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CHAPTER 1  SOIL AGGREGATE, PLASTICITY, AND CLASSIFICATION
1.1 Introduction
1.2 SoilSeparate Size Limits
1.3 Clay Minerals
1.4 Nature of Water in Clay
1.5 Repulsive Pressure
1.6 Flocculation and Dispersion of Clay Particles
1.7 Consistency of Cohesive Soils
1.8 Liquidity Index
1.9 Activity
1.10 GrainSize Distribution of Soil
1.11 WeightVolume Relationships
1.12 Relative Density and Relative Compaction
1.13 Effect of Roundness and Nonplastic Fines on e_{max} and e_{min} of Granular Soils
1.14 Unified Soil Classification System
References
This is an expanded chapter. The word "plasticity" has been added to the title. Sections 1.3, 1.5, 1.6, 1.7, 1.9, 1.10, 1.13, and 1.14 are new additions compared to the second edition. The GouyChapman theory is given in Section 1.5. Langmuir's equation is given in Section 1.6. Van der Wall's forces are discussed in Section 1.7. The fall cone method is discussed in Section 1.8. Section 1.14 gives the effect of roundness (Youd, 1973) and nonplastic fines (Lade et al., 1998; Cubrinovski and Ishihara, 1999 and 2002) on maximum and minimum void ratios.
Number of figures  38
Number of tables  6
Number of example problems  2
CHAPTER 2  STRESSES AND STRAINS  ELASTIC EQUILIBRIUM
Introduction
Basic Definition and Sign Convention for Stresses
Equations for Static Equilibrium
Concept of Strain
Hooke's Law
Plane Strain Problems
Equations of Compatibility for Three Dimensional Problems
Stresses on an Inclined Plane and Principal Stresses for Plane Strain Problems
Strains on an Inclined Plane and Principal Strains for Plane Strain Problems
Stress Components on Inclined Plane, Principal Stresses, and Octahedral Stresses  Three Dimensional Case
Strain Components on Inclined Plane, Principal Strains, and Octahedral Stresses  Three Dimensional Case
References
There are no changes from the second edition in this chapter.
Number of figures  22
Number of tables  None
Number of sample problems  5
CHAPTER 3  STRESSES AND DISPLACEMENTS IN A SOIL MASS
3.1 Introduction
Two Dimensional Problems
Vertical Line Load on the Surface
Vertical Line Load on the Surface of a Finite Layer
Vertical Line Load inside a SemiInfinite Mass
Horizontal Line Load on the Surface
Horizontal Line Load inside a SemiInfinite Mass
Uniform Vertical Loading on an Infinite Strip on the Surface
Uniform Strip Load inside a SemiInfinite Mass
Uniform Horizontal Loading on an Infinite Strip on the Surface
Triangular Normal Loading on an Infinite Strip on the Surface
Vertical Stress in a SemiInfinite Mass Due to Embankment Loading
Three Dimensional Problems
tresses Due to Vertical Point Load on the Surface
Deflection Due to a Concentrated Point Load on the Surface
Horizontal Point Load on the Surface
Stresses Below a Circularly Loaded Flexible Area (Uniform Vertical Load)
Vertical Displacement Due to a Uniformly Loaded Circular Area on the Surface
Vertical Stress below a Rectangular Loaded Area on the Surface
Average Vertical Stress Increase Due To a Uniformly Loaded Rectangular Area
Deflection Due to a Uniformly Loaded Flexible Rectangular Area
Stresses in a Layered Medium
Vertical Stress at the Interface of a ThreeLayer Flexible System
References
Changes from second edition:
The word "displacement" is added in title
Vertical displacement added in Section 3.2
Vertical stress and displacement given with tables (Poulos, 1966) in Section 3.3
Expanded table for vertical stress in Section 3.7; relationship for vertical displacement at surface added
Vertical displacement relationship added in Section 3.9
Equation in rectangular coordinate system added in Section 3.10; also vertical deflection relationship at the surface added
Section 3.13 new
Deflection relationship added in Section 3.14
Section 3.16 new
