000
C, psf
φ, deg
Tan(φ)
Fail. Ult.
152.7
29.4
0.56
0
30.5
0.59
1
24.7
101.3
99.4
0.6766
2.500
0.980
23.1
105.5
103.3
0.6088
2.500
0.940
1440.0
917.4
0.098
777.4
0.189
0.000
2
24.1
102.9
99.3
0.6689
2.500
0.979
21.5
107.2
98.4
0.6018
2.500
0.940
2880.0
1864.2
0.124
1796.7
0.170
0.000
3
25.2
99.1
94.6
0.7321
2.500
0.980
22.1
106.4
98.9
0.6139
2.500
0.913
4320.0
2537.9
0.121
2497.2
0.184
0.000
DIRECT SHEAR TEST REPORT
Fugro Consultants, Inc.
Client: Texas Department of Transportation
Project: Pegasus Walls and Bridges
Dallas, TX
Source of Sample: B-S-1 Depth: 12.0 - 14.0'
Proj. No.: 04-4009-8273 Date Sampled: 11/16/2009
Sample Type: Undisturbed
Description: Sandy Lean Clay (CL), light brown and
brown
LL= 36 PI= 21PL= 15
Assumed Specific Gravity= 2.7
Remarks: Performed in accordance with ASTM D-
3080.
Passing No. 200 Sieve, % = 54
PLATE # C-3
Sample No.
Water Content, %
Dry Density, pcf
Saturation, %
Void Ratio
Diameter, in.
Height, in.
Water Content, %
Dry Density, pcf
Saturation, %
Void Ratio
Diameter, in.
Height, in.
Normal Stress, psf
Fail. Stress, psf
Strain, %
Ult. Stress, psf
Strain, %
Time to failure, min.
Initia
lA
t T
est
Shear
Str
ess, psf
0
500
1000
1500
2000
2500
3000
Strain, %
0 2.5 5 7.5 10
1
2
3
Vert
ical D
efo
rmation, in
.
0.045
0.03
0.015
0
-0.015
-0.03
-0.045
Strain, %
0 3 6 9 12
Dilation
Consol.
1
2
3
Ult. S
tress, psf
Fail. S
tress, psf
0
2000
4000
6000
Normal Stress, psf
0 2000 4000 6000
C, psf
φ, deg
Tan(φ)
Fail. Ult.
47.1
32.6
0.64
2.8
33.0
0.65
1
19.3
109.2
96.2
0.5432
2.502
0.995
19.3
110.8
100.0
0.5207
2.502
0.981
1439.4
967.4
3.1
939.9
6.8
2504
2
18.2
110.3
93.0
0.5288
2.500
0.995
18.1
113.3
100.0
0.4881
2.500
0.969
2880.5
1888.3
4.5
1865.6
5.0
2504
3
20.3
107.6
96.7
0.5665
2.502
0.995
18.9
111.6
100.0
0.5103
2.502
0.959
4290.9
2790.5
6.9
2790.4
7.7
2504
DIRECT SHEAR TEST REPORT
Fugro Consultants, Inc.
Client: Texas Department of Transportation
Project: Pegasus Walls and Bridges
Dallas, TX
Source of Sample: B-T-4 Depth: 19.0 - 20.0'
Proj. No.: 04-4009-8273 Date Sampled: 1/7/10
Sample Type: Undisturbed
Description: Sandy Lean Clay (CL), tan to light
brown
LL= 32 PI= 19PL= 13
Assumed Specific Gravity= 2.71
Remarks: Passing No. 200 Sieve, % = 54
PLATE # C-4
Sample No.
Water Content, %
Dry Density, pcf
Saturation, %
Void Ratio
Diameter, in.
Height, in.
Water Content, %
Dry Density, pcf
Saturation, %
Void Ratio
Diameter, in.
Height, in.
Normal Stress, psf
Fail. Stress, psf
Strain, %
Ult. Stress, psf
Strain, %
Time to failure, min.
Initia
lA
t T
est
Shear
Str
ess, psf
0
500
1000
1500
2000
2500
3000
Strain, %
0 2.5 5 7.5 10
1
2
3
Vert
ical D
efo
rmation, in
.
0.045
0.03
0.015
0
-0.015
-0.03
-0.045
Strain, %
0 3 6 9 12
Dilation
Consol.
1
23
Ult. S
tress, psf
Fail. S
tress, psf
0
2000
4000
6000
Normal Stress, psf
0 2000 4000 6000
C, psf
φ, deg
Tan(φ)
Fail. Ult.
427.5
26.1
0.49
446.8
25.7
0.48
1
21.5
104.8
94.7
0.6146
2.502
0.995
21.2
106.5
97.4
0.5888
2.502
0.979
1440.0
1137.0
10.0
1137.0
10.0
2504
2
18.1
107.8
86.2
0.5698
2.502
0.995
20.0
109.4
99.2
0.5460
2.502
0.980
2881.2
1837.2
10.0
1837.2
10.0
2504
3
21.9
104.8
96.5
0.6148
2.502
1.000
20.8
108.4
100.3
0.5614
2.502
0.967
5040.5
2903.3
6.5
2869.9
8.3
2504
Tested By: HC/PL Checked By: JSY
DIRECT SHEAR TEST REPORT
Fugro Consultants, Inc.
Client: Texas Department of Transportation
Project: Pegasus Walls and Bridges
Dallas, TX
Source of Sample: B-U-2 Depth: 9.0'
Proj. No.: 04-4009-8273 Date Sampled: 9/25/09
Sample Type: UNDISTURBED
Description: Lean Clay (CL), light brown, with sand
pockets
LL= 34 PI= 24PL= 10
Assumed Specific Gravity= 2.72
Remarks: Passing No. 200 Sieve, % = 72
PLATE # C-5
Sample No.
Water Content, %
Dry Density, pcf
Saturation, %
Void Ratio
Diameter, in.
Height, in.
Water Content, %
Dry Density, pcf
Saturation, %
Void Ratio
Diameter, in.
Height, in.
Normal Stress, psf
Fail. Stress, psf
Displacement, in.
Ult. Stress, psf
Displacement, in.
Time to failure, min.
Initia
lA
t T
est
Shear
Str
ess, psf
0
500
1000
1500
2000
2500
3000
Horiz. Displacement, in.
0 0.05 0.1 0.15 0.2
1
2
3
Vert
ical D
efo
rmation, in
.
0.03
0.02
0.01
0
-0.01
-0.02
-0.03
Horiz. Displacement, in.
0 0.05 0.1 0.15 0.2
Dilation
Consol.
1
2
3
Ult. S
tress, psf
Fail. S
tress, psf
0
2000
4000
6000
Normal Stress, psf
0 2000 4000 6000
C, psf
φ, deg
Tan(φ)
Fail. Ult.
0
27.4
0.52
0
26.4
0.50
1
20.4
103.5
86.7
0.6408
2.500
0.985
21.8
106.5
99.8
0.5944
2.500
0.957
1440.0
751.5
0.099
703.8
0.199
0
2
21.0
103.3
88.6
0.6437
2.500
0.985
21.5
107.1
100.1
0.5847
2.500
0.949
2880.0
1521.2
0.065
1364.2
0.199
0
3
22.7
101.4
91.6
0.6744
2.500
0.985
21.0
108.0
99.8
0.5724
2.500
0.925
4320.0
2224.6
0.157
2194.1
0.198
0
Tested By: HC/PL Checked By: JSY
DIRECT SHEAR TEST REPORT
Fugro Consultants, Inc.
Client: Texas Department of Transportation
Project: Pegasus Walls and Bridges
Dallas, TX
Source of Sample: W-Q-2 Depth: 7.0'
Proj. No.: 04-4009-8273 Date Sampled: 9/29/09
Sample Type: UNDISTURBED
Description: Lean Clay (CL), light brown and tan,
with sand seams
LL= 33 PI= 22PL= 11
Assumed Specific Gravity= 2.72
Remarks: Passing No. 200 Sieve, % = 85
PLATE # C-6
Sample No.
Water Content, %
Dry Density, pcf
Saturation, %
Void Ratio
Diameter, in.
Height, in.
