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Computational Geomechanics: Theory and Applications 2nd edition [Hardback]

  • Format: Hardback, 496 pages, height x width x depth: 258x172x32 mm, weight: 992 g
  • Pub. Date: 28-Apr-2022
  • Publisher: John Wiley & Sons Inc
  • ISBN-10: 1118350472
  • ISBN-13: 9781118350478
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  • Format: Hardback, 496 pages, height x width x depth: 258x172x32 mm, weight: 992 g
  • Pub. Date: 28-Apr-2022
  • Publisher: John Wiley & Sons Inc
  • ISBN-10: 1118350472
  • ISBN-13: 9781118350478
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COMPUTATIONAL GEOMECHANICS The new edition of the first book to cover the computational dynamic aspects of geomechanics, now including more practical applications and up-to-date coverage of current research in the field

Advances in computational geomechanics have dramatically improved understanding of the behavior of soils and the ability of engineers to design increasingly sophisticated constructions in the ground. When Professor Olek Zienkiewicz began the application of numerical approaches to solid dynamics at Swansea University, it became evident that realistic prediction of the behavior of soil masses could only be achieved if the total stress approaches were abandoned. Computational Geomechanics introduces the theory and application of Zienkiewiczs computational approaches that remain the basis for work in the area of saturated and unsaturated soil to this day.

Written by past students and colleagues of Professor Zienkiewicz, this extended Second Edition provides formulations for a broader range of problems, including failure load under static loading, saturated and unsaturated consolidation, hydraulic fracturing, and liquefaction of soil under earthquake loading. The internationally-recognized team of authors incorporates current computer technologies and new developments in the field, particularly in the area of partial saturation, as they guide readers on how to properly apply the formulation in their work. This one-of-a-kind volume:





Explains the Biot-Zienkiewicz formulation for saturated and unsaturated soil Covers multiple applications to static and dynamic problems for saturated and unsaturated soil in areas such as earthquake engineering and fracturing of soils and rocks Features a completely new chapter on fast catastrophic landslides using depth integrated equations and smoothed particle hydrodynamics with applications Presents the theory of porous media in the saturated and unsaturated states to establish the foundation of the problem of soil mechanics Provides a quantitative description of soil behavior including simple plasticity models, generalized plasticity, and critical state soil mechanics Includes numerous questions, problems, hands-on experiments, applications to other situations, and example code for GeHoMadrid

