Title Page -- Contents -- Preface -- Acknowledgments -- Chapter 1. Jean Biarez: His Life and Work -- 1.1. Early years and arrival in Grenoble -- 1.2. From Grenoble to Paris -- 1.3. The major research interests of Jean Biarez -- 1.4. Research and teaching -- 1.5. Conclusion -- Chapter 2. From Particle to Material Behavior: the Paths Chartered by Jean Biarez -- 2.1. Introduction -- 2.2. The available tools, the variables analyzed and limits of the proposed analyses -- 2.3. Analysis of geometric anisotropy -- 2.4. Analysis of the distribution of contact forces in a granular material -- 2.5. Analysis of local arrays -- 2.6. Particle breakage -- 2.7. Conclusion -- 2.8. Bibliography -- Chapter 3. Granular Materials in Civil Engineering: Recent Advances in the Physics of Their Mechanical Behavior and Applications to Enginee -- 3.1. Behavior resulting from energy dissipation by friction -- 3.1.1. Introduction -- 3.1.2. Fundamentals -- 3.1.3. Main practical consequences -- 3.1.4. Conclusions -- 3.2. Influence of grain breakage on the behavior of granular materials -- 3.2.1. Introduction to the grain breakage phenomenon -- 3.2.2. Scale effect in shear strength -- 3.3. Practical applications to construction design -- 3.3.1. A new method for rational assessment of rockfill shear strength envelo -- 3.3.2. Incidence of scale effect on rockfill slope stability -- 3.3.3. Scale effects on deformation features -- 3.4. Conclusions -- 3.5. Bibliography -- Chapter 4. Waste Rock Behavior at High Pressures: Dimensioning High Waste Rock Dumps -- 4.1. Introduction -- 4.2. Development of new laboratory equipment for testing coarse materials -- 4.2.1. Triaxial and oedometric equipment at the IDIEM -- 4.3. Mining rock waste -- 4.3.1. In situ grain size distribution -- 4.3.2. Analyzed waste rock -- 4.4. Characterization of mechanical behavior of the waste rock.

4.4.1. Oedometric tests -- 4.4.2. Triaxial tests -- 4.4.3. Oedometric test results -- 4.4.4. Triaxial test results -- 4.5. Evolution of density -- 4.6. Stability analysis and design considerations -- 4.7. Operation considerations -- 4.7.1. Basal drainage system -- 4.7.2. Water management -- 4.7.3. Foundation conditions -- 4.7.4. Effects of rain and snow -- 4.7.5. Effects of in situ leaching on waste rock -- 4.7.6. Designing for closure -- 4.8. Conclusions -- 4.9. Acknowledgements -- 4.10. Bibliography -- Chapter 5. Models by Jean Biarez for the Behavior of Clean Sands and Remolded Clays at Large Strains -- 5.1. Introduction -- 5.2. Biarez's model for the oedometer test -- 5.3. Perfect plasticity state and critical void ratio -- 5.4. Normally and overconsolidated isotropic loading -- 5.4.1. Analogy between sands and clays -- 5.4.2. Normally consolidated state (ISL) -- 5.4.3. Overconsolidated state (Cs) -- 5.5. The drained triaxial path for sands and clays -- 5.5.1. The reference behavior -- 5.5.2. The mathematical model -- 5.6. The undrained triaxial path for sands -- 5.6.1. Simplified Roscoe formula for undrained consolidated soils -- 5.6.2. Modeling of the maxima under the right M on the plan q - p' -- 5.7. Standard behavior for undrained sands -- 5.7.1. Normalization by the theoretical overconsolidation stress p'iC -- 5.7.2. Perfect plasticity normalization of the curves in the (q - ε1) plane and pore pressure variati -- 5.7.3. Initial stress p'0 normalization in the (q - p) plane -- 5.8. The triaxial behavior of "lumpy" sands -- 5.8.1. "Lump" sands -- 5.8.2. The Roscoe model applied to lump sands -- 5.8.3. Synthesis of several lump sand behaviors -- 5.9. A new model to analyze the oedometer's path -- 5.9.1. Burland's model -- 5.9.2. Comparison of models and mixed model -- 5.9.3. Burland's model in (IL - logσ'v) Biarez's space.

