Professor Holtz is a Distinguished Member of ASCE, was President of the ASCE Geo-Institute 2000-1, and currently serves as the International Secretary for the Geo-Institute. He is a Member Emeritus of TRB Committee on Soil and Rock Properties, a Past President of North American Geosynthetics Society; and a member of several other professional and technical organizations. He has taught numerous short courses and given many presentations at seminars and conferences, both in the U.S. and abroad. In 2010 he was named the 46th Karl Terzaghi Lecturer, which has been presented at several US venues and in Brazil, China, and Canada. In 2008, he was named the Puget Sound Academic Engineer of the Year.

Throughout his academic career, Professor Holtz has had an active consulting practice, involving geosynthetics, foundations, soil reinforcing, soil improvement, properties and containment of nuclear wastes, slope stability and landslides, investigation of failures, and acting as an expert witness. His clients have included federal, state, and local public agencies, civil and geotechnical engineering consultants and contractors, attorneys, and manufacturers, both in North America and overseas.

William D. Kovacs, F. ASCE, Professor of Civil and Environmental Engineering Professor and former Chairman of the Department of Civil and Environmental Engineering from 1984 to 1990, Dr. Kovacs has conducted sponsored research under the aegis of the National Science Foundation (NSF), the United States National Bureau of Standards (USNBS), the Bureau of Reclamation (USBR), the Naval Facilities Command (NAVFAC), the United States Geological Survey (USGS), and the United States Army Corps of Engineers (USACOE). He is the author and co-author of over sixty-five publications. A registered professional engineer, a member of the Chi Epsilon Civil Engineering Honor Society, and a recipient of predoctoral grants in 1967 and 1968, Dr. Kovacs’ geotechnical engineering research interests focus on: In Situ Testing; Foundation Engineering; Dynamic Soil Property Evaluation; and Earthquake Engineering

Dr. Kovacs received his Ph.D. from the University of California, Berkeley, his M.S. from the University of California, Berkeley, the B.C.E. from Cornell University, and P.E. (CA 1965, IN 1974-2002, RI 1998).

Thomas C. Sheahan is a Professor and the Senior Associate Dean for Academic Affairs in the Department of Civil and Environmental Engineering at Northeastern University. Dr. Sheahan received his Sc.D. in Civil Engineering from M.I.T., his M.S. in Civil Engineering from M.I.T., and his B.S. in Civil Engineering from Union College.Dr. Sheahan's areas of expertise include: Rate Effects in Soils; Offshore Geohazards; Sampling Disturbance Effects; and Laboratory Instrumentation. He is licensed as a professional engineer in California and Massachusetts. Among his most recent honors and awards are the Northeastern College of Engineering Dean’s Meritorious Service Award (2009), the ASTM Committee D-18, Special Service Award (2009), the ASTM Committee on Publications, Certificate of Appreciation (2008), and the Tau Beta Pi National Capers and Marion McDonald Mentoring Award (2007).

