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Seed, H.B., K. Tokimatsu, L.F. Harder, and R.M. Chung. (1985). “Influence of SPT Procedures in Soil Liquefaction Resistance Evaluations,” Journal of Geotechnical Engineering 111(12):1425-1445. Seed, R.B., S.E. Dickenson, M.F. Riemer, J.D. Bray, N. Sitar, J.K. Mitchell, I.M. Idriss, R.E. Kayan, A. Kropp, L.F. Harder, Jr., and M.S. Power. (1990). “Preliminary Report on the Principal Geotechnical Aspects of the October 17, 1989 Loma Prieta Earthquake,” Report No. UCB/EERC-90/05, Earthquake Engineering Research Center, University of California at Berkeley. 139 p. Seed, R.B., S.E. Dickenson, and C.M. Mok. (1994). “Site Effects on Strong Shaking and Seismic Risk: Recent Developments and Their Impact on Seismic Design Codes and Practice,” Proc. of Structures Congress XII. 1:573-579. Shea, G.H., editor. (1991). “Costa Rica Earthquake Reconnaissance Report,” Earthquake Spectra, Supplement B, Vol. 7, Chapter 6 – Bridges, October, EERI, Oakland, CA. 127 p. Shibata, T., F. Oka, and Y. Ozawa. (1996). “Characteristics of Ground Deformation due to Liquefaction,” Soils and Foundations – Special Issue on Geotechnical Aspects of the January 17 1995 Hyogoken-Nambu Earthquake, Japanese Geotechnical Society. pp. 65-80. Shinozuka, M., editor. (1995). “The Hanshin-Awaji Earthquake of January 17, 1995 Performance of Lifelines,” Technical Report NCEER-95-0015, National Center for Earthquake Engineering Research, State University of New York at Buffalo. 286 p. Silver, M.L. and H.B. Seed. (1971). “Volume Changes in Sands During Cyclic Loading,” Journal of the Soil Mechanics and Foundation Division 97(SM9):1171-1182. Singh, S. (1994). “Liquefaction Characteristics of Silts,” Ground Failures Under Seismic Conditions, ASCE Geotechnical Special Publication 44:105-116. Stark, T.D. and G. Mesri. (1992). “Undrained Shear Strength of Liquefied Sands For Stability Analysis,” Journal of Geotechnical Engineering 118(11):1727-1747. Stark, T.D., S.M. Olson, S.L. Kramer, and T.L. Youd, editors. (1997). “Final Proceedings of the Workshop – Shear Strength of Liquefied Soils,” National Science Foundation Workshop, NSF Grant CMS-95-31678, 80 p., available from the Mid-America Earthquake Center at http://mae.ce.uiuc.edu/. Stewart, D.P., R.W. Boulanger, I.M. Idriss, Y. Hashash, and B. Schmidt. (1997). “Ground Improvement Issues for Posey & Webster St. Tubes Seismic Retrofit Project: Lessons from Physical Modeling Studies,” Report No. UCD/CGM-97/04, Center for Geotechnical Modeling, Dept. of Civil & Environmental Engineering, Univ. of California, Davis. 117 p. Stokoe II, K.H., J.M. Roesset, J.G. Bierschwale, and M. Aouad. (1989). “Liquefaction Potential of Sands From Shear Wave Velocity,” Proceedings, Ninth World Conference on Earthquake Engineering, Vol. III, Tokyo, Japan. pp. 213-218. 207
Sun, I.H. and I.M. Idriss. (1992). “User’s Manual for SHAKE91,” Center for Geotechnical Modeling, Department of Civil and Environmental Engineering, University of California, Davis. Tokimatsu, K. and H.B. Seed. (1987). “Evaluation of Settlements in Sands Due to Earthquake Shaking,” Journal of Geotechnical Engineering 113(8):861-878. Tokimatsu, K. and A. Uchida. (1990). “Correlation Between Liquefaction Resistance and Shear Wave Velocity,” Soils and Foundations 30(2):33-42. Tokimatsu, K., H. Mizuno, and M. Kakurai. (1996). “Building Damage Associated with Geotechnical Problems,” Soils and Foundations – Special Issue on Geotechnical Aspects of the January 17 1995 Hyogoken-Nambu Earthquake, Japanese Geotechnical Society. pp. 219-234. Tokimatsu, K., H. Oh-Oka, Y. Shamoto, A. Nakazawa, and Y. Asaka. (1997). “Failure and Deformation Modes of Piles Caused by Liquefaction-Induced Lateral Spreading in 1995 Hyogoken-Nambu Earthquake,” Proc. of the 3 rd Kansai International Geotechnical Forum on Comparative Geotechnical Engineering (KIG-Forum '97), Kobe, January, Publ. by the Kansai Branch of the Japanese Geotechnical Society. pp. 239-248. Tokimatsu, K., H. Oh-Oka, K. Satake, Y. Shamoto, and Y. Asaka, Y. (1998). “Effects of Lateral Ground Movements on Failure Patterns of Piles in the 1995 Hyogoken-Nambu Earthquake,” Proc. of the Geotechnical Earthquake Engineering and Soil Dynamics III, ASCE Geotechnical Special Publication 75(2):1175-1186. U.S. Army Corps of Engineers. (1957). United States Geologic Survey (USGS). (2000). National Hazard Mapping Project, United States Geologic Survey, http://geohazards.cr.usgs.gov/eq/. Vessely, D.A., M. Riemer, I. Arango. (1996). “Liquefaction Susceptibility of Soft Alluvial Silts in the Willamette Valley,” Oregon Geology 58(6):14 p. Vucetic, M. and R. Dobry. 1991. “Effect of Soil Plasticity on Cyclic Response,” Journal of Geotechnical Engineering 117(1):89-107. Wang, S.T. and L.C. Reese. (1998). “Design of Pile Foundations in Liquefied Soils,” Proc. of the Geotechnical Earthquake Engineering and Soil Dynamics III, ASCE Geotechnical Special Publication 75(2):1331-1343. Wilson, R.C. and D.K. Keefer. (1985). “Predicting Area Limits of Earthquake-Induced Landsliding,” Evaluating Earthquake Hazards in the Los Angeles Region. J.I. Ziony (ed.). USGS Professional Paper 1360. Reston, VA. pp. 317-345. Wong, I.G. and W.J. Silva. (1993). “Strong Ground Shaking in the Portland, Oregon, Metropolitan Area: Evaluating the Effects of Local Crustal and Cascadia Subduction Zone Earthquakes and Near-Surface Geology,” Oregon Geology 55(6):137-143. 208
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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
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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
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The models were instrumented with a
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The model uses an explicit method,
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A simplification was made in the mo
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permanent earthquake displacements)
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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
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10 1 Bracketed Intensity (m/s) 0.1
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7.3 PARAMETRIC STUDY A well-validat
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the rigid body methods. The point a
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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
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suitably reliable estimates of perm
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interest. Specifically, the peak be
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Flow Chart for Evaluation and Mitig
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The deformation evaluations were pe
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Portland (a) (b) Figure 8.2: Illust
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Figure 8.4: Contours of PGA on Rock
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Borehole 4E CPT Hole 4E 26.0' NGVD
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8.4.2 Subduction Zone Bedrock Motio
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154 Table 8.5: Selected Acceleratio
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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
Page 219: Schnabel, P., J. Lysmer, and H.B. S
Page 223: Youd, T.L. and C.F. Jones. (1993).
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