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Robertson, P.K. and R.G. Campanella. (1985). “Liquefaction Potential of Sands Using the CPT,” Journal of Geotechnical Engineering 111(3):384-403. Robertson, P.K., R.G. Campanella, D. Gillespie, and A. Rice. (1986). “A Seismic CPT to Measure In-Situ Shear Wave Velocity,” ASCE, Journal of the Geotechnical Engineering Division 112(8):791-803. Robertson, P.K., D.J. Woeller, and W.D.L. Finn. (1992). “Seismic Cone Penetration Test for Evaluating Liquefaction Potential Under Cyclic Loading,” Canadian Geotechnical Journal 29:686-695. Robertson, P.K. and C.E. Wride. (1997a). “Cyclic Liquefaction and Its Evaluation Based on the SPT and CPT,” Proceeding of the NCEER Workshop on Evaluation of Liquefaction Resistance of Soils. Technical Report NCEER-97-0022. Salt Lake City, UT. pp. 41-87. Robertson, P.K. and C.E. Wride. (1997b). “Evaluation of Cyclic Liquefaction Potential Based on the CPT” Seismic Behavior of Ground and Geotechnical Structures, Seco e Pinto (ed.), A.A. Balkema, Brookfield, pp. 269-277 Ross, G.A., H.B. Seed, and R.R. Migliaccio. (1973). “Performance of Highway Bridge Foundations,” The Great Alaska Earthquake of 1964: Engineering, National Academy of Sciences, Washington, D.C. pp. 191-242. Roth, W., H. Fong, and C. de Rubertis. (1992). “Batter Piles and the Seismic Performance of Pile-Supported Wharves,” Proc. of Ports ’92, 1:336-349, Seattle, WA. Roth, W.H. and S. Inel. (1993). “An Engineering Approach to the Analysis of VELACS Centrifuge Tests,” Verifications of Numerical Procedures for the Analysis of Soil Liquefaction Problems. Arulanandan and Scott (eds.). A.A. Balkema, Rotterdam. pp. 1209-1229. Roth, W., S. Inel, C. Davis, and G. Brodt. (1993). “Upper San Fernando Dam 1971 Revisited,” Proc. 10 th Annual Conf. of the Assoc. of State Dam Safety Officials, Kansas City, MO. 12 p. Roth, W., R.F. Scott, and P.A. Cundall. (1986). “Nonlinear Dynamic Analysis of a Centrifuge Model Embankment,” Proc. of the 3 rd U.S. National Conf. on Earthquake Engineering, Charleston, SC. 12 p. Sarma, S.K. (1975). “Seismic Stability of earth Dams and Embankments,” Geotechnique 25(4):743-761. Sarma, S.K. and M.V. Bhave. (1974). “Critical Acceleration Versus Static Factor of Safety in Stability Analysis of Earth Dams and Embankments,” Geotechnique 24:661-665. Sasaki, Y., W.D.L. Finn, A. Shibano, M. Nobuoto. (1996). “Settlement of Embankment Above a Liquefied Ground Which is Covered by Non-Liquefiable Surface Layer,” Proc. 6 th Japan-U.S. Workshop on Earthquake Resistant Design of Lifeline Facilities and Countermeasures Against Soil Liquefaction, National Center for Earthquake Engineering Research, Technical Report NCEER-96-0012. pp. 361-390. 205
Schnabel, P., J. Lysmer, and H.B. Seed. (1972). “SHAKE – A Computer Program for Earthquake Response Analysis of Horizontally Layered Sites,” Earthquake Engineering Research Center, Report No. EERC 72-12, Univ. of California. 88 p. Seed, H.B. (1979). “Considerations in the Earthquake-resistant Design of Earth and Rockfill Dams,” Geotechnique 29(3):215-263. Seed, H.B. (1979). “Soil Liquefaction and Cyclic Mobility Evaluation for Level Ground During Earthquakes,” Journal of the Geotechnical Engineering Division 105(GT2):201-255. Seed, H.B. (1987). “Design Problems in Soil Liquefaction,” Journal of the Geotechnical Engineering Division 113(8):827-845. Seed, R.B. (1992). “A Manual for Evaluation and Mitigation of Liquefaction During Earthquakes,” Dept. of Civil Engineering, Univ. of California, Berkeley. 79 p. Seed, H.B. and P. DeAlba. (1986). “Use of SPT and CPT Tests for Evaluating the Liquefaction Resistance of Sands,” ASCE Geotechnical Special Publication No. 6, Use of In Situ Tests In Geotechnical Engineering, New York, NY. pp. 281-301. Seed, R.B. and L.F. Harder Jr. (1990). “SPT-Based Analysis of Cyclic Pore Pressure Generation and Undrained Residual Strength,” Proceedings, H. Bolton Seed Memorial Symposium, Vol. 2, BiTech Publishing, Vancouver, B.C. pp. 351-376. Seed, H.B. and I.M. Idriss. (1971). “A Simplified Procedure for Evaluating Soil Liquefaction Potential,” Journal of the Soil Mechanics and Foundation Engineering Division 97(SM9):1249- 1274. Seed, H.B. and I.M. Idriss. (1982). “Ground Motions and Soil Liquefaction During Earthquakes,” EERI Monograph, Earthquake Engineering Research Institute. 134 p. Seed. R.B. and H.L. Jong. (1987). “Factors Affecting Post-liquefaction Strength Assessment,” Proceedings, Fifth Canadian Conference on Earthquake Engineering, Ottawa, Canada. pp. 483- 492. Seed, H.B. and W.H. Peacock. 1971. “Test Procedures for Measuring Soil Liquefaction Characteristics.” Journal of the Soil Mechanics and Foundations Division 97(SM8):1099-1119. Seed, H.B., I.M. Idriss, F. Makdisi, and N. Banerjee. (1975). “Representation of Irregular Stress Time Histories by Equivalent Uniform Stress Series in Liquefaction Analyses.” EERC 75-29. Earthquake Engineering Research Center, University of California, Berkley. Seed, H.B., P.P. Martin, and J. Lysmer. (1976). “Pore-Pressure Changes During Soil Liquefaction.” Journal of the Geotechnical Engineering Division 102(GT4):323-345. Seed, H.B., R.T. Wong, I.M. Idriss, and K. Tokimatsu. (1984). “Moduli and Damping Factors for Dynamic Analyses of Cohesionless Soils.” Earthquake Engineering Research Center, Report No. UCB/EERC-84/14, University of California, Berkeley. 37 p. 206
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
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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
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 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: Oregon Department of Transportation
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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