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0.4 Acceleration (g) 0.2 0 -0.2 -0.4 1989 Loma Prieta Earthquake - Capitola Fire Station (Mw=6.9, amax=0.40) 0.4 Acceleration (g) 0.2 0 -0.2 -0.4 1940 El Centro Earthquake (Mw=7.1, amax=0.35) 0.4 Acceleration (g) 0.2 0 -0.2 -0.4 1992 Landers Earthquake - Joshua Tree Fire Station (Mw=7.4, amax=0.27) 0.4 Acceleration (g) 0.2 0 -0.2 -0.4 1952 Kern County Earthquake - Taft (Mw=7.7, amax=0.16) 0.4 Acceleration (g) 0.2 0 -0.2 -0.4 1985 Michoacan Mexico Earthquake (Mw=8.1, scaled to amax=0.35) 0.4 Acceleration (g) 0.2 0 -0.2 -0.4 0 10 20 30 40 50 60 Time (seconds) Figure 7.6: Acceleration Time Histories Used in Parametric Study 129
Table 7.3: Summary of Model Configurations and Displacements from FLAC, Newmark, Makdisi-Seed, and Bracketed Intensity Type Analyses. Embankment Height (m) Depth of Liquefiable Mat erial (m ) Width o f I mp rovement (m) Ground Water Elevation (m) Earthquake Motion Post EQ Factor of Safety FLAC Displacements (m) Toe Mid Crest ky Newmark Displacements (m) Makdisi-Se ed Displ acem ents (m) Bracketed Intensity Displacements (m) 130 3.05 3.05 3.05 3.05 3.05 3.05 3.05 3.05 3.05 3.05 3.05 3.05 3.05 3.05 3.05 3.05 3.05 3.05 9.14 9.14 9.14 9.14 9.14 9.14 9.14 9.14 9.14 9.14 9.14 15.24 0.00 -1.98 capitola 0.46 1.23 1.22 1.01 0.00 - - - 15.24 0.00 -1.98 landers 0.46 1.25 1.24 1.12 0.00 - - - 15.24 0.00 -1.98 mexico 0.46 1.52 1.51 1.25 0.00 - - - 15.24 6.10 -1.98 capitola 1.6 0.57 -0.55 0.29 0.04 0.75 0.90 0.30 15.24 6.10 -1.98 landers 1.6 0.66 0.65 0.28 0.04 0.91 1.00 0.21 15.24 6.10 -1.98 mexico 1.6 0.75 0.73 0.37 0.04 1.71 8.00 0.21 15.24 18.29 -1.98 capitola 2.21 0.22 0.21 0.22 0.64 0.00 0.00 0.00 15.24 18.29 -1.98 landers 2.21 0.13 0.12 0.13 0.64 0.00 0.00 0.00 15.24 18.29 -1.98 mexico 2.21 0.20 0.19 0.21 0.64 0.00 0.00 0.00 15.24 0.00 0.00 capitola 0.46 2.08 2.08 1.74 0.00 - - - 15.24 0.00 0.00 landers 0.46 2.41 2.40 2.06 0.00 - - - 15.24 0.00 0.00 mexico 0.46 2.44 2.43 2.05 0.00 - - - 15.24 6.10 0.00 capitola 1.48 1.14 1.12 0.67 0.03 0.82 0.95 0.30 15.24 6.10 0.00 landers 1.48 1.40 1.37 0.77 0.03 1.09 1.00 0.15 15.24 6.10 0.00 mexico 1.48 1.63 1.57 0.95 0.03 1.37 9.00 0.21 15.24 18.29 0.00 capitola 2.08 0.42 0.37 0.42 0.56 0.00 0.00 0.00 15.24 18.29 0.00 landers 2.08 0.42 0.35 0.41 0.56 0.00 0.00 0.00 15.24 18.29 0.00 mexico 2.08 0.57 0.48 0.54 0.56 0.00 0.00 0.00 4.57 0.00 0.00 capitola 0.21 3.43 2.98 2.19 0.00 - - - 4.57 0.00 0.00 el centro 0.21 3.93 3.52 2.42 0.00 - - - 4.57 0.00 0.00 landers 0.21 5.00 4.29 3.26 0.00 - - - 4.57 0.00 0.00 mexico 0.21 5.89 5.29 4.04 0.00 - - - 4.57 0.00 0.00 morgan hills 0.21 0.77 0.34 0.41 0.00 - - - 4.57 0.00 0.00 taft 0.21 2.23 1.67 1.33 0.00 - - - 4.57 6.10 0.00 capitola 0.75 2.06 2.42 1.51 0.00 - - - 4.57 6.10 0.00 landers 0.75 2.60 3.08 2.09 0.00 - - - 4.57 6.10 0.00 mexico 0.75 3.54 3.92 2.73 0.00 - - - 4.57 6.10 0.00 morgan hills 0.75 0.18 0.15 0.12 0.00 - - - 4.57 6.10 0.00 taft 0.75 1.31 1.55 0.95 0.00 - - -
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ASSESSMENT AND MITIGATION OF LIQUEF
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ACKNOWLEDGMENTS The authors would l
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ASSESSMENT AND MITIGATION OF LIQUEF
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8.0 HAZARD EVALUATION AND DEVELOPME
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LIST OF FIGURES Figure 1.1: ODOT’
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Figure 8.8: Long Valley Dam and Lak
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Design of a given component shall l
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Liquefaction Mitigation Procedure G
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Pacific Northwest also are summariz
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2.0 OVERVIEW OF LIQUEFACTION-INDUCE
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oughly 50 centimeters, with numerou
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supported bridges along the Seward
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Another area of extensive bridge da
