Preface |
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xiii | |
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1 Introduction and the Concept of Effective Stress |
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1 | (16) |
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1 | (2) |
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1.2 The Nature of Soils and Other Porous Media: Why a Full Deformation Analysis Is the Only Viable Approach for Prediction |
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3 | (2) |
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1.3 Concepts of Effective Stress in Saturated or Partially Saturated Media |
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5 | (12) |
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1.3.1 A Single Fluid Present in the Pores -- Historical Note |
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5 | (2) |
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1.3.2 An Alternative Approach to Effective Stress |
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7 | (5) |
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1.3.3 Effective Stress in the Presence of Two (or More) Pore Fluids -- Partially Saturated Media |
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12 | (2) |
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14 | (1) |
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14 | (3) |
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2 Equations Governing the Dynamic, Soil-Pore Fluid, Interaction |
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17 | (36) |
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2.1 General Remarks on the Presentation |
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17 | (1) |
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2.2 Fully Saturated Behavior with a Single Pore Fluid (Water) |
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18 | (12) |
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2.2.1 Equilibrium and Mass Balance Relationship (u, w, and p) |
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18 | (6) |
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2.2.2 Simplified Equation Sets (u-p Form) |
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24 | (1) |
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2.2.3 Limits of Validity of the Various Approximations |
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25 | (5) |
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2.3 Partially Saturated Behavior with Air Pressure Neglected (pa = 0) |
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30 | (5) |
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2.3.1 Why Is Inclusion of Partial Saturation Required in Practical Analysis? |
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30 | (1) |
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2.3.2 The Modification of Equations Necessary for Partially Saturated Conditions |
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31 | (4) |
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2.4 Partially Saturated Behavior with Air Flow Considered (pa ≤ 0) |
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35 | (2) |
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2.4.1 The Governing Equations Including Air Flow |
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35 | (1) |
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2.4.2 The Governing Equation |
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35 | (2) |
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2.5 Alternative Derivation of the Governing Equation (of Sections 2.2-2.4) Based on the Hybrid Mixture Theory |
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37 | (11) |
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2.5.1 Kinematic Equations |
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39 | (1) |
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2.5.2 Microscopic Balance Equations |
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40 | (1) |
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2.5.3 Macroscopic Balance Equations |
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41 | (1) |
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2.5.4 Constitutive Equations |
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42 | (1) |
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2.5.5 General Field Equations |
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43 | (3) |
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2.5.6 Nomenclature for Section 2.5 |
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46 | (2) |
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48 | (5) |
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48 | (5) |
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3 Finite Element Discretization and Solution of the Governing Equations |
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53 | (22) |
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3.1 The Procedure of Discretization by the Finite Element Method |
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53 | (2) |
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3.2 u-p Discretization for a General Geomechanics' Finite Element Code |
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55 | (14) |
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3.2.1 Summary of the General Governing Equations |
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55 | (2) |
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3.2.2 Discretization of the Governing Equation in Space |
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57 | (2) |
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3.2.3 Discretization in Time |
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59 | (5) |
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3.2.4 General Applicability of Transient Solution (Consolidation, Static Solution, Drained Uncoupled, and Undrained) |
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64 | (1) |
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64 | (1) |
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3.2.4.2 Splitting or Partitioned Solution Procedures |
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65 | (1) |
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3.2.4.3 The Consolidation Equation |
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66 | (1) |
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3.2.4.4 Static Problems -- Undrained and Fully Drained Behavior |
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66 | (2) |
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3.2.5 The Structure of the Numerical Equations Illustrated by their Linear Equivalent |
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68 | (1) |
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69 | (1) |
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3.3 Theory: Tensorial Form of the Equations |
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69 | (3) |
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72 | (3) |
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72 | (3) |
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4 Constitutive Relations: Plasticity |
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75 | (108) |
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75 | (1) |
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4.2 The General Framework of Plasticity |
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76 | (21) |
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4.2.1 Phenomenological Aspects |
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76 | (2) |
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4.2.2 Generalized Plasticity |
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78 | (1) |
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78 | (3) |
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4.2.2.2 Inversion of the Constitutive Tensor |
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81 | (2) |
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4.2.3 Classical Theory of Plasticity |
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83 | (1) |
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4.2.3.1 Formulation as a Particular Case of Generalized Plasticity Theory |
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83 | (1) |
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4.2.3.2 Yield and Failure Surfaces |
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84 | (1) |
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4.2.3.3 Hardening, Softening, and Failure |
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85 | (1) |
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4.2.3.4 Some Frequently Used Failure and Yield Criteria. Pressure-Independent Criteria: von Mises--Huber Yield Criterion |
