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4.2.1 Partial Excess Pore Pressure Generation (1.0 < FS L
8.0 HAZARD EVALUATION AND DEVELOPMENT OF MITIGATION STRATEGIES – EXAMPLE PROBLEM.................................................................. 139 8.1 INTRODUCTION ............................................................................................................ 139 8.1.1 Geotechnical Site Characterization........................................................................ 140 8.1.2 Analyses of Seepage and Static Stability of Riverfront Slopes ............................... 143 8.1.3 Liquefaction Hazard Analyses ................................................................................ 143 8.1.4 Seismic Performance Evaluation............................................................................ 143 8.2 REGIONAL NATURAL HAZARDS................................................................................... 144 8.2.1 Flood Hazard.......................................................................................................... 144 8.2.2 Seismic Hazard ....................................................................................................... 145 8.3 GEOTECHNICAL FIELD INVESTIGATION........................................................................ 149 8.3.1 Subsurface Conditions ............................................................................................ 149 8.4 GROUND SHAKING EVALUATION................................................................................. 149 8.4.1 Summary of Recent Seismic Hazard Investigations................................................ 151 8.4.2 Subduction Zone Bedrock Motions ......................................................................... 152 8.4.3 Crustal Bedrock Ground Motions........................................................................... 155 8.5 DYNAMIC SOIL RESPONSE ANALYSES ......................................................................... 155 8.5.1 Dynamic Response Analysis Method, SHAKE91.................................................... 157 8.5.2 Results of the Dynamic Soil Response Analysis...................................................... 160 8.6 LIQUEFACTION ANALYSIS............................................................................................ 163 8.6.1 Determination of the Cyclic Stress Ratio................................................................ 163 8.6.2 Determination of the Cyclic Resistance Ratio ........................................................ 163 8.7 EVALUATION OF INITIATION OF LIQUEFACTION........................................................... 168 8.8 DETERMINATION OF CYCLIC SHEAR STRENGTH .......................................................... 168 8.8.1 Partial Excess Pore Pressure Generation (1.0 < FS L
Page 1: ASSESSMENT AND MITIGATION OF LIQUEF
Page 5 and 6: ACKNOWLEDGMENTS The authors would l
Page 7: ASSESSMENT AND MITIGATION OF LIQUEF
Page 11 and 12: LIST OF FIGURES Figure 1.1: ODOT’
Page 13: Figure 8.8: Long Valley Dam and Lak
Page 16 and 17: Design of a given component shall l
Page 18 and 19: Liquefaction Mitigation Procedure G
Page 20 and 21: Pacific Northwest also are summariz
Page 23 and 24: 2.0 OVERVIEW OF LIQUEFACTION-INDUCE
Page 25 and 26: oughly 50 centimeters, with numerou
Page 27 and 28: supported bridges along the Seward
Page 29 and 30: Another area of extensive bridge da
Page 31 and 32: Nineteen bridges were also damaged
Page 33 and 34: 1. No foundation failures were obse
Page 35 and 36: piles supporting the fourth pier, l
Page 37 and 38: Figure 2.17: Observed Pile Deformat
Page 39 and 40: Figure 2.19: Damage from the 1906 S
Page 41 and 42: Figure 2.22: Ground Deformations Ne
Page 43 and 44: induced ground displacement was the
Page 45 and 46: Well-documented case histories of t
Page 47 and 48: Similar damage to pile foundations
Page 49 and 50: Examples of acceptable bridge found
Page 51 and 52: Numerous investigations of liquefac
Page 53 and 54: 3.0 EVALUATION OF LIQUEFACTION SUSC
Page 55 and 56: The evaluation of liquefaction haza
Page 57 and 58: Table 3.1: Estimated Susceptibility
Page 59 and 60:
movements, or localized ground disp
Page 61 and 62:
Shear wave velocities can now be ob
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3.4 LIQUEFACTION RESISTANCE: EMPIRI
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Figure 3.1: Range of r d Values for
Page 67 and 68:
The earthquake-induced shearing str
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drill rod during hammer impact. In
Page 71 and 72:
Figure 3.5: Minimum Values for K σ
Page 73 and 74:
3.4.2.2.1 CPT Method Developed by R
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1. Sensitive, fine grained 6. Sands
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Figure 3.9: CPT-Based Curves for Va
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CRR where: q c 2 3 0.00128 0.0
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Tacoma, Washington (Dickenson and B
Page 83 and 84:
Table 3.8: Influence of OCR on the
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Figure 3.13: Influence of Fines Con
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Gravel Sand Figure 3.16: Relationsh
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FS L > 1.4: Excess pore pressure ge
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The post-liquefaction strength of s
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Figure 4.3: Undrained Critical Stre
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4.3 INTRODUCTION TO MODES OF FAILUR
Page 98 and 99:
Figure 4.5: (a) Relationship betwee
Page 100 and 101:
not available for many case studies
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provided to give the recommended ra
Page 104 and 105:
Figure 4.8: Overview of EPOLLS Mode
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Figure 4.10: Model of Hypothetical
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4.5.2 Advanced Numerical Modeling o
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Figure 4.12: Post Volumetric Shear
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The relationship shown in Figure 4.
