Constitutive Modeling of Geomaterials: Principles and Applications

 Content: Introduction  PART 1: MODELING OF GEOMATERIALS Fundamentals of Conventional Elastoplasticity Introduction  One-dimensional modeling of elastoplastic materials  Multidimensional modeling of elastoplastic materials  Modeling of One-Dimensional Soil Behavior Introduction  Modeling of normally consolidated soils-conventional elastoplastic modeling  Modeling of overconsolidated soils-advanced elastoplastic modeling at stage I  Modeling of structured soils (naturally deposited soils)-advanced elastoplastic modeling at stage II  Modeling of other features of soils-advanced elastoplastic modeling at stage III  Loading condition using increment of total change of void ratio and explicit expression in advanced elastoplastic modeling  Application of the advanced model (stage III) to time-dependent behavior of soil Meaning of present time-dependent model-common and different points to Sekiguchi model  Simulation of time-dependent behavior of soil in one-dimensional conditions  Application of advanced methods to modeling of some other features  Ordinary Modeling of Three-Dimensional Soil Behavior Introduction  Outline of ordinary elastoplastic models such as the Cam clay model  Discussion on applicability of Cam clay type model in three-dimensional conditions based on test results  Unified Modeling of Three-Dimensional Soil Behavior Based on the tij Concept  Introduction  Concept of modified stress tij Three-dimensional modeling of normally consolidated soils based on the tij concept  Three-Dimensional Modeling of Various Soil Features Based on the tij Concept Introduction  Three-dimensional modeling of overconsolidated soils-advanced elastoplastic modeling at stage I Three-dimensional modeling of structured soils-advanced elastoplastic modeling at stage II Three-dimensional modeling of other features of soils-advanced elastoplastic modeling at stage III  Conclusions of Part 1  PART 2: NUMERICAL AND PHYSICAL MODELING OF GEOTECHNICAL PROBLEMS Introduction to Numerical and Physical Modeling Introduction Modeling the interface behavior between soil and structure  Geomaterials used in 2D and 3D model tests and their material parameters  Tunneling Two-dimensional trapdoor problems Three-dimensional trapdoor problems Circular tunneling  Earth Pressure of Retaining Walls and Bearing Capacity of Foundations Active and passive earth pressure behind retaining walls Braced open excavation Strip foundation and piled raft foundation  Reinforced Soils Reinforced foundation under uplift loading Reinforcing for increasing bearing capacity  Localization and Shear Band Development in Element Tests Introduction  Outline of analyses  Results and discussion  Conclusions of Part 2  References Index
 Abstract:             \"Preface When I was student (almost 40 years ago), my supervisor, Sakuro Murayama, often told us that the most important challenge in the field of soil mechanics was to establish the stress-strain-time-temperature relation of soils. Since the beginning of his academic carrier, he had pursued research on a constitutive model for soils, and he summarized his experience in a thick book of almost 800 pages (Murayama 1990) when he was almost 80 years old. In his book, the elastoplasticity theory was not used in a straightforward manner, but he discussed soil behavior, focusing his attention not on the plane where shear stress is maximized, called the tmax plane or 45ʻ plane, but rather on the plane where the shear-normal stress ratio is maximized, called the (t/s)max plane or mobilized plane, because the soil behavior is essentially governed by a frictional law. In retrospect, I realize how sharp was his vision to pay attention to the mobilized plane at a time when most people looked at the tmax plane. Now, in three-dimensional conditions in which the intermediate principal stress must be considered, the plane corresponding to the tmax plane in two-dimensional conditions is the commonly used octahedral plane because the shear stress on the octahedral plane is the quadratic mean of maximum shear stresses between two respective principal stresses. For three-dimensional constitutive modeling in this book, attention is paid to the so-called spatially mobilized plane (SMP) on which the shear-normal stress ratio is the quadratic mean of maximum shear-normal stress ratios between two respective principal stresses\"