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86 | (6) |
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4.2.3.5 Consistency Condition for Strain-Hardening Materials |
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92 | (1) |
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4.2.3.6 Computational Aspects |
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93 | (4) |
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4.3 Critical State Models |
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97 | (25) |
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97 | (1) |
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4.3.2 Critical State Models for Normally Consolidated Clays |
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98 | (1) |
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4.3.2.1 Hydrostatic Loading: Isotropic Compression Tests |
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98 | (4) |
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102 | (4) |
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106 | (4) |
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4.3.3 Critical State Models for Sands |
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110 | (1) |
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4.3.3.1 Hydrostatic Compression |
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110 | (2) |
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4.3.3.2 Dense and Loose Behavior |
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112 | (2) |
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4.3.3.3 Critical State Line |
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114 | (2) |
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116 | (1) |
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4.3.3.5 A Unified Approach to Density and Pressure Dependency of Sand Behavior: The State Parameter |
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117 | (1) |
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4.3.3.6 Constitutive Modelling of Sand Within Critical State Framework |
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118 | (4) |
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4.4 Generalized Plasticity Modeling |
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122 | (43) |
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122 | (1) |
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4.4.2 A Generalized Plasticity Model for Clays |
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122 | (1) |
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4.4.2.1 Normally Consolidated Clays |
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122 | (6) |
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4.4.2.2 Overconsolidated Clays |
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128 | (2) |
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4.4.3 The Basic Generalized Plasticity Model for Sands |
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130 | (1) |
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4.4.3.1 Monotonic Loading |
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130 | (7) |
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4.4.3.2 Three-Dimensional Behavior |
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137 | (2) |
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4.4.3.3 Unloading and Cyclic Loading |
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139 | (6) |
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145 | (1) |
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4.4.4.1 Introductory Remarks |
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145 | (2) |
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4.4.4.2 Proposed Approach |
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147 | (3) |
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4.4.4.3 A Generalized Plasticity Model for the Anisotropic Behavior of Sand |
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150 | (2) |
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4.4.5 A State Parameter-Based Generalized Plasticity Model for Granular Soils |
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152 | (4) |
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4.4.6 Generalized Plasticity Modeling of Bonded Soils |
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156 | (1) |
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4.4.7 Generalized Plasticity Models for Unsaturated Soils |
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157 | (4) |
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4.4.8 Recent Developments of Generalized Plasticity Models |
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161 | (2) |
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4.4.9 A Note on Implicit Integration of Generalized Plasticity Models |
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163 | (2) |
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4.5 Alternative Advanced Models |
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165 | (5) |
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165 | (1) |
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4.5.2 Kinematic Hardening Models |
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166 | (1) |
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4.5.3 Bounding Surface Models and Generalized Plasticity |
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166 | (3) |
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4.5.4 Hypoplasticity and Incrementally Nonlinear Models |
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169 | (1) |
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170 | (13) |
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170 | (13) |
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5 Special Aspects of Analysis and Formulation: Radiation Boundaries, Adaptive Finite Element Requirement, and Incompressible Behavior |
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183 | (58) |
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183 | (1) |
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5.2 Far-Field Solutions in Quasi-Static Problems |
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183 | (5) |
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5.3 Input for Earthquake Analysis and Radiation Boundary |
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188 | (13) |
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5.3.1 Specified Earthquake Motion: Absolute and Relative Displacements |
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188 | (2) |
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5.3.2 The Radiation Boundary Condition: Formulation of a One-Dimensional Problem |
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190 | (4) |
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5.3.3 The Radiation Boundary Condition: Treatment of Two-Dimensional Problems |
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194 | (2) |
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5.3.4 The Radiation Boundary Condition: Scaled Boundary-Finite Element Method |
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196 | (5) |
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5.3.5 Earthquake Input and the Radiation Boundary Condition --- Concluding Remarks |
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201 | (1) |
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5.4 Adaptive Refinement for Improved Accuracy and the Capture of Localized Phenomena |
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201 | (16) |
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5.4.1 Introduction to Adaptive Refinement |
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201 | (3) |
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204 | (6) |
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5.4.3 Localization and Strain Softening: Possible Nonuniqueness of Numerical Solutions |
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210 | (3) |
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5.4.4 Regularization Through Gradient-Dependent Plasticity |
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213 | (4) |
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5.5 Stabilization of Computation for Nearly Incompressible Behavior with Mixed Interpolation |
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217 | (17) |
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5.5.1 The Problem of Incompressible Behavior Under Undrained Conditions |
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217 | (1) |
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5.5.2 The Velocity Correction and Stabilization Process |
