Preface Introduction of the book Chapter 1. Elastic wave propagation in soil 1.1. Introduction 1.2. One-dimensional wave propagation and wave energy 1.2.1.

One-dimensional propagation of SH and P-waves 1.2.2. Basic formulation of wave propagation 1.2.3. Basic formulation of wave energy 1.3.

Three-dimensional body waves 1.4. Surface waves 1.4.1. Rayleigh wave 1.4.1.

1. General formulation 1.4.1.2. Uniform semi-infinite layer 1.4.1.

3. Two-layer system 1.4.2. Love wave 1.5. Viscoelastic model and soil damping for wave propagation 1.5.

1. General stress-strain relationship of viscoelastic material 1.5.2. Viscoelastic models 1.5.2.1.

Kelvin model 1.5.2.2. Maxwell model 1.5.2.3.

Nonviscous Kelvin model 1.5.2.4. Comparison with 1D-of-freedom vibration system 1.6. Wave attenuation by internal damping 1.6.

1. Viscoelastic models and wave attenuation 1.6.1.1. Attenuation for Kelvin model 1.6.1.

2. Attenuation for Maxwell model 1.6.1.3. Attenuation for Nonviscous Kelvin model 1.6.2.

Energy dissipation in wave propagation 1.6.3. Energy dissipation in wave propagation compared with cyclic loading 1.7. Wave attenuation including geometric damping 1.8. Summary Chapter 2.

Soil properties during earthquakes 2.1. Characterization of dynamic soil properties 2.1.1. Small strain properties 2.1.2.

Strain-dependent nonlinearity in soil properties 2.1.3. Equivalent linearization 2.1.4. Strong nonlinearity toward failure 2.1.

4.1. Basic mode of seismic soil failure 2.1.4.2. Effect of loading rate and loading cycle 2.2.

How to measure soil properties 2.2.1. In situ wave measurement for small strain 2.2.1.1. Measurement using boreholes 2.

2.1.2. Measurement without boreholes 2.2.2. Laboratory tests for small strain properties 2.2.

2.1. Wave transmission tests 2.2.2.2. Small-strain cyclic loading tests 2.2.

3. Laboratory tests for medium to large strain 2.2.3.1. Simple shear test 2.2.3.

2. Torsional simple shear test 2.2.3.3. Cyclic triaxial test 2.2.3.

4. Membrane penetration effect in undrained tests 2.3. Typical small strain properties 2.3.1. Vs and G 0 for Sand and gravel 2.3.

1.1. Effects of void ratio and confining stress 2.3.1.2. Effect of particle grading 2.3.

2. G 0 for Cohesive soil 2.3.2.1. Effects of void ratio and confining stress 2.3.2.

2. Long-term consolidation effect 2.3.2.3. Effect of overconsolidation 2.3.3.

Frequency-dependency of damping ratio in the laboratory 2.4. Strain-dependent equivalent linear properties 2.4.1. Modulus degradation 2.4.1.

1. Sand and gravel 2.4.1.2. Cohesive soil 2.4.1.

3. Overview of cohesive/non-cohesive soil 2.4.2 Damping ratio 2.4.2.1. Sand and gravel 2.

4.2.2. Cohesive soil 2.4.3. Strain-dependent property variations compared with in situ 2.4.

3.1. Modulus degradations 2.4.3.2. Damping ratios 2.5.

Summary Chapter 3. Soil modeling for dynamic analysis and scaled model test 3.1. Modeling of soil properties 3.1.1 Nonlinear stress-strain curves 3.1.2 Masing rule for cyclic loading 3.

1.3 Hysteretic models for cyclic loading 3.1.3.1. Bilinear model 3.1.3.

2. Hysteretic hyperbolic (HH) model and Hardin-Drnevich (HD) model 3.1.3.3. Ramberg-Osgood (RO) model 3.1.4 Comparison of laboratory test data with equivalent linear model 3.

1.5 Modeling of soil dilatancy 3.1.5.1. Dilatancy in drained monotonic shearing 3.1.5.

2. Dilatancy in drained cyclic shearing 3.1.5.3. Dilatancy in undrained cyclic shearing 3.1.6.

Dynamic strength in cyclic loading based on fatigue theory 3.1.6.1. Regular and irregular cyclic loading 3.1.6.2.

Two-dimensional loading 3.2. Dynamic soil analyses 3.2.1. Distinctions of dynamic analysis on soils 3.2.2.

Goals of dynamic soil analyses 3.2.3. Outline of soil response analyses 3.2.3.1. One-dimensional wave propagation analysis in continuum model 3.

2.3.2. Complex response analysis of discrete model 3.2.3.3. Mode-superposition analysis of discretized model 3.

2.3.4. Time-domain stepwise nonlinear analysis of discretized model 3.2.4. Equivalent linear analysis 3.2.

4.1. Analytical procedure 3.2.4.2. Modification of equivalent linear analysis 3.2.

5. Equivalent linear and nonlinear analyses compared with model test 3.2.5.1. Shaking table test and 1D soil model 3.2.5.