Computational Geomechanics: Theory and Applications, Second Edition is an ideal textbook for specialist and general geotechnical postgraduate courses, and a must-have reference for researchers in geomechanics and geotechnical engineering, for software developers and users of geotechnical finite element software, and for geotechnical analysts and engineers making use of the numerical results obtained from the Biot-Zienkiewicz formulation.
Preface xiii
1 Introduction and the Concept of Effective Stress
1(16)
1.1 Preliminary Remarks
1(2)
1.2 The Nature of Soils and Other Porous Media: Why a Full Deformation Analysis Is the Only Viable Approach for Prediction
3(2)
1.3 Concepts of Effective Stress in Saturated or Partially Saturated Media
5(12)
1.3.1 A Single Fluid Present in the Pores -- Historical Note
5(2)
1.3.2 An Alternative Approach to Effective Stress
7(5)
1.3.3 Effective Stress in the Presence of Two (or More) Pore Fluids -- Partially Saturated Media
12(2)
Note
14(1)
References
14(3)
2 Equations Governing the Dynamic, Soil-Pore Fluid, Interaction
17(36)
2.1 General Remarks on the Presentation
17(1)
2.2 Fully Saturated Behavior with a Single Pore Fluid (Water)
18(12)
2.2.1 Equilibrium and Mass Balance Relationship (u, w, and p)
18(6)
2.2.2 Simplified Equation Sets (u-p Form)
24(1)
2.2.3 Limits of Validity of the Various Approximations
25(5)
2.3 Partially Saturated Behavior with Air Pressure Neglected (pa = 0)
30(5)
2.3.1 Why Is Inclusion of Partial Saturation Required in Practical Analysis?
30(1)
2.3.2 The Modification of Equations Necessary for Partially Saturated Conditions
31(4)
2.4 Partially Saturated Behavior with Air Flow Considered (pa ≤ 0)
35(2)
2.4.1 The Governing Equations Including Air Flow
35(1)
2.4.2 The Governing Equation
35(2)
2.5 Alternative Derivation of the Governing Equation (of Sections 2.2-2.4) Based on the Hybrid Mixture Theory
37(11)
2.5.1 Kinematic Equations
39(1)
2.5.2 Microscopic Balance Equations
40(1)
2.5.3 Macroscopic Balance Equations
41(1)
2.5.4 Constitutive Equations
42(1)
2.5.5 General Field Equations
43(3)
2.5.6 Nomenclature for Section 2.5
46(2)
2.6 Conclusion
48(5)
References
48(5)
3 Finite Element Discretization and Solution of the Governing Equations
53(22)
3.1 The Procedure of Discretization by the Finite Element Method
53(2)
3.2 u-p Discretization for a General Geomechanics' Finite Element Code
55(14)
3.2.1 Summary of the General Governing Equations
55(2)
3.2.2 Discretization of the Governing Equation in Space
57(2)
3.2.3 Discretization in Time
59(5)
3.2.4 General Applicability of Transient Solution (Consolidation, Static Solution, Drained Uncoupled, and Undrained)
64(1)
3.2.4.1 Time Step Length
64(1)
3.2.4.2 Splitting or Partitioned Solution Procedures
65(1)
3.2.4.3 The Consolidation Equation
66(1)
3.2.4.4 Static Problems -- Undrained and Fully Drained Behavior
66(2)
3.2.5 The Structure of the Numerical Equations Illustrated by their Linear Equivalent
68(1)
3.2.6 Damping Matrices
69(1)
3.3 Theory: Tensorial Form of the Equations
69(3)
3.4 Conclusions
72(3)
References
72(3)
4 Constitutive Relations: Plasticity
75(108)
4.1 Introduction
75(1)
4.2 The General Framework of Plasticity
76(21)
4.2.1 Phenomenological Aspects
76(2)
4.2.2 Generalized Plasticity
78(1)
4.2.2.1 Basic Theory
78(3)
4.2.2.2 Inversion of the Constitutive Tensor
81(2)
4.2.3 Classical Theory of Plasticity
83(1)
4.2.3.1 Formulation as a Particular Case of Generalized Plasticity Theory
83(1)
4.2.3.2 Yield and Failure Surfaces
84(1)
4.2.3.3 Hardening, Softening, and Failure
85(1)
