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Advanced Geotechnical Engineering: Soil-Structure Interaction using Computer and Material Models [Kõva köide]

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(University of Oklahoma, Norman, USA), (University of Arizona, Tucson, USA)
  • Formaat: Hardback, 638 pages, kõrgus x laius: 234x156 mm, kaal: 1020 g, 68 Tables, black and white; 495 Illustrations, black and white
  • Ilmumisaeg: 27-Nov-2013
  • Kirjastus: CRC Press Inc
  • ISBN-10: 1466515600
  • ISBN-13: 9781466515604
Teised raamatud teemal:
Advanced Geotechnical Engineering: Soil-Structure Interaction using Computer and Material ModelsSuurem pilt
  • Formaat: Hardback, 638 pages, kõrgus x laius: 234x156 mm, kaal: 1020 g, 68 Tables, black and white; 495 Illustrations, black and white
  • Ilmumisaeg: 27-Nov-2013
  • Kirjastus: CRC Press Inc
  • ISBN-10: 1466515600
  • ISBN-13: 9781466515604
Teised raamatud teemal:
Püsilink: https://www.kriso.ee/db/9781466515604.html
Märksõnad:
"This book provides readers with a comprehensive treatment of computer methods so that they can use them for teaching, research, and solution of a wide range of practical problems in geotechnical engineering. It discusses factors such as in-situ conditions, elastic, plastic and creep deformations, stress path, volume change, existence of fluids (water), non-homogeneities, inherent and induced discontinuities leading to softening and failure, healing or strengthening, and type of loading"--

This textbook can be used for courses at the graduate or senior undergraduate level for students who have completed geotechnical courses in structural engineering and basic mechanics including matrix algebra and numerical analysis. Some experience in numeral methods such as finite element and finite difference would also be helpful. The topics are the one-dimensional simulations of beam-columns, piles, and walls; two-dimensional and three-dimensional finite element static formulations and two-dimensional applications; three dimensional applications; seepage through porous media; and the one-dimensional consolidation of flow through porous deformable media. Annotation ©2014 Ringgold, Inc., Portland, OR (protoview.com)

Soil-structure interaction is an area of major importance in geotechnical engineering and geomechanics Advanced Geotechnical Engineering: Soil-Structure Interaction using Computer and Material Models covers computer and analytical methods for a number of geotechnical problems. It introduces the main factors important to the application of computer methods and constitutive models with emphasis on the behavior of soils, rocks, interfaces, and joints, vital for reliable and accurate solutions.

This book presents finite element (FE), finite difference (FD), and analytical methods and their applications by using computers, in conjunction with the use of appropriate constitutive models; they can provide realistic solutions for soil–structure problems. A part of this book is devoted to solving practical problems using hand calculations in addition to the use of computer methods. The book also introduces commercial computer codes as well as computer codes developed by the authors.

  • Uses simplified constitutive models such as linear and nonlinear elastic for resistance-displacement response in 1-D problems
  • Uses advanced constitutive models such as elasticplastic, continued yield plasticity and DSC for microstructural changes leading to microcracking, failure and liquefaction
  • Delves into the FE and FD methods for problems that are idealized as two-dimensional (2-D) and three-dimensional (3-D)
  • Covers the application for 3-D FE methods and an approximate procedure called multicomponent methods
  • Includes the application to a number of problems such as dams , slopes, piles, retaining (reinforced earth) structures, tunnels, pavements, seepage, consolidation, involving field measurements, shake table, and centrifuge tests
  • Discusses the effect of interface response on the behavior of geotechnical systems and liquefaction (considered as a microstructural instability)

This text is useful to practitioners, students, teachers, and researchers who have backgrounds in geotechnical, structural engineering, and basic mechanics courses.

