Multiscale Geomechanics

Pierre-Yves Hicher is Professor of Civil Engineering at Ecole Centrale de Nantes in France, specializing in soil behavior and constitutive modeling. His publications are numerous and well-known, particularly an early work Elementary Mechanics of Soil Behaviour (1994) co-authored with Jean Biarez.

• Preface  xi Acknowledgments  xvChapter 1. Jean Biarez: His Life and Work  1Jean-Louis BORDES, Jean-Louis FAVRE and Daniel GRIMM1.1. Early years and arrival in Grenoble  11.2. From Grenoble to Paris  41.3. The major research interests of Jean Biarez  81.4. Research and teaching   91.5. Conclusion  13Chapter 2. From Particle to Material Behavior: the Paths Chartered by Jean Biarez 15Bernard CAMBOU and Cécile NOUGUIER-LEHON2.1. Introduction 152.2. The available tools, the variables analyzed and limits of the proposed analyses 162.3. Analysis of geometric anisotropy  182.4. Analysis of the distribution of contact forces in a granular material 212.5. Analysis of local arrays  242.6. Particle breakage  272.7. Conclusion  322.8. Bibliography  32Chapter 3. Granular Materials in Civil Engineering: Recent Advances in the Physics of Their Mechanical Behavior and Applications to Engineering Works        35Etienne FROSSARD3.1. Behavior resulting from energy dissipation by friction      373.1.1. Introduction 373.1.2. Fundamentals        383.1.3. Main practical consequences 433.1.4. Conclusions   523.2. Influence of grain breakage on the behavior of granular materials 533.2.1. Introduction to the grain breakage phenomenon      533.2.2. Scale effect in shear strength 563.3. Practical applications to construction design         633.3.1. A new method for rational assessment of rockfill shear strength envelope       633.3.2. Incidence of scale effect on rockfill slope stability      653.3.3. Scale effects on deformation features          703.4. Conclusions 783.5. Bibliography  79Chapter 4. Waste Rock Behavior at High Pressures: Dimensioning High Waste Rock Dumps   83Edgar BARD, María EUGENIA ANABALÓN and José CAMPAÑA4.1. Introduction 834.2. Development of new laboratory equipment for testing coarse materials 844.2.1. Triaxial and oedometric equipment at the IDIEM 854.3. Mining rock waste       864.3.1. In situ grain size distribution 864.3.2. Analyzed waste rock      874.4. Characterization of mechanical behavior of the waste rock 884.4.1. Oedometric tests       884.4.2. Triaxial tests   894.4.3. Oedometric test results 904.4.4. Triaxial test results   944.5. Evolution of density  1024.6. Stability analysis and design considerations         1044.7. Operation considerations      1064.7.1. Basal drainage system 1064.7.2. Water management   1074.7.3. Foundation conditions   1074.7.4. Effects of rain and snow     1084.7.5. Effects of in situ leaching on waste rock         1084.7.6. Designing for closure  1094.8. Conclusions 1094.9. Acknowledgements  1104.10. Bibliography         110Chapter 5. Models by Jean Biarez for the Behavior of Clean Sands and Remolded Clays at Large Strains 113Jean-Louis FAVRE and Mahdia HATTAB5.1. Introduction 1135.2. Biarez’s model for the oedometer test  1155.3. Perfect plasticity state and critical void ratio         1185.4. Normally and overconsolidated isotropic loading  1225.4.1. Analogy between sands and clays  1225.4.2. Normally consolidated state (ISL)  1235.4.3. Overconsolidated state (Cs)    1245.5. The drained triaxial path for sands and clays         1265.5.1. The reference behavior 1265.5.2. The mathematical model    1275.6. The undrained triaxial path for sands 1285.6.1. Simplified Roscoe formula for undrained consolidated soils   1295.6.2. Modeling of the maxima under the right M on the plan q – p'  1305.7. Standard behavior for undrained sands 1325.7.1. Normalization by the theoretical overconsolidation stress p'iC  1325.7.2. Perfect plasticity normalization of the curves in the (q – ε1) plane and pore pressure variation        1335.7.3. Initial stress p'0 normalization in the (q – p) plane      1335.8. The triaxial behavior of “lumpy” sands    1345.8.1. “Lump” sands        1345.8.2. The Roscoe model applied to lump sands 1355.8.3. Synthesis of several lump sand behaviors 1365.9. A new model to analyze the oedometer’s path  1385.9.1. Burland’s model       1385.9.2. Comparison of models and mixed model         1415.9.3. Burland’s model in (IL – logσ'v) Biarez’s space       1445.10. “Destructuration” of clayey sediments 1445.11. Conclusion   1455.12. Examples of manuscript notes    1475.13. Bibliography         149Chapter 6. The Concept of Effective Stress in Unsaturated Soils 153Said TAIBI, Jean-Marie FLEUREAU, Sigit HADIWARDOYO, Hanène SOULI and António GOMES CORREIA6.1. Introduction 1536.2. Microstructural model for unsaturated porous media 1606.3. Material and methods       1646.3.1. Material and preparation of samples  1646.3.2. Experimental devices and test procedures   1656.3.3. Normalization of data 1706.4. Experimental results  1716.4.1. Isotropic