Constitutive Modeling of Soils and Rocks 1st Edition by Pierre Yves Hicher ISBN 1848210205 9781848210202

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ISBN 10: 1848210205 
ISBN 13: 9781848210202
Author: Pierre Yves Hicher

Constitutive Modeling of Soils and Rocks 1st Table of contents:

Chapter 1. The Main Classes of Constitutive Relations
Félix DARVE

1.1. Introduction
1.2. The rheological functional
1.3. Incremental formulation of constitutive relations
1.4. Rate-independent materials
1.4.1. Non-linearity of G and H
1.4.2. Anisotropy of G and H
1.4.3. Homogenity of degree 1 of G and H
1.5. Notion of tensorial zones
1.6. The main classes of rate-independent constitutive relations
1.6.1. Constitutive relations with one tensorial zone
1.6.2. Constitutive relations with two tensorial zones
1.6.3. Constitutive relations with four tensorial zones
1.6.4. Constitutive relations with n tensorial zones (n > 4)
1.6.5. Constitutive relations with an infinite number of tensorial zones
1.6.6. Conclusion
1.7. The main constitutive relations for rate-dependent materials
1.7.1. First class of incremental strain decomposition
1.7.2. Second class of incremental strain decomposition
1.8. General conclusions
1.9. References

Chapter 2. Mechanisms of Soil Deformation
Jean BIAREZ and Pierre-Yves HICHER

2.1. Introduction
2.2. Remolded soil behavior
2.3. Relationships between discontinuous and continuous medium
2.3.1. Granular materials
2.3.2. Remolded clayey materials
2.3.3. Granular materials with intergranular glue
2.4. Natural soils
2.5. Conclusion
2.6. References

Chapter 3. Elastoplastic Modeling of Soils: Monotonous Loadings
Philippe MESTAT, Emmanuel BOURGEOIS and Philippe REIFFSTECK

3.1. Introduction
3.2. Elastoplasticity equations
3.2.1. Basic concepts
3.2.2. Yield surface and elastic domain
3.2.3. Plastic flow rule
3.2.4. Incremental relations for one plastic mechanism model
3.2.5. Incremental relationships for multi-mechanism elastoplasticity
3.3. Constitutive laws and laboratory tests
3.4. Characterization of natural cohesive soil behavior
3.4.1. Analysis of triaxial test results
3.4.2. Analysis of oedometer tests
3.4.3. Elasto-viscoplasticity or elastoplasticity?
3.5. Characterization of frictional soil behavior
3.5.1. Analysis of triaxial test results
3.5.2. Elastoplasticity framework for frictional soils
3.6. Principles for the derivation of elastoplastic models
3.6.1. Elastic behavior
3.6.2. Estimation of the plastic behavior
3.6.3. Failure surface
3.6.4. Total and plastic strains
3.6.5. Plastic potential
3.6.6. Yield surface
3.7. Three-dimensional aspect of the models and calculation of geotechnical works
3.8. Examples of perfect elastoplastic models
3.8.1. The Mohr-Coulomb model
3.8.2. The Drücker-Prager model
3.9. Examples of elastoplastic models with hardening
3.9.1. University of Cambridge models (Cam-Clay models)
3.9.2. Nova model (1982 version)
3.9.3. Mélanie model
3.10. Conclusions
3.11. Notations
3.12. References

Chapter 4. Elastoplastic Modeling of Soils: Cyclic Loading
Bernard CAMBOU and Pierre-Yves HICHER

4.1. Soil behavior under drained loading
4.1.1. Isotropic and oedometric cyclic loading
4.1.2. Cyclic triaxial loading
4.1.3. Influence of rotating principal axes
4.2. Isochoric triaxial tests
4.3. Modeling soil cyclic behavior
4.3.1. Difficulties involved in the modeling of the soil cyclic behavior in the framework of elastoplasticity
4.3.2. The Masing model
4.4. Models based on one or several independent yield surfaces
4.4.1. The CJS model
4.5. Models based on nested yield surfaces
4.5.1. Models with nested yield surfaces: the Mroz model
4.5.2. Model with infinite yield surfaces: the Hujeux model

Deviatoric mechanisms (k = 1, 2, 3)

4.5.3. Models with two yield surfaces: the Dafalias model
4.5.4. Models with two yield surfaces: the Hashigushi model
4.5.5. Models with two yield surfaces: CJS 4 model
4.6. Generalized plasticity models
4.7. Parameter identification for cyclic plasticity models
4.8. Conclusion
4.9. References