Water Content, %
Dry Density, pcf
Saturation, %
Void Ratio
Diameter, in.
Height, in.
Normal Stress, psf
Fail. Stress, psf
Displacement, in.
Ult. Stress, psf
Displacement, in.
Time to failure, min.
Initia
lA
t T
est
Shear
Str
ess, psf
0
500
1000
1500
2000
2500
3000
Horiz. Displacement, in.
0 0.05 0.1 0.15 0.2
1
2
3
Vert
ical D
efo
rmation, in
.
0.06
0.04
0.02
0
-0.02
-0.04
-0.06
Horiz. Displacement, in.
0 0.05 0.1 0.15 0.2
Dilation
Consol.
12
3
Ult. S
tress, psf
Fail. S
tress, psf
0
2000
4000
6000
Normal Stress, psf
0 2000 4000 6000
C, psf
φ, deg
Tan(φ)
Fail. Ult.
199.1
24.8
0.46
0
26.8
0.51
1
9.8
111.8
51.4
0.5192
2.500
0.995
18.3
112.4
97.2
0.5113
2.500
0.990
1152.0
733.7
0.040
579.4
0.199
0
2
9.9
113.2
54.0
0.5004
2.500
0.987
17.6
115.4
101.7
0.4709
2.500
0.968
2304.0
1486.4
0.055
1486.4
0.055
0
3
9.5
112.9
51.5
0.5040
2.500
0.988
14.7
121.4
100.4
0.3988
2.500
0.919
4608.0
2324.5
0.187
2324.0
0.189
0
Pegasus Walls/Bridges Fugro Project No. 04-4009-8273 Fugro Design Memorandum No. 2 July 23, 2010
APPENDIX D
ONE DIMENSIONAL CONSOLIDATION TESTS
RatioMoistureSaturation
Initial VoidCrCc
PcOverburdenSp. Gr.PILL
Dry Dens.Natural
Project:
Remarks:Client:Project No.
AASHTOUSCSMATERIAL DESCRIPTION
CONSOLIDATION TEST REPORT
.01 .02 .05 .1 .2 .5 1 2 5 10 20.292
.357
.422
.487
.552
.617
.682
.747
.812
.877
.942
Void
Ratio
Applied Pressure - tsf
(tsf)(tsf)(pcf)
D-1
Performed in accordance with
ASTM D-2435
CSJ:1068-04-116
Pegasus Walls and Bridges
Dallas, TX
Texas Department of Transportation04-4009-
CHFat Clay (CH), brown, silty, trace calcareous nodules
0.7460.050.232.042.7345396.526.8 %96.8 %
PLATE #
Fugro Consultants, Inc.
Fort Worth and Dallas, Texas
Source: W-10 Elev./Depth: 6.0 - 7.0'
RatioMoistureSaturation
Initial VoidCrCc
PcOverburdenSp. Gr.PILL
Dry Dens.Natural
Project:
Remarks:Client:Project No.
AASHTOUSCSMATERIAL DESCRIPTION
CONSOLIDATION TEST REPORT
.01 .02 .05 .1 .2 .5 1 2 5 10 20.3510
.3835
.4160
.4485
.4810
.5135
.5460
.5785
.6110
.6435
.6760
Void
Ratio
Applied Pressure - tsf
(tsf)(tsf)(pcf)
D-2
Performed in accordance with
ASTM D-2435
CSJ: 1068-04-116
Pegasus Walls and Bridges
Dallas, TX
Texas Department of Transportation04-4009-
CHFat Clay (CH), gray, trace calcareous nodules
0.6080.040.224.762.74059104.822.4 %99.5 %
PLATE #
Fugro Consultants, Inc.
Fort Worth and Dallas, Texas
Source: W-11 Elev./Depth: 11.0 - 13.0'
RatioMoistureSaturation
Initial VoidCrCc
PcOverburdenSp. Gr.PILL
Dry Dens.Natural
Project:
Remarks:Client:Project No.
