Soil settlement and the concept of effective stress and shear strength interaction

Cover
Half Title
Title Page
Copyright Page
Table of Contents
Preface
About the Author
1 The True Soil Stress–Strain Response and Shear Strength Behaviour
	1.1 Introduction to Soil Stress–Strain Response and Shear Strength Behaviour
	1.2 Soil Elastic–Plastic and Fully Elastic Strain Responses to Stress
	1.3 Soil Remembers Past Maximum Pressure or the Past Maximum Deviator Stress
	1.4 Physical Meaning of the Soil Elastic and Plastic Strains
	1.5 Triaxial Test and the Conventional Soil Shear Strength Model
	1.6 The Interpretation of the True Non-Linear Soil Shear Strength Behaviour From Stress–Strain Curves
	1.7 Summary
	References
2 Concept of Effective Stress and Shear Strength Interaction In Governing Soil Settlement
	2.1 Conventional Concept of Effective Stress and Its Limitations
	2.2 Soil Complex Settlement Behaviour
		2.2.1 Settlement Under Effective Stress Decrease
		2.2.2 Massive Settlement Near Saturation
		2.2.3 Linear Behaviour of Volume Change With Respect to the Applied Vertical Pressures
		2.2.4 Wetting Collapse Is Greater Under Low Applied Net Vertical Pressure Compared to High Net Vertical Pressure
	2.3 Initial Concept of Mohr Circle and Mobilised Shear Strength
	2.4 Non-Linear Shear Strength Variation Relative to Effective Stress At Saturation
	2.5 Non-Linear Shear Strength Variation Relative to Suction
	2.6 Three-Dimensional Curved Surface Envelope Soil Shear Strength Model
		2.6.1 Determination of the Seven Soil Shear Strength Parameters
		2.6.2 Procedure For Drawing the Shear Strength Contours of the Shear Strength Surface Envelope In T : (U[sub(a)] - U[sub(w)]) Space
	2.7 Development of Mobilised Shear Strength and Anisotropic Compression
	2.8 Theoretical Concept of Effective Stress and Shear Strength Interaction
	2.9 Interaction Between the Effective Stress Mohr Circle and the Mobilised Shear Strength Envelope During Anisotropic Settlement In Sand and Clay Under Loading Collapse
	2.10 Interaction Between the Effective Stress Mohr Circle and the Mobilised Shear Strength Envelope During Anisotropic Settlement Under Wetting Collapse
	2.11 Shear Strength Behaviour At Low Suctions and Its Role In Governing Massive Settlement Near Saturation
	2.12 Summary
	References
3 Rotational Multiple Yield Surface Framework
	3.1 Previous Unsaturated Soil Volume Change Models Based On Two Independent Stress State Variables
	3.2 Rotational Multiple Yield Surface Framework (RMYSF) Soil Volume Change Model By the Concept of Effective Stress and Shear Strength Interaction
		3.2.1 General Characteristics of RMYSF
		3.2.2 Mohr Stress Diagram In Extended Mohr–Coulomb Space
		3.2.3 Principle Concept of RMYSF
		3.2.4 General Structure of RMYSF
		3.2.5 Unique Relationship Between Mobilised Minimum Friction Angle and Axial Strain
		3.2.6 Defining Yield Surface Envelopes According to the RMYSF
	3.3 Prediction of Stress–Strain Curves By RMYSF
		3.3.1 RMYSF Prediction of the Stress–Strain Curves For the Consolidated Drained Triaxial Test On Saturated Specimens of Limestone Gravel
		3.3.2 RMYSF Prediction of the Stress–Strain Curves For the Consolidated Drained Triaxial Test On Unsaturated Specimens of Limestone Gravel
		3.3.3 RMYSF Prediction of the Stress–Strain Curves For the Consolidated Drained Triaxial Test On Saturated Specimens of Granitic Residual Soil Grade V From Kuala Kubu Baru, Malaysia
	3.4 Equation For Unique Relationship and the Coefficient of Anisotropic Compression, Ω
	3.5 Summary
	References
4 Normalised Strain Rotational Multiple Yield Surface Framework
	4.1 Limitations of RMYSF
	4.2 Introduction to the NSRMYSF
	4.3 Stress–Strain Behaviour of Undisturbed Auckland Residual Clay Soil
		4.3.1 Application of Conventional RMYSF to Predict Stress–Strain Behaviour of Undisturbed Auckland Residual Clay Soil
		4.3.2 Application of NSRMYSF to Predict the Stress–Strain Behaviour of Undisturbed Auckland Residual Clay Soil
	4.4 Application of the NSRMYSF to Predict the Stress–Strain Behaviour of Remoulded Granitic Residual Soils Grade V From Kuala Kubu Baharu, Malaysia
	4.5 Application of Normalised Strain RMYSF to Predict the Stress–Strain Behaviour of Compacted Tropical Sedimentary Residual Sandy Soil
		4.5.1 Stress–Strain Response and Derivation of Mobilised Shear Strength Envelopes For Tropical Sedimentary Residual Sandy Soil
		4.5.2 Prediction of Stress–Strain Response Using the NSRMYSF For Tropical Sedimentary Residual Sandy Soil
	4.6 NSRMYSF Prediction of the Stress–Strain Curves For the Consolidated Drained Triaxial Test On Saturated Specimens of Limestone Gravel
	4.7 Summary
	References
5 Modelling Inundation Settlement and Loading Collapse Settlement Using RMYSF
	5.1 Earlier Studies On Soil Settlement Behaviour
	5.2 Wetting Collapse In the Rowe Cell Inundation Test
	5.3 Prediction of Settlement Due to Wetting Collapse
	5.4 Modelling of Wetting Collapse Under Low and High Applied Net Stress
	5.5 Prediction of Settlement Due to Loading Collapse
	5.6 Prediction of Settlement In Thick Soil Formation
		5.6.1 Characterising the Soil Mobilised Shear Strength Envelopes of the Soil
		5.6.2 Verifying the Accuracy of RMYSF
		5.6.3 Settlement Calculation For Each Discretised Soil Layer
	5.7 Summary
	References
6 Anisotropic and Elastic–Plastic Rock Deformation Model For Accurate Prediction of Intact Rock Stress–Strain Response
	6.1 Introduction
	6.2 Rock Stress–Strain Behaviour
	6.3 Rock Elastic–Plastic Behaviour Under Anisotropic Stress Conditions
	6.4 Previous Rock Deformation Models
	6.5 Development of Mobilised Shear Strength In Hawkesbury Sandstone When the Rock Undergoes Anisotropic Compression
		6.5.1 Prediction of Stress–Strain Curves For Hawkesbury Sandstone Using NSRMYSF at Confining Stresses of 0, 4 and 8 MPa
	6.6 Development of Mobilised Shear Strength In Granite Grade II
		6.6.1 Prediction of Stress–Strain Curves For Granite Grade II
	6.7 Characterising the Volume Change Behaviour of Granite Grade Iii During the Anisotropic Compression
		6.7.1 Prediction of Stress–Strain Response For Granite Grade III
	6.8 Prediction of Rock Peak Strength and Stress–Strain Response For Granite Grade III
	6.9 Summary
	References
Index