1.1 Geotechnical Engineering

1.2 The Unique Nature of Soil and Rock Materials

1.3 Scope of This Book

1.4 Historical Development of Geotechnical Engineering

1.5 Suggested Approach to the Study of Geotechnical Engineering

1.6 Notes on Symbols and Units          

1.7 Some Comments on How to Study in General

Problems

Chapter 2 Index and Classification Properties of Soils

2.1 Introduction

2.2 Basic Definitions and Phase Relations for Soils

2.3 Solution of Phase Problems

2.3.1 Submerged or Buoyant Density

2.3.2 Unit Weight and Specific Gravity

2.4 Soil Texture

2.5 Grain Size and Grain Size Distribution

2.6 Particle Shape

2.7 Atterberg Limits

2.7.1 Cone Liquid Limit

2.7.2 One Point Liquid Limit Test

2.7.3 Additional Comments on the Atterberg Limits

2.8 Introduction To Soil Classification

2.9 Unified Soil Classification System (USCS)

   2.9.1 Visual-Manual Classification of Soils

   2.9.2 What Else Can We Get From The LI-PI Chart?

   2.9.3 Limitations of the USCS

2.10 AASHTO Soil Classification System

 Problems

Chapter 3 Geology, Landforms, and the Origin of Geo-Materials  

3.1 Importance of Geology to Geotechnical Engineering

   3.1.1 Geology

   3.1.2 Geomorphology

   3.1.3 Engineering Geology

3.2 The Earth, Minerals, Rocks, and Rock Structure

   3.2.1 The Earth

   3.2.2 Minerals

   3.2.3. Rocks

   3.2.4. Rock Structure

3.3 Geologic Processes and Landforms

   3.3.1 Geologic Processes and the Origin of Earthen Materials

   3.3.2 Weathering

   3.3.3. Gravity Processes

   3.3.4. Surface Water Processes

   3.3.5 Ice Processes and Glaciation

   3.3.6 Wind Processes

   3.3.7 Volcanic Processes

   3.3.8 Groundwater Processes 

   3.3.9 Tectonic Processes

   3.3.10 Plutonic Processes

Chapter 4 Clay Minerals, Soil and Rock Structures, and Rock Classification

4.1Introduction

4.2 Products of Weathering

4.3 Clay Minerals

   4.3.1 The 1:1 Clay Minerals     

   4.3.2 The 2:1 Clay Minerals

   4.3.3 Other Clay Minerals

4.4 Identification of Clay Minerals And Activity

4.5 Specific Surface

4.6 Interaction between Water and Clay Minerals

   4.6.1 Hydration of Clay Minerals and the Diffuse Double Layer

   4.6.2 Exchangeable Cations and Cation Exchange Capacity (CEC)

4.7 Interaction of Clay Particles

4.8 Soil Structure and Fabric of Fine Grained Soils

   4.8.1 Fabrics of Fine Grained Soils

   4.8.2 Importance of Microfabric and Macrofabric; Description Criteria

4.9 Granular Soil Fabrics

4.10 Soil Profiles, Soil Horizons, and Soil Taxonomy

4.11 Special Soil Deposits       

   4.11.1 Organic soils, peats, and muskeg

   4.11.2 Marine Soils

   4.11.3 Waste Materials and Contaminated Sites

4.12 Transitional Materials: Hard Soils vs. Soft Rocks

4.13 Properties, Macrostructure, and Classification of Rock Masses

   4.13.1 Properties of Rock Masses

   4.13.2 Discontinuities in Rock

4.13.3 Rock Mass Classification Systems

 Problems

Chapter 5 Compaction and Stabilization of Soils                                    

5.1 Introduction

5.2 Compaction and Densification

5.3 Theory of Compaction for Fine-Grained Soils

   5.3.1 Process of Compaction

   5.3.2 Typical Values; Degree of Saturation       

   5.3.3 Effect of Soil Type and Method of Compaction

5.4 Structure of Compacted Fine-Grained Soils

5.5 Compaction of Granular Soils

   5.5.1 Relative or Index Density

   5.5.2 Densification of Granular Deposits.

   5.5.3 Rock Fills

5.6 Field Compaction Equipment and Procedures

   5.6.1 Compaction of Fine-Grained Soils

   5.6.2 Compaction of Granular Materials

   5.6.3 Compaction Equipment Summary

   5.6.4 Compaction of Rockfill

5.7 Specifications and Compaction Control

   5.7.1 Specifications

   5.7.2 Compaction Control Tests

   5.7.3 Problems with Compaction Control Tests                        

   5.7.4 Most Efficient Compaction

   5.7.5Overcompaction

   5.7.6 Rockfill QA/QC

   5.7.7 Compaction in Trenches

5.8 Estimating Performance of Compacted Soils

 Problems

Chapter 6 Hydrostatic Water in Soils and Rocks

6.1 Introduction

6.2 Capillarity

   6.2.1 Capillary Rise and Capillary Pressures in Soils