AASHTOUSCSMATERIAL DESCRIPTION
CONSOLIDATION TEST REPORT
.01 .02 .05 .1 .2 .5 1 2 5 10 200.632
0.671
0.710
0.749
0.788
0.827
0.866
0.905
0.944
0.983
1.022
Void
Ratio
Applied Pressure - tsf
(tsf)(tsf)(pcf)
D-3
Performed in accordance with
ASTM D-2435
CSJ: 1068-04-116
Pegasus Walls and Bridges
Dallas, TX
Texas Department of Transportation04-4009-
CHFat Clay (CH), brown and light brown
0.9760.050.296.002.7568285.334.8 %96.3 %
PLATE #
Fugro Consultants, Inc.
Fort Worth and Dallas, Texas
Source: W-13 Elev./Depth: 4.0 - 6.0'
RatioMoistureSaturation
Initial VoidCrCc
PcOverburdenSp. Gr.PILL
Dry Dens.Natural
Project:
Remarks:Client:Project No.
AASHTOUSCSMATERIAL DESCRIPTION
CONSOLIDATION TEST REPORT
.01 .02 .05 .1 .2 .5 1 2 5 10 20.322
.387
.452
.517
.582
.647
.712
.777
.842
.907
.972
Void
Ratio
Applied Pressure - tsf
(tsf)(tsf)(pcf)
D-4
Performed in accordance with
ASTM D-2435
CSJ: 1068-04-116
Pegasus Walls and Bridges
Dallas, TX
Texas Department of Transportation04-4009-
CHFat Clay (CH), dark gray and brown, trace calcareous nodules
0.7850.040.295.112.7466894.426.2 %90.3 %
PLATE #
Fugro Consultants, Inc.
Fort Worth and Dallas, Texas
Source: W-14 Elev./Depth: 6.0 - 8.0'
RatioMoistureSaturation
Initial VoidCrCc
PcOverburdenSp. Gr.PILL
Dry Dens.Natural
Project:
Remarks:Client:Project No.
AASHTOUSCSMATERIAL DESCRIPTION
CONSOLIDATION TEST REPORT
.01 .02 .05 .1 .2 .5 1 2 5 10 20.414
.440
.466
.492
.518
.544
.570
.596
.622
.648
.674
Void
Ratio
Applied Pressure - tsf
(tsf)(tsf)(pcf)
D-5
Performed in accordance with
ASTM D- 2435
CSJ: 1068-04-116
Pegasus Walls and Bridges
Dallas, TX
Texas Department of Transportation04-4009-
CLSandy Clay (CL), dark brown and brown, with gravel
0.6380.040.264.062.7102.920.0 %84.6 %
PLATE #
Fugro Consultants, Inc.
Fort Worth and Dallas, Texas
Source: W-15 Elev./Depth: 2.0 - 3.5'
RatioMoistureSaturation
Initial VoidCrCc
PcOverburdenSp. Gr.PILL
Dry Dens.Natural
Project:
Remarks:Client:Project No.
AASHTOUSCSMATERIAL DESCRIPTION
CONSOLIDATION TEST REPORT
.01 .02 .05 .1 .2 .5 1 2 5 10 20.355
.394
.433
.472
.511
.550
.589
.628
.667
.706
.745
Void
Ratio
Applied Pressure - tsf
(tsf)(tsf)(pcf)
D-6
Performed in accordance with
ASTM D-2435
CSJ: 1068-04-116
Pegasus Walls and Bridges
Dallas, TX
Texas Department of Transportation04-4009-
CHFat Clay (CH), light brown, with sand partings
0.6570.040.222.882.74162101.724.0 %98.6 %
PLATE #
Fugro Consultants, Inc.