Arvustused

"The application of numerical tools continues to increase within the practicing geotechnical engineering community. An increase in urban development/re-development and difficult soil conditions are demanding increased attention in design to manage the risks associated with construction staging and sequencing and the potential impacts to cost and schedule. Numerical tools represent an ideal approach to managing and addressing these challenging demands and aid decision makers in selecting among alternatives. The authors have provided a detailed and comprehension text for practitioners and researchers alike. Successfully covering topics from material models and mathematical analysis relevant to engineering applications provide the reader insight to the proper use of these tool s from understanding of the theory through their practical use in the field."Conrad W. Felice, C. W. Felice LLC

Preface xvii
Authors xix
Chapter 1 Introduction
1(10)
1.1 Importance of Interaction
2(1)
1.2 Importance of Material Behavior
3(3)
1.2.1 Linear Elastic Behavior
3(1)
1.2.2 Inelastic Behavior
4(1)
1.2.3 Continuous Yield Behavior
4(1)
1.2.4 Creep Behavior
4(1)
1.2.5 Discontinuous Behavior
4(1)
1.2.6 Material Parameters
5(1)
1.3 Ranges of Applicability of Models
6(1)
1.4 Computer Methods
6(1)
1.5 Fluid Flow
7(1)
1.6 Scope and Contents
7(4)
References
8(3)
Chapter 2 Beam-Columns, Piles, and Walls: One-Dimensional Simulation
11(128)
2.1 Introduction
11(1)
2.2 Beams with Spring Soil Model
11(4)
2.2.1 Governing Equations for Beams with Winkler Model
11(2)
2.2.2 Governing Equations for Flexible Beams
13(1)
2.2.3 Solution
14(1)
2.3 Laterally Loaded (One-Dimensional) Pile
15(10)
2.3.1 Coefficients A, B, C, D: Based on Boundary Conditions
15(1)
2.3.2 Pile of Infinite Length
16(1)
2.3.3 Lateral Load at Top
16(3)
2.3.4 Moment at Top
19(1)
2.3.5 Pile Fixed against Rotation at Top
20(2)
2.3.6 Example 2.1: Analytical Solution for Load at Top of Pile with Overhang
22(3)
2.3.7 Example 2.2: Long Pile Loaded at Top with No Rotation
25(1)
2.4 Numerical Solutions
25(15)
2.4.1 Finite Difference Method
26(1)
2.4.1.1 First-Order Derivative: Central Difference
26(1)
2.4.1.2 Second Derivative
27(1)
2.4.1.3 Boundary Conditions
27(8)
2.4.2 Example 2.3: Finite Difference Method: Long Pile Restrained against Rotation at Top
35(5)
2.5 Finite Element Method: One-Dimensional Simulation
40(7)
2.5.1 One-Dimensional Finite Element Method
40(2)
2.5.2 Details of Finite Element Method
42(1)
2.5.2.1 Bending Behavior
42(1)
2.5.2.2 Axial Behavior
43(3)
2.5.3 Boundary Conditions
46(1)
2.5.3.1 Applied Forces
47(1)
2.6 Soil Behavior: Resistance--Displacement (py--v or p--y) Representation
47(13)
2.6.1 One-Dimensional Response
48(1)
2.6.2 py--ν (p--y) Representation and Curves
48(2)
2.6.3 Simulation of py--ν Curves
50(1)
2.6.4 Determination of py--ν (p--y) Curves
51(1)
2.6.4.1 Ultimate Soil Resistance
52(1)
2.6.4.2 Ultimate Soil Resistance for Clays
52(3)
2.6.4.3 py--ν Curves for Yielding Behavior
55(1)
2.6.4.4 py--ν Curves for Stiff Clay
56(1)
2.6.4.5 py--ν Curves for Sands
57(2)
2.6.5 py--ν Curves for Cyclic Behavior
59(1)