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Nineteen bridges were also damaged
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1. No foundation failures were obse
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piles supporting the fourth pier, l
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Figure 2.17: Observed Pile Deformat
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Figure 2.19: Damage from the 1906 S
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Figure 2.22: Ground Deformations Ne
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induced ground displacement was the
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Well-documented case histories of t
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Similar damage to pile foundations
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Examples of acceptable bridge found
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Numerous investigations of liquefac
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3.0 EVALUATION OF LIQUEFACTION SUSC
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The evaluation of liquefaction haza
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Table 3.1: Estimated Susceptibility
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movements, or localized ground disp
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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
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The earthquake-induced shearing str
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drill rod during hammer impact. In
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Figure 3.5: Minimum Values for K σ
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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
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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
Page 92 and 93: The post-liquefaction strength of s
Page 94 and 95: Figure 4.3: Undrained Critical Stre
Page 96 and 97: 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
Page 102 and 103: provided to give the recommended ra
Page 104 and 105: Figure 4.8: Overview of EPOLLS Mode
Page 106 and 107: Figure 4.10: Model of Hypothetical
Page 108 and 109: 4.5.2 Advanced Numerical Modeling o
Page 110 and 111: Figure 4.12: Post Volumetric Shear
Page 112 and 113: The relationship shown in Figure 4.
Page 114 and 115: A third type of failure is shown in
Page 116 and 117: Table 5.1: Liquefaction Remediation
Page 118 and 119: 5.3 DESIGN OF SOIL MITIGATION The d
Page 120 and 121: 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
Page 128 and 129: permanent earthquake displacements)
Page 130 and 131: 7.0 DEFORMATION ANALYSIS OF EMBANKM
Page 132 and 133: engineers; (2) requisite input incl
Page 134 and 135: 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
Page 140 and 141: the rigid body methods. The point a
Page 144 and 145: Embankment Height (m) Depth of Liqu
Page 146 and 147: 10 1 DISPLACEMENT (m) 0.1 Morgan Hi
Page 148 and 149: 2.0 Embankment Toe Embankment Mid-S
Page 150: suitably reliable estimates of perm
Page 153 and 154: 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
Page 165 and 166: 8.4.2 Subduction Zone Bedrock Motio
Page 167 and 168: 154 Table 8.5: Selected Acceleratio
Page 169 and 170: Spectral Acceleration (g) 1.50 1.40
Page 171 and 172: 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
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North (river) South (land) North To
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Table 8.20: Riverward Deformation R
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applications (DDC, closely spaced v
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Table 8.21: Comparison of Predicted
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9.0 SUMMARY AND CONCLUSIONS Recent
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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
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Sun, I.H. and I.M. Idriss. (1992).
Page 223:
Youd, T.L. and C.F. Jones. (1993).
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