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10.0 REFERENCES Abdoun, T., R. Dobry, T.D. O’Rourke, and D. Chaudhuri. (1996). “Centrifuge Modeling of Seismically-Induced Lateral Deformation During Liquefaction and its Effect on a Pile Foundation,” 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. 525-540. Abrahamson, N.A. and W.J. Silva. (1997). “Empirical Response Spectral Attenuation Relations for Shallow Crustal Earthquakes.” Seismological Research Letters 68(1):94-127. Adalier, K., A.W. Elgamal, and G.R. Martin. (1998). “Foundation Liquefaction Countermeasures for Earth Embankments,” Journal of Geotechnical and Geoenvironmental Engineering 124(6):500-517. Ambraseys, N.N. (1988). “Engineering Seismology,” Earthquake Engineering and Structural Dynamics 17(1):105. Ambraseys, N.N. and J.M. Menu. (1988). “Earthquake-Induced Ground Displacements,” Earthquake Engineering and Structural Dynamics 16:985-1006. Amini, F. and G.Z. Qi. (2000). “Liquefaction Testing of Stratified Silty Soils,” Journal of Geotechnical and Geoenvironmental Engineering 126(3):208-216. Andrus, R.D. and K.H. Stokoe. (1997). “Liquefaction Resistance Based on Shear Wave Velocity,” Proceedings of the NCEER Workshop on Evaluation of Liquefaction Resistance of Soils”. National Center for Earthquake Engineering Research, Technical Report NCEER-97- 0022. Salt Lake City, UT. pp. 89-128. Arango, I. (1996). “Magnitude Scaling Factors for Soil Liquefaction Evaluations,” Journal of Geotechnical Engineering 122(11):929-936. Ashford, S.A., K.M. Rollins, S.C. Bradford, T.J. Weaver, and J.I. Baez. (1999). “Liquefaction Mitigation Using Stone Columns Around Deep Foundations: Full Scale Test Results,” Dept. of Structural Engineering, Technical Report, Univ. of California, San Diego. 22 p. Baez, J.I. (1995). “A Design Model for the Reduction of Soil Liquefaction by Vibro-Stone Columns,” Doctoral Dissertation in Civil Engineering, University of Southern California. 207 p. Baez, J.I. and G.R. Martin. (1992). “Qualitative Evaluation of Stone Column Techniques for Earthquake Liquefaction Mitigation,” Proc. 10 th World Conf. on Earthquake Engineering, A.A. Balkema Publ. pp. 1477-1483. 193
Bardet, J.P. (1990). “LINOS - A Non-Linear Finite Element Program for Geomechanics and Geotechnical Engineering,” Civil Engineering Dept., Univ. of Southern California. Barksdale, R.D. (1987). “Applications of the State of the Art of Stone Columns –Liquefaction, Local Bearing Failure, and Example Calculations,” U.S. Army Corps of Engineers, Technical Report REMR-GT-7. 90 p. Bartlett, S.F. and T.L. Youd. (1992). “Case Histories of Lateral Spreads Caused by the 1964 Alaska Earthquake,” Case Studies of Liquefaction and Lifeline Performance During Past Earthquake, Technical Report NCEER-92-0002, National Center for Earthquake Engineering Research, State University of New York, Buffalo. pp. 2.1-2.127. Bartlett, S.F. and T.L. Youd. (1995). “Empirical Prediction of Liquefaction-Induced Lateral Spread,” Journal of Geotechnical Engineering 121(4):316-329. Baziar, M.H., and R. Dobry. (1995). “Residual Strength and Large-Deformation Potential of Loose Silty Sands,” Journal of Geotechnical Engineering 121(12):896-906. Baziar, M.H., R. Dobry, and M. Alemi. (1992). “Evaluation of Lateral Deformation using Sliding Block Model”, Proc. 10 th World Conference on Earthquake Engineering, A.A. Balkema Publ. 3:1401-1406. Baziar, M.H., R. Dobry, and A-W.M. Elgamel. (1992). “Engineering Evaluation of Permanent Ground Deformations Due to Seismically-Induced Liquefaction,” Technical Report NCEER-92- 0007, National Center for Earthquake Engineering Research, State University of New York at Buffalo. 259 p. Beaty, M. and P.M. Byrne. (1998). “An Effective Stress Model for Predicting Liquefaction Behavior of Sand,” Proc. of the Geotechnical Earthquake Engineering and Soil Dynamics III, ASCE Geotechnical Special Publication 75(1):766-777. Blakely, R.J., R.E. Wells, T.S. Yelin, I.P. Madin, and M.H. Beeson, (1995). “Tectonic Setting of the Portland-Vancouver Area, Oregon and Washington: Constraints from Low-Altitude Aeromagnetic Data,” Geological Society of America Bulletin 107:1051-1062. Boore, D.M., W.B. Joyner, and T.E. Fumal. (1997). “Equations for Estimating Horizontal Response Spectra and Peak Acceleration from Western North American Earthquakes: A Summary of Recent Work,” Seismological Research Letters 68(1):128-153. Boulanger, R.W., C.J. Curras, B.L. Kutter, D.W. Wilson, and A. Abghari. (1999). “Seismic Soil- Pile-Structure Interaction Experiments and Analyses,” Journal of Geotechnical and Geoenvironmental Engineering 125(9):750–759. Boulanger, R.W., and R.F. Hayden. (1995). “Aspects of Compaction Grouting of Liquefiable Soil,” Journal of Geotechnical Engineering 121(12):844-855. 194
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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
Page 155 and 156: 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 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 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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