4.2.3.4 Some Frequently Used Failure and Yield Criteria. Pressure-Independent Criteria: von Mises--Huber Yield Criterion
86(6)
4.2.3.5 Consistency Condition for Strain-Hardening Materials
92(1)
4.2.3.6 Computational Aspects
93(4)
4.3 Critical State Models
97(25)
4.3.1 Introduction
97(1)
4.3.2 Critical State Models for Normally Consolidated Clays
98(1)
4.3.2.1 Hydrostatic Loading: Isotropic Compression Tests
98(4)
4.3.2.2 Triaxial Rest
102(4)
4.3.2.3 Critical State
106(4)
4.3.3 Critical State Models for Sands
110(1)
4.3.3.1 Hydrostatic Compression
110(2)
4.3.3.2 Dense and Loose Behavior
112(2)
4.3.3.3 Critical State Line
114(2)
4.3.3.4 Dilatancy
116(1)
4.3.3.5 A Unified Approach to Density and Pressure Dependency of Sand Behavior: The State Parameter
117(1)
4.3.3.6 Constitutive Modelling of Sand Within Critical State Framework
118(4)
4.4 Generalized Plasticity Modeling
122(43)
4.4.1 Introduction
122(1)
4.4.2 A Generalized Plasticity Model for Clays
122(1)
4.4.2.1 Normally Consolidated Clays
122(6)
4.4.2.2 Overconsolidated Clays
128(2)
4.4.3 The Basic Generalized Plasticity Model for Sands
130(1)
4.4.3.1 Monotonic Loading
130(7)
4.4.3.2 Three-Dimensional Behavior
137(2)
4.4.3.3 Unloading and Cyclic Loading
139(6)
4.4.4 Anisotropy
145(1)
4.4.4.1 Introductory Remarks
145(2)
4.4.4.2 Proposed Approach
147(3)
4.4.4.3 A Generalized Plasticity Model for the Anisotropic Behavior of Sand
150(2)
4.4.5 A State Parameter-Based Generalized Plasticity Model for Granular Soils
152(4)
4.4.6 Generalized Plasticity Modeling of Bonded Soils
156(1)
4.4.7 Generalized Plasticity Models for Unsaturated Soils
157(4)
4.4.8 Recent Developments of Generalized Plasticity Models
161(2)
4.4.9 A Note on Implicit Integration of Generalized Plasticity Models
163(2)
4.5 Alternative Advanced Models
165(5)
4.5.1 Introduction
165(1)
4.5.2 Kinematic Hardening Models
166(1)
4.5.3 Bounding Surface Models and Generalized Plasticity
166(3)
4.5.4 Hypoplasticity and Incrementally Nonlinear Models
169(1)
4.6 Conclusion
170(13)
References
170(13)
5 Special Aspects of Analysis and Formulation: Radiation Boundaries, Adaptive Finite Element Requirement, and Incompressible Behavior
183(58)
5.1 Introduction
183(1)
5.2 Far-Field Solutions in Quasi-Static Problems
183(5)
5.3 Input for Earthquake Analysis and Radiation Boundary
188(13)
5.3.1 Specified Earthquake Motion: Absolute and Relative Displacements
188(2)
5.3.2 The Radiation Boundary Condition: Formulation of a One-Dimensional Problem
190(4)
5.3.3 The Radiation Boundary Condition: Treatment of Two-Dimensional Problems
194(2)
5.3.4 The Radiation Boundary Condition: Scaled Boundary-Finite Element Method
196(5)
5.3.5 Earthquake Input and the Radiation Boundary Condition --- Concluding Remarks
201(1)
5.4 Adaptive Refinement for Improved Accuracy and the Capture of Localized Phenomena
201(16)
5.4.1 Introduction to Adaptive Refinement
201(3)
5.4.2 Adaptivity in Time
204(6)
5.4.3 Localization and Strain Softening: Possible Nonuniqueness of Numerical Solutions
210(3)
5.4.4 Regularization Through Gradient-Dependent Plasticity
213(4)
5.5 Stabilization of Computation for Nearly Incompressible Behavior with Mixed Interpolation
217(17)
5.5.1 The Problem of Incompressible Behavior Under Undrained Conditions
217(1)
5.5.2 The Velocity Correction and Stabilization Process
218(2)
5.5.3 Examples Illustrating the Effectiveness of the Operator Split Procedure
220(1)
5.5.4 The Reason for the Success of the Stabilizing Algorithm
221(3)
5.5.5 An Operator Split Stabilizing Algorithm for the Consolidation of Saturated Porous Media
