Upload
others
View
1
Download
0
Embed Size (px)
Citation preview
JACOBS
PILOT GEOTECHNICAL SITE INVESTIGATION
SAN FRANCISCO, CALIFORNIA
Fugro Document No. 04.72170066 Appendix E
JACOBS
PILOT GEOTECHNICAL SITE INVESTIGATION
SAN FRANCISCO, CALIFORNIA
Fugro Document No. 04.72170066 Appendix E
JACOBS
PILOT GEOTECHNICAL SITE INVESTIGATION
SAN FRANCISCO, CALIFORNIA
Fugro Document No. 04.72170066 Appendix E
JACOBS
PILOT GEOTECHNICAL SITE INVESTIGATION
SAN FRANCISCO, CALIFORNIA
Fugro Document No. 04.72170066 Appendix E
JACOBS
PILOT GEOTECHNICAL SITE INVESTIGATION
SAN FRANCISCO, CALIFORNIA
Fugro Document No. 04.72170066 Appendix E
JACOBS PILOT GEOTECHNICAL SITE INVESTIGATION SAN FRANCISCO, CALIFORNIA
Fugro Document No. 04.72170066-PR-002(V2) Appendix E Page 6 of 7
E.5 STRAIN-CONTROLLED UNDRAINED CYCLIC DIRECT SIMPLE SHEAR TESTS
Table E.5: Summary of Strain-Controlled Undrained Cyclic Direct Simple Shear Test Results
Boring Sample Depth
(ft)
Estimated In-Situ Vertical
Effective Stress, σ𝒗𝒗𝒗𝒗′ (ksf)
Lab Vertical Effective
Consolidation Stress, σ𝒗𝒗𝒗𝒗′ (ksf)
Lab OCR
Water Content
as Trimmed
(%)
Water Content
at σ𝒗𝒗𝒗𝒗′ (%)
Number of
Loading Cycles,
N
Average Shear Strain
Amplitude, ±γ (%)
Shear Modulus at N=1 (ksf)
Shear Modulus at N=30
(ksf)
Material Damping Ratio at
N=2 (%)
B-L-001 S-11 55.8 3.80 8.17 1.4 36.3 27.4 30 0.12 558.3 536.8 4.7
B-L-001 S-11 55.8 3.80 8.17 1.4 36.3 27.4 30 1.07 229.2 144.9 16.6
B-L-001 S-11 55.9 3.80 8.17 1.4 35.2 28.7 30 0.40 400.8 401.9 12.7
B-L-001 S-11 55.9 3.80 8.17 1.4 35.2 28.7 30 3.12 105.1 40.5 21.8
B-L-001 S-11 56.5 3.83 11.44 1.0 34.6 29.3 30 0.12 614.4 574.0 6.7
B-L-001 S-11 56.5 3.83 11.44 1.0 34.6 29.3 30 1.09 240.8 169.3 16.8
B-L-001 S-11 56.7 3.83 11.44 1.0 38.8 30.6 30 0.35 479.1 428.0 8.8
B-L-001 S-11 56.7 3.83 11.44 1.0 38.8 30.6 30 3.05 120.6 53.3 20.2
B-M-001 S-13 60.6 2.48 4.92 1.5 51.9 39.2 30 0.09 700.3 641.1 8.0
B-M-001 S-13 60.6 2.48 4.92 1.5 51.9 39.2 30 0.90 205.8 147.0 18.7
B-M-001 S-13 61.1 2.51 7.38 1.0 50.0 38.5 30 0.09 777.0 710.1 11.3
B-M-001 S-13 61.1 2.51 7.38 1.0 50.0 38.5 30 0.90 213.2 156.4 20.5
B-M-001 S-13 61.3 2.51 4.92 1.5 56.9 42.2 30 0.27 482.2 400.1 12.7
B-M-001 S-13 61.3 2.51 4.92 1.5 56.9 42.2 30 2.70 89.0 44.0 25.0
JACOBS
PILOT GEOTECHNICAL SITE INVESTIGATION
SAN FRANCISCO, CALIFORNIA
