The SMP Concept-Based 3D Constitutive Models for Geomaterials

Contents

Preface

Chapter 1 Spatially Mobilized Plane (SMP) and SMP criterion

1.1 Origin of SMP

1.2 Stress-strain relation based on Compositely Mobilized Plane (CMP)

1.3 Stress-strain relation based on Spatially Mobilized Plane (SMP)

1.4 Failure criteria for metals and granular materials

1.5 Failure criterion for cohesive-frictional materials

References

Chapter 2 Introduction to Cam-clay model

2.1 Introduction

2.2 Original Cam-clay model

2.2.1 Principal direction of plastic strain increment and adopted stress and strain variables

2.2.2 Determination of plastic potential and yield functions

2.2.3 Determination of strain-hardening rule

2.2.4 Determination of

2.2.5 Detailed derivation of

2.3 Modified Cam-clay model

2.3.1 Principal direction of plastic strain increment and adopted stress and strain variables

2.3.2 Determination of plastic potential and yield functions

2.3.3 Determination of strain-hardening rule

2.3.4 Determination of

2.3.5 Detailed derivation of

References

Chapter 3 The Cam-clay model revised by the SMP criterion

3.1 Introduction

3.2 The SMP criterion and a transformed stress tensor

3.3 The Cam-clay model revised by the SMP criterion

3.4 Comparison of model predictions with experimental data

3.5 Concluding remarks

Appendix 1 Derivation of

Appendix 2 Derivation of elastoplastic constitutive tensor D_ijkl

References

Chapter 4 Elastoplastic constitutive models for geomaterials using transformed stress

4.1 An elastoplastic model for sands and clays

4.1.1 Introduction

4.1.2 A unified hardening parameter for both clays and sands

4.1.3 A unified elastoplastic model for both clays and sands

4.1.4 Prediction versus experiment

4.1.5 Modelling confining pressure dependence of strength and deformation

4.1.6 Conclusions

4.2 An elastoplastic model for K₀-consolidated soils

4.2.1 Introduction

4.2.2 The Sekiguchi-Ohta model and its stress-dilatancy relation

4.2.3 An anisotropic hardening elastoplastic model for K₀-consolidated clays and sands

4.2.4 Comparison of model predictions with experimental results

4.2.4.1 Modelling triaxial behaviour

4.2.4.2 Modelling plane strain behaviour

4.2.5 Elastoplastic constitutive tensor

4.2.6 Conclusions

4.3 An elastoplastic model for unsaturated soils

4.3.1 Introduction

4.3.2 Effective stress for unsaturated soils

4.3.3 Transformed stress tensor based on Extended SMP criterion

4.3.4 Formulation of model for unsaturated soils

4.3.4.1 Strength of unsaturated soil

4.3.4.2 Formulation of model in isotropic stress state

4.3.4.3 Formulation of model in general stress

4.3.5 Triaxial tests on unsaturated soils

4.3.5.1 Triaxial test apparatus for unsaturated soils

4.3.5.2 Unsaturated soil specimen

4.3.5.3 Stress paths

4.3.6 Comparison of model predictions with experimental results

4.3.6.1 Model parameters and their determination

4.3.6.2 Model predictions versus experimental results

4.3.7 Concluding remarks

References

Chapter 5 Concluding remarks

Biography

Hajime Matsuoka is Professor of Civil Engineering at the Nagoya Institute of Technology in Japan and the author of a number of books. His research interests include Earth Reinforcement and Vibration Reduction by Soilbags, in-situ Direct Shear Test and Constitutive Models for Soils.

De'an Sun is Professor of  Engineering at the Department of Civil Engineering, Shanghai University.  His current research interests include Unsaturated Soil Mechanics and Soil Constitutive Modelling.

Professors Matsuoka and Sun were awarded the Technical Development Prize from The Japanese Civil Engineering Society in 2004.