| 作 者： | 朱俊高 |
| 出版社： | 科学出版社 |
| 丛编项： | |
| 版权说明： | 本书为公共版权或经版权方授权，请支持正版图书 |
| 标 签： | 地基基础工程 |
| ISBN | 出版时间 | 包装 | 开本 | 页数 | 字数 |
|---|---|---|---|---|---|
| 未知 | 暂无 | 暂无 | 未知 | 0 | 暂无 |
Preface
Chapter 1 Introduction
1.1 Soil Rheology
1.2 Background of Present Research
1.3 Importance of Viscous Effects in Engineering Practice
1.4 Objective of Present Study
1.5 Outline of This Book
Chapter 2 Review of Literature
2.1 Two Hypotheses on Creep Defromation
2.2 Strain-Rate Effects
2.2.1 Strain-rate Effects in Oedometer Tests
2.2.2 Strain-rate Effects in Undrained Triaxial Tests
2.3 Creep Behaviour
2.3.1 Undrained Creep
2.3.2 Drained Creep
2.4 Stress Relaxation
2.5 Influence of Temperature on Viscosity of Soil
2.6 Modelling of Stress-strain-time Behaviour of Clay
2.6.1 Micromechanical Approach
2.6.2 Empirical Approach
2.6.3 Viscoelastic Approach
2.6.4 Viscoplastic Approach
2.7 Viscous Effects in Sand
Chapter 3 Apparatus，Testing Techniques and Soil
3.1 Introduction
3.2 Testing Apparatus
3.2.1 GDS Triaxial Testing System
3.2.2 Wykeham Farrance Triaxial Testing System
3.2.3 Stress Controlled Triaxial Testing System
3.2.4 GDS Pressure／Volume Controller
3.3 Testing Techniques
3.4 Preparation of Samples of HKMD
3.5 Physical Properties of RHKMD
3.6 Mechanical Parameters of RHKMD
3.6.1 Multi-stage Oedometer Consolidation Test of RHKMD
3.6.2 Isotropic Consolidation Test of RHKMD
3.6.3 Conventional Undrained Triaxial Test of RHKMD
3.6.4 Conventional Drained Triaxial Test of RHKMD
Chapter 4 Investigation of Strain-Rate Effects
4.1 Introduction
4.2 Experimental Program
4.2.1 Test Program of Isotropically Consolidated Specimens
4.2.2 Test Program of K0-consolidated Specimens
4.2.3 Program of Step-changed Constant Strain Rate Tests Combined with Relaxation
4.3 Test Results of Isotropically Consolidated Specimens
4.3.1 Tests of OCR＝1
4.3.2 Tests of OCR＝2
4.3.3 Tests of OCR＝4
4.3.4 Tests of OCR＝8
4.4 Analysis of Test Results of Isotropically Consolidated Specimens
4.4.1 Undrained Shear Strength
4.4.2 Porewater Pressure and Stress Path
4.4.3 Secant Young＇s Modulus
4.5 Tests of K0-Consolidated Specimens
4.5.1 Results of CK0U Tests
4.5.2 Discussion on Results of CK0U Series Tests
4.6 Step-Changed Constant Strain Rate Tests Combined With Relaxation
4.6.1 Step-changed Constant Strain Rate Test in Compression
4.6.2 Step-changed Constant Strain Rate Test in Extension
4.7 Failure Mode of Specimens Sheared at Variour Strain Rates
4.8 Summary and Conclusions
Chapter 5 Creep Behaviour of RHKMD in Triaxial Tests
5.1 Testing Program
5.1.1 Program of Single-staged Creep Tests
5.1.2 Program of Multi-staged Creep Tests
5.1.3 Program of Drained Creep Tests
5.2 Single-Staged Creep Tests
5.3 Multi-Staged Creep Tests
5.3.1 Compression Creep Test
5.3.2 Extension Creep Test
5.3.3 Multi-staged Creep Behaviour
5.4 Drained Creep Tests
5.4.1 Test Results
5.4.2 Development of Deviator Strain with Time
5.4.3 Development of Volumetric Strain with Time
5.5 Summary and Conclusions
Chapter 6 Behaviour of Stress Relaxation
6.1 Introduction
6.2 Behaviour of Stress Relaxation
6.2.1 Stress Relaxation Tests after Deviator Stress Reaches a Peak Value（or Failure）
6.2.2 Multi-Staged Stress Relaxation Tests under Extension States
6.3 Summary