Fugro Document No. 04.72170066 Appendix E
JACOBS
PILOT GEOTECHNICAL SITE INVESTIGATION
SAN FRANCISCO, CALIFORNIA
Fugro Document No. 04.72170066 Appendix E
JACOBS
PILOT GEOTECHNICAL SITE INVESTIGATION
SAN FRANCISCO, CALIFORNIA
Fugro Document No. 04.72170066 Appendix E
JACOBS
PILOT GEOTECHNICAL SITE INVESTIGATION
SAN FRANCISCO, CALIFORNIA
Fugro Document No. 04.72170066 Appendix E
JACOBS
PILOT GEOTECHNICAL SITE INVESTIGATION
SAN FRANCISCO, CALIFORNIA
Fugro Document No. 04.72170066 Appendix E
JACOBS
PILOT GEOTECHNICAL SITE INVESTIGATION
SAN FRANCISCO, CALIFORNIA
Fugro Document No. 04.72170066 Appendix E
JACOBS
PILOT GEOTECHNICAL SITE INVESTIGATION
SAN FRANCISCO, CALIFORNIA
Fugro Document No. 04.72170066 Appendix E
JACOBS
PILOT GEOTECHNICAL SITE INVESTIGATION
SAN FRANCISCO, CALIFORNIA
Fugro Document No. 04.72170066 Appendix E
JACOBS
PILOT GEOTECHNICAL SITE INVESTIGATION
SAN FRANCISCO, CALIFORNIA
Fugro Document No. 04.72170066 Appendix E
JACOBS
PILOT GEOTECHNICAL SITE INVESTIGATION
SAN FRANCISCO, CALIFORNIA
Fugro Document No. 04.72170066 Appendix E
JACOBS
PILOT GEOTECHNICAL SITE INVESTIGATION
SAN FRANCISCO, CALIFORNIA
Fugro Document No. 04.72170066 Appendix E
JACOBS
PILOT GEOTECHNICAL SITE INVESTIGATION
SAN FRANCISCO, CALIFORNIA
Fugro Document No. 04.72170066 Appendix E
JACOBS
PILOT GEOTECHNICAL SITE INVESTIGATION
SAN FRANCISCO, CALIFORNIA
Fugro Document No. 04.72170066 Appendix E
JACOBS
PILOT GEOTECHNICAL SITE INVESTIGATION
SAN FRANCISCO, CALIFORNIA
Fugro Document No. 04.72170066 Appendix E
JACOBS
PILOT GEOTECHNICAL SITE INVESTIGATION
SAN FRANCISCO, CALIFORNIA
Fugro Document No. 04.72170066 Appendix E
CYCLIC DSS PROPERTIES TESTOCR = 1 - Cyclic Rate: 1.0 Hz - Sequence 1 of 2
Sample: S-11a - Depth: 56.50 ftBoring B-L-001
0
100
200
300
400
500
600
700
1 10 100
Shea
r Mod
ulus
-G
(ksf
)
0
1
2
3
4
5
6
7
8
1 10 100
Dam
ping
(%)
Number of Cycles, N
'v,c = 11.440 ksfcy = 0.122 %
JACOBS
PILOT GEOTECHNICAL SITE INVESTIGATION
SAN FRANCISCO, CALIFORNIA
Fugro Document No. 04.72170066 Appendix E
CYCLIC DSS PROPERTIES TESTOCR = 1 - Cyclic Rate: 1.0 Hz - Sequence 2 of 2
Sample: S-11a - Depth: 56.50 ftBoring B-L-001
0
50
100
150
200
250
300
1 10 100
Shea
r Mod
ulus
-G
(ksf
)
0
5
10
15
20
25
1 10 100
Dam
ping
(%)
Number of Cycles, N
'v,c = 11.440 ksfcy = 1.087 %