224(4)
5.5.6 Examples Illustrating the Effectiveness of the Operator Split Stabilizing Algorithm for the Consolidation of Saturated Porous Media
228(2)
5.5.7 Further Improvements
230(4)
5.6 Conclusion
234(7)
Notes
234(1)
References
234(7)
6 Examples for Static, Consolidation, and Hydraulic Fracturing Problems
241(58)
6.1 Introduction
241(1)
6.2 Static Problems
242(10)
6.2.1 Example (a): Unconfined Situation -- Small Constraint
242(1)
6.2.1.1 Embankment
242(1)
6.2.1.2 Footing
243(4)
6.2.2 Example (b): Problems with Medium (Intermediate) Constraint on Deformation
247(1)
6.2.3 Example (c): Strong Constraints -- Undrained Behavior
248(2)
6.2.4 Example (d): The Effect of the n Section of the Yield Criterion
250(2)
6.3 Seepage
252(5)
6.3.1 Concluding Remarks
257(1)
6.4 Consolidation
257(13)
6.4.1 Benchmark for a Poroelastic Column
258(1)
6.4.2 Single-Aquifer Withdrawal
259(5)
6.4.3 3-D Consolidation with Adaptivity in Time
264(6)
6.5 Hydraulic Fracturing: Fracture in a Fully Saturated Porous Medium Driven By Increase in Pore Fluid Pressure
270(21)
6.5.1 2-D and 3-D Quasi-Static Hydraulic Fracturing
271(1)
6.5.1.1 Solid Phase: Continuous Medium
271(1)
6.5.1.2 Solid Phase: Cohesive Fracture Model -- Mode I Crack Opening
272(1)
6.5.1.3 Solid Phase: Cohesive Fracture Model -- Mode II and Mixed Mode Crack Opening
273(1)
6.5.1.4 Linear Momentum Balance for the Mixture Solid + Water
274(1)
6.5.1.5 Liquid Phase: Medium and Crack Permeabilities
275(1)
6.5.1.6 Mass Balance Equation for Water (Incorporating Darcy's Law)
276(1)
6.5.1.7 Discretized Governing Equations and Solution Procedure
277(2)
6.5.1.8 Examples
279(7)
6.5.2 Dynamic Fracturing in Saturated Porous Media
286(4)
6.5.3 Coupling of FEM for the Fluid with Discrete or Nonlocal Methods for the Fracturing Solid
290(1)
6.6 Conclusion
291(8)
References
292(7)
7 Validation of Prediction by Centrifuge
299(34)
7.1 Introduction
299(2)
7.2 Scaling Laws of Centrifuge Modelling
301(2)
7.3 Centrifuge Test of a Dyke Similar to a Prototype Retaining Dyke in Venezuela
303(10)
7.4 The Velacs Project
313(5)
7.4.1 Description of the Precise Method of Determination of Each Coefficient in the Numerical Model
316(2)
7.4.2 Modelling of the Laminar Box
318(1)
7.4.3 Parameters Identified for Pastor-Zienkiewicz Mark III Model
318(1)
7.5 Comparison with the Velacs Centrifuge Experiment
318(7)
7.5.1 Description of the Models
318(3)
7.5.2 Comparison of Experiment and Prediction
321(4)
7.6 Centrifuge Test of a Retaining Wall (Dewooklar et al 2009)
325(3)
7.7 Conclusions
328(5)
References
328(5)
8 Applications to Unsaturated Problems
333(44)
8.1 Introduction
333(1)
8.2 Isothermal Drainage of Water from a Vertical Column of Sand
333(5)
8.3 Air Storage Modeling in an Aquifer
338(2)
8.4 Comparison of Consolidation and Dynamic Results Between Small Strain and Finite Deformation Formulation
340(12)
8.4.1 Consolidation of Fully Saturated Soil Column
341(1)
8.4.2 Consolidation of Fully and Partially Saturated Soil Column
342(3)
8.4.3 Consolidation of Two-Dimensional Soil Layer Under Fully and Partially Saturated Conditions
345(1)
8.4.4 Fully Saturated Soil Column Under Earthquake Loading
346(2)
8.4.5 Elastoplastic Large-Strain Behavior of an Initially Saturated Vertical Slope Under a Gravitational Loading and Horizontal Earthquake Followed by a Partially Saturated Consolidation Phase
348(4)
8.5 Dynamic Analysis with a Full Two-Phase Flow Solution of a Partially Saturated Soil Column Subjected to a Step Load
352(8)
8.6 Compaction and Land Subsidence Analysis Related to the Exploitation of Gas Reservoirs
360(3)
8.7 Initiation of Landslide in Partially Saturated Soil
363(10)
8.8 Conclusion
373(4)
References
373(4)
9 Prediction Application and Back Analysis to Earthquake Engineering: Basic Concepts, Seismic Input, Frequency, and Time Domain Analysis
377(48)
9.1 Introduction
377(2)
9.2 Material Properties of Soil
379(1)
9.3 Characteristics of Equivalent Linear Method
380(5)
9.4 Port Island Liquefaction Assessment Using the Cycle-Wise Equivalent Linear Method (Shiomi et al. 2008)
385(6)
9.4.1 Integration of Dynamic Equation by Half-Cycle of Wave
386(3)
9.4.2 Example of Analysis
389(2)
9.5 Port Island Liquefaction Using One-Column Nonlinear Analysis in Multi-Direction
391(8)
9.5.1 Introductory Remarks
391(2)
9.5.2 Multidirectional Loading Observed and Its Numerical Modeling - Simulation of Liquefaction Phenomena Observed at Port Island
393(2)
9.5.2.1 Conditions and Modeling
395(1)
9.5.2.2 Results of Simulation
395(3)
9.5.2.3 Effects of Multidirectional Loading
398(1)
9.6 Simulation of Liquefaction Behavior During Niigata Earthquake to Illustrate the Effect of Initial (Shear) Stress
399(6)
9.6.1 Influence of Initial Shear Stress
401(1)
9.6.1.1 Significance of ISS Component to the Responses
402(1)
9.6.1.2 Excess Pore Water Pressure
402(3)
9.7 Large-Scale Liquefaction Experiment Using Three-Dimensional Nonlinear Analysis
405(7)
9.7.1 Analytical Model and Condition
405(1)
9.7.1.1 Constitutive Model
405(2)
9.7.1.2 Dilatancy Modeling
407(1)
9.7.1.3 Determination of the Material Parameters
408(1)
9.7.2 Input Motion
409(1)
9.7.3 Analysis Results
409(3)
9.8 Lower San Fernando Dam Failure
412(13)
References
419(6)
10 Beyond Failure: Modeling of Fluidized Geomaterials: Application to Fast Catastrophic Landslides
425(42)
10.1 Introduction
425(3)
10.2 Mathematical Model: A Hierarchical Set of Models for the Coupled Behavior of Fluidized Geomaterials
428(10)
10.2.1 General 3D Model
429(2)
10.2.2 A Two-Phase Depth-Integrated Model
431(5)
10.2.3 A Note on Reference Systems
436(2)
10.3 Behavior of Fluidized Soils: Rheological Modeling Alternatives
438(2)
10.3.1 Bingham Fluid
438(1)
10.3.2 Frictional Fluid
439(1)
10.3.3 Cohesive-Frictional Fluids
440(1)
10.3.4 Erosion
440(1)
10.4 Numerical Modeling: 2-Phase Depth-Integrated Coupled Models
440(11)
10.4.1 SPH Fundamentals
441(1)
10.4.2 An SPH Lagrangian Model for Depth-Integrated Equations
441(1)
10.4.2.1 Introduction and Fundamentals of SPH
441(4)
10.4.2.2 SPH Discretization
445(1)
10.4.2.3 SPH Modeling of Two-Phase Depth-Integrated Equations
446(2)
10.4.2.4 Boundary Conditions in Two-Phase Depth-Integrated Equations
448(2)
10.4.2.5 Excess Pore Water Pressure Modeling in Two-Phase Depth-Integrated Equations
450(1)
10.5 Examples and Applications
451(8)
10.5.1 The Thurwieser Rock Avalanche
451(1)
10.5.2 A Lahar in Popocatepetl Volcano
452(3)
10.5.3 Modeling of Yu Tung Road Debris Flow
455(4)
10.6 Conclusion
459(8)
Note
459(1)
References
460(7)
Index 467
Andrew H. C. Chan, Professor and Head of School Engineering, University of Tasmania, Australia.

Manuel Pastor, Professor at the Department of Applied Mathematics and Computer Science, ETS de Ingenieros de Caminos, Universidad Politécnica Madrid (UPM), Spain, formerly at Centro de Estudios y Experimentación de Obras Públicas (CEDEX).

Bernhard A. Schrefler, Professor Emeritus, University of Padua, Italy.

Tadahiko Shiomi, Engineering Director, 3D-Lab, MIND Inc., Tokyo, Japan.

O. C. Zienkiewicz (deceased), former Professor Emeritus and Head of the Department of Civil Engineering, Swansea University, UK.