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218 | (2) |
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5.5.3 Examples Illustrating the Effectiveness of the Operator Split Procedure |
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220 | (1) |
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5.5.4 The Reason for the Success of the Stabilizing Algorithm |
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221 | (3) |
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5.5.5 An Operator Split Stabilizing Algorithm for the Consolidation of Saturated Porous Media |
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224 | (4) |
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5.5.6 Examples Illustrating the Effectiveness of the Operator Split Stabilizing Algorithm for the Consolidation of Saturated Porous Media |
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228 | (2) |
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5.5.7 Further Improvements |
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230 | (4) |
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234 | (7) |
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234 | (1) |
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234 | (7) |
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6 Examples for Static, Consolidation, and Hydraulic Fracturing Problems |
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241 | (58) |
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241 | (1) |
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242 | (10) |
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6.2.1 Example (a): Unconfined Situation -- Small Constraint |
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242 | (1) |
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242 | (1) |
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243 | (4) |
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6.2.2 Example (b): Problems with Medium (Intermediate) Constraint on Deformation |
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247 | (1) |
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6.2.3 Example (c): Strong Constraints -- Undrained Behavior |
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248 | (2) |
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6.2.4 Example (d): The Effect of the n Section of the Yield Criterion |
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250 | (2) |
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252 | (5) |
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257 | (1) |
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257 | (13) |
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6.4.1 Benchmark for a Poroelastic Column |
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258 | (1) |
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6.4.2 Single-Aquifer Withdrawal |
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259 | (5) |
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6.4.3 3-D Consolidation with Adaptivity in Time |
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264 | (6) |
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6.5 Hydraulic Fracturing: Fracture in a Fully Saturated Porous Medium Driven By Increase in Pore Fluid Pressure |
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270 | (21) |
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6.5.1 2-D and 3-D Quasi-Static Hydraulic Fracturing |
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271 | (1) |
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6.5.1.1 Solid Phase: Continuous Medium |
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271 | (1) |
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6.5.1.2 Solid Phase: Cohesive Fracture Model -- Mode I Crack Opening |
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272 | (1) |
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6.5.1.3 Solid Phase: Cohesive Fracture Model -- Mode II and Mixed Mode Crack Opening |
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273 | (1) |
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6.5.1.4 Linear Momentum Balance for the Mixture Solid + Water |
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274 | (1) |
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6.5.1.5 Liquid Phase: Medium and Crack Permeabilities |
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275 | (1) |
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6.5.1.6 Mass Balance Equation for Water (Incorporating Darcy's Law) |
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276 | (1) |
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6.5.1.7 Discretized Governing Equations and Solution Procedure |
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277 | (2) |
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279 | (7) |
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6.5.2 Dynamic Fracturing in Saturated Porous Media |
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286 | (4) |
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6.5.3 Coupling of FEM for the Fluid with Discrete or Nonlocal Methods for the Fracturing Solid |
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290 | (1) |
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291 | (8) |
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292 | (7) |
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7 Validation of Prediction by Centrifuge |
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299 | (34) |
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299 | (2) |
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7.2 Scaling Laws of Centrifuge Modelling |
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301 | (2) |
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7.3 Centrifuge Test of a Dyke Similar to a Prototype Retaining Dyke in Venezuela |
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303 | (10) |
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313 | (5) |
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7.4.1 Description of the Precise Method of Determination of Each Coefficient in the Numerical Model |
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316 | (2) |
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7.4.2 Modelling of the Laminar Box |
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318 | (1) |
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7.4.3 Parameters Identified for Pastor-Zienkiewicz Mark III Model |
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318 | (1) |
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7.5 Comparison with the Velacs Centrifuge Experiment |
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318 | (7) |
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7.5.1 Description of the Models |
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318 | (3) |
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7.5.2 Comparison of Experiment and Prediction |
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321 | (4) |
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7.6 Centrifuge Test of a Retaining Wall (Dewooklar et al 2009) |
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325 | (3) |
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328 | (5) |
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328 | (5) |
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8 Applications to Unsaturated Problems |
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333 | (44) |
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333 | (1) |
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8.2 Isothermal Drainage of Water from a Vertical Column of Sand |
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333 | (5) |
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8.3 Air Storage Modeling in an Aquifer |
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338 | (2) |
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8.4 Comparison of Consolidation and Dynamic Results Between Small Strain and Finite Deformation Formulation |
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340 | (12) |
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8.4.1 Consolidation of Fully Saturated Soil Column |
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341 | (1) |
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8.4.2 Consolidation of Fully and Partially Saturated Soil Column |
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342 | (3) |
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8.4.3 Consolidation of Two-Dimensional Soil Layer Under Fully and Partially Saturated Conditions |
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345 | (1) |
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8.4.4 Fully Saturated Soil Column Under Earthquake Loading |
