Computational Geomechanics. Manuel Pastor
href="#u0ec9fef0-7cb2-52cc-856c-f1136e4ccc50">9 Prediction Application and Back Analysis to Earthquake Engineering 9.1 Introduction 9.2 Material Properties of Soil 9.3 Characteristics of Equivalent Linear Method 9.4 Port Island Liquefaction Assessment Using the Cycle‐Wise Equivalent Linear Method (Shiomi et al. 2008) 9.5 Port Island Liquefaction Using One‐Column Nonlinear Analysis in Multi‐Direction 9.6 Simulation of Liquefaction Behavior During Niigata Earthquake to Illustrate the Effect of Initial (Shear) Stress 9.7 Large‐Scale Liquefaction Experiment Using Three‐Dimensional Nonlinear Analysis 9.8 Lower San Fernando Dam Failure References
14 10 Beyond Failure: Modeling of Fluidized Geomaterials 10.1 Introduction 10.2 Mathematical Model: A Hierarchical Set of Models for the Coupled Behavior of Fluidized Geomaterials 10.3 Behavior of Fluidized Soils: Rheological Modeling Alternatives 10.4 Numerical Modeling: 2‐Phase Depth‐Integrated Coupled Models 10.5 Examples and Applications 10.6 Conclusion References
15 Index
List of Tables
1 Chapter 2Table 2.1 Comparative sets of coupled equations governing deformation and fl...Table 2.2 Thermodynamic properties for the microscopic mass balance equatio...
2 Chapter 4Table 4.1 Parameters used in the simulationsTable 4.2 Model parameters used in simulations.
3 Chapter 6Table 6.1 Material data.Table 6.2 Material properties for a water‐injected test case.Table 6.3 Material parameters for the example of Figure 6.46.
4 Chapter 7Table 7.1 Soil Model DataTable 7.2 Material data for Finite Element analysis Table 7.3 VELACS Project – Summary of centrifuge tests and class A/B predict...
5 Chapter 8Table 8.1 Material data used in the test of a saturated sand column subjecte...Table 8.2 Identified parameters for the constitutive model.Table 8.3 Geotechnical properties for soil layers (Cascini et al. 2003).
6 Chapter 9Table 9.1 Material properties of used‐for‐single DOF problem.Table 9.2 Material properties of soil layer (Shiomi et al. 2008).Table 9.3 Cases studied.Table 9.4 Soil layer and material properties.Table 9.5 Typical soil parameters (Yoshida et al. 2008b).Table 9.6 Material properties used in the Lower San Fernando dam analysis.Table 9.7 Coefficients of saturation function
List of Illustrations
1 Chapter 1Figure 1.1 The Vajont reservoir, failure of Mant Toc in 1963 (9 October): (a...Figure 1.2 Failure and reconstruction of original conditions of Lower San Fe...Figure 1.3 Various idealized structures of fluid-saturated porous solids: (a...Figure 1.4 A porous material subject to external hydrostatic pressure increa...Figure 1.5 Two fluids in pores of a granular solid (water and air). (a) Air ...Figure 1.6 Typical relations between pore pressure head, h w = p w /χ w , sa...
2 Chapter 2Figure 2.1 The soil column – variation of pore pressure with depth for vario...Figure 2.2 Zones of sufficient accuracy for various approximations: Zone 1, Figure 2.3 A partially saturated dam. Initial steady‐state solution. Only sa...Figure 2.4 Test example of partially saturated flow experiment by Liakopoulo...
3 Chapter 3Figure 3.1 Some typical two‐dimensional elements for linear and quadratic in...Figure 3.2 Elements used for coupled analysis, displacement (u) and pressure...
4 Chapter 4Figure 4.1 Behavior of mild steelFigure 4.2 Behavior of soft clayFigure 4.3 Behavior of materials with damageFigure 4.4 General stress–strain behaviorFigure 4.5 Typical hardening behavior of clay. (a) Yield surfaces (b) Stress...Figure 4.6 Ideal plasticity (κ = constant) (a) stress path; (b) stress–...Figure 4.7 Softening behavior (a) stress path; (b) stress–strain curveFigure 4.8 von Mises–Huber yield criterion. (a) In the principal stress spac...Figure 4.9 von Mises criterion for plane stress conditionsFigure 4.10 Tresca yield criterion. (a) In principal stress axes (b) in the ...Figure 4.11 Tresca criterion for plane stress conditionsFigure 4.12 Mohr–Coulomb lawFigure 4.13 Mohr–Coulomb yield surfaceFigure 4.14 Hydrostatic compression stress pathFigure 4.15 Hydrostatic compression test on a normally consolidated clay. (a...Figure 4.16 Open and closed yield surfacesFigure 4.17 Triaxial stress conditionsFigure 4.18 Consolidated drained stress pathFigure 4.19 Consolidated drained stress path in p′ − q planeFigure 4.20 Typical results of CD tests on normally consolidated claysFigure 4.21 Typical results of CU tests on normally consolidated claysFigure 4.22 Predicted (Mohr–Coulomb) and observed behavior in CU testsFigure 4.23 Normal consolidation and Critical State linesFigure 4.24 Constant water content lines as obtained from CD and CU tests (s...Figure 4.25 Yield and plastic potential surfaces of Cam‐Clay modelFigure 4.26 Yield surface of the modified Cam‐Clay modelFigure 4.27 Isotropic compression behavior of sand at four initial densities...Figure 4.28 Isotropic compression behavior of sand.Figure 4.29 Influence of isotropic overconsolidation on shear behavior.Figure 4.30 Drained triaxial tests on dense and loose sandFigure 4.31 Undrained behavior of dense sand in CU triaxial testFigure 4.32 Liquefaction of very loose sand in CU triaxial testFigure 4.33 Behavior of Toyoura sand showing the influence of confining pres...Figure 4.34 CSL plotted in (e, ln p′) (a) and (e, p′ ξ ) (b) planes.Figure 4.35 Definition of the state parameter.Figure 4.36 Plastic potential and yield surfaces for (a) loose sands (b) den...Figure 4.37 Dilatancy of soft Bangkok clay.Figure 4.38 Constant p′ test on Bangkok clay.Figure 4.39 Consolidated undrained tests on Bangkok clay.Figure 4.40 Consolidated drained tests on Bangkok clay.Figure 4.41 Behavior of normally consolidated Weald clay.Figure 4.42 Behavior of overconsolidated Weald clay (OCR = 24)Figure 4.43