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1.50 1.40 1.30 1.20 1.10 (5% Damping) Magnitude 9.0 Target Spectrum Scaled Aeropuerto Ground Motion Scaled Ofunato Ground Motion Spectral Acceleration (g) 1.00 0.90 0.80 0.70 0.60 0.50 0.40 0.30 0.20 0.10 0.00 0 0.5 1 1.5 2 2.5 Period (sec) 3 Figure 8.7: Aeropuerto and Ofunato (Scaled PGA = 0.14g) Response Spectra Compared to the Magnitude 9.0 Cascadia Subduction Zone Target Spectrum on Rock Table 8.4: Attenuation Relationship Input Parameters with the Resulting PGA rock Values EARTHQUAKE ATTENUATION MAGNITUDE SOURCE-TO-SITE SOURCE RELATIONSHIP DISTANCE (km) Crustal Abrahamson & Silva (1997) 6.2 8 0.30g Crustal Boore et al. (1997) 6.2 8 0.20g Crustal Campbell (1997) 6.2 8 0.36g Crustal Average 6.2 8 0.29g Crustal Abrahamson & Silva (1997) 7.0 8 0.45g Crustal Boore et al. (1997) 7.0 8 0.31g Crustal Campbell (1997) 7.0 8 0.40g Crustal Average 7.0 8 0.38g Subduction Youngs et al. (1997) 8.5 85 0.12g Subduction Youngs et al. (1997) 9.0 85 0.14g PGA rock 153
154 Table 8.5: Selected Acceleration Time Histories EARTHQUAKE DATE TYPE M W STATION COMPONENT SITE GEOLOGY ACTUAL PGA rock SCALED PGA rock SCALED ARIAS INTENSITY (m/s) SOURCE TO SITE DISTANCE (km) Michoacán 9/19/85 Subduction 8.5 Aeropuerto N90W Bedrock 0.16g 0.12g 0.20 131 Michoacán 9/19/85 Subduction 8.5 Aeropuerto N90W Bedrock 0.16g 0.14g 0.24 131 Miyagi-Oki 6/12/78 Subduction 7.4 Ofunato E41S Bedrock 0.23g 0.12g 0.11 103 Miyagi-Oki 6/12/78 Subduction 7.4 Ofunato E41S Bedrock 0.23g 0.14g 0.15 103 Loma Prieta 10/17/89 Crustal 7.1 UCSC/ Lick Lab 90 Limestone 0.41g 0.38g 0.35 12 Northridge 1/17/94 Crustal 6.8 LA – City Sedimentary 90 Terrace Rock 0.26g 0.38g 0.45 38 Long Mammoth 5/25/80 Crustal 6.2 Valley Lakes Dam 90 Rhyolite 0.15g 0.29g 0.15 13 San Fernando 2/9/71 Crustal 6.4 Lake Hughes #4 S21W Weathered Granite 0.15g 0.29g 0.13 28
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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
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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
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Figure 4.5: (a) Relationship betwee
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not available for many case studies
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provided to give the recommended ra
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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
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 142 and 143: 0.4 Acceleration (g) 0.2 0 -0.2 -0.
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: 8.4.2 Subduction Zone Bedrock Motio
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
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
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Schnabel, P., J. Lysmer, and H.B. S
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Sun, I.H. and I.M. Idriss. (1992).
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Youd, T.L. and C.F. Jones. (1993).
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