Tables and equations for determination of vertical stress below the center of a rectangular area added
Section 3.18 new (Griffiths, 1984, Canadian Geotechnical Journal)
Section 3.19 new
Number of tables  23
Number of figures  33
Number of example problems  7
CHAPTER 4  PORE WATER PRESSURE DUE TO UNDRAINED LOADING
Introduction
Pore Water Pressure Developed Due to Isotropic Stress Application
Pore Water Pressure Parameter B
Pore Water Pressure Due to Uniaxial Loading
Directional Variation of A_{f}
_{Pore Water Pressure under Triaxial Test Conditions}
_{Henkel's Modification of Pore Water Pressure Equation}
_{Pore Water Pressure Due to One Dimensional Strain Loading (Oedometer Test)}
_{References}
_{Changes from second edition:}
_{Section 4.3 is new. Discusses B with numerical values of the compressibility of pore water and soil skeleton (soft, medium, stiff, and very still soils).}
_{Section 4.5 is new. Discusses Af with directional variation of major principal stress for clay soils (anisotropy).}
_{Number of figures  14}
_{Number of tables  4}
_{Number of example problems  1}
_{CHAPTER 5  PERMEABILITY AND SEEPAGE (tentative)}
_{5.1 Introduction}
_{Permeability}
_{Darcy's Law}
_{Determination of hydraulic conductivity in the laboratory (constant head test, falling head test, from consolidation test, constant rate of strain test)}
_{Permeameters for testing of clay soils}
_{KozenyCarman equation}
_{Estimation of hydraulic conductivity of granular soil using the KozenyCarman equation with examples (Carrier III, 2003, ASCE)}
_{Estimation of k in cohesive soils with examples}
_{Laboratory test for k in coarse sand and gravel (Kenney, Lau, and Ofoegbu, 1984, Canadian Geotechnical Journal)}
_{Hydraulic conductivity in compacted soil (effect of confining pressure, molding moisture content)}
_{Anisotropy with respect to hydraulic conductivity (additional experimental results)}
_{Hydraulic conductivity in stratified soil  including laboratory experimental results (see Sridhavan and Prakash, 2002, ASTM Geotechnical Testing Journal)}
_{In situ hydraulic conductivity for compacted clay}
_{Seepage}
_{uation of continuity}
_{Use of continuity equation for solution of flow problems}
_{Flow nets}
_{Hydraulic uplift force under a structure}
_{Flow nets in anisotropic material}
_{Construction of flow nets for hydraulic structures on nonhomogeneous subsoils}
_{Numerical analysis of seepage}
_{Seepage force per unit volume of soil mass}
_{Safety of hydraulic structures against piping}
_{Filter design}
_{Calculation of seepage through an earth dam resting on an impervious base}
_{Plotting of phreatic line for seepage through earth dams}
_{Entrance, discharge, and transfer conditions of line of seepage through earth dams}
_{Flow net construction for earth dams (a number of changes in this section)}
_{References}
_{Major changes or completely new material in bold.}
_{Approximate number of figures  70}
_{Approximate number of tables  7}
_{Approximate example problems  10}
_{CHAPTER 6  CONSOLIDATION}
_{6.1 Introduction}
_{Theory of one dimensional consolidation}
_{Degree of consolidation under timedependent loading}
_{Numerical solution for one dimensional consolidation}
_{Standard one dimensional consolidation test and interpretation}
_{Effect of sample disturbance on the e vs. log s' curve}
_{Compression index correlation (some new correlations to be added)}
_{Correlations for preconsolidation pressure (based on laboratory tests, field vane, piezocone, dilatometer test; see Nagaraj et al., 1985, 1986, ASTM Geotechnical Testing Journal; see Chang, 1991, Canadian Geotechnical Journal)}
_{Secondary consolidation and general comments on consolidation test}
_{Calculation of one dimensional consolidation settlement}
_{Coefficient of consolidation}
_{Correlation of Cv with index properties such as activity, liquid limit, shrinkage limit}