Fort Worth and Dallas, Texas
Source: W-Q-2 Elev./Depth: 14.0 - 15.0'
Pegasus Walls/Bridges Fugro Project No. 04-4009-8273 Fugro Design Memorandum No. 2 July 23, 2010
APPENDIX E
SPLITTING TENSILE STRENGTH TESTS FOR ROCK
Pegasus Walls/Bridges
Fugro Design Memorandum No. 2
Fugro Project No. 04‐4009‐8273
July 23, 2010
Boring No. Depth (ft) DescriptionSplitting Tensile Strength
(psi)
B&W-3 62.2 - 63.6 Shale, dark gray 36.95
B&W-6 62.2 - 62.9 Shale, dark gray 52.47
B&W-9 50.5 - 51.1 Shale, dark gray 34.43
B&W-10 83.6 - 84.3 Shale, dark gray 32.02
B&W-13 83.1 - 83.7 Shale, dark gray 29.83
B&W-P-6 47.2 - 48.7 Shale, dark gray 62.79
B&W-X-2 57.4 - 58.0 Shale, dark gray 32.12
B-AE-2 87.9 - 88.5 Shale, dark gray 61.66
B-AE-5 77.4 - 78.0 Shale, dark gray 36.05
B-AE-5 97.8 - 98.3 Shale, dark gray 27.54
B-AE-6 78.0 - 78.2 Shale, dark gray 26.91
B-AE-6 92.0 - 92.6 Shale, dark gray 58.78
B-AE-7 67.5 - 68.2 Shale, dark gray 26.66
B-AE-7 83.0 - 83.5 Shale, dark gray 19.84
B-AE-8 72.8 - 73.0 Shale, dark gray 9.86
B-AE-8 92.6 - 93.3 Shale, dark gray 54.93
B-H-7 56.5 - 57.0 Shale, dark gray 20.82
B-H-8 77.3 - 78.0 Shale, dark gray 26.43
B-L-2 82.5 - 83.0 Shale, dark gray 28.22
PLATE E-1
SUMMARY OF SPLITTING TENSILE STRENGTH OF INTACT ROCK CORE SPECIMENS
Pegasus Walls/Bridges
Fugro Design Memorandum No. 2
Fugro Project No. 04‐4009‐8273
July 23, 2010
Boring No. Depth (ft) DescriptionSplitting Tensile Strength
(psi)
SUMMARY OF SPLITTING TENSILE STRENGTH OF INTACT ROCK CORE SPECIMENS
B-L-4 87.6 - 89.2 Shale, dark gray 39.09
B-L-5 92.4 - 93.0 Shale, dark gray 52.62
B-P-4 92.0 - 92.8 Shale, dark gray 65.11
B-Q-1 77.5 - 78.0 Shale, dark gray 24.78
B-R-1 83.0 - 83.6 Shale, dark gray 59.29
B-R-2 72.2 - 73.1 Shale, dark gray 18.76
B-R-4 57.0 - 58.1 Shale, dark gray 42.68
B-R-5 87.7 - 88.3 Shale, dark gray 53.56
B-R-16 81.1 - 81.9 Shale, dark gray 34.79
B-T-3 83.2 - 84.1 Shale, dark gray 58.75
B-T-4 61.9 - 62.7 Shale, dark gray 38.22
W-L-3 57.1 - 57.9 Shale, dark gray 25.81
W-L-3 82.1 - 82.7 Shale, dark gray 25.15
W-L-4 81.7 - 82.5 Shale, dark gray 38.92
W-L-4 92.4 - 93.2 Shale, dark gray 54.19
PLATE E-2
Pegasus Walls/Bridges Fugro Project No. 04-4009-8273 Fugro Design Memorandum No. 2 July 23, 2010
APPENDIX F
SULFATE DETERMINATION RESULTS
FUGRO CONSULTANTS, INC.
