Muutke küpsiste eelistusi

Computational Multiphase Geomechanics [Kõva köide]

(Kyoto University, Japan), (LIQCA liquefaction Geo Research Institute, Japan)
  • Formaat: Hardback, 334 pages, kõrgus x laius: 234x156 mm, kaal: 453 g, 27 Tables, black and white; 132 Line drawings, black and white; 20 Halftones, black and white; 152 Illustrations, black and white
  • Ilmumisaeg: 22-Nov-2021
  • Kirjastus: CRC Press
  • ISBN-10: 1032059559
  • ISBN-13: 9781032059556
Teised raamatud teemal:
Computational Multiphase GeomechanicsSuurem pilt
  • Formaat: Hardback, 334 pages, kõrgus x laius: 234x156 mm, kaal: 453 g, 27 Tables, black and white; 132 Line drawings, black and white; 20 Halftones, black and white; 152 Illustrations, black and white
  • Ilmumisaeg: 22-Nov-2021
  • Kirjastus: CRC Press
  • ISBN-10: 1032059559
  • ISBN-13: 9781032059556
Teised raamatud teemal:
Püsilink: https://www.kriso.ee/db/9781032059556.html
Märksõnad:
Numerical methods are very powerful tools for use in geotechnical engineering, particularly in computational geotechnics. Interest is strong in the new field of multi-phase nature of geomaterials, and the area of computational geotechnics is expanding.

Alongside their companion volume Computational Modeling of Multiphase Geomaterials (CRC Press, 2012), Fusao Oka and Sayuri Kimoto cover recent progress in several key areas, such as air-water-soil mixture, cyclic constitutive models, anisotropic models, noncoaxial models, gradient models, compaction bands (a form of volumetric strain localization and strain localization under dynamic conditions), and the instability of unsaturated soils.