_{Comparison of Cv obtained from various methods with field observations}
_{Constant rateofstrain consolidation tests}
_{Constantgradient consolidation test}
_{Sand drains}
_{Solution for radial drainage due to timedependent loading}
_{Constant rate of strain consolidation with radial drainage}
_{Numerical solution for radial drainage (sand drain)}
_{General comments on sand drain problems}
_{Field observations for settlement of clay with sand drains}
_{Prefabricated vertical drains (PVD)}
_{Design of PVDs}
_{Problems}
_{Major changes or completely new material in bold.}
_{Approximate number of figures  40}
_{Approximate number of tables  10}
_{Approximate example problems  1215}
_{CHAPTER 7  SHEAR STRENGTH OF SOILS (tentative)}
_{Introduction}
_{MohrCoulomb failure criteria}
_{Shearing strength of granular soils}
_{Critical void ratio and its relationship to liquefaction}
_{Curvature of the failure envelope}
_{General comments on the friction angle of granular soils}
_{Correlation for friction angle of granular soils based on field tests (SPT, CPT, PMT, DMT)}
_{Shear strength of granular soils under plane strain condition}
_{Shear strength of cohesive soils}
_{Unconfined compression test}
_{Modulus of elasticity and Poisson's ratio from triaxial tests}
_{Relation between Af and swell and collapse of compacted clayey soils}
_{Friction angles f and fult}
_{Effect of rate of strain on the undrained shear strength}
_{Stress path}
_{Hvorslev's parameters}
_{Relations between moisture content, effective stress, and strength for clay soils}
_{Correlations for effective stress friction angle}
_{Anisotropy in undrained shear strength}
_{Sensitivity and thixotropic characteristics of clay}
_{Creep (rate process theory)}
_{Vane shear test}
_{Relation of undrained shear strength (Su) and effective overburden pressure (p')}
_{Correlations of undrained shear strength with results from VST, SPT, CPT, CPTV, PMT, and DMT}
_{Other theoretical considerations  yield surfaces in three dimensions}
_{Experimental results to compare the yield functions}
_{References}
_{Major changes or new material in bold.}
_{Approximate number of figures  80}
_{Approximate number of tables  10}
_{Approximate example problems  10}
_{CHAPTER 8  SETTLEMENT OF FOUNDATIONS}
_{Introduction}
_{Elastic settlement}
_{Modulus of Elasticity and Poisson's Ratio}
_{Contact Stress and Settlement Profile of Foundations}
_{Settlement Based on the Theory of Elasticity}
_{Generalized Average Elastic Settlement Equation}
_{Improved Equation for Elastic Settlement}
_{Calculation of Elastic Settlement in Granular Soil Using Simplified Strain Influence Factor}
_{Elastic Settlement of Sandy Soils  Burland and Burbidge's Method}
_{Consolidation Settlement}
_{One Dimensional Primary Consolidation Settlement}
_{SkemptonBjerrum Modification for Consolidation Settlement Calculation}
_{Settlement of Overconsolidated Clays}
_{Settlement Calculation Using Stress Path}
_{Comparison of Primary Consolidation Settlement Calculation Procedures}
_{Secondary Consolidation Settlement}
_{Precompression for Improving Foundation Settlement}
_{References}
_{Changes from the second edition:}
_{Section 8.3 is new to this chapter}
_{Section 8.4 is new to this chapter (Steinbrenner, 1934; Fox, 1948)}
_{Section 8.6 is new (Mayne and Poulos, 1999)}
_{Section 8.8 is new to this chapter}
_{New graphs and table in Section 8.14}
_{Number of figures  33}
_{Number of tables  9}
_{Number of example problems  9}
_{APPENDIX A  CALCULATION OF STRESS AT THE INTERFACE OF A THREELAYERED FLEXIBLE SYSTEM}
_{Comments: This is the table given on pages 96123 of the second edition.}
Braja M. Das was formerly Dean of the College of Engineering and Computer Science, California State University, Sacramento.
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