6100 HILLCROFT HOUSTON, TEXAS 77081 PHONE (713) 369-5400 FAX (713) 369-5518
RESULTS OF TESTS
PROJECT: PEGASUS-WALLS/BRIDGES REPORT DATE: 12-30-09 DALLAS, TEXAS TxDOT CSJ: 1068-04-116 JOB NUMBER: 04-4009-8273FOR: FUGRO CONSULTANTS, INC. REPORT NUMBER: DALLAS, TEXAS DATE SAMPLED: TIME SAMPLED: REPORTED TO: SEONG Y. JEON SAMPLED BY: FUGRO DATE RECEIVED: 12-10-09 TIME RECEIVED: 1400 SOLUBLE SULFATE TEX 145-E RECEIVED BY: SD
SAMPLE ID RESULTS UNITS LAB No. TIME/DATE ANALYST B&W-2, 13 – 15 127 * mg/kg 1210025 1300/12-16-09 SD B&W-2, 18-20 109 * mg/kg 1210026 1300/12-16-09 SD B&W-6, 8 – 10 < 100 * mg/kg 1210027 1300/12-16-09 SD B&W-17, 23 – 25 2,643 * mg/kg 1210028 1300/12-16-09 SD B-AE-5, 18 – 20 463 * mg/kg 1210029 1300/12-16-09 SD B-AE-8, 33 – 35 205 * mg/kg 1210030 1300/12-16-09 SD B-R-6, 23 – 25 352 * mg/kg 1210031 1300/12-16-09 SD B-S-2, 13 – 15 < 100 * mg/kg 1210032 1300/12-16-09 SD B-Q-1, 43 – 45 2,087 * mg/kg 1210033 1300/12-16-09 SD B-L-2,18 – 20 519 * mg/kg 1210034 1300/12-16-09 SD WL-4, 28 – 30 243 * mg/kg 1210035 1300/12-16-09 SD W-L-3, 13 – 15 295 * mg/kg 1210036 1300/12-16-09 SD B&W-P6, 23 – 25 266 * mg/kg 1210037 1300/12-16-09 SD B-R-6, 13 – 15 5,964 * mg/kg 1210038 1300/12-16-09 SD B&W-9, 23 - 25 < 100 * mg/kg 1210039 1300/12-16-09 SD
SO4 072-09 * Dry weight basis Respectfully submitted,
Steve DeGregorio
Chemist
SD/mn
PLATE F-1 THE RESULTS RELATE AS TO THE LOCATION TESTED AND NO OTHER REFERENCE SHALL BE MADE. THIS REPORT SHALL NOT BE REPRODUCED EXCEPT IN FULL WITHOUT THE WRITTEN APPROVAL OF THE LABORATORY.
FUGRO CONSULTANTS, INC.
6100 HILLCROFT HOUSTON, TEXAS 77081 PHONE (713) 369-5400 FAX (713) 369-5518
RESULTS OF TESTS
PROJECT: PAGASUS-WALLS/BRIDGES REPORT DATE: 12-30-09 DALLS, TEXAS TxDOT CSJ: 1068-04-116 JOB NUMBER: 04-4009-8273FOR: FUGRO CONSULTANTS, INC. REPORT NUMBER: DALLAS, TX DATE SAMPLED: TIME SAMPLED: REPORTED TO: SEONG Y. JEON SAMPLED BY: FUGRO DATE RECEIVED: 12-10-09 TIME RECEIVED: 1400 SOLUBLE SULFATE TEX 145-E RECEIVED BY: SD
SAMPLE ID RESULTS UNITS LAB No. TIME/DATE ANALYST B-T-1, 18 – 20 152 * mg/kg 1210040 1400/12-17-09 SD B-H-4, 33 – 35 17,103 * mg/kg 1210041 1400/12-17-09 SD B-20, 18 – 20 2,421 * mg/kg 1210042 1400/12-17-09 SD B-20, 33 – 35 828 * mg/kg 1210043 1400/12-17-09 SD W-T-6, 13 – 15 388 * mg/kg 1210044 1400/12-17-09 SD W-P-7, 18 – 20 709 * mg/kg 1210045 1400/12-17-09 SD B-H-6, 23 – 25 728 * mg/kg 1210046 1400/12-17-09 SD B-L-3, 23 – 25 13,395 * mg/kg 1210047 1400/12-17-09 SD W-R-7, 18 – 20 19,638 * mg/kg 1210048 1400/12-17-09 SD B&W-X1, 14 - 15 6,697 * mg/kg 1210049 1400/12-17-09 SD * Dry weight basis
SO4 072-09 Respectfully submitted,
Steve DeGregorio
Chemist
SD/mn
PLATE F-2 THE RESULTS RELATE AS TO THE LOCATION TESTED AND NO OTHER REFERENCE SHALL BE MADE. THIS REPORT SHALL NOT BE REPRODUCED EXCEPT IN FULL WITHOUT THE WRITTEN APPROVAL OF THE LABORATORY.
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