2.6.6 Ramberg-Osgood Model (R--O) for Representation of py--ν Curves
60(1)
2.7 One-Dimensional Simulation of Retaining Structures
60(4)
2.7.1 Calculations for Soil Modulus, Es
62(1)
2.7.1.1 Terzaghi Method
62(1)
2.7.2 Nonlinear Soil Response
62(1)
2.7.2.1 Ultimate Soil Resistance
62(1)
2.7.2.2 py--ν Curves
63(1)
2.8 Axially Loaded Piles
64(6)
2.8.1 Boundary Conditions
66(1)
2.8.2 Tip Behavior
67(1)
2.8.3 Soil Resistance Curves at Tip
68(1)
2.8.4 Finite Difference Method for Axially Loaded Piles
68(1)
2.8.5 Nonlinear Axial Response
69(1)
2.8.6 Procedure for Developing τs--u (t--z) Curves
69(1)
2.8.6.1 Steps for Construction of τs--u (t--z) Curves
69(1)
2.9 Torsional Load on Piles
70(4)
2.9.1 Finite Difference Method for Torsionally Loaded Pile
72(1)
2.9.2 Finite Element Method for Torsionally Loaded Pile
73(1)
2.9.3 Design Quantities
74(1)
2.10 Examples
74(65)
2.10.1 Example 2.4: py--ν Curves for Normally Consolidated Clay
74(7)
2.10.2 Example 2.5: Laterally Loaded Pile in Stiff Clay
81(2)
2.10.2.1 Development of py--ν Curves
83(5)
2.10.3 Example 2.6: py--ν Curves for Cohesionless Soil
88(4)
2.10.4 Simulation of py--ν Curve by Using Ramberg--Osgood Model
92(3)
2.10.5 Example 2.7: Axially Loaded Pile: τs--u (t--z), qp--up Curves
95(1)
2.10.5.1 τs--u Behavior
95(6)
2.10.5.2 Parameter, m
101(1)
2.10.5.3 Back Prediction for τs--u Curve
102(1)
2.10.5.4 Tip Resistance
102(2)
2.10.6 Example 2.8: Laterally Loaded Pile---A Field Problem
104(1)
2.10.6.1 Linear Analysis
104(1)
2.10.6.2 Incremental Nonlinear Analysis
105(1)
2.10.7 Example 2.9: One-Dimensional Simulation of Three-Dimensional Loading on Piles
106(2)
2.10.8 Example 2.10: Tie-Back Sheet Pile Wall by One-Dimensional Simulation
108(2)
2.10.9 Example 2.11: Hyperbolic Simulation for py--ν Curves
110(5)
2.10.10 Example 2.12: py--ν Curves from 3-D Finite Element Model
115(2)
2.10.10.1 Construction of py--ν Curves
117(3)
Problems
120(14)
References
134(5)
Chapter 3 Two- and Three-Dimensional Finite Element Static Formulations and Two-Dimensional Applications
139(104)
3.1 Introduction
139(1)
3.2 Finite Element Formulations
139(9)
3.2.1 Element Equations
144(2)
3.2.2 Numerical Integration
146(1)
3.2.3 Assemblage or Global Equation
146(2)
3.2.4 Solution of Global Equations
148(1)
3.2.5 Solved Quantities
148(1)
3.3 Nonlinear Behavior
148(1)
3.4 Sequential Construction
149(7)
3.4.1 Dewatering
151(1)
3.4.2 Embankment
152(1)
3.4.2.1 Simulation of Embankment
152(2)
3.4.3 Excavation
154(1)
3.4.3.1 Installation of Support Systems
155(1)
3.4.3.2 Superstructure
156(1)
3.5 Examples
156(87)
3.5.1 Example 3.1: Footings on Clay
156(4)
3.5.2 Example 3.2: Footing on Sand
160(4)
3.5.3 Example 3.3: Finite Element Analysis of Axially Loaded Piles
164(1)
3.5.3.1 Finite Element Analysis
165(2)
3.5.3.2 Results
167(6)
3.5.4 Example 3.4: Two-Dimensional Analysis of Piles Using Hrennikoff Method
173(4)
3.5.5 Example 3.5: Model Retaining Wall---Active Earth Pressure
177(2)
3.5.5.1 Finite Element Analysis
179(1)
3.5.5.2 Validations
180(1)
3.5.6 Example 3.6: Gravity Retaining Wall
181(2)
3.5.6.1 Interface Behavior
183(1)
3.5.6.2 Earth Pressure System
183(1)
3.5.7 Example 3.7: U-Frame, Port Allen Lock