5.10. "Destructuration" of clayey sediments -- 5.11. Conclusion -- 5.12. Examples of manuscript notes -- 5.13. Bibliography -- Chapter 6. The Concept of Effective Stress in Unsaturated Soils -- 6.1. Introduction -- 6.2. Microstructural model for unsaturated porous media -- 6.3. Material and methods -- 6.3.1. Material and preparation of samples -- 6.3.2. Experimental devices and test procedures -- 6.3.3. Normalization of data -- 6.4. Experimental results -- 6.4.1. Isotropic compression paths -- 6.4.2. Deviatoric compression paths -- 6.4.3. Small strain behavior -- 6.5. Interpretation of results using the effective stress concept -- 6.5.1. Interpretation of large strain triaxial tests -- 6.5.2. Interpretation of small strain modulus measurements -- 6.6. Conclusions -- 6.7. Acknowledgements -- 6.8. Bibliography -- Chapter 7. A Microstructural Model for Soils and Granular Materials -- 7.1. Introduction -- 7.2. The micro-structural model -- 7.2.1. Inter-particle behavior -- 7.2.2. Stress-strain relationship -- 7.2.3. Model parameters -- 7.3. Results of numerical simulation on Hostun sand -- 7.3.1. Drained triaxial tests -- 7.3.2. Undrained triaxial tests -- 7.4. Model extension to clayey materials -- 7.4.1. Remolded clays -- 7.4.2. Natural clays -- 7.5. Unsaturated granular materials -- 7.6. Summary and conclusion -- 7.7. Bibliography -- Chapter 8. Modeling Landslides with a Material Instability Criterion -- 8.1. Introduction -- 8.2. Study of the second-order work criterion -- 8.2.1. Analytical study -- 8.2.2. Physical interpretation -- 8.3. Petacciato landslide modeling -- 8.3.1. Site presentation -- 8.3.2. Description of the model used -- 8.3.3. Landslide computation -- 8.4. Conclusion -- 8.5. Bibliography -- Chapter 9. Numerical Modeling: An Efficient Tool for Analyzing the Behavior of Constructions -- 9.1. Notations -- 9.2. Introduction.

9.3. Modeling soil behavior -- 9.3.1. Main characteristics of the soil's mechanical behavior -- 9.3.2. Constitutive models used for computation -- 9.3.3. Simplified model -- 9.3.4. Generalizing the simplified model -- 9.3.5. Mechanical behavior of non-saturated soil -- 9.3.6. Loading/unloading definition in plasticity -- 9.3.7. Multimechanism model -- 9.4. Parameter identification strategy for the ECP model -- 9.4.1. Classification and identification of the ECP model parameters -- 9.4.2. Directly measurable parameters -- 9.4.3. Parameters that are not directly measurable -- 9.4.4. Parameters defining the initial state -- 9.4.5. Application of parameter identification strategy -- 9.5. Influence of constitutive behavior on structural response -- 9.5.1. Retaining walls -- 9.5.2. Vertically loaded piles -- 9.5.3. Earth and rockfill dams -- 9.6. Conclusions -- 9.7. Acknowledgments -- 9.8. Appendix -- 9.9. Bibliography -- Chapter 10. Evaluating Seismic Stability of Embankment Dams -- 10.1. Introduction -- 10.1.1. A tribute to Jean Biarez -- 10.1.2. Definitions -- 10.2. Observed seismic performance -- 10.2.1. Earthquake performance of gravity dams -- 10.2.2. Earthquake performance of buttress dams -- 10.2.3. Earthquake performance of arch dams -- 10.2.4. Earthquake performance of hydraulic fills -- 10.2.5. Earthquake performance of tailing dams -- 10.2.6. Earthquake performance of road embankments and levees -- 10.2.7. Earthquake performance of river hydroelectric embankments -- 10.2.8. Earthquake performance of small earth dams -- 10.2.9. Earthquake performance of large earth dams -- 10.2.10. Earthquake performance of large zoned dams with rockfill -- 10.2.11. Earthquake performance of concrete face rockfill dams -- 10.2.12. Dynamic performance of physical models -- 10.2.13. Assessment of seismic damage on dams.

10.2.14. Major seismic damage of large concrete dams -- 10.2.15. Seismic damage of large embankment dams -- 10.2.16. Delayed or indirect consequences of an earthquake -- 10.3. Method for analyzing seismic risk -- 10.3.1. Seismic classification of dams in France -- 10.4. Evaluation of seismic hazard -- 10.4.1. Scenarios for dimensioning a particular situation -- 10.4.2. Choice of seismic levels -- 10.4.3. Choice of the seismic characteristics -- 10.4.4. Choice of accelerographs -- 10.5. Re-evaluation of seismic stability -- 10.5.1. Maximum risk associated with seismic loading: liquefaction -- 10.5.2. A recommended step-by-step methodology -- 10.5.3. Identification -- 10.5.4. Pseudo-static analysis of stability -- 10.5.5. Pseudo-static analysis of displacement -- 10.5.6. Analysis of the liquefaction risk -- 10.5.7. Coupled non-linear analysis -- 10.5.8. Analysis of post-seismic stability -- 10.5.9. Assessment -- 10.6. Semi-coupled modeling of liquefaction -- 10.6.1. Objectives -- 10.6.2. Constitutive model -- 10.6.3. Failure criterion -- 10.6.4. Shear strain law -- 10.6.5. Volumetric strain law: liquefaction -- 10.6.6. Model implementation -- 10.6.7. Model qualification in the case of the San Fernando dam failure -- 10.6.8. Model application to canal embankments -- 10.7. Bibliography -- List of Authors -- Index.