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A third type of failure is shown in
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Table 5.1: Liquefaction Remediation
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5.3 DESIGN OF SOIL MITIGATION The d
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soil improvement guidelines state t
Page 122 and 123:
The models were instrumented with a
Page 124 and 125:
The model uses an explicit method,
Page 126 and 127:
A simplification was made in the mo
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permanent earthquake displacements)
Page 130 and 131:
7.0 DEFORMATION ANALYSIS OF EMBANKM
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engineers; (2) requisite input incl
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π g 2 a t I a 2 dt (7-1) The A
Page 136 and 137:
10 1 Bracketed Intensity (m/s) 0.1
Page 138 and 139:
7.3 PARAMETRIC STUDY A well-validat
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the rigid body methods. The point a
Page 142 and 143:
0.4 Acceleration (g) 0.2 0 -0.2 -0.
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Embankment Height (m) Depth of Liqu
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10 1 DISPLACEMENT (m) 0.1 Morgan Hi
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2.0 Embankment Toe Embankment Mid-S
Page 150:
suitably reliable estimates of perm
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interest. Specifically, the peak be
Page 155 and 156:
Flow Chart for Evaluation and Mitig
Page 157 and 158:
The deformation evaluations were pe
Page 159 and 160:
Portland (a) (b) Figure 8.2: Illust
Page 161 and 162:
Figure 8.4: Contours of PGA on Rock
Page 163 and 164:
Borehole 4E CPT Hole 4E 26.0' NGVD
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8.4.2 Subduction Zone Bedrock Motio
Page 167 and 168:
154 Table 8.5: Selected Acceleratio
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Spectral Acceleration (g) 1.50 1.40
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with the calculated equivalent unif
Page 173 and 174:
n ( M 10 1) (8-1) where M is the
Page 175 and 176:
0.20 0.15 0.10 Acceleration (g) 0.0
Page 177 and 178:
15.0 12.5 10.0 Long Valley Dam Lake
Page 179 and 180:
CSR should be modified for the pres
Page 181 and 182:
8.7 EVALUATION OF INITIATION OF LIQ
Page 183 and 184:
crest stage Marine Drive 42.5 ft NG
Page 185 and 186:
Table 8.9: Fines Content Values Est
Page 187 and 188:
large sliding and long-term disrupt
Page 189 and 190:
Table 8.12: Deformation Results fro
Page 191 and 192:
The earthquake time histories used
Page 193 and 194:
North (river) South (land) North To
Page 195 and 196:
Table 8.20: Riverward Deformation R
Page 197 and 198:
applications (DDC, closely spaced v
Page 199 and 200:
Table 8.21: Comparison of Predicted
Page 202 and 203:
9.0 SUMMARY AND CONCLUSIONS Recent
Page 204:
dewatering may be warranted. Additi
Page 207 and 208:
Bardet, J.P. (1990). “LINOS - A N
Page 209 and 210:
California Division of Mines and Ge
Page 211 and 212:
Fujii, S., M. Cubrinovski, K. Tokim
Page 213 and 214:
Ishihara, K. and M. Cubrinovski. (1
Page 215 and 216:
Liu, A.H. and J.P. Stewart. (1999).
Page 217 and 218:
Oregon Department of Transportation
Page 219 and 220:
Schnabel, P., J. Lysmer, and H.B. S
Page 221 and 222:
Sun, I.H. and I.M. Idriss. (1992).
Page 223:
Youd, T.L. and C.F. Jones. (1993).
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