184(2)
3.5.7.1 Finite Element Analysis
186(3)
3.5.7.2 Material Modeling
189(1)
3.5.7.3 Results
189(1)
3.5.8 Example 3.8: Columbia Lock and Pile Foundations
189(2)
3.5.8.1 Constitutive Models
191(6)
3.5.8.2 Two-Dimensional Approximation
197(5)
3.5.9 Example 3.9: Underground Works: Powerhouse Cavern
202(3)
3.5.9.1 Validations
205(1)
3.5.9.2 DSC Modeling of Rocks
206(1)
3.5.9.3 Hydropower Project
206(9)
3.5.10 Example 3.10: Analysis of Creeping Slopes
215(4)
3.5.11 Example 3.11: Twin Tunnel Interaction
219(6)
3.5.12 Example 3.12: Field Behavior of Reinforced Earth Retaining Wall
225(1)
3.5.12.1 Description of Wall
225(2)
3.5.12.2 Numerical Modeling
227(1)
3.5.12.3 Construction Simulation
228(1)
3.5.12.4 Constitutive Models
228(2)
3.5.12.5 Testing and Parameters
230(1)
3.5.12.6 Predictions of Field Measurements
230(5)
Problems
235(2)
References
237(6)
Chapter 4 Three-Dimensional Applications
243(80)
4.1 Introduction
243(1)
4.2 Multicomponent Procedure
244(9)
4.2.1 Pile as Beam-Column
245(2)
4.2.2 Pile Cap as Plate Bending
247(1)
4.2.2.1 In-Plane Response
247(2)
4.2.2.2 Lateral (Downward) Loading on Cap-Bending Response
249(2)
4.2.3 Assemblage or Global Equations
251(1)
4.2.4 Torsion
251(1)
4.2.5 Representation of Soil
252(1)
4.2.6 Stress Transfer
252(1)
4.3 Examples
253(70)
4.3.1 Example 4.1: Deep Beam
253(1)
4.3.2 Example 4.2: Slab on Elastic Foundation
254(3)
4.3.3 Example 4.3: Raft Foundation
257(1)
4.3.4 Example 4.4: Mat Foundation and Frame System
258(3)
4.3.5 Example 4.5: Three-Dimensional Analysis of Pile Groups: Extended Hrennikoff Method
261(7)
4.3.6 Example 4.6: Model Cap-Pile Group-Soil Problem: Approximate 3-D Analysis
268(4)
4.3.6.1 Comments
272(1)
4.3.7 Example 4.7: Model Cap-Pile Group-Soil Problem---Full 3-D Analysis
273(1)
4.3.7.1 Properties of Materials
273(2)
4.3.7.2 Interface Element
275(1)
4.3.8 Example 4.8: Laterally Loaded Piles---3-D Analysis
276(1)
4.3.8.1 Finite Element Analysis
277(3)
4.3.8.2 Results
280(1)
4.3.9 Example 4.9: Anchor-Soil System
280(1)
4.3.9.1 Constitutive Models for Sand and Interfaces
281(2)
4.3.10 Example 4.10: Three-Dimensional Analysis of Pavements: Cracking and Failure
283(6)
4.3.11 Example 4.11: Analysis for Railroad Track Support Structures
289(1)
4.3.11.1 Nonlinear Analyses
289(4)
4.3.12 Example 4.12: Analysis of Buried Pipeline with Elbows
293(4)
4.3.13 Example 4.13: Laterally Loaded Tool (Pile) in Soil with Material and Geometric Nonlinearities
297(5)
4.3.13.1 Constitutive Laws
302(2)
4.3.13.2 Validation
304(3)
4.3.14 Example 4.14: Three-Dimensional Slope
307(2)
4.3.14.1 Results
309(1)
Problems
310(7)
References
317(6)
Chapter 5 Flow through Porous Media: Seepage
323(86)
5.1 Introduction
323(1)
5.2 Governing Differential Equation
323(3)
5.2.1 Boundary Conditions
324(2)
5.3 Numerical Methods
326(12)
5.3.1 Finite Difference Method
327(1)
5.3.1.1 Steady-State Confined Seepage
327(2)
5.3.1.2 Time-Dependent Free Surface Flow Problem
329(1)
5.3.1.3 Implicit Procedure
330(1)
5.3.1.4 Alternating Direction Explicit Procedure (ADEP)
330(6)
5.3.2 Example 5.1: Transient Free Surface in River Banks
336(2)
5.4 Finite Element Method
338(19)