Chapter 7 An Elastic Viscoplastic Model and its Verifation
7.1 Introduction
7.1.1 Bjerrum＇s Time Line Model
7.1.2 Yin-Graham＇s 1-D EVP Model
7.2 Elastic Viscoplastic Relationship for Isotropic Stress State
7.2.1 Instant Time Line
7.2.2 Equivalent Time，Reference Time Line and Time Lines
7.2.3 Creep Compression Strain
7.2.4 Necessity of Reference Time Line and Equivalent Time
7.2.5 General Constitutive Relationship for Isotropic Stress Condition
7.2.6 Determination of Reference Time Line and Parameters：Approach I
7.2.7 Determination of Reference Time Line and Parameters：Approach II
7.2.8 Validation of the Two Approaches for Determining Model Parameters
7.3 Formulation of 3-D Elastic Viscoplastic Model
7.4 Verification of The 3-D EVP Model
7.4.1 Step-changed Constant Strain Rate Triaxial Test with Stress Relaxation
7.4.2 Undrained Triaxial Shear Tests under Various Constant Strain Rates
7.5 Summary
Chapter 8 EVP Model Application I：Modelling an Ideal Foundation on HKMD
8.1 Introduction
8.2 Finite Element Scheme
8.2.1 Numerical Algorithm for Solution of Finite Element
8.2.2 Finite Difference Scheme for Computing εvm
8.3 Validation of the FE Program
8.3.1 Case I：Settlement of a Finite Layer
8.3.2 Case II：Porewater Pressure in Semi-infinite Space
8.4 Simulation of Consolidation of a Foundation Clay
8.4.1 EVP Model Parameters and FE Boundary Conditions
8.4.2 Examination of Mandel-Cryer Effect and Viscous Effects
8.4.3 Influence of Creep Parameter ψ／V（Case 1）
8.4.4 Distribution of Porewater Pressure and Deformation with Time
8.4.5 Influence of Permeability（Case 2）
8.4.6 Influence of h／a on Porewater Pressure and Deformation（Case 3）
8.4.7 Influence of Thickness of Soil Layer（Case 4）
8.5 Summary and Conclusions
Chapter 9 EVP Model Application II：Simulation of Porewater pressure in Clay Underneath Tarsiut Island
9.1 Introduction
9.2 Consolidation Modelling of Soils Beneath Tarsiut Island
9.3 Finite Element Results and Discussion
9.4 Summary
Chapter 10 An Extended 3-D EVP Model and Its Verification
10.1 Introduction
10.2 Extended 3-D EVP Model
10.2.1 Constitutive Relationship for Isotropic Stress Condition
10.2.2 Determination of Parameters
10.2.3 Shape Function of Flow Surface on π-Plane
10.2.4 Constitutive Relationship of Extended 3-D EVP Model
10.3 Verification of Extended 3-D EVP Model
10.3.1 Simulation of Undrained Triaxial Tests Sheared at Different Strain Rates
10.3.2 Simulation of Undrained Triaxial Tests on Overconsolidated Soils
10.3.3 Simulation of Undrained Triaxial Creep Tests
10.4 Summary and Conclusions
Chapter 11 Simulation of Consolidation Behaviour of a Test Embankment
11.1 Introduction
11.2 Site Investigation
11.2.1 Soil Conditions
11.2.2 Soil Testing
11.3 Construction Loading and Instrumentation
11.4 Model Parameters and Boundary Conditions
11.5 Characteristics of Vertical Drain
11.6 Modelling Results and Discussions
11.7 Summary
Chapter 12 Framework of a 3-D EVP Model for Anisotropically Consolidated Clay
12.1 Introduction
12.2 A 3-D EVP Model for Anisotropically Consolidated Clay
12.2.1 Mathematical Function of Flow Surface
12.2.2 Constitutive Relationship of the Anisotropic EVP Model
12.3 Brief Verification of the Anisotropic EVP Model
12.4 Summary
References