The text also includes applications of computational modeling to large-scale excavation of ground, liquefaction analysis of levees during earthquakes, methane hydrate development, and the characteristics of contamination using bentonite. The erosion of embankments due to seepage flow is also presented.
Preface xiii
Acknowledgment xvii
Authors xix
1 Fundamental equations of multiphase geomaterials
1(36)
1.1 Composition parameters and fundamental phase relations of porous material
1(3)
1.1.1 Basic quantities
1(1)
1.1.2 Volumes of air-water-solid three phases and volumetric strains
1(3)
1.2 Formulation of the constitutive equations for three-phase porous materials
4(15)
1.2.1 Introduction
4(1)
1.2.2 General setting for the theory of three-phase porous media
5(2)
1.2.3 Thermodynamic formulation for multiphase porous materials
7(2)
1.2.4 Constitutive equations for three-phase porous material
9(1)
1.2.5 Elastic constitutive model for three-phase porous materials with interaction between fluids and solid
10(1)
1.2.6 Volumetric linear elastic model for three-phase materials
11(3)
1.2.7 Skeleton stress
14(1)
1.2.8 Suction-saturation relation
15(3)
1.2.9 Usage of skeleton and effective stresses
18(1)
1.3 Two-phase theory of porous media and the effective stress
19(18)
1.3.1 Introduction
19(1)
1.3.2 Theory of solid-fluid two-phase porous media
20(1)
1.3.2.1 Material parameters of Biot's solid-fluid two-phase theory
21(3)
1.3.2.2 Derivation of the effective stress
24(1)
1.3.2.3 Undrained conditions
25(1)
1.3.2.4 Unjacketed conditions
26(1)
1.3.2.5 Drained conditions
27(1)
1.3.3 Analysis of the isotropic compression tests on dry sand
27(1)
1.3.3.1 Isotropic compression tests on dry sandy soil
27(1)
1.3.3.2 Evaluation of pore air pressure
28(2)
1.3.3.3 Evaluation of the bulk compressibility
30(1)
1.3.3.4 Discussion of experimental results
31(1)
References
32(5)
2 Constitutive models of geomaterials
37(110)
2.1 Cyclic elasto-plastic constitutive model
37(14)
2.1.1 Introduction
37(1)
2.1.2 Cyclic elasto-plastic constitutive model
38(1)
2.1.2.1 Total strain rate tensor
38(1)
2.1.2.2 Overconsolidation boundary surface
39(2)
2.1.2.3 Yield function
41(2)
2.1.2.4 Failure conditions
43(1)
2.1.2.5 Plastic potential function
44(1)
2.1.2.6 Plastic flow rule
45(1)
2.1.3 Simulation results
45(1)
2.1.3.1 Determination of parameters
45(1)
2.1.3.2 Comparison with experimental results
46(2)
2.1.3.3 Effect of non-associativity parameter
48(2)
2.1.3.4 Effect of degradation parameters
50(1)
2.2 Cyclic elasto-viscoplastic constitutive model
51(10)
2.2.1 Introduction
51(1)
2.2.2 Cyclic elasto-viscoplastic constitutive equation
52(1)
2.2.2.1 Elastic strain rate tensor
52(1)
2.2.2.2 Overconsolidation boundary surface
53(2)
2.2.2.3 Static yield function
55(1)
2.2.2.4 Viscoplastic potential function
55(1)
2.2.2.5 Viscoplastic flow rule
56(1)
2.2.2.6 Kinematic hardening rules
56(3)
2.2.2.7 Total strain rate tensor
59(1)
2.2.2.8 Determination of material parameters
59(1)
2.2.2.9 Simulation results of cyclic triaxial compression tests
60(1)
2.3 Transversely anisotropic and pseudo-anisotropic viscoplastic models
61(19)
2.3.1 Transformed stress tensor
62(2)
2.3.2 Transversely isotropic model of clay
64(2)
2.3.3 Elastic anisotropic model
66(3)
2.3.4 Current stress-induced pseudo-anisotropic failure conditions
69(4)
2.3.5 Elasto-viscoplastic constitutive equation for clay based on the transformed stress tensor
73(1)
2.3.6 Non-coaxiality and deviatoric flow rule
74(5)
2.3.7 Constitutive equations for large strain
79(1)
2.4 Constitutive models for unsaturated soils
80(13)
2.4.1 Overconsolidation boundary surface
80(2)
2.4.2 Yield function
82(1)
2.4.3 Kinematic hardening rule
83(2)
2.4.4 Compression parameter
85(1)
2.4.5 Hydraulic constitutive equations of unsaturated soil
85(1)
2.4.6 Simulation of cyclic drained tests for unsaturated sandy soil
86(1)
2.4.7 Simulation of fully undrained triaxial tests for unsaturated sandy soil
87(1)
2.4.7.1 Test results
87(2)
2.4.7.2 Simulation results
89(4)
2.5 Non-coaxial constitutive models
93(14)
2.5.1 Introduction
93(1)
2.5.2 Double shearing model
94(1)
2.5.2.1 Derivation of velocity equations
94(5)
2.5.2.2 Double shearing constitutive theory
99(2)
2.5.3 Anand's model
101(5)
2.5.4 Total strain theory and the non-coaxial term
106(1)
2.6 Gradient-dependent elastic model for granular materials and strain localization solution
107(9)
2.6.1 First gradient-dependent elastic model
108(1)
2.6.2 Second gradient-dependent elastic model
109(2)