5.4.1 Confined Steady-State Seepage
339(1)
5.4.1.1 Velocities and Quantity of Flow
340(1)
5.4.2 Example 5.2: Steady Confined Seepage in Foundation of Dam
341(3)
5.4.2.1 Hydraulic Gradients
344(1)
5.4.3 Steady Unconfined or Free Surface Seepage
345(1)
5.4.3.1 Variable Mesh Method
346(3)
5.4.4 Unsteady or Transient Free Surface Seepage
349(1)
5.4.5 Example 5.3: Steady Free Surface Seepage in Homogeneous Dam by VM Method
350(1)
5.4.6 Example 5.4: Steady Free Surface Seepage in Zoned Dam by VM Method
351(1)
5.4.7 Example 5.5: Steady Free Surface Seepage in Dam with Core and Shell by VM Method
351(2)
5.4.8 Example 5.6: Steady Confined/Unconfined Seepage through Cofferdam and Berm
353(4)
5.4.8.1 Initial Free Surface
357(1)
5.5 Invariant Mesh or Fixed Domain Methods
357(10)
5.5.1 Residual Flow Procedure
358(2)
5.5.1.1 Finite Element Method
360(2)
5.5.1.2 Time Integration
362(1)
5.5.1.3 Assemblage Global Equations
363(1)
5.5.1.4 Residual Flow Procedure
363(2)
5.5.1.5 Surface of Seepage
365(1)
5.5.1.6 Comments
365(2)
5.6 Applications: Invariant Mesh Using RFP
367(42)
5.6.1 Example 5.7: Steady Free Surface in Zoned Dam
367(1)
5.6.2 Example 5.8: Transient Seepage in River Banks
367(2)
5.6.3 Example 5.9: Comparisons between RFP and VI Methods
369(1)
5.6.4 Example 5.10: Three-Dimensional Seepage
370(3)
5.6.5 Example 5.11: Combined Stress, Seepage, and Stability Analysis
373(10)
5.6.6 Example 5.12: Field Analysis of Seepage in River Banks
383(2)
5.6.7 Example 5.13: Transient Three-Dimensional Flow
385(5)
5.6.8 Example 5.14: Three-Dimensional Flow under Rapid Drawdown
390(2)
5.6.9 Example 5.15: Saturated-Unsaturated Seepage
392(5)
Problems
397(1)
Appendix A
398(1)
One-Dimensional Unconfined Seepage
398(1)
Finite Element Method
398(7)
References
405(4)
Chapter 6 Flow through Porous Deformable Media: One-Dimensional Consolidation
409(42)
6.1 Introduction
409(1)
6.2 One-Dimensional Consolidation
409(5)
6.2.1 Review of One-Dimensional Consolidation
409(1)
6.2.2 Governing Differential Equations
410(1)
6.2.2.1 Boundary Conditions
411(1)
6.2.3 Stress--Strain Behavior
412(1)
6.2.3.1 Boundary Conditions
413(1)
6.3 Nonlinear Stress-Strain Behavior
414(4)
6.3.1 Procedure 1: Nonlinear Analysis
414(2)
6.3.2 Procedure 2: Nonlinear Analysis
416(1)
6.3.2.1 Settlement
416(1)
6.3.3 Alternative Consolidation Equation
416(1)
6.3.3.1 Pervious Boundary
417(1)
6.3.3.2 Impervious Boundary at 2H
417(1)
6.4 Numerical Methods
418(8)
6.4.1 Finite Difference Method
418(1)
6.4.1.1 FD Scheme No. 1: Simple Explicit
418(1)
6.4.1.2 FD Scheme No. 2: Implicit, Crank--Nicholson Scheme
419(1)
6.4.1.3 FD Scheme No. 3: Another Implicit Scheme
419(1)
6.4.1.4 FD Scheme No. 4A: Special Explicit Scheme
419(1)
6.4.1.5 FD Scheme No. 4B: Special Explicit
420(1)
6.4.2 Finite Element Method
420(3)
6.4.2.1 Solution in Time
423(2)
6.4.2.2 Assemblage Equations
425(1)
6.4.2.3 Boundary Conditions or Constraints
425(1)
6.4.2.4 Solution in Time
426(1)
6.4.2.5 Material Parameters
426(1)
6.5 Examples
426(25)
6.5.1 Example 6.1: Layered Soil---Numerical Solutions by Various Schemes
426(2)
6.5.2 Example 6.2: Two-Layered System
428(1)
6.5.3 Example 6.3: Test Embankment on Soft Clay