   6.2.2 Measurement of Capillarity; Soil-Water Characteristic Curve

   6.2.3 Other Capillary Phenomena

   6.3.1 Definition

   6.3.2 Field Determination         

6.4 Shrinkage Phenomena in Soils

   6.4.1 Capillary Tube Analogy

   6.4.2 Shrinkage Limit Test

   6.4.3 Shrinkage Properties of Compacted Clays

6.5 Expansive Soils and Rocks

   6.5.1 Physical-Chemical Aspects

   6.5.3 Expansive Properties of Compacted Clays          

   6.5.4 Swelling Rocks

6.6 Engineering Significance of Shrinkage and Swelling

6.7 Collapsible Soils and Subsidence 

6.8 Frost Action

   6.8.1 Terminology, Conditions, and Mechanisms of Frost Action

   6.8.2 Prediction and Identification of Frost Susceptible Soils

   6.8.3 Engineering Significance of Frozen Ground

6.9    Intergranular or Effective Stress

6.10 Vertical Stress Profiles

6.11 Relationship between Horizontal and Vertical Stresses

 Problems

Chapter 7 Fluid Flow in Soils and Rock       

7.1 Introduction

7.2 Fundamentals of Fluid Flow

7.3 Darcy's Law for Flow through Porous Media

7.4 Measurement of Permeability or Hydraulic Conductivity

   7.4.1 Laboratory and Field Hydraulic Conductivity Tests

   7.4.2 Factors Affecting Laboratory and Field Determination of K

   7.4.3 Empirical Relationships and Typical Values of K

7.5 Heads and One-Dimensional Flow

7.6 Seepage Forces, Quicksand, and Liquefaction

   7.6.1 Seepage Forces, Critical Gradient, and Quicksand

   7.6.2 Quicksand Tank

   7.6.3 Liquefaction

7.7 Seepage and Flow Nets: Two-Dimensional Flow

   7.7.1 Flow Nets

   7.7.2 Quantity of Flow, Uplift Pressures, and Exit Gradients

   7.7.3 Other Solutions to Seepage Problems

   7.7.4 Anisotropic and Layered Flow

7.8 Seepage towards Wells

7.9 Seepage through Dams and Embankments

7.10 Control of Seepage and Filters

   7.10.1 Basic Filtration Principles          

   7.10.2 Design of Graded Granular Filters

   7.10.3 Geotextile Filter Design Concepts

   7.10.4 FHWA Filter Design Procedure

Problems  

Chapter 8 Compressibility of Soil and Rock

8.1 Introduction

8.2 Components of Settlement

8.3 Compressibility of Soils

8.4 One-Dimensional Consolidation Testing

8.5  Preconsolidation Pressure and Stress History

   8.5.1 Normal Consolidation, Overconsolidation, and Preconsolidation Pressure

   8.5.2 Determining the Preconsolidation Pressure

   8.5.3 Stress History and Preconsolidation Pressure

8.6 Consolidation Behavior of Natural and Compacted Soils

8.7 Settlement Calculations

   8.7.1 Consolidation Settlement of Normally Consolidated Soils

   8.7.2 Consolidation Settlement of Overconsolidated Soils

   8.7.3 Determining C_r and C_{r e}

8.8 Tangent Modulus Method

8.9 Factors Affecting the Determination of s ¢ _P

8.10 Prediction of Field Consolidation Curves

8.11 Soil Profiles

8.12 Approximate Methods and Typical Values of Compression Indices

8.13 Compressibility of Rock and Transitional Materials

8.14  In Situ Determination f Compressibility

  Problems

Chapter 9 Time Rate of Consolidation

9.1 Introduction

9.2 The Consolidation Process

9.3 Terzaghi's One-Dimensional Consolidation Theory

   9.3.1 Classic Solution for the Terzaghi Consolidation Equation

   9.3.2 Finite Difference Solution for the Terzaghi Consolidation Equation

9.4 Determination of the Coefficient of Consolidation C_v

   9.4.1 Casagrande's Logarithm of Time Fitting Method

   9.4.2 Taylor's Square Root of Time Fitting Method

9.5 Determination of the Coefficient Of Permeability 

9.6 Typical Values of the Coefficient Of Consolidation, C_v

9.7 In Situ Determination of Consolidation Properties

9.8 Evaluation of Secondary Settlement

Problems

Chapter 10 Stress Distribution and Settlement Analysis

10.1 Introduction

10.2 Settlement Analysis of Shallow Foundations

   10.2.1 Components of Settlement

   10.2.2 Steps in Settlement Analysis

10.3 Stress Distribution

10.4 Immediate Settlement

10.5 Vertical Effective Overburden and Preconsolidation Stress Profiles

10.6 Settlement Analysis Examples

Problems

Chapter 11 The Mohr Circle, Failure Theories, and Strength Testing of Soil And Rocks

