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Ebeling, R.M. and E.E. Morrison. (1993). “The Seismic Design of Waterfront Retaining Structures.” Naval Civil Engineering Laboratory, Technical Report ITL-92-11, Report No. NCEL TR-939. 255 p. Edris, E.V. and S.G. Wright. (1994). “User’s Guide: UTEXAS3 Slope-Stability Package, Vol. 4: User’s Manual,” U.S. Army Corps of Engineers, Instruction Report GL-87-1. 268 p. Egan, J.A., R.F. Hayden, L.L. Scheibel, M. Otus, and G. Serventi. (1992). “Seismic Repair at Seventh Street Marine Terminal,” Proc. of Grouting, Soil Improvement and Geosynthetics, pp. 867-878. Evans, M.D. and L.F. Harder. (1993). “Liquefaction Potential of Gravelly Soils in Dams,” Geotechnical Practice in Dam Rehabilitation, ASCE Geotechnical Special Publication 35:467- 481. Evans, M.D. and S. Zhou. (1994). “Cyclic Behavior of Gravelly Soil,” Ground Failures Under Seismic Conditions, ASCE Geotechnical Special Publication 44:158-176. Ferritto, J. (1997). “Seismic Design Criteria for Soil Liquefaction,” Technical Report TR-2077- SHR, U.S. Naval Facilities Engineering Services Center, Port Hueneme, CA. 58 p. Ferritto, J.M. and J.B. Forrest. (1977). “Determination of Seismically-Induced Soil Liquefaction Potential at Proposed Bridge Sites; Vol II – Planning Guide for Evaluation of Liquefaction,” Federal Highway Administration, Report No. FHWA-RD-77-128. 134 p. Federal Highway Administration (FHWA). (1985). “Tolerable Movement Criteria for Highway Bridges,” U. S. Department of Transportation, Report No. FHWA/RD-85-107. 109 p. Finn, W.D.L. (1990). “Analysis of Deformations, Stability and Pore Water Pressures in Port Structures,” Proc. of the POLA Seismic Workshop on Seismic Engineering, Port of Los Angeles. pp. 369-391. Finn, W.D.L., D.J. Pickering, D.J., and P.L. Bransby. (1971). “Sand Liquefaction in Triaxial and Simple Shear Tests.” Journal of the Soil Mechanics and Foundations Division 97(SM4):639- 659. Finn, W.D.L., K.W. Lee, and G.R. Martin. (1977). “An Effective Stress Model For Liquefaction,” Journal of the Geotechnical Engineering Division 103(6):517-533. Finn, W.D.L., R.H. Ledbetter, and G. Wu. (1994). “Liquefaction of Silty Soils: Design and Analysis,” Ground Failures Under Seismic Conditions, ASCE Geotechnical Special Publication 44:51-76. Francis, M.A. and G.A. Gorski. (1998). “In Situ Soil Mixing for the Mitigation of Seismic Lateral Spreading: A Case History,” Proc. of the Deep Foundation Institute Annual Meeting, Seattle, WA. 197
Fujii, S., M. Cubrinovski, K. Tokimatsu, and T. Hayashi. (1998). “Analyses of Damaged and Undamaged Pile Foundations in Liquefied Soils During the 1995 Kobe Earthquake,” Proc. of the Geotechnical Earthquake Engineering and Soil Dynamics III, ASCE Geotechnical Special Publication 75(2):1187-1198. Geomatrix Consultants. (1995). “Seismic Design Mapping, State of Oregon.” Final Report, Prepared for the Oregon Department of Transportation. Project No.2442. Gibbs, H.J. and W.G. Holtz. (1957). “Research on Determining the Density of Sands by Spoon Penetration Testing,” Proceedings, 4th International Conference on Soil Mechanics and Foundation Engineering, Vol. 1, London. pp. 35-39. Guo, T. and S. Prakash. (1999). “Liquefaction of Silts and Silt-Clay Mixtures,” Journal of Geotechnical and Geoenvironmental Engineering 125(8):706-710. Hamada, M. (1992). “Large Ground Deformations and Their Effects on Lifelines: 1964 Niigata Earthquake,” Case Studies of Liquefaction and Lifeline Performance During Past Earthquake, Technical Report NCEER-92-0001, National Center for Earthquake Engineering Research, State University of New York at Buffalo. pp. 3.1-4.123. Hamada, M., S. Yasuda, R. Isoyama, and K. Emoto. (1986). “Study on Liquefaction Induced Permanent Ground Displacements,” Association for the Development of Earthquake Prediction, Research Committee Report, Tokyo, Japan. 87 p. Hamada, M., R. Isoyama, K. Wakamatsu, (1995). “The 1995 Hyogoken-Nanbu (Kobe) earthquake: Liquefaction, Ground Displacement and Soil Condition in Hanshin Area,” Assoc. for Development of Earthquake Prediction, The School of Science and Engineering, Waseda University, and the Japan Engineering Consultants, Publ. by the Assoc. for Development of Earthquake Prediction. 194 p. Hamada, M., R. Isoyama, and K. Wakamatsu. (1996). “Liquefaction-Induced Ground Damage and Its Related Damage to Lifeline Facilities,” Soils and Foundations – Special Issue on Geotechnical Aspects of the January 17 1995 Hyogoken-Nanbu Earthquake, Japanese Geotechnical Society. pp. 81-98. Hannan, R. (2000). Personal communication, U.S. Army Corps of Engineers, Portland District. Harder, L.F. (1988). “Use of Penetration Tests to Determine the Cyclic Load Resistance of Gravelly Soils,” Doctoral Dissertation in Civil Engineering, University of California, Berkeley. Harder, L.F. (1994). “Becker test results From Gravel Liquefaction Sites,” Ground Failures Under Seismic Conditions, ASCE Geotechnical Special Publication 44:201-220. Harder, L.F. and H.B. Seed. (1986). “Determination of Penetration Resistance For Coarse- Grained Soils Using the Becker Hammer-Drill,” Report No. UCB/EERC/86-06, Earthquake Engineering Research Center, University of California, Berkeley. 198
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
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
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: California Division of Mines and Ge
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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