Chapter 5. Elastoplastic Behavior of Ductile Porous Rocks
Jian-Fu SHAO and Shou-Yi XIE

5.1. Introduction
5.2. Review of typical mechanical behavior of porous rocks
5.3. Formulation of the constitutive model
5.3.1. Plastic pore collapse model
5.3.2. Plastic shearing model
5.4. Examples of numerical simulations
5.5. Influence of water saturation
5.6. Creep deformation
5.7. Conclusion
5.8. References

Chapter 6. Incremental Constitutive Relations for Soils
René CHAMBON, Félix DARVE and Farid LAOUAFA

6.1. Incremental nature of constitutive relations
6.2. Hypoplastic CloE models
6.2.1. Irreversibility in hypoplasticity
6.2.2. Limit states
6.2.3. A simple example: the 2D Mohr-Coulomb model
6.2.4. Use in boundary value problems
6.2.5. Explicit criterion of localization
6.2.6. Induced anisotropy
6.2.7. Extension to media with internal length
6.2.8. Examples of application
6.3. Incrementally non-linear constitutive relations
6.3.1. Formalism
6.3.2. Continuous transition between non-linear and octo-linear interpolations
6.3.3. Significant degenerations
6.3.4. Applications
6.3.5. Conclusions
6.4. General conclusion
6.5. References

Chapter 7. Viscoplastic Behavior of Soils
Pierre-Yves HICHER and Isam SHAHROUR

7.1. Introduction
7.2. Laboratory testing
7.2.1. Strain rate influence
7.2.2. Creep tests
7.3. Constitutive models
7.3.1. Modeling framework
7.3.2. Perzyna’s formulation
7.4. Numerical integration of viscoplastic models
7.5. Viscoplastic models for clays
7.5.1. Choice of the viscoplastic mechanisms
7.5.2. Viscoplastic models derived from the elastoplastic Cam-Clay model
7.5.3. Cyclic viscoplastic modeling
7.6. Conclusion
7.7. References

Chapter 8. Damage Modeling of Rock Materials
André DRAGON

8.1. Introduction
8.2. Modeling of damage by mesocracks and induced anisotropy
8.2.1. Preliminaries: damage variables and some micromechanical bases
8.2.2. Anisotropic damage model (basic model – level (i))
8.2.3. Comments on the identification of the model’s parameters and on its prediction capability
8.3. Taking into account mesocrack closure effects: restitution of moduli and complex hysteretic phenomena
8.3.1. Normal unilateral effect
8.3.2. Introduction of friction
8.4. Numerical integration and application examples – concluding notes
8.5. References

Chapter 9. Multiscale Modeling of Anisotropic Unilateral Damage in Quasibrittle Geomaterials: Formulation and Numerical Applications
Djimédo KONDO, Qizhi ZHU, Jian-Fu SHAO and Vincent PENSEE

9.1. Introduction
9.2. Homogenization of microcracked materials: basic principles and macroscopic energy
9.3. Formulation of the multiscale anisotropic unilateral damage model
9.3.1. Constitutive equations
9.3.2. Friction-damage coupling and evolution laws
9.4. Computational aspects and implementation of the multiscale damage model
9.4.1. Determination of the tangent matrix
9.4.2. Local integration of the model
9.5. Illustration of the model predictions for shear tests
9.6. Model’s validation for laboratory data including true triaxial tests
9.6.1. Validation by comparison with conventional triaxial compression tests
9.6.2. Simulations of true triaxial compression tests
9.7. Application on an underground structure: evaluation of the excavation damage zone (EDZ)
9.8. Conclusions
9.9. References

Chapter 10. Poromechanical Behavior of Saturated Cohesive Rocks
Jian-Fu SHAO and Albert GIRAUD

10.1. Introduction
10.2. Fundamentals of linear poroelasticity
10.3. Fundamentals of poroplasticity
10.4. Damage modeling of saturated brittle materials
10.4.1. Experimental characterization
10.4.2. Numerical modeling
10.5. Conclusion
10.6. References

Chapter 11. Parameter Identification
Pierre-Yves HICHER and Jian-Fu SHAO

11.1. Introduction
11.2. Analytical methods
11.3. Correlations applied to parameter identification
11.4. Optimization methods
11.4.1. Numerical formulation
11.4.2. Examples of parameter identification by means of laboratory testing
11.4.3. Parameter identification from in situ testing
11.5. Conclusion
11.6. References

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