11.1 Introduction

11.2 Stress at a Point

11.3 Stress-Strain Relationships and Failure Criteria

11.4 The Mohr-Coulomb Failure Criterion

   11.4.1 Mohr Failure Theory

   11.4.2 Mohr-Coulomb Failure Criterion           

   11.4.3 Obliquity Relations

   11.4.4 Failure Criteria for Rock

11.5 Laboratory Tests for the Shear Strength of Soils and Rocks

   11.5.1 Direct Shear Test

   11.5.2 Triaxial Test

   11.5.3 Special Laboratory Soils Tests

   11.5.4 Laboratory Tests for Rock Strength

11.6 In Situ Tests for the Shear Strength of Soils and Rocks

   11.6.1 Insitu Tests for Shear Strength of Soils

   11.6.2 Field Tests for Modulus and Strength of Rocks 

Problems

Chapter 12 An Introduction to Shear Strength of Soils and Rock 

12.1 Introduction

12.2 Angle of Repose of Sands

12.3 Behavior of Saturated Sands during Drained Shear

12.4 Effect of Void Ratio and Confining Pressure on Volume Change

12.5 Factors that Affect the Shear Strength of Sands

12.6 Shear Strength of Sands Using In Situ Tests

   12.6.1 SPT     

   12.6.2 CPT

   12.6.3 DMT

12.7 The Coefficient of Earth Pressure at Rest for Sands

12.8 Behavior of Saturated Cohesive Soils during Shear

12.9 Consolidated-Drained Stress-Deformation and Strength Characteristics

   12.9.1 Consolidated-Drained (CD) Test Behavior

   12.9.2 Typical Values of Drained Strength Parameters for Saturated

   12.9.3 Use of CD Strength in Engineering Practice

12.10 Consolidated-Undrained Stress-Deformation      and Strength Characteristics

   12.10.1 Consolidated-Undrained (CU) Test Behavior

   12.10.2 Typical Value of the Undrained Strength Parameters

   12.10.3 Use of CU Strength In Engineering Practice

   12.11.1 Unconsolidated-Undrained (UU) Test Behavior

   12.11.2 Unconfined Compression Test

   12.11.3 Typical Values of UU and UCC Strengths

   12.11.4 Other Ways to Determine the Undrained Shear Strength

   12.11.5 Use of UU Strength in Engineering Practice

12.12 Sensitivity

12.13 The Coefficient of Earth Pressure at Rest for Clays

12.14 Strength of Compacted Clays

12.15 Strength of Rocks and Transitional Materials

12.16 Multistage Testing

12.17 Introduction to Pore Pressure Parameters  

Problems

Chapter 13 Advanced Topics in Shear Strength of Soils and Rocks

13.1 Introduction

13.2 Stress Paths   

13.3 Pore Pressure Parameters for Different Stress Paths

13.4 Stress Paths during Undrained Loading - Normally and Lightly Overconsolidated Clays

13.5 Stress Paths during Undrained Loading - Heavily Overconsolidated Clays

13.6 Applications of Stress Paths to Engineering Practice

13.7 Critical State Soil Mechanics

13.8 Modulus and Constitutive Models for Soils

   13.8.1 Modulus of Soils

   13.8.2 Constitutive Relations

   13.8.4 Failure Criteria for Soils 

   13.8.5 Classes of Constitutive Models for Soils

   13.8.6 The Hyperbolic (Duncan-Chang) Model

   13.9.1 Basics of Frictional Shear Strength

   13.9.2 Stress-Dilatancy and Energy Corrections

   13.9.3 Curvature of the Mohr Failure Envelope

   13.10.1   Consolidated-Undrained Behavior

   13.10.2 Using CD Tests to Predict CU Results

   13.10.3 Unconsolidated-Undrained Behavior

   13.10.4 Strain Rate Effects in Sands

13.11Plane Strain Behavior of Sands     

13.12 Residual Strength of Soils

   13.12.1 Drained Residual Shear Strength of Clays

   13.12.2 Residual Shear Strength of Sands

   13.13.1 Definition of Failure in CU Effective Stress Tests

   13.13.2 Hvorslev Strength Parameters

   13.13.3 The t _F /s¢ _Vo Ratio, Stress History, and Jürgenson-Rutledge Hypothesis

   13.13.4 Consolidation Methods to Overcome Sample Disturbance

   13.13.5 Anisotropy

   13.13.6 Plane Strain Strength of Clays

   13.13.7 Strain Rate Effects

   13.14.1Matric Suction in Unsaturated Soils

   13.14.2 The Soil-Water Characteristic Curve   

   13.14.3 The Mohr-Coulomb Failure Envelope for Unsaturated Soils

   13.14.4 Shear Strength Measurement in Unsaturated Soils

13.15 Properties of Soils under Dynamic Loading

   13.15.1 Stress-Strain Response of Cyclically Loaded Soils

   13.15.2 Measurement of Dynamic Soil Properties

   13.15.3 Empirical Estimates of G_max , Modulus Reduction, and Damping

   13.15.4 Strength of Dynamically Loaded Soils

Problems

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