429(3)
6.5.4 Example 6.4: Consolidation for Layer Thickness Increases with Time
432(1)
6.5.5 Example 6.5: Nonlinear Analysis
432(4)
6.5.6 Example 6.6: Strain-Based Analysis of Consolidation in Layered Clay
436(6)
6.5.6.1 Numerical Example
442(1)
6.5.7 Example 6.7: Comparison of Uncoupled and Coupled Solutions
442(1)
6.5.7.1 Uncoupled Solution
443(2)
6.5.7.2 Coupled Solution
445(1)
6.5.7.3 Numerical Example
446(2)
References
448(3)
Chapter 7 Coupled Flow through Porous Media: Dynamics and Consolidation
451(106)
7.1 Introduction
451(1)
7.2 Governing Differential Equations
451(5)
7.2.1 Porosity
451(3)
7.2.2 Constitutive Laws
454(1)
7.2.2.1 Volumetric Behavior
455(1)
7.3 Dynamic Equations of Equilibrium
456(1)
7.4 Finite Element Formulation
457(11)
7.4.1 Time Integration: Dynamic Analysis
460(1)
7.4.1.1 Newmark Method
460(3)
7.4.2 Cyclic Unloading and Reloading
463(3)
7.4.2.1 Parameters
466(1)
7.4.2.2 Reloading
467(1)
7.5 Special Cases: Consolidation and Dynamics-Dry Problem
468(6)
7.5.1 Consolidation
468(2)
7.5.1.1 Dynamics-Dry Problem
470(1)
7.5.2 Liquefaction
471(3)
7.6 Applications
474(83)
7.6.1 Example 7.1: Dynamic Pile Load Tests: Coupled Behavior
474(4)
7.6.1.1 Simulation of Phases
478(5)
7.6.2 Example 7.2: Dynamic Analysis of Pile-Centrifuge Test including Liquefaction
483(5)
7.6.2.1 Comparison between Predictions and Test Data
488(3)
7.6.3 Example 7.3: Structure--Soil Problem Tested Using Centrifuge
491(2)
7.6.3.1 Material Properties
493(4)
7.6.3.2 Results
497(1)
7.6.4 Example 7.4: Cyclic and Liquefaction Response in Shake Table Test
498(2)
7.6.4.1 Results
500(1)
7.6.5 Example 7.5: Dynamic and Consolidation Response of Mine Tailing Dam
501(8)
7.6.5.1 Material Properties
509(1)
7.6.5.2 Finite Element Analysis
510(1)
7.6.5.3 Dynamic Analysis
511(1)
7.6.5.4 Earthquake Analysis
511(2)
7.6.5.5 Design Quantities
513(1)
7.6.5.6 Liquefaction
514(1)
7.6.5.7 Results
514(1)
7.6.5.8 Validation for Flow Quantity
515(1)
7.6.5.9 Qx across a--b--c--d (Figure 7.40)
516(1)
7.6.6 Example 7.6: Soil--Structure Interaction: Effect of Interface Response
517(1)
7.6.6.1 Comparisons
518(3)
7.6.7 Example 7.7: Dynamic Analysis of Simple Block
521(2)
7.6.8 Example 7.8: Dynamic Structure--Foundation Analysis
523(5)
7.6.8.1 Results
528(2)
7.6.9 Example 7.9: Consolidation of Layered Varved Clay Foundation
530(1)
7.6.9.1 Material Properties
530(4)
7.6.9.2 Field Measurements
534(1)
7.6.9.3 Finite Element Analysis
534(2)
7.6.10 Example 7.10: Axisymmetric Consolidation
536(1)
7.6.10.1 Details of Boundary Conditions
537(2)
7.6.10.2 Results
539(1)
7.6.11 Example 7.11: Two-Dimensional Nonlinear Consolidation
540(1)
7.6.11.1 Results
540(2)
7.6.12 Example 7.12: Subsidence Due to Consolidation
542(1)
7.6.12.1 Linear Analysis: Set 1
543(2)
7.6.12.2 Nonlinear Analysis
545(1)
7.6.13 Example 7.13: Three-Dimensional Consolidation
545(2)
7.6.14 Example 7.14: Three-Dimensional Consolidation with Vacuum Preloading
547(5)
References
552(5)
Appendix 1 Constitutive Models, Parameters, and Determination
557(40)
A1.1 Introduction
557(1)
A1.2 Elasticity Models
557(6)
A1.2.1 Limitations
558(2)
A1.2.2 Nonlinear Elasticity
560(1)