2.6.3 Solutions of gradient-dependent elastic models
111(1)
2.6.3.1 Solution of the second-gradient elastic model
111(3)
2.6.3.2 Solution of the first gradient-dependent elastic model
114(2)
2.7 Strain-softening constitutive model considering the memory and internal variables
116(13)
2.7.2 Introduction
116(1)
2.7.2 Interpretation of the strain-softening process
117(1)
2.7.3 Inherent strain measure, stress history tensor, and kernel function
118(2)
2.7.4 Flow rule and yield function
120(1)
2.7.5 Elastic boundary surface
121(1)
2.7.6 Plastic potential function and overconsolidation boundary surface
121(1)
2.7.7 Strain-hardening and strain-softening parameter
122(1)
2.7.8 Elasto-plastic constitutive model with strain softening
123(1)
2.7.9 Uniqueness of the solution for the initial value problem
123(2)
2.7.10 Simulation of triaxial compression test results of sedimentary soft rock
125(4)
2.8 Strain-softening constitutive model for frozen soil
129(18)
2.8.1 Introduction
129(1)
2.8.2 Elasto-viscoplastic softening model for frozen sand
129(1)
2.8.3 Instability analysis of the model
130(4)
2.8.4 Simulation of the triaxial experimental results
134(2)
Appendix A2.1 Convexity of failure surface
136(1)
Appendix A2.2 Hirota's bi-linear differential operator (Hirota 1976)
137(1)
References
138(9)
3 Governing equations and finite element formulation for large deformation of three-phase materials
147(16)
3.1 Governing equations for three-phase geomaterials
147(5)
3.1.1 Partial stress tensors for the mixture
147(1)
3.1.2 Conservation of mass
148(1)
3.1.3 Conservation of linear momentum
149(1)
3.1.4 Equation of motion for the whole mixture
150(1)
3.1.5 Continuity equations for fluid phases
151(1)
3.1.6 Suction-saturation characteristic curve of unsaturated soil
151(1)
3.2 Finite element discretization of governing equations
152(11)
3.2.1 Discretization of equation of motion for the whole mixture
152(4)
3.2.2 Discretization of continuity equations
156(3)
3.2.3 Discretization of governing equations in time domain
159(1)
3.2.4 Final form of discretized governing equations
159(1)
References
160(3)
4 Strain localization in geomaterials
163(38)
4.1 Strain localization modes in porous material: Shear and compaction bands
163(7)
4.1.1 Strain localization analysis using Mohr's stress circle
163(6)
4.1.2 Summary
169(1)
4.2 Elasto-viscoplastic numerical analysis of compaction bands of diatomaceous mudstone
170(12)
4.2.1 Introduction
170(1)
4.2.2 Behavior of diatomaceous mudstone
171(1)
4.2.2.1 Triaxial testing procedure
172(1)
4.2.2.2 Triaxial test results
172(1)
4.2.2.3 Image analysis results
173(1)
4.2.3 Elasto-viscoplastic constitutive equations
174(1)
4.2.4 Elasto-viscoplastic finite element analysis
175(1)
4.2.4.1 Finite element analysis method
175(1)
4.2.4.2 Numerical results and discussions
176(5)
4.2.5 Summary
181(1)
4.3 Numerical analysis of dynamic strain localization of saturated and unsaturated soils
182(19)
4.3.1 Introduction
182(1)
4.3.2 Dynamic strain localization analysis of soil
183(1)
4.3.2.1 Discretization of governing equations and constitutive equations
183(1)
4.3.2.2 Finite element mesh, loading, and boundary conditions
183(1)
4.3.2.3 Material and numerical parameters
184(2)
4.3.3 Numerical results of strain localization
186(7)
4.3.4 Summary
193(1)
Appendix A4.1 Three-dimensional Mohr stress circle (Mohr 1882; Malvern 1969)
194(2)
References
196(5)
5 Instability analysis of water infiltration into an unsaturated elasto-viscoplastic material
201(20)
5.1 Introduction
201(1)
5.2 One-dimensional instability analysis of water infiltration into unsaturated viscoplastic porous media
201(7)
5.2.1 Governing equations
202(1)
5.2.2 Perturbed governing equations
203(4)
5.2.3 Instability conditions
207(1)
5.3 Numerical simulation of one-dimensional infiltration problem
208(7)
5.3.1 Simulation results of the one-dimensional infiltration problem
209(5)
5.3.2 Discussions on stability
214(1)
5.4 Simulation of the experimental results
215(6)
References
218(3)
6 Numerical simulation of rainfall infiltration on unsaturated soil slope
221(14)
6.1 Introduction
221(1)
6.2 Case study of slope stability
222(13)
6.2.1 Measurement data and numerical analysis
222(5)
6.2.2 Effect of permeability
227(4)
References
231(4)
7 Dynamic analysis of a levee during earthquakes
235(18)
7.2 Introduction
235(2)
7.2 Patterns of failure in river embankments subjected to seismic loading
237(1)
7.3 Dynamic analysis of embankment
238(8)
7.3.1 Governing equations
238(1)
7.3.2 Constitutive equations
239(1)