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346 | (2) |
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8.4.5 Elastoplastic Large-Strain Behavior of an Initially Saturated Vertical Slope Under a Gravitational Loading and Horizontal Earthquake Followed by a Partially Saturated Consolidation Phase |
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348 | (4) |
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8.5 Dynamic Analysis with a Full Two-Phase Flow Solution of a Partially Saturated Soil Column Subjected to a Step Load |
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352 | (8) |
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8.6 Compaction and Land Subsidence Analysis Related to the Exploitation of Gas Reservoirs |
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360 | (3) |
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8.7 Initiation of Landslide in Partially Saturated Soil |
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363 | (10) |
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373 | (4) |
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373 | (4) |
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9 Prediction Application and Back Analysis to Earthquake Engineering: Basic Concepts, Seismic Input, Frequency, and Time Domain Analysis |
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377 | (48) |
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377 | (2) |
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9.2 Material Properties of Soil |
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379 | (1) |
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9.3 Characteristics of Equivalent Linear Method |
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380 | (5) |
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9.4 Port Island Liquefaction Assessment Using the Cycle-Wise Equivalent Linear Method (Shiomi et al. 2008) |
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385 | (6) |
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9.4.1 Integration of Dynamic Equation by Half-Cycle of Wave |
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386 | (3) |
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9.4.2 Example of Analysis |
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389 | (2) |
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9.5 Port Island Liquefaction Using One-Column Nonlinear Analysis in Multi-Direction |
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391 | (8) |
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9.5.1 Introductory Remarks |
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391 | (2) |
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9.5.2 Multidirectional Loading Observed and Its Numerical Modeling - Simulation of Liquefaction Phenomena Observed at Port Island |
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393 | (2) |
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9.5.2.1 Conditions and Modeling |
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395 | (1) |
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9.5.2.2 Results of Simulation |
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395 | (3) |
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9.5.2.3 Effects of Multidirectional Loading |
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398 | (1) |
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9.6 Simulation of Liquefaction Behavior During Niigata Earthquake to Illustrate the Effect of Initial (Shear) Stress |
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399 | (6) |
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9.6.1 Influence of Initial Shear Stress |
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401 | (1) |
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9.6.1.1 Significance of ISS Component to the Responses |
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402 | (1) |
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9.6.1.2 Excess Pore Water Pressure |
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402 | (3) |
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9.7 Large-Scale Liquefaction Experiment Using Three-Dimensional Nonlinear Analysis |
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405 | (7) |
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9.7.1 Analytical Model and Condition |
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405 | (1) |
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9.7.1.1 Constitutive Model |
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405 | (2) |
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9.7.1.2 Dilatancy Modeling |
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407 | (1) |
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9.7.1.3 Determination of the Material Parameters |
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408 | (1) |
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409 | (1) |
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409 | (3) |
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9.8 Lower San Fernando Dam Failure |
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412 | (13) |
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419 | (6) |
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10 Beyond Failure: Modeling of Fluidized Geomaterials: Application to Fast Catastrophic Landslides |
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425 | (42) |
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425 | (3) |
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10.2 Mathematical Model: A Hierarchical Set of Models for the Coupled Behavior of Fluidized Geomaterials |
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428 | (10) |
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429 | (2) |
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10.2.2 A Two-Phase Depth-Integrated Model |
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431 | (5) |
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10.2.3 A Note on Reference Systems |
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436 | (2) |
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10.3 Behavior of Fluidized Soils: Rheological Modeling Alternatives |
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438 | (2) |
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438 | (1) |
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439 | (1) |
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10.3.3 Cohesive-Frictional Fluids |
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440 | (1) |
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440 | (1) |
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10.4 Numerical Modeling: 2-Phase Depth-Integrated Coupled Models |
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440 | (11) |
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441 | (1) |
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10.4.2 An SPH Lagrangian Model for Depth-Integrated Equations |
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441 | (1) |
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10.4.2.1 Introduction and Fundamentals of SPH |
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441 | (4) |
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10.4.2.2 SPH Discretization |
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445 | (1) |
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10.4.2.3 SPH Modeling of Two-Phase Depth-Integrated Equations |
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446 | (2) |
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10.4.2.4 Boundary Conditions in Two-Phase Depth-Integrated Equations |
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448 | (2) |
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10.4.2.5 Excess Pore Water Pressure Modeling in Two-Phase Depth-Integrated Equations |
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450 | (1) |
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10.5 Examples and Applications |
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451 | (8) |
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10.5.1 The Thurwieser Rock Avalanche |
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451 | (1) |
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10.5.2 A Lahar in Popocatepetl Volcano |
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452 | (3) |
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10.5.3 Modeling of Yu Tung Road Debris Flow |
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455 | (4) |
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459 | (8) |
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459 | (1) |
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460 | (7) |
Index |
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467 | |