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soil improvement guidelines state that for simplicity in the stability analysis, these procedures can be applied to the surface CD in Figure 5.2. Figure 5.1: Improvement Area for Gravity Retaining Structures (PHRI 1997; JGS 1998) Figure 5.2: Improvement Area for Pile Foundation and Underground Structure (PHRI 1997; JGS 1998) 106
For the pile foundation shown in Figure 5.2, the depth 1/ is the depth of fixity commonly used in structural models of pile foundations. This measure is a function of geotechnical and structural design parameters (soil stiffness and strength, pile type, pile stiffness, pile diameter). For preliminary analysis the depth of fixity can be assumed to be equal to 5 times the pile diameter. This value should be refined as project-specific geotechnical and structural data are obtained. The line HD is established by sketching the passive failure surface from to outside row of piles at depth H = 1/, up to the ground surface. The angle of this plane from the horizontal is (45 - /2), where is the effective angle of internal friction of the soil. Once point D has been established, the width of the improved soil that will be affected by the migration of pore pressures due to liquefaction in the unimproved soil is established as previously outlined (this provides point A at the ground surface). The plane II′ represents the intersection of the passive failure surface with the plane inclined at 30 from the vertical, as illustrated in Figure 5.2. As outlined in the JGS guidelines, for stability analyses of pile foundations the lateral earth pressures can be applied at the plane II′. There is uncertainty in evaluating the relative effectiveness of ground treatment strategies for limiting lateral deformations because a limited amount of research has been performed to evaluate seismically-induced lateral deformations of improved soil sites. Several recent investigations have employed physical modeling (i.e., centrifuge and shaking tables) to evaluate the seismic performance of embankments with and without soil improvement (Adalier et al. 1998). Adalier utilized centrifuge modeling to evaluate the effectiveness of ground treatment and stabilization measures for mitigating deformations of embankments. Model embankments of clayey sand underlain by liquefiable sand were tested for cases involving: (1) no improvement of the foundation soil, (2) densification of the foundation soils, (3) solidification of the foundation soil, (4) the application of gravel berms adjacent to the embankment, and (5) the utilization of sheetpile walls along the toe of the embankment (Figure 5.3). Figure 5.3: Models of Embankments in Clayey Sand Underlain by Liquefiable Sands (Adalier et al. 1998) 107
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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
Page 69 and 70: drill rod during hammer impact. In
Page 71 and 72: Figure 3.5: Minimum Values for K σ
Page 73 and 74: 3.4.2.2.1 CPT Method Developed by R
Page 75 and 76: 1. Sensitive, fine grained 6. Sands
Page 77 and 78: Figure 3.9: CPT-Based Curves for Va
Page 79 and 80: CRR where: q c 2 3 0.00128 0.0
Page 81 and 82: Tacoma, Washington (Dickenson and B
Page 83 and 84: Table 3.8: Influence of OCR on the
Page 85 and 86: Figure 3.13: Influence of Fines Con
Page 87: Gravel Sand Figure 3.16: Relationsh
Page 90 and 91: FS L > 1.4: Excess pore pressure ge
Page 92 and 93: The post-liquefaction strength of s
Page 94 and 95: Figure 4.3: Undrained Critical Stre
Page 96 and 97: 4.3 INTRODUCTION TO MODES OF FAILUR
Page 98 and 99: Figure 4.5: (a) Relationship betwee
Page 100 and 101: not available for many case studies
Page 102 and 103: provided to give the recommended ra
Page 104 and 105: Figure 4.8: Overview of EPOLLS Mode
Page 106 and 107: Figure 4.10: Model of Hypothetical
Page 108 and 109: 4.5.2 Advanced Numerical Modeling o
Page 110 and 111: Figure 4.12: Post Volumetric Shear
Page 112 and 113: The relationship shown in Figure 4.
Page 114 and 115: A third type of failure is shown in
Page 116 and 117: Table 5.1: Liquefaction Remediation
Page 118 and 119: 5.3 DESIGN OF SOIL MITIGATION The d
Page 122 and 123: The models were instrumented with a
Page 124 and 125: The model uses an explicit method,
Page 126 and 127: A simplification was made in the mo
Page 128 and 129: permanent earthquake displacements)
Page 130 and 131: 7.0 DEFORMATION ANALYSIS OF EMBANKM
Page 132 and 133: engineers; (2) requisite input incl
Page 134 and 135: π g 2 a t I a 2 dt (7-1) The A
Page 136 and 137: 10 1 Bracketed Intensity (m/s) 0.1
Page 138 and 139: 7.3 PARAMETRIC STUDY A well-validat
Page 140 and 141: the rigid body methods. The point a
Page 142 and 143: 0.4 Acceleration (g) 0.2 0 -0.2 -0.
Page 144 and 145: Embankment Height (m) Depth of Liqu
Page 146 and 147: 10 1 DISPLACEMENT (m) 0.1 Morgan Hi
Page 148 and 149: 2.0 Embankment Toe Embankment Mid-S
Page 150: suitably reliable estimates of perm
Page 153 and 154: 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
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with the calculated equivalent unif
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n ( M 10 1) (8-1) where M is the
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0.20 0.15 0.10 Acceleration (g) 0.0
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15.0 12.5 10.0 Long Valley Dam Lake
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CSR should be modified for the pres
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8.7 EVALUATION OF INITIATION OF LIQ
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crest stage Marine Drive 42.5 ft NG
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Table 8.9: Fines Content Values Est
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large sliding and long-term disrupt
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Table 8.12: Deformation Results fro
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The earthquake time histories used
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North (river) South (land) North To
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Table 8.20: Riverward Deformation R
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applications (DDC, closely spaced v
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Table 8.21: Comparison of Predicted
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9.0 SUMMARY AND CONCLUSIONS Recent
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dewatering may be warranted. Additi
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Bardet, J.P. (1990). “LINOS - A N
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California Division of Mines and Ge
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Fujii, S., M. Cubrinovski, K. Tokim
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Ishihara, K. and M. Cubrinovski. (1
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Liu, A.H. and J.P. Stewart. (1999).
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Oregon Department of Transportation
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Schnabel, P., J. Lysmer, and H.B. S
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Sun, I.H. and I.M. Idriss. (1992).
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Youd, T.L. and C.F. Jones. (1993).
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