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Boulanger, R.W., I.M. Idriss, D.P. Stewart, Y. Hashash, and B. Schmidt. (1998). “Drainage Capacity of Stone Columns or Gravel Drains for Mitigating Liquefaction,” Proc. of the Geotechnical Earthquake Engineering and Soil Dynamics III, ASCE Geotechnical Special Publication 75(1):678-690. Boulanger, R.W., M.W. Meyers, L.H. Mejia and I.M. Idriss. (1998). “Behavior of a Fine-grained Soil during the Loma Prieta Earthquake,” Canadian Geotechnical Journal 35:146-158. Boulanger, R.W. and R.B. Seed. (1995). “Liquefaction of Sand Under Bidirectional Monotonic and Cyclic Loading.” Journal of Geotechnical Engineering 121(12):870-878. Boulanger, R.W., D.P. Stewart, I.M. Idriss, Y. Hashash, and B. Schmidt. (1997). “Ground Improvement Issues for Posey & Webster St. Tubes Seismic Retrofit Project: Lessons from Case Histories,” Report No. UCD/CGM-97/03, Center for Geotechnical Modeling, Dept. of Civil & Environmental Engineering, Univ. of California, Davis. 125 p. Brown, J. (in preparation). “Liquefaction Susceptibility and Post-Liquefaction Behavior of Silts,” Masters Thesis in Civil Engineering, Oregon State University, Corvallis. Bruce, D.A. (2000). “An Introduction to the Deep Soil Mixing Methods as Used in Geotechnical Applications,” Federal Highway Administration, Publication No. FHWA-RD-99-138. 143 p. Byrne, P.M., H. Jitno, D.L. Anderson, and J. Haile. (1994). “A Procedure for Predicting Seismic Displacements of Earth Dams,” Proc. of the 13th International Conference on Soil Mechanics and Foundation Engineering, New Delhi, India. pp. 1047-1052. Byrne, P.M., H. Jitno, and F. Salgado. (1992). “Earthquake Induced Displacements of Soilstructures Systems,” Proc. 10th World Conf. on Earthquake Engineering, A.A. Balkema Publ. pp. 1407-1412. Campanella, R.G. and W.P. Stewart. (1991). “Down-hole Seismic Cone Analysis Using Digital Signal Processing,” Proceedings, Second International Conference on Recent Advances in Geotechnical Earthquake Engineering and Soil Dynamics II, St. Louis, MO. pp. 77-82. Campbell, K.W. 1997. “Empirical Near-Source Attenuation Relationships for Horizontal and Vertical Components of Peak Ground Acceleration, Peak Ground Velocity, and Pseudo Absolute Acceleration Response Spectra,” Seismological Research Letters 68(1):154-179. Castro, G. (1975). “Liquefaction and Cyclic Mobility of Saturated Sands,” Journal of the Geotechnical Engineering Division 101(GT6):551-569. Castro, G., T.O. Keller, and S.S. Boynton. (1989). “Re-Evaluation of the Lower San Fernando Dam - Report 1, An Investigation of the February 9, 1971 Slide,” Volume 1, Text; Volume 2, Appendixes A-F. U.S. Army Corps of Engineers, Contract Report GL-89-2. p. 439. Castro, G. and S.J. Poulos. (1977). “Factors Affecting Liquefaction and Cyclic Mobility,” Journal of the Geotechnical Engineering Division 103(GT6):501-516. 195
California Division of Mines and Geology (CDMG). (1997). “Guidelines for Evaluating and Mitigating Seismic Hazards in California.” Special Publication 117, California Department of Conservation. 74 p. Chang, N.Y. (1990). “Influence of Fine Content and Plasticity on Earthquake-Induced Soil Liquefaction,” Contract No. DACW3988-C-0078 to U.S. Army Engineer Waterways Experiment Station, Vicksburg, MS. Cooke, H.G. and J.K. Mitchell. (1999). “Guide to Remedial Measures for Liquefaction Mitigation at Existing Highway Bridge Sites,” Multidisciplinary Center for Earthquake Engineering Research, Report No. MCEER-99-0015. 162 p. Dickenson S.E., and J. Brown. (1997a). “Cyclic and Post-Cyclic Testing of Saturated, Alluvial Silts, Hayden Island, Oregon,” Final report on testing sponsored by GeoEngineers through Service and Testing Project, Dept. of Civil, Construction, and Environmental Engineering, Oregon State University, Corvallis. Dickenson, S.E. and J. Brown. (1997b). “Cyclic and Post-Cyclic Testing of Saturated, Alluvial Silts, Port of Tacoma Road, Tacoma, WA,” Final report on testing sponsored by the Washington State Department of Transportation through Service and Testing Project, Dept. of Civil, Construction, and Environmental Engineering, Oregon State University. Dickenson, S.E., B.J. Wavra, and J. Sunitsakul. (2000). “Seismic Performance of the Columbia River Levee Adjacent to the Portland International Airport (PDX), Portland, Oregon,” Report to the U.S. Army Corps of Engineers, Portland District. 113 p., plus appendices. Dickenson, S.E. and D.S. Yang. (1998). “Seismically-Induced Deformations of Caisson Retaining Walls in Improved Soils,” Proceedings from the 1998 ASCE Geotechnical Earthquake Engineering and Soil Dynamics Conference. Seattle, WA. pp. 1071-1082. Dobry, R. and M.H. Baziar. (1991). “Evaluation of Ground Deformation Caused By Lateral Spreading,” Proc. 3 rd Japan-U.S. Workshop on Earthquake Resistant Design of Lifeline Facilities and Countermeasures for Soil Liquefaction, National Center for Earthquake Engineering Research, Technical Report NCEER-91-0001. pp. 209-223. Dobry, R. and M.H. Baziar. (1992). “Modeling of Lateral Spreads in Silty Sands by Sliding Soil Blocks,” Proc. of Stability and Performance of Slopes and Embankments-II, ASCE Geotechnical Special Publication 31(1):625-652. Dobry, R., R.S. Ladd, F.Y. Yokel, R.M. Chung, and D. Powell. (1982). “Prediction of Pore Water Pressure Buildup and Liquefaction of Sands During Earthquakes by the Cyclic Strain Method,” National Bureau of Standards Building Science Series 138. 150 p. Dobry, R., K.H. Stokoe II, R.S. Ladd, and T.L. Youd. (1981). “Liquefaction Susceptibility From S-Wave Velocity,” Proceedings, Session on In-Situ Testing to Evaluate Liquefaction Susceptibility, ASCE National Convention, St Louis, MO. 196
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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
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
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: Bardet, J.P. (1990). “LINOS - A N
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
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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