2. Comparison of analyses and model test 3.3. Scaled model tests and soil model 3.3.1. Needs for model tests 3.3.

2. Similitude for scaled model tests 3.3.2.1. How to derive similitude 3.3.2.

2. Derivation of similitude by forces 3.3.2.3. Similitude for other variables 3.3.3.

Soil properties for model test under ultra-low confining stress 3.4.Summary Chapter 4. Seismic site amplification and wave energy 4.1. Soil condition and site amplification 4.2. Amplification in two-layer system 4.

2.1. Two-layer system without internal damping 4.2.2. Two-layer system with internal damping 4.2.2.

1. Amplification in horizontal array versus vertical array 4.2.2.2. Amplification by different damping models 4.3. Site amplification by earthquake observation 4.

3.1. Amplification of maximum acceleration or maximum velocity 4.3.2. Spectrum amplification 4.3.3.

Amplification reflecting frequency-dependent damping 4.3.3.1. Damping in observed site amplification 4.3.3.2.

Outline of wave scattering theory 4.3.4. Microtremor H/V-spectrum ratio 4.4. Site amplification derived from vertical array records 4.4.1.

Site amplification formula using near-surface Vs 4.4.2. Amplification formula using average Vs in equivalent surface layer 4.4.3. Effect of soil nonlinearity 4.4.

4. Effect of downhole seismometer installation depth 4.5. SSI and radiation damping in one-dimensional wave propagation 4.5.1. Soil-structure interaction (SSI) 4.5.

2. Radiation damping 4.5.2.1. Rigid structure 4.5.2.

2. Shear-vibration structure 4.6. Energy flow in wave propagation 4.6.1. Energy flow at a boundary of infinite media 4.6.

2. Energy flow of harmonic wave in two-layer system 4.6.3. Energy flow of irregular wave in two-layer system 4.6.4. Energy flow calculated by vertical array records 4.

6.4.1. Energy flow calculation procedure 4.6.4.2. Energy flow in two vertical array sites 4.

6.4.3. General trends of energy flow observed in vertical arrays 4.6.4.4. Correlation of upward energy ratio with impedance ratio 4.

6.4.5. Upward energy at the deepest level of vertical array 4.6.5. Design considerations in view of energy 4.6.

5.1. Energy-based structure design 4.6.5.2. Earthquake damage versus upward wave energy 4.7.

Summary Chapter 5. Liquefaction 5.1. Typical Liquefaction Behavior 5.1.1. Scaled model test 5.1.

2. Undrained soil element test 5.1.3. How to interpret element test data 5.2. General conditions for liquefaction triggering 5.2.

1. Geotechnical conditions 5.2.2. Seismic conditions 5.3. Geotechnical conditions for liquefaction triggering 5.3.

1. Effect of confining stress 5.3.2. Effect of relative density and soil fabric 5.3.2.1.

Relative density versus CRR 5.3.2.2. Influence of soil fabric on CRR 5.3.3. Effect of stress/strain history 5.

4. Effect of gravels and fines 5.4.1. Particle grading 5.4.2. Liquefaction resistance of gravelly soils 5.

4.2.1. Gravelly soils actually liquefied 5.4.2.2. Liquefaction resistance 5.

4.2.3. Post-liquefaction behavior of gravelly soils 5.4.2.4. Effect of particle crushability 5.

4.3. Liquefaction resistance of fines-containing soils 5.4.3.1. Plasticity of fines 5.4.

3.2. Effect of non-plastic fines 5.4.3.3. Effect of fines on post-liquefaction behavior 5.5.

Liquefaction potential evaluation by in situ tests 5.5.1. Penetration tests and data normalizations 5.5.1.1. Overview of penetration tests 5.

5.1.2. Correction of penetration resistance by overburden 5.5.1.3. SPT N -value versus relative density 5.

5.2. Liquefaction resistance versus penetration resistance 5.5.2.1. Evaluation using laboratory tests 5.5.

2.2. Evaluation using case histories 5.5.3. Fc -dependency of CRR - penetration resistance curve 5.5.3.

1. Mini-cone triaxial tests for Fc -dependency 5.5.3.2. Cementation effect in Fc -dependency 5.5.4.

Evaluation for gravelly soils 5.5.5. Overview of current practice in liquefaction potential evaluation 5.5.5.1. Basic evaluation steps in SBM 5.

5.5.2. How to determine CSR 5.5.5.3. How to determine CRR 5.

6. Energy-based liquefaction potential evaluation 5.6.1. Review on Energy-Based Method 5.6.2. Dissipated energy for liquefaction in lab tests 5.

6.3. How to compare capacity and demand 5.6.4. Evaluation steps in EBM 5.6.5.

Typical EBM results compared with SBM 5.7. Effect of incomplete saturation 5.7.1. Evaluation by laboratory tests 5.7.2.

Theoretical background 5.7.3. Effect on P-wave velocity 5.7.4. Effect on.