By Pierre-Yves Hicher, Jian-Fu Shao
This identify offers a finished review of elastoplasticity in terms of soil and rocks. Following a normal define of the versions of habit and their inner constitution, each one bankruptcy develops a unique quarter of this topic with regards to the author's specific services. the 1st half the e-book concentrates at the elastoplasticity of soppy soils and rocks, whereas the second one part examines that of tough soils and rocks.Content:
Chapter 1 the most periods of Constitutive relatives (pages 1–30): Felix Darve
Chapter 2 Mechanisms of Soil Deformation (pages 31–76): Jean Biarez and Pierre?Yves Hicher
Chapter three Elastoplastic Modeling of Soils: Monotonous Loadings (pages 77–142): Philippe Mestat, Emmanuel Bourgeois and Philippe Reiffsteck
Chapter four Elastoplastic Modeling of Soils: Cyclic Loading (pages 143–186): Bernard Cambou and Pierre?Yves Hicher
Chapter five Elastoplastic habit of Ductile Porous Rocks (pages 187–210): Jian?Fu Shao and Shou?Yi Xie
Chapter 6 Incremental Constitutive kin for Soils (pages 211–260): Rene Chambon, Felix Darve and Farid Laouafa
Chapter 7 Viscoplastic habit of Soils (pages 261–298): Pierre?Yves Hicher and Isam Shahrour
Chapter eight harm Modeling of Rock fabrics (pages 299–346): Andre Dragon
Chapter nine Multiscale Modeling of Anisotropic Unilateral harm in Quasi?brittle Geomaterