Multiscale Geomechanics
From Soil to Engineering Projects
1st Edition
Will be published approx. on 25. November 2011
Book
Hardback
396 pages
978-1-84821-246-6 (ISBN)
Description
This book addresses the latest issues in multiscale geomechanics. Written by leading experts in the field as a tribute to Jean Biarez (1927-2006), it can be of great use and interest to researchers and engineers alike.
A brief introduction describes how a major school of soil mechanics came into being through the exemplary teaching by one man. Biarez's life-long work consisted of explaining the elementary mechanisms governing soil constituents in order to enhance understanding of the underlying scientific laws which control the behavior of constructible sites and to incorporate these scientific advancements into engineering practices.
He innovated a multiscale approach of passing from the discontinuous medium formed by individual grains to an equivalent continuous medium. The first part of the book examines the behavior of soils at the level of their different constituents and at the level of their interaction. Behavior is then treated at the scale of the soil sample.
The second part deals with soil mechanics from the vantage point of the construction project. It highlights Biarez's insightful adoption of the Finite Element Codes and illustrates, through numerous construction examples, his methodology and approach based on the general framework he constructed for soil behavior, constantly enriched by comparing in situ measurements with calculated responses of geostructures.
A brief introduction describes how a major school of soil mechanics came into being through the exemplary teaching by one man. Biarez's life-long work consisted of explaining the elementary mechanisms governing soil constituents in order to enhance understanding of the underlying scientific laws which control the behavior of constructible sites and to incorporate these scientific advancements into engineering practices.
He innovated a multiscale approach of passing from the discontinuous medium formed by individual grains to an equivalent continuous medium. The first part of the book examines the behavior of soils at the level of their different constituents and at the level of their interaction. Behavior is then treated at the scale of the soil sample.
The second part deals with soil mechanics from the vantage point of the construction project. It highlights Biarez's insightful adoption of the Finite Element Codes and illustrates, through numerous construction examples, his methodology and approach based on the general framework he constructed for soil behavior, constantly enriched by comparing in situ measurements with calculated responses of geostructures.
More details
Language
English
Place of publication
London
United Kingdom
Product notice
sewn/stitched
Cloth over boards
Dimensions
Height: 241 mm
Width: 165 mm
Thickness: 28 mm
Weight
748 gr
ISBN-13
978-1-84821-246-6 (9781848212466)
Copyright in bibliographic data and cover images is held by Nielsen Book Services Limited or by the publishers or by their respective licensors: all rights reserved.
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E-Book
02/2013
Wiley-ISTE
€192.99
Available for download
E-Book
02/2013
Wiley-ISTE
€192.99
Available for download
Person
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.
Content
Preface xi Acknowledgments xv
Chapter 1. Jean Biarez: His Life and Work 1
Jean-Louis BORDES, Jean-Louis FAVRE and Daniel GRIMM
1.1. Early years and arrival in Grenoble 1
1.2. From Grenoble to Paris 4
1.3. The major research interests of Jean Biarez 8
1.4. Research and teaching 9
1.5. Conclusion 13
Chapter 2. From Particle to Material Behavior: the Paths Chartered by Jean Biarez 15
Bernard CAMBOU and Cecile NOUGUIER-LEHON
2.1. Introduction 15
2.2. The available tools, the variables analyzed and limits of the proposed analyses 16
2.3. Analysis of geometric anisotropy 18
2.4. Analysis of the distribution of contact forces in a granular material 21
2.5. Analysis of local arrays 24
2.6. Particle breakage 27
2.7. Conclusion 32
2.8. Bibliography 32
Chapter 3. Granular Materials in Civil Engineering: Recent Advances in the Physics of Their Mechanical Behavior and Applications to Engineering Works 35
Etienne FROSSARD
3.1. Behavior resulting from energy dissipation by friction 37
3.1.1. Introduction 37
3.1.2. Fundamentals 38
3.1.3. Main practical consequences 43
3.1.4. Conclusions 52
3.2. Influence of grain breakage on the behavior of granular materials 53
3.2.1. Introduction to the grain breakage phenomenon 53
3.2.2. Scale effect in shear strength 56
3.3. Practical applications to construction design 63
3.3.1. A new method for rational assessment of rockfill shear strength envelope 63
3.3.2. Incidence of scale effect on rockfill slope stability 65
3.3.3. Scale effects on deformation features 70
3.4. Conclusions 78
3.5. Bibliography 79
Chapter 4. Waste Rock Behavior at High Pressures: Dimensioning High Waste Rock Dumps 83
Edgar BARD, Maria EUGENIA ANABALON and Jose CAMPANA
4.1. Introduction 83
4.2. Development of new laboratory equipment for testing coarse materials 84
4.2.1. Triaxial and oedometric equipment at the IDIEM 85
4.3. Mining rock waste 86
4.3.1. In situ grain size distribution 86
4.3.2. Analyzed waste rock 87
4.4. Characterization of mechanical behavior of the waste rock 88
4.4.1. Oedometric tests 88
4.4.2. Triaxial tests 89
4.4.3. Oedometric test results 90
4.4.4. Triaxial test results 94
4.5. Evolution of density 102
4.6. Stability analysis and design considerations 104
4.7. Operation considerations 106
4.7.1. Basal drainage system 106
4.7.2. Water management 107
4.7.3. Foundation conditions 107
4.7.4. Effects of rain and snow 108
4.7.5. Effects of in situ leaching on waste rock 108
4.7.6. Designing for closure 109
4.8. Conclusions 109
4.9. Acknowledgements 110
4.10. Bibliography 110
Chapter 5. Models by Jean Biarez for the Behavior of Clean Sands and Remolded Clays at Large Strains 113
Jean-Louis FAVRE and Mahdia HATTAB
5.1. Introduction 113
5.2. Biarez's model for the oedometer test 115
5.3. Perfect plasticity state and critical void ratio 118
5.4. Normally and overconsolidated isotropic loading 122
5.4.1. Analogy between sands and clays 122
5.4.2. Normally consolidated state (ISL) 123
5.4.3. Overconsolidated state (Cs) 124
5.5. The drained triaxial path for sands and clays 126
5.5.1. The reference behavior 126
5.5.2. The mathematical model 127
5.6. The undrained triaxial path for sands 128
5.6.1. Simplified Roscoe formula for undrained consolidated soils 129
5.6.2. Modeling of the maxima under the right M on the plan q - p' 130
5.7. Standard behavior for undrained sands 132
5.7.1. Normalization by the theoretical overconsolidation stress p'iC 132
5.7.2. Perfect plasticity normalization of the curves in the (q - ?1) plane and pore pressure variation 133
5.7.3. Initial stress p'0 normalization in the (q - p) plane 133
5.8. The triaxial behavior of "lumpy" sands 134
5.8.1. "Lump" sands 134
5.8.2. The Roscoe model applied to lump sands 135
5.8.3. Synthesis of several lump sand behaviors 136
5.9. A new model to analyze the oedometer's path 138
5.9.1. Burland's model 138
5.9.2. Comparison of models and mixed model 141
5.9.3. Burland's model in (IL - log?'v) Biarez's space 144
5.10. "Destructuration" of clayey sediments 144
5.11. Conclusion 145
5.12. Examples of manuscript notes 147
5.13. Bibliography 149
Chapter 6. The Concept of Effective Stress in Unsaturated Soils 153
Said TAIBI, Jean-Marie FLEUREAU, Sigit HADIWARDOYO, Hanene SOULI and Antonio GOMES CORREIA
6.1. Introduction 153
6.2. Microstructural model for unsaturated porous media 160
6.3. Material and methods 164
6.3.1. Material and preparation of samples 164
6.3.2. Experimental devices and test procedures 165
6.3.3. Normalization of data 170
6.4. Experimental results 171
6.4.1. Isotropic compression paths 171
6.4.2. Deviatoric compression paths 72
6.4.3. Small strain behavior 173
6.5. Interpretation of results using the effective stress concept 174
6.5.1. Interpretation of large strain triaxial tests 175
6.5.2. Interpretation of small strain modulus measurements 176
6.6. Conclusions 177
6.7. Acknowledgements 178
6.8. Bibliography 178
Chapter 7. A Microstructural Model for Soils and Granular Materials 183
Pierre-Yves HICHER
7.1. Introduction 183
7.2. The micro-structural model 185
7.2.1. Inter-particle behavior 186
7.2.2. Stress?strain relationship 189
7.2.3. Model parameters 190
7.3. Results of numerical simulation on Hostun sand 191
7.3.1. Drained triaxial tests 191
7.3.2. Undrained triaxial tests 195
7.4. Model extension to clayey materials 196
7.4.1. Remolded clays 198
7.4.2. Natural clays 200
7.5. Unsaturated granular materials 204
7.6. Summary and conclusion 214
7.7. Bibliography 216
Chapter 8. Modeling Landslides with a Material Instability Criterion 221
Florent PRUNIER, Sylvain LIGNON, Farid LAOUAFA and Felix DARVE
8.1. Introduction 221
8.2. Study of the second-order work criterion 223
8.2.1. Analytical study 223
8.2.2. Physical interpretation 227
8.3. Petacciato landslide modeling 229
8.3.1. Site presentation 229
8.3.2. Description of the model used 231
8.3.3. Landslide computation 234
8.4. Conclusion 238
8.5. Bibliography 240
Chapter 9. Numerical Modeling: An Efficient Tool for Analyzing the Behavior of Constructions 243
Arezou MODARESSI-FARAHMAND-RAZAVI
9.1. Notations 243
9.2. Introduction 247
9.3. Modeling soil behavior 248
9.3.1. Main characteristics of the soil's mechanical behavior 248
9.3.2. Constitutive models used for computation 253
9.3.3. Simplified model 254
9.3.4. Generalizing the simplified model 262
9.3.5. Mechanical behavior of non-saturated soil 265
9.3.6. Loading/unloading definition in plasticity 272
9.3.7. Multimechanism model 274
9.4. Parameter identification strategy for the ECP model 275
9.4.1. Classification and identification of the ECP model parameters 276
9.4.2. Directly measurable parameters 279
9.4.3. Parameters that are not directly measurable 288
9.4.4. Parameters defining the initial state 290
9.4.5. Application of parameter identification strategy 293
9.5. Influence of constitutive behavior on structural response 299
9.5.1. Retaining walls 299
9.5.2. Vertically loaded piles 304
9.5.3. Earth and rockfill dams 312
9.6. Conclusions 318
9.7. Acknowledgments 319
9.8. Appendix 319
9.9. Bibliography 323
Chapter 10. Evaluating Seismic Stability of Embankment Dams 333
Jean-Jacques FRY
10.1. Introduction 333
10.1.1. A tribute to Jean Biarez 333
10.1.2. Definitions 334
10.2. Observed seismic performance 335
10.2.1. Earthquake performance of gravity dams 335
10.2.2. Earthquake performance of buttress dams 336
10.2.3. Earthquake performance of arch dams 337
10.2.4. Earthquake performance of hydraulic fills 338
10.2.5. Earthquake performance of tailing dams 339
10.2.6. Earthquake performance of road embankments and levees 339
10.2.7. Earthquake performance of river hydroelectric embankments 339
10.2.8. Earthquake performance of small earth dams 340
10.2.9. Earthquake performance of large earth dams 342
10.2.10. Earthquake performance of large zoned dams with rockfill 344
10.2.11. Earthquake performance of concrete face rockfill dams 344
10.2.12. Dynamic performance of physical models 345
10.2.13. Assessment of seismic damage on dams 345
10.2.14. Major seismic damage of large concrete dams 346
10.2.15. Seismic damage of large embankment dams 347
10.2.16. Delayed or indirect consequences of an earthquake 347
10.3. Method for analyzing seismic risk 348
10.3.1. Seismic classification of dams in France 348
10.4. Evaluation of seismic hazard 350
10.4.1. Scenarios for dimensioning a particular situation 350
10.4.2. Choice of seismic levels 350
10.4.3. Choice of the seismic characteristics 351
10.4.4. Choice of accelerographs 352
10.5. Re-evaluation of seismic stability 355
10.5.1. Maximum risk associated with seismic loading: liquefaction 355
10.5.2. A recommended step-by-step methodology 357
10.5.3. Identification 357
10.5.4. Pseudo-static analysis of stability 358
10.5.5. Pseudo-static analysis of displacement 358
10.5.6. Analysis of the liquefaction risk 362
10.5.7. Coupled non-linear analysis 365
10.5.8. Analysis of post-seismic stability 367
10.5.9. Assessment 367
10.6. Semi-coupled modeling of liquefaction 368
10.6.1. Objectives 368
10.6.2. Constitutive model 368
10.6.3. Failure criterion 369
10.6.4. Shear strain law 370
10.6.5. Volumetric strain law: liquefaction 372
10.6.6. Model implementation 373
10.6.7. Model qualification in the case of the San Fernando Dam failure 373
10.6.8. Model application to fluvial dikes 380
10.7. Bibliography 387
List of Authors 393
Index 395
Chapter 1. Jean Biarez: His Life and Work 1
Jean-Louis BORDES, Jean-Louis FAVRE and Daniel GRIMM
1.1. Early years and arrival in Grenoble 1
1.2. From Grenoble to Paris 4
1.3. The major research interests of Jean Biarez 8
1.4. Research and teaching 9
1.5. Conclusion 13
Chapter 2. From Particle to Material Behavior: the Paths Chartered by Jean Biarez 15
Bernard CAMBOU and Cecile NOUGUIER-LEHON
2.1. Introduction 15
2.2. The available tools, the variables analyzed and limits of the proposed analyses 16
2.3. Analysis of geometric anisotropy 18
2.4. Analysis of the distribution of contact forces in a granular material 21
2.5. Analysis of local arrays 24
2.6. Particle breakage 27
2.7. Conclusion 32
2.8. Bibliography 32
Chapter 3. Granular Materials in Civil Engineering: Recent Advances in the Physics of Their Mechanical Behavior and Applications to Engineering Works 35
Etienne FROSSARD
3.1. Behavior resulting from energy dissipation by friction 37
3.1.1. Introduction 37
3.1.2. Fundamentals 38
3.1.3. Main practical consequences 43
3.1.4. Conclusions 52
3.2. Influence of grain breakage on the behavior of granular materials 53
3.2.1. Introduction to the grain breakage phenomenon 53
3.2.2. Scale effect in shear strength 56
3.3. Practical applications to construction design 63
3.3.1. A new method for rational assessment of rockfill shear strength envelope 63
3.3.2. Incidence of scale effect on rockfill slope stability 65
3.3.3. Scale effects on deformation features 70
3.4. Conclusions 78
3.5. Bibliography 79
Chapter 4. Waste Rock Behavior at High Pressures: Dimensioning High Waste Rock Dumps 83
Edgar BARD, Maria EUGENIA ANABALON and Jose CAMPANA
4.1. Introduction 83
4.2. Development of new laboratory equipment for testing coarse materials 84
4.2.1. Triaxial and oedometric equipment at the IDIEM 85
4.3. Mining rock waste 86
4.3.1. In situ grain size distribution 86
4.3.2. Analyzed waste rock 87
4.4. Characterization of mechanical behavior of the waste rock 88
4.4.1. Oedometric tests 88
4.4.2. Triaxial tests 89
4.4.3. Oedometric test results 90
4.4.4. Triaxial test results 94
4.5. Evolution of density 102
4.6. Stability analysis and design considerations 104
4.7. Operation considerations 106
4.7.1. Basal drainage system 106
4.7.2. Water management 107
4.7.3. Foundation conditions 107
4.7.4. Effects of rain and snow 108
4.7.5. Effects of in situ leaching on waste rock 108
4.7.6. Designing for closure 109
4.8. Conclusions 109
4.9. Acknowledgements 110
4.10. Bibliography 110
Chapter 5. Models by Jean Biarez for the Behavior of Clean Sands and Remolded Clays at Large Strains 113
Jean-Louis FAVRE and Mahdia HATTAB
5.1. Introduction 113
5.2. Biarez's model for the oedometer test 115
5.3. Perfect plasticity state and critical void ratio 118
5.4. Normally and overconsolidated isotropic loading 122
5.4.1. Analogy between sands and clays 122
5.4.2. Normally consolidated state (ISL) 123
5.4.3. Overconsolidated state (Cs) 124
5.5. The drained triaxial path for sands and clays 126
5.5.1. The reference behavior 126
5.5.2. The mathematical model 127
5.6. The undrained triaxial path for sands 128
5.6.1. Simplified Roscoe formula for undrained consolidated soils 129
5.6.2. Modeling of the maxima under the right M on the plan q - p' 130
5.7. Standard behavior for undrained sands 132
5.7.1. Normalization by the theoretical overconsolidation stress p'iC 132
5.7.2. Perfect plasticity normalization of the curves in the (q - ?1) plane and pore pressure variation 133
5.7.3. Initial stress p'0 normalization in the (q - p) plane 133
5.8. The triaxial behavior of "lumpy" sands 134
5.8.1. "Lump" sands 134
5.8.2. The Roscoe model applied to lump sands 135
5.8.3. Synthesis of several lump sand behaviors 136
5.9. A new model to analyze the oedometer's path 138
5.9.1. Burland's model 138
5.9.2. Comparison of models and mixed model 141
5.9.3. Burland's model in (IL - log?'v) Biarez's space 144
5.10. "Destructuration" of clayey sediments 144
5.11. Conclusion 145
5.12. Examples of manuscript notes 147
5.13. Bibliography 149
Chapter 6. The Concept of Effective Stress in Unsaturated Soils 153
Said TAIBI, Jean-Marie FLEUREAU, Sigit HADIWARDOYO, Hanene SOULI and Antonio GOMES CORREIA
6.1. Introduction 153
6.2. Microstructural model for unsaturated porous media 160
6.3. Material and methods 164
6.3.1. Material and preparation of samples 164
6.3.2. Experimental devices and test procedures 165
6.3.3. Normalization of data 170
6.4. Experimental results 171
6.4.1. Isotropic compression paths 171
6.4.2. Deviatoric compression paths 72
6.4.3. Small strain behavior 173
6.5. Interpretation of results using the effective stress concept 174
6.5.1. Interpretation of large strain triaxial tests 175
6.5.2. Interpretation of small strain modulus measurements 176
6.6. Conclusions 177
6.7. Acknowledgements 178
6.8. Bibliography 178
Chapter 7. A Microstructural Model for Soils and Granular Materials 183
Pierre-Yves HICHER
7.1. Introduction 183
7.2. The micro-structural model 185
7.2.1. Inter-particle behavior 186
7.2.2. Stress?strain relationship 189
7.2.3. Model parameters 190
7.3. Results of numerical simulation on Hostun sand 191
7.3.1. Drained triaxial tests 191
7.3.2. Undrained triaxial tests 195
7.4. Model extension to clayey materials 196
7.4.1. Remolded clays 198
7.4.2. Natural clays 200
7.5. Unsaturated granular materials 204
7.6. Summary and conclusion 214
7.7. Bibliography 216
Chapter 8. Modeling Landslides with a Material Instability Criterion 221
Florent PRUNIER, Sylvain LIGNON, Farid LAOUAFA and Felix DARVE
8.1. Introduction 221
8.2. Study of the second-order work criterion 223
8.2.1. Analytical study 223
8.2.2. Physical interpretation 227
8.3. Petacciato landslide modeling 229
8.3.1. Site presentation 229
8.3.2. Description of the model used 231
8.3.3. Landslide computation 234
8.4. Conclusion 238
8.5. Bibliography 240
Chapter 9. Numerical Modeling: An Efficient Tool for Analyzing the Behavior of Constructions 243
Arezou MODARESSI-FARAHMAND-RAZAVI
9.1. Notations 243
9.2. Introduction 247
9.3. Modeling soil behavior 248
9.3.1. Main characteristics of the soil's mechanical behavior 248
9.3.2. Constitutive models used for computation 253
9.3.3. Simplified model 254
9.3.4. Generalizing the simplified model 262
9.3.5. Mechanical behavior of non-saturated soil 265
9.3.6. Loading/unloading definition in plasticity 272
9.3.7. Multimechanism model 274
9.4. Parameter identification strategy for the ECP model 275
9.4.1. Classification and identification of the ECP model parameters 276
9.4.2. Directly measurable parameters 279
9.4.3. Parameters that are not directly measurable 288
9.4.4. Parameters defining the initial state 290
9.4.5. Application of parameter identification strategy 293
9.5. Influence of constitutive behavior on structural response 299
9.5.1. Retaining walls 299
9.5.2. Vertically loaded piles 304
9.5.3. Earth and rockfill dams 312
9.6. Conclusions 318
9.7. Acknowledgments 319
9.8. Appendix 319
9.9. Bibliography 323
Chapter 10. Evaluating Seismic Stability of Embankment Dams 333
Jean-Jacques FRY
10.1. Introduction 333
10.1.1. A tribute to Jean Biarez 333
10.1.2. Definitions 334
10.2. Observed seismic performance 335
10.2.1. Earthquake performance of gravity dams 335
10.2.2. Earthquake performance of buttress dams 336
10.2.3. Earthquake performance of arch dams 337
10.2.4. Earthquake performance of hydraulic fills 338
10.2.5. Earthquake performance of tailing dams 339
10.2.6. Earthquake performance of road embankments and levees 339
10.2.7. Earthquake performance of river hydroelectric embankments 339
10.2.8. Earthquake performance of small earth dams 340
10.2.9. Earthquake performance of large earth dams 342
10.2.10. Earthquake performance of large zoned dams with rockfill 344
10.2.11. Earthquake performance of concrete face rockfill dams 344
10.2.12. Dynamic performance of physical models 345
10.2.13. Assessment of seismic damage on dams 345
10.2.14. Major seismic damage of large concrete dams 346
10.2.15. Seismic damage of large embankment dams 347
10.2.16. Delayed or indirect consequences of an earthquake 347
10.3. Method for analyzing seismic risk 348
10.3.1. Seismic classification of dams in France 348
10.4. Evaluation of seismic hazard 350
10.4.1. Scenarios for dimensioning a particular situation 350
10.4.2. Choice of seismic levels 350
10.4.3. Choice of the seismic characteristics 351
10.4.4. Choice of accelerographs 352
10.5. Re-evaluation of seismic stability 355
10.5.1. Maximum risk associated with seismic loading: liquefaction 355
10.5.2. A recommended step-by-step methodology 357
10.5.3. Identification 357
10.5.4. Pseudo-static analysis of stability 358
10.5.5. Pseudo-static analysis of displacement 358
10.5.6. Analysis of the liquefaction risk 362
10.5.7. Coupled non-linear analysis 365
10.5.8. Analysis of post-seismic stability 367
10.5.9. Assessment 367
10.6. Semi-coupled modeling of liquefaction 368
10.6.1. Objectives 368
10.6.2. Constitutive model 368
10.6.3. Failure criterion 369
10.6.4. Shear strain law 370
10.6.5. Volumetric strain law: liquefaction 372
10.6.6. Model implementation 373
10.6.7. Model qualification in the case of the San Fernando Dam failure 373
10.6.8. Model application to fluvial dikes 380
10.7. Bibliography 387
List of Authors 393
Index 395