JACOBS
PILOT GEOTECHNICAL SITE INVESTIGATION
SAN FRANCISCO, CALIFORNIA
Fugro Document No. 04.72170066 Appendix E
CYCLIC DSS PROPERTIES TESTOCR = 1 - Cyclic Rate: 1.0 Hz - Sequence 1 of 2
Sample: S-11b - Depth: 56.65 ftBoring B-L-001
0
100
200
300
400
500
600
1 10 100
Shea
r Mod
ulus
-G
(ksf
)
0
2
4
6
8
10
12
1 10 100
Dam
ping
(%)
Number of Cycles, N
'v,c = 11.440 ksfcy = 0.353 %
JACOBS
PILOT GEOTECHNICAL SITE INVESTIGATION
SAN FRANCISCO, CALIFORNIA
Fugro Document No. 04.72170066 Appendix E
CYCLIC DSS PROPERTIES TESTOCR = 1 - Cyclic Rate: 1.0 Hz - Sequence 2 of 2
Sample: S-11b - Depth: 56.65 ftBoring B-L-001
0
20
40
60
80
100
120
140
1 10 100
Shea
r Mod
ulus
-G
(ksf
)
0
5
10
15
20
25
30
1 10 100
Dam
ping
(%)
Number of Cycles, N
'v,c = 11.440 ksfcy = 3.054 %
JACOBS
PILOT GEOTECHNICAL SITE INVESTIGATION
SAN FRANCISCO, CALIFORNIA
Fugro Document No. 04.72170066 Appendix E
CYCLIC DSS PROPERTIES TESTOCR = 1.4 - Cyclic Rate: 1.0 Hz - Sequence 1 of 2
Sample: S-11d - Depth: 55.75 ftBoring B-L-001
0
100
200
300
400
500
600
1 10 100
Shea
r Mod
ulus
-G
(ksf
)
0
1
2
3
4
5
6
1 10 100
Dam
ping
(%)
Number of Cycles, N
'v,c = 8.170 ksfcy = 0.124 %
JACOBS
PILOT GEOTECHNICAL SITE INVESTIGATION
SAN FRANCISCO, CALIFORNIA
Fugro Document No. 04.72170066 Appendix E
CYCLIC DSS PROPERTIES TESTOCR = 1.4 - Cyclic Rate: 1.0 Hz - Sequence 2 of 2
Sample: S-11d - Depth: 55.75 ftBoring B-L-001
0
50
100
150
200
250
1 10 100
Shea
r Mod
ulus
-G
(ksf
)
0
2
4
6
8
10
12
14
16
18
20
1 10 100
Dam
ping
(%)
Number of Cycles, N
'v,c = 8.170 ksfcy = 1.071 %
JACOBS
PILOT GEOTECHNICAL SITE INVESTIGATION
SAN FRANCISCO, CALIFORNIA
Fugro Document No. 04.72170066 Appendix E
CYCLIC DSS PROPERTIES TESTOCR = 1.4 - Cyclic Rate: 1.0 Hz - Sequence 1 of 2
Sample: S-11e - Depth: 55.90 ftBoring B-L-001
0
50
100
150
200
250
300
350
400
450
1 10 100
Shea
r Mod
ulus
-G
(ksf
)
0
2
4
6
8
10
12
14
16
1 10 100
Dam
ping
(%)
Number of Cycles, N
'v,c = 8.170 ksfcy = 0.397 %
JACOBS
PILOT GEOTECHNICAL SITE INVESTIGATION
SAN FRANCISCO, CALIFORNIA
Fugro Document No. 04.72170066 Appendix E
CYCLIC DSS PROPERTIES TESTOCR = 1.4 - Cyclic Rate: 1.0 Hz - Sequence 2 of 2
Sample: S-11e - Depth: 55.90 ftBoring B-L-001
0
20
40
60
80
100
120
1 10 100
Shea
r Mod
ulus
-G
(ksf
)
0
5
10
15
20
25
30
1 10 100
Dam
ping
(%)
Number of Cycles, N
