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LIST OF FIGURES
Figure 1.1: ODOT’s Liquefaction Mitigation Procedure..............................................................................................4
Figure 2.1: Salinas River Bridge Damage ..................................................................................................................11
Figure 2.2: Area of Damage of 1964 Alaska Earthquake ...........................................................................................13
Figure 2.3: Bridge 596, Resurrection River. Centerline Section Looking Upstream (Natural Scale) .......................13
Figure 2.4: Bridge 598, Resurrection River. Centerline Section Looking Upstream (Natural Scale) .......................14
Figure 2.5: Bridge 596................................................................................................................................................14
Figure 2.6: Bridge 605, Snow River 3. Centerline Section Looking Downstream (Natural Scale)............................15
Figure 2.7: Bridge 605, Snow River 3. Post-earthquake View, Looking Downstream. .............................................15
Figure 2.8: Bridge 605A, Snow River 3. During Construction. Looking East from Midspan....................................16
Figure 2.9: Bridge 605A. Lateral Elevation of Pier 6 as Constructed at Time of Earthquake....................................16
Figure 2.10(a): Collapsed Bent and Deck of Copper River 5 Bridge 334, Mile 35.0, Copper River Highway..........17
Figure 2.10(b): Post-earthquake Settlement at Copper River Bridge 334 ..................................................................17
Figure 2.11: Correlation between Foundation Displacements Sustained and Foundation Support Conditions at
Bridges on the Seward, Sterling and Copper River Highways ...........................................................18
Figure 2.12: Showa Bridge.........................................................................................................................................19
Figure 2.13: Permanent Ground Displacements in the Upstream Area of the Shinano River ....................................20
Figure 2.14: Damage to Yachiyo Bridge 5, 6 .............................................................................................................21
Figure 2.15: Damage to the Yachiyo Bridge ..............................................................................................................22
Figure 2.16: Damage to the NHK Building................................................................................................................22
Figure 2.17: Observed Pile Deformation and Soil Conditions at NFCH Building .....................................................23
Figure 2.18: Damage to the Moss Landing Research Facility due to Settlement and Lateral Spreading ...................24
Figure 2.19: Damage from the 1906 San Francisco Earthquake near Monterey Bay.................................................25
Figure 2.20: South Terminal Pier of Bridge over Salinas River 6.4 km South of Salinas..........................................25
Figure 2.21: Liquefaction-induced Lateral Spreading Beneath the Salinas River Highway Bridge...........................26
Figure 2.22: Ground Deformations Next to Railroad Bridge Pier..............................................................................27
Figure 2.23: Excessive Settlement of Approach Fill ..................................................................................................27
Figure 2.24: Sand Boils at the Oakland-San Francisco Bay Bridge Approach Fill ....................................................28
Figure 2.25: Rio Vizcaya Bridge, Pile Failures (North Abutment) ............................................................................29
Figure 2.26: Damage due to Liquefaction at Rio Banano Bridge...............................................................................30
Figure 2.27: Damage to Pile Structure at Marine Facility ..........................................................................................31
Figure 2.28: Dai-ni Maya Ohashi Bridge ...................................................................................................................32
Figure 2.29: Maya Ohashi Bridge...............................................................................................................................32
Figure 2.30: Damage to Rokko Ohashi Bridge...........................................................................................................33
Figure 2.31: Displacements to Bridge Foundations at Rokko Ohashi Bridge ............................................................33
Figure 2.32: Kobe Ohashi Bridge Damage.................................................................................................................34
Figure 2.33: Foundation Damage at Kobe Ohashi Bridge..........................................................................................34
Figure 2.34: Nadahama Ohashi Bridge Lateral Spreading of 3 to 4 m.......................................................................35
Figure 2.35: Liquefaction Damage Adjacent to the Nadahama Ohashi Bridge..........................................................35
Figure 2.36: Damage to Structures near the Nadahama Ohashi Bridge......................................................................36
Figure 2.37: Damage to Pile Foundations near the Nadahama Ohashi Bridge...........................................................36
Figure 3.1: Range of r d Values for Different Soil Profiles..........................................................................................51
Figure 3.2: Peak Ground Surface Acceleration versus Peak Bedrock Acceleration for Defined Soil Classes ...........51
Figure 3.3: Empirical Relationship between the Cyclic Stress Ratio Initiating Liquefaction and (N 1 ) 60 Values for
Silty Sands in M 7.5 Earthquakes .......................................................................................................54
Figure 3.4: Magnitude Scaling Factors Derived by Various Investigators.................................................................56
Figure 3.5: Minimum Values for K σ Recommended for Clean Sands, Silty Sands and Gravels................................57
Figure 3.6: Correction Factors K for Static Shear Ratios .....................................................................................58
Figure 3.7: Flowchart Illustrating the Application of the Integrated CPT Method of Evaluating Cyclic Resistance
Ratio (CRR) in Sandy Soils................................................................................................................59
Figure 3.8: Normalized CPT Soil Behavior Type Chart.............................................................................................61
Figure 3.9: CPT-Based Curves for Various Values of Soil Behavior Index, I c ..........................................................63
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