7.3.3 Conservation equations and discretization
239(1)
7.3.4 Simulation model of river embankment and input earthquake
240(2)
7.3.5 Simulation results
242(4)
7.4 Summary
246(7)
References
250(3)
8 Numerical analysis of excavation in soft ground
253(18)
8.1 Introduction
253(1)
8.2 Geotechnical profile at the excavation site
254(1)
8.3 Outline of the excavation project
254(1)
8.4 Soil improvement technique
255(1)
8.5 Excavation process
256(1)
8.6 Numerical simulation
256(6)
8.6.1 Elasto-viscoplastic constitutive equation
256(1)
8.6.2 Determination of material parameters used in the analysis
257(3)
8.6.3 Numerical modeling of excavation
260(2)
8.7 Numerical results and comparisons with measurements
262(4)
8.7.1 Comparison of measured and simulated results
262(1)
8.7.1.1 Displacement of earth retaining wall
262(2)
8.7.1.2 Settlements and pore water pressure in layers
264(2)
8.8 Summary
266(5)
References
268(3)
9 Elasto-viscoplastic constitutive modeling of the swelling process of unsaturated clay
271(20)
9.1 Introduction
271(2)
9.2 Elasto-viscoplastic constitutive model for unsaturated swelling soil
273(4)
9.2.1 Model assumptions
273(1)
9.2.2 Swelling equation for interparticles
274(1)
9.2.3 Viscoplastic model including swelling effect
275(2)
9.3 Simulation of swelling pressure tests
277(8)
9.3.1 Analysis method and the model
277(1)
9.3.2 Swelling pressure with wetting process
278(1)
9.3.3 Swelling pressure with different permeabilities
279(2)
9.3.4 Swelling pressure with different levels of onset saturation for swelling
281(1)
9.3.5 Effect of y on the swelling pressure
281(3)
9.3.6 Effect of A on the swelling pressure
284(1)
9.3.7 Swelling pressure considering the initial dry density and the water content
284(1)
9.4 Application to Kunigel GX bentonite
285(2)
9.5 Summary
287(4)
References
289(2)
10 Numerical analysis of hydrate-bearing subsoil during dissociation
291(28)
10.1 Introduction
291(2)
10.2 Multiphase mixture theory for soil containing hydrate
293(10)
10.2.1 General setting
293(2)
10.2.2 Definition of stress
295(1)
10.2.3 Conservation of mass
295(2)
10.2.4 Conservation of linear momentum
297(2)
10.2.5 Weak form of the total balance of the linear momentum
299(1)
10.2.6 Conservation of energy
299(1)
10.2.7 Soil-water characteristic curve
300(1)
10.2.8 Dissociation of hydrates
301(2)
10.3 Elasto-viscoplastic model for unsaturated soil containing hydrate
303(4)
10.4 Numerical model and simulation
307(4)
10.4.1 Simulation model
307(1)
10.4.2 Simulation results
308(3)
10.5 Summary
311(8)
References
314(5)
11 A numerical model for the internal erosion of geomaterials
319(12)
11.1 Introduction
319(1)
11.2 Equations of motion and mass balance equations
319(3)
11.2.1 General setting for the mixture
319(1)
11.2.2 Partial stress and effective stress
320(1)
11.2.3 Conservation of linear momentum
321(1)
11.2.4 Conservation of mass
322(1)
11.3 Evolutional equation of the internal erosion
322(2)
11.4 Permeability coefficient
324(1)
11.5 Numerical analysis method
325(1)
11.6 Numerical results
325(3)
11.7 Summary
328(3)
References
328(3)
Index 331
Fusao Oka is a professor emeritus of Kyoto University and president of the

LIQCA Liquefaction Geo Research Institute. Until 1997, he was a professor

in the Department of Civil and Earth Resources Engineering of Kyoto

University. He specializes in computational geomechanics with particular

regard to constitutive equations, consolidation, liquefaction, and strain

localization analyses. He organized several international conferences and

workshops, such as the Fourth International Workshop on Localization and

Bifurcation Theory for Soils and Rocks (1997), the ISSMGE International

Symposium on Deformation and Progressive Failure in Geomaterials (1997),

the International Symposium on Prediction and Simulation Methods for

Geohazard Mitigation (2009), and the 14th International Conference of

IACMAG (2014). He has published more than 300 papers on geomechanics

and is a co-author of Computational Modeling of Multiphase Geomaterials

(CRC Press, 2012).

Sayuri Kimoto had been working on geomechanics as an associate professor

at Kyoto University for years. She is presently a professor of Osaka Sangyo

University. She specializes in the elasto-viscoplastic constitutive equations

of soils and the numerical analysis of multiphase geomaterials, such as the

behavior analysis of seabed ground due to the production of methane gas.

She is a co-author of Computational Modeling of Multiphase Geomaterials

(CRC Press, 2012).