'v,c = 8.170 ksfcy = 3.118 %
JACOBS
PILOT GEOTECHNICAL SITE INVESTIGATION
SAN FRANCISCO, CALIFORNIA
Fugro Document No. 04.72170066 Appendix E
CYCLIC DSS PROPERTIES TESTOCR = 1 - Cyclic Rate: 1.0 Hz - Sequence 1 of 2
Sample: S-13a - Depth: 61.10 ftBoring B-M-001
0
100
200
300
400
500
600
700
800
900
1 10 100
Shea
r Mod
ulus
-G
(ksf
)
0
2
4
6
8
10
12
14
16
1 10 100
Dam
ping
(%)
Number of Cycles, N
'v,c = 7.380 ksfcy = 0.095 %
JACOBS
PILOT GEOTECHNICAL SITE INVESTIGATION
SAN FRANCISCO, CALIFORNIA
Fugro Document No. 04.72170066 Appendix E
CYCLIC DSS PROPERTIES TESTOCR = 1 - Cyclic Rate: 1.0 Hz - Sequence 2 of 2
Sample: S-13a - Depth: 61.10 ftBoring B-M-001
0
50
100
150
200
250
1 10 100
Shea
r Mod
ulus
-G
(ksf
)
0
5
10
15
20
25
30
1 10 100
Dam
ping
(%)
Number of Cycles, N
'v,c = 7.380 ksfcy = 0.897 %
JACOBS
PILOT GEOTECHNICAL SITE INVESTIGATION
SAN FRANCISCO, CALIFORNIA
Fugro Document No. 04.72170066 Appendix E
CYCLIC DSS PROPERTIES TESTOCR = 1.5 - Cyclic Rate: 1.0 Hz - Sequence 1 of 2
Sample: S-13b - Depth: 61.25 ftBoring B-M-001
0
100
200
300
400
500
600
1 10 100
Shea
r Mod
ulus
-G
(ksf
)
0
2
4
6
8
10
12
14
16
1 10 100
Dam
ping
(%)
Number of Cycles, N
'v,c = 4.920 ksfcy = 0.271 %
JACOBS
PILOT GEOTECHNICAL SITE INVESTIGATION
SAN FRANCISCO, CALIFORNIA
Fugro Document No. 04.72170066 Appendix E
CYCLIC DSS PROPERTIES TESTOCR = 1.5 - Cyclic Rate: 1.0 Hz - Sequence 2 of 2
Sample: S-13b - Depth: 61.25 ftBoring B-M-001
0
10
20
30
40
50
60
70
80
90
100
1 10 100
Shea
r Mod
ulus
-G
(ksf
)
0
5
10
15
20
25
30
35
1 10 100
Dam
ping
(%)
Number of Cycles, N
'v,c = 4.920 ksfcy = 2.704 %
JACOBS
PILOT GEOTECHNICAL SITE INVESTIGATION
SAN FRANCISCO, CALIFORNIA
Fugro Document No. 04.72170066 Appendix E
CYCLIC DSS PROPERTIES TESTOCR = 1.5 - Cyclic Rate: 1.0 Hz - Sequence 1 of 2
Sample: S-13d - Depth: 60.55 ftBoring B-M-001
0
100
200
300
400
500
600
700
800
1 10 100
Shea
r Mod
ulus
-G
(ksf
)
0
1
2
3
4
5
6
7
8
9
10
1 10 100
Dam
ping
(%)
Number of Cycles, N
'v,c = 4.920 ksfcy = 0.093 %
JACOBS
PILOT GEOTECHNICAL SITE INVESTIGATION
SAN FRANCISCO, CALIFORNIA
Fugro Document No. 04.72170066 Appendix E
CYCLIC DSS PROPERTIES TESTOCR = 1.5 - Cyclic Rate: 1.0 Hz - Sequence 2 of 2
Sample: S-13d - Depth: 60.55 ftBoring B-M-001
0
50
100
150
200
250
1 10 100
Shea
r Mod
ulus
-G