compression paths   1716.4.2. Deviatoric compression paths 726.4.3. Small strain behavior     1736.5. Interpretation of results using the effective stress concept     1746.5.1. Interpretation of large strain triaxial tests         1756.5.2. Interpretation of small strain modulus measurements     1766.6. Conclusions 1776.7. Acknowledgements 1786.8. Bibliography     178Chapter 7. A Microstructural Model for Soils and Granular Materials  183Pierre-Yves HICHER7.1. Introduction 1837.2. The micro-structural model     1857.2.1. Inter-particle behavior    1867.2.2. Stress−strain relationship 1897.2.3. Model parameters      1907.3. Results of numerical simulation on Hostun sand        1917.3.1. Drained triaxial tests      1917.3.2. Undrained triaxial tests     1957.4. Model extension to clayey materials 1967.4.1. Remolded clays   1987.4.2. Natural clays    2007.5. Unsaturated granular materials    2047.6. Summary and conclusion     2147.7. Bibliography       216Chapter 8. Modeling Landslides with a Material Instability Criterion 221Florent PRUNIER, Sylvain LIGNON, Farid LAOUAFA and Félix DARVE8.1. Introduction 2218.2. Study of the second-order work criterion          2238.2.1. Analytical study 2238.2.2. Physical interpretation 2278.3. Petacciato landslide modeling  2298.3.1. Site presentation       2298.3.2. Description of the model used   2318.3.3. Landslide computation  2348.4. Conclusion  2388.5. Bibliography   240Chapter 9. Numerical Modeling: An Efficient Tool for Analyzing the Behavior of Constructions      243Arezou MODARESSI-FARAHMAND-RAZAVI9.1. Notations 2439.2. Introduction 2479.3. Modeling soil behavior 2489.3.1. Main characteristics of the soil’s mechanical behavior    2489.3.2. Constitutive models used for computation 2539.3.3. Simplified model       2549.3.4. Generalizing the simplified model  2629.3.5. Mechanical behavior of non-saturated soil 2659.3.6. Loading/unloading definition in plasticity 2729.3.7. Multimechanism model     2749.4. Parameter identification strategy for the ECP model   2759.4.1. Classification and identification of the ECP model parameters 2769.4.2. Directly measurable parameters 2799.4.3. Parameters that are not directly measurable        2889.4.4. Parameters defining the initial state 2909.4.5. Application of parameter identification strategy      2939.5. Influence of constitutive behavior on structural response 2999.5.1. Retaining walls     2999.5.2. Vertically loaded piles 3049.5.3. Earth and rockfill dams     3129.6. Conclusions 3189.7. Acknowledgments       3199.8. Appendix  3199.9. Bibliography  323Chapter 10. Evaluating Seismic Stability of Embankment Dams    333Jean-Jacques FRY10.1. Introduction 33310.1.1. A tribute to Jean Biarez 33310.1.2. Definitions    33410.2. Observed seismic performance 33510.2.1. Earthquake performance of gravity dams 33510.2.2. Earthquake performance of buttress dams        33610.2.3. Earthquake performance of arch dams     33710.2.4. Earthquake performance of hydraulic fills        33810.2.5. Earthquake performance of tailing dams  33910.2.6. Earthquake performance of road embankments and levees   33910.2.7. Earthquake performance of river hydroelectric embankments 33910.2.8. Earthquake performance of small earth dams       34010.2.9. Earthquake performance of large earth dams  34210.2.10. Earthquake performance of large zoned dams with rockfill 34410.2.11. Earthquake performance of concrete face rockfill dams 34410.2.12. Dynamic performance of physical models       34510.2.13. Assessment of seismic damage on dams 34510.2.14. Major seismic damage of large concrete dams 34610.2.15. Seismic damage of large embankment dams       34710.2.16. Delayed or indirect consequences of an earthquake     34710.3. Method for analyzing seismic risk 34810.3.1. Seismic classification of dams in France 34810.4. Evaluation of seismic hazard 35010.4.1. Scenarios for dimensioning a particular situation      35010.4.2. Choice of seismic levels 35010.4.3. Choice of the seismic characteristics         35110.4.4. Choice of accelerographs    35210.5. Re-evaluation of seismic stability   35510.5.1. Maximum risk associated with seismic loading: liquefaction 35510.5.2. A recommended step-by-step methodology  35710.5.3. Identification        35710.5.4. Pseudo-static analysis of stability 35810.5.5. Pseudo-static analysis of displacement         35810.5.6. Analysis of the liquefaction risk  36210.5.7. Coupled non-linear analysis 36510.5.8. Analysis of post-seismic stability 36710.5.9. Assessment  36710.6. Semi-coupled modeling of liquefaction          36810.6.1. Objectives  36810.6.2. Constitutive model      36810.6.3. Failure criterion       36910.6.4. Shear strain law       37010.6.5. Volumetric strain law: liquefaction          37210.6.6. Model implementation     37310.6.7. Model qualification in the case of the San Fernando Dam failure      37310.6.8. Model application to fluvial dikes  38010.7. Bibliography         387List of Authors   393Index 395