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Horikoshi, K., H. Ohtsu, M. Tanaka, and T. Sueoka. (1997). “Centrifuge Modeling of a Pile Subjected to Lateral Spreading of Liquefied Soil,” Proc. of the 3rd Kansai International Geotechnical Forum on Comparative Geotechnical Engineering (KIG-Forum '97), Kobe, January, Publ. by the Kansai Branch of the Japanese Geotechnical Society. pp. 199-208. Hryciw, R.D., editor. (1995). “Soil Improvement for Earthquake Hazard Mitigation,” ASCE Geotechnical Special Publication No. 49, New York, NY. 137 p. Hyndman, R.D., and K. Wang. (1993). “Thermal Constraints on the Zone of Major Thrust Earthquake Failure: The Cascadia Subduction Zone,” Journal of Geophysical Research 98:2039- 2060. Hynes-Griffin, M.E., and A.G. Franklin. (1984). “Rationalizing the Seismic Coefficient Method,” U.S. Army Corps of Engineers Waterways Experiment Station. Miscellaneous Paper GL-84-13. Vicksburg, MS. 21 p. Iai, S. (1998). “Seismic Analysis and Performance of Retaining Structures,” Proc. of the Geotechnical Earthquake Engineering and Soil Dynamics III, ASCE Geotechnical Special Publication 75(2):1020-1044. Iai, S., Y. Matsunaga, T. Morita, H. Sakurai, H. Oishi, H. Ogura, Y. Ando, Y. Tanaka, and M. Kato. (1994). “Effects of Remedial Measures against Liquefaction at 1993 Kushiro-Oki Earthquake.” Proceedings of the Fifth US-Japan Workshop on Earthquake Resistant Design of Lifeline Facilities and Countermeasures Against Site Liquefaction. T.D. O’Rourke and M. Hamada (eds.). National Center for Earthquake Engineering Research. NCEER-94-0026. State University of New York, Buffalo. pp 135-152. Idriss, I.M. and J.I. Sun. (1992). “User’s Manual for SHAKE91 – A Computer Program for Conducting Equivalent Linear Seismic Response Analyses of Horizontally Layered Soil Deposits,” Center for Geotechnical Modeling, Dept. of Civil & Environmental Engineering, Univ. of California, Davis. Inel, S., W. Roth, and C. de Rubertis. (1993). “Nonlinear Dynamic Effective-Stress Analysis of Two Case Histories,” Proc. 3 rd International Conf. on Case Histories in Geotechnical Engineering, St. Louis, MO. pp. 1735-1741. Ishihara, K. (1985). “Stability of Natural Deposits During Earthquakes,” Proceedings, Eleventh International Conference on Soil Mechanics and Foundation Engineering, San Francisco, CA. A.A. Balkema Publ. pp. 321-376. Ishihara, K. (1993). “Liquefaction and Flow Failure During Earthquakes,” Geotechnique, The Institution of Civil Engineers 43(3):351-415. Ishihara, K. (1996). “Soil Behavior in Earthquake Geotechnics,” Clarendon Press, Oxford. 350 p. Ishihara, K. and M. Cubrinovski. (1998a). “Problems Associated with Liquefaction and Lateral Spreading During Earthquakes,” Proc. of the Geotechnical Earthquake Engineering and Soil Dynamics III, ASCE Geotechnical Special Publication 75(1):301-312. 199
Ishihara, K. and M. Cubrinovski. (1998b). “Soil-pile Interaction in Liquefied Deposits Undergoing Lateral Spreading,” Geotechnical Hazards, Proc. of the 11 th European Conf. on Soil Mechanics and Geotechnical Engineering, A.A. Balkema Publ. pp. 51-64. Ishihara, K., and M. Yoshimine. (1992). “Evaluation of Settlements in Sand Deposits Following Liquefaction During Earthquakes,” Soils and Foundations, Japanese Society of Soil Mechanics and Foundation Engineering 32(1):173-188. Itasca Consulting Group (1997). “User’s Manual for FLAC, v. 3.4,” Itasca. Minneapolis, MN. Jackura, K. and A. Abghari. (1994). “Mitigation of Liquefaction Hazards at Three California Bridge Sites,” Proceedings of the Fifth US-Japan Workshop on Earthquake Resistant Design of Lifeline Facilities and Countermeasures Against Site Liquefaction. T.D. O’Rourke and M. Hamada (eds.). National Center for Earthquake Engineering Research. NCEER-94-0026. State University of New York, Buffalo. pp. 495-513. Jafarzadeh, F. and E. Yanagisaw. (1998). “Behavior of the Saturated Sand Models in Twodirectional Shaking Table Tests from Energy Point of View,” Proc. of the 11 th European Conf. on Earthquake Engineering, A.A. Balkema. pp. 1-12. Japanese Geotechnical Society. (1998). “Remedial Measures against Soil Liquefaction,” A.A. Balkema, Brookfield, 443 p. Jibson, R.W. (1993). “Predicting Earthquake-Induced Landslide Displacements Using Newmark’s Sliding Block Analysis.” Transportation Research Record, No. 1411-Earthquake- Induced Ground Failure Hazards. Transportation Research Board. National Research Council. Washington, D.C. pp. 9-17. Kachadoorian, R. (1968). “Effects of the Earthquake of March 27, 1964, on the Alaska Highway System,” U.S. Geological Survey Professional Paper 545-C, USGS; and The Great Alaska Earthquake of 1964 – Geology, Part A, “Effects on the Alaska Highway System,” National Academy of Sciences, Washington, D.C. pp. 641-703. Kawasumi, H., editor. (1968). “General Report on the Niigata Earthquake of 1964,” publ. by the Tokyo Electrical Engineering College Press, Tokyo, Japan. 550 p., plus 148 plates. Kayen, R.E. and J.K. Mitchell. (1998). “Assessment of Liquefaction Potential During Earthquakes by Arias Intensity,” Journal of Geotechnical and Geoenvironmental Engineering 123(12):1162-1174. Kayen, R.E., W.A. Barnhardt, S.P. Palmer. (1998). “Geomorphological and Geotechnical Issues Affecting the Seismic Slope Stability of the Duwamish River Delta, Port of Seattle, Washington,” Proc. of the 5 th U.S. Conference on Lifeline Earthquake Engineering – Optimizing Post-earthquake Lifeline System Reliability, ASCE-Technical Council on Lifeline Earthquake Engineering, Monograph No. 16. pp. 482-492. 200
Page 1:
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
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
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: Fujii, S., M. Cubrinovski, K. Tokim
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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