(ksf
)
0
5
10
15
20
25
1 10 100
Dam
ping
(%)
Number of Cycles, N
'v,c = 4.920 ksfcy = 0.897 %
JACOBS PILOT GEOTECHNICAL SITE INVESTIGATION SAN FRANCISCO, CALIFORNIA
Fugro Document No. 04.72170066-PR-002(V2) Appendix E Page 7 of 7
E.6 RESONANT COLUMN TESTS
Table E.6: Summary of Resonant Column Test Results
Boring Sample Depth (ft)
Estimated In-Situ Vertical
Effective Stress, σ𝒗𝒗𝒗𝒗′ (ksf)
Initial Water
Content (%)
Stage
Lab Mean Effective
Consolidation Stress, σ𝒗𝒗𝒄𝒄𝒄𝒄𝒄𝒄′ (ksf)
Void Ratio at σ𝒗𝒗𝒄𝒄𝒄𝒄𝒄𝒄′
Water content at
σ𝒗𝒗𝒄𝒄𝒄𝒄𝒄𝒄′
Shear Modulus at Small Shear Strain
Amplitude, 𝑮𝑮𝒎𝒎𝒎𝒎𝒎𝒎 (ksf)
B-L-001 S-11 56.4 3.82 39.5
1 1.48 0.98 35.7 685.51
2 2.97 0.92 33.5 1041.68
3 5.95 0.87 31.8 1722.27
B-M-001 S-13 61.0 2.50 49.8
1 0.91 1.40 50.8 473.41
2 1.81 1.36 49.3 650.82
3 3.64 1.21 43.8 1071.70
JACOBS
PILOT GEOTECHNICAL SITE INVESTIGATION
SAN FRANCISCO, CALIFORNIA
Fugro Document No. 04.72170066 Appendix E
RESONANT COLUMN TESTThree Stages of Isotropic Consolidation - OCR = 1
Sample: S-11c Depth: 56.35 ftBoring B-L-001
0.0
0.2
0.4
0.6
0.8
1.0
1.2
1.0E-04 1.0E-03 1.0E-02 1.0E-01 1.0E+00 1.0E+01
Nor
mal
ized
She
ar M
odul
us, G
/Gm
ax
Shear Strain Amplitude, cy %)
Seq. 1
Seq. 2
Seq. 3
0.0
2.0
4.0
6.0
8.0
10.0
12.0
14.0
16.0
18.0
20.0
1.0E-04 1.0E-03 1.0E-02 1.0E-01 1.0E+00 1.0E+01
Dam
ping
, %
)
Shear Strain Amplitude, cy %)
Seq. 1
Seq. 2
Seq. 3
JACOBS
PILOT GEOTECHNICAL SITE INVESTIGATION
SAN FRANCISCO, CALIFORNIA
Fugro Document No. 04.72170066 Appendix E
RESONANT COLUMN TESTThree Stages of Isotropic Consolidation - OCR = 1
Sample: S-13c Depth: 60.95 ftBoring B-M-001
0.0
0.2
0.4
0.6
0.8
1.0
1.2
1.0E-04 1.0E-03 1.0E-02 1.0E-01 1.0E+00 1.0E+01
Nor
mal
ized
She
ar M
odul
us, G
/Gm
ax
Shear Strain Amplitude, cy %)
Seq. 1
Seq. 2
Seq. 3
0.0
2.0
4.0
6.0
8.0
10.0
12.0
14.0
16.0
18.0
20.0
1.0E-04 1.0E-03 1.0E-02 1.0E-01 1.0E+00 1.0E+01
Dam
ping
, %
)
Shear Strain Amplitude, cy %)
Seq. 1
Seq. 2
Seq. 3
JACOBS PILOT GEOTECHNICAL SITE INVESTIGATION SAN FRANCISCO, CALIFORNIA
Fugro Document No. 04.72170066-PR-002(V2) Appendix F
F. DATA INTERPRETATION PRESENTATION SLIDES (9/13/2018)
Pilot site investigation data interpretation
September 13, 2018
Preliminary data interpretation for pilot site investigation presented to the Port and Seismic Peer Review Panel on 9/13/2018.
