Innovative Earthquake Soil Dynamics

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 by cyclic triaxial test -- 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 on gravelly soils -- 5.5.5 Overview of current practice of liquefaction potential evaluation in SBM -- 5.5.5.1 Basic evaluation steps -- 5.5.5.2 How to decide CSR -- 5.5.5.3 How to decide 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