A1.2.3 Stress--Strain Behavior by Hyperbola
560(1)
A1.2.4 Parameter Determination for Hyperbolic Model
560(1)
A1.2.4.1 Poisson's Ratio
561(2)
A1.3 Normal Behavior
563(1)
A1.4 Hyperbolic Model for Interfaces/Joints
563(3)
A1.4.1 Unloading and Reloading in Hyperbolic Model
565(1)
A1.5 Ramberg--Osgood Model
566(1)
A1.6 Variable Moduli Models
567(1)
A1.7 Conventional Plasticity
567(4)
A1.7.1 von Mises
568(2)
A1.7.1.1 Compression Test (σ1, σ2 = σ3)
570(1)
A1.7.2 Plane Strain
570(1)
A1.7.3 Mohr-Coulomb Model
570(1)
A1.8 Continuous Yield Plasticity: Critical State Model
571(5)
A1.8.1 Cap Model
574(2)
A1.8.2 Limitations of Critical State and Cap Models
576(1)
A1.9 Hierarchical Single Surface Plasticity
576(5)
A1.9.1 Nonassociated Behavior (δ1-Model)
578(1)
A1.9.2 Parameters
578(1)
A1.9.2.1 Elasticity
578(1)
A1.9.2.2 Plasticity
578(1)
A1.9.2.3 Transition Parameter: n
579(1)
A1.9.2.4 Yield Function
580(1)
A1.9.2.5 Cohesive Intercept
581(1)
A1.9.2.6 Nonassociative Parameter, κ
581(1)
A1.10 Creep Models
581(3)
A1.10.1 Yield Function
583(1)
A1.11 Disturbed State Concept Models
584(10)
A1.11.1 DSC Equations
586(1)
A1.11.2 Disturbance
587(2)
A1.11.3 DSC Model for Interface or Joint
589(5)
A1.12 Summary
594(3)
A1.12.1 Parameters for Soils, Rocks, and Interfaces/Joints
594(1)
References
595(2)
Appendix 2 Computer Software or Codes
597(4)
A2.1 Introduction
597(1)
A2.2 List 1: Finite Element Software System: DSC Software
597(1)
A2.3 List 2: Commercial Codes
598(3)
Index 601
Chandrakant S. Desai is a regents professor (emeritus), Department of Civil Engineering and Engineering Mechanics, University of Arizona, Tucson Dr. Desai is recognized internationally for his significant and outstanding contributions in research, teaching, applications, and professional work in a wide range of topics in engineering. Dr. Desai has authored/coauthored/edited 22 books in the areas of finite element method and constitutive modeling, and 19 book chapters, and has authored/coauthored about 320 technical papers in refereed journals and conferences. He has served on the editorial boards of 14 journals, and has been the chair/member of a number of committees of various national and international societies and conferences. He has been the founding President of the International Association of Computer Methods and Advances in Geomechanics, and founding Editor-in-Chief of the International Journal of Geomechanics (IJOG) published by the American Society of Civil Engineers.

Musharraf Zaman holds the David Ross Boyd Professorship and Aaron Alexander Professorship in Civil Engineering at the University of Oklahoma (OU), Norman. He is also an alumni chair professor in Petroleum Engineering. He has been serving as the associate dean for research in the OU College of Engineering since July 2005. Zaman received his baccalaureate degree from the Bangladesh University of Engineering and Technology, and his PhD degree from the University of Arizona, Tucson. He has published 158 journal and 215 peer reviewed conference proceedings papers, and eight book chapters. He also serves as the editor-in-chief of the International Journal of Geomechanics, ASCE.