2
Outline of presentation
• Sample quality
• Strength– Monotonic (DSS, FVT, CPT)
– Cyclic
– Rate effects
– Sensitivity
• Shear strain dependent modulus and material damping
• Liquefaction assessment for sandy seams at Pier 3
3
Sample quality
4
Sample quality criteria
• Reconsolidation strain (Terzaghi et al. (1996))• / (Lunne et al. 1997)• Work-based framework (DeJong et al. 2018)
5
Sample quality
• Sample quality similar to that achieved for historic projects (piston samplers) in the project vicinity.
• Better sample quality for marine boring (greater OCR, lower confinement).
All data points for the pilot study (B-L-001 and B-M-001) are Otserberg piston samples.Lunne et al. 1997 e/eo criteria: VGE = Very good to excellent; GF = Good to fair; P = Poor; VP = Very Poor.
6
Sample quality (work-based framework)
• Work-based framework (DeJong et al. 2018) indicates better sample quality (relative to / ) for samples from the land boring and is less dependent on OCR and depth.
Lunne et al. 1997 e/eo criteria: VGE = Very good to excellent; GF = Good to fair; P = Poor; VP = Very Poor.
7
Strength
8
Monotonic strength (lab measurements)
• Undrained monotonic DSS tests results are consistent and follow empirical stress normalization relationships.
9
Normalized monotonic DSS stress-strain response
• Softening in DSS tests was significantly less than measured (at much high shear strains) during field vane testing (sensitivities of ~3-5).
10
Virgin and postcyclic monotonic DSS
• Strength loss due to generation of excess pore pressure during cyclic loading.
11
Monotonic strength (in-situ and lab measurements)
Vane correction ( ) and based on DSSm tests. Bjerrum correction shown for reference.= , ; = 0.85= 12.5 (marine) and 13.5 (land)
Greater strength for land boring (larger confinement) and greater strength ratio for the marine boring (greater OCRs).
12
Cyclic strength
• Stress-controlled cyclic DSS tests were performed at 1 Hz loading frequency.
• Good agreement with empirical expectation for sedimentary clays.
13
Effect of strain rate on undrained shear strength
• Cyclic and monotonic DSS data consistent with approximately 10% increase in undrained strength per log cyclic increase in shear strain rate.
Rate effects are consistent with empirical expectation for sedimentary clays (indicating consistency between DSS tests performed on different devices and at different rates).
14
FVT interpretation
25 revolutions
Slide added after 9/13/2018 presentation to provide clarification for interpretation of peak, residual and remolded field vane shear strengths.
15
Sensitivity
• Sleeve friction is approximately equal to remolded strength (FVT data not corrected)
• Ns = 6-9 roughly captures range of measured sensitivities
Lunne et al. (1997) suggest Ns = 6 to 9 represents the likely range of data.
16
Small-strain shear modulus
• Resonant column measurements are generally consistent with in-situ shear wave velocity measurements near the Ferry Building.
Resonant column test data are for isotropic consolidation conditions.
17
Modulus reduction and damping
• Data from pilot study consistent with relationships used for BART SFTS (based on data from Bay Bridge and SFO).
18
Liquefaction of sandy seams
19
Liquefaction of sandy seams
20
Liquefaction of sandy seams
21
Liquefaction susceptibility
Boulanger and Idriss (2004)Bray and Sancio (2006)
22
Liquefaction of sandy seams
Negligible susceptibility (Ic, PI)
FSliq < 0.35 for all considered events(43, 225, and 1000 year return periods)
23
Summary
• Sample quality for the pilot study is consistent with piston samplers for historic projects in the project vicinity.
• Strength– A FVT correction of =0.85 gives good agreement with monotonic DSS test results
– Nkt = 12.5 (marine) and 13.5 (land) give good agreement with monotonic DSS test results
– Monotonic and cyclic DSS tests results consistent with empirical rate effects for sedimentary clays
• Pilot data consistent with BART SFTS modulus reduction and damping curves• Liquefaction of sandy seams
– Continuous seam at ~ - 55 ft elevation negligible susceptibility to liquefaction (Ic, PI)
– Sandy soil at ~-40 ft elevation (C-M-001) expected to liquefy in all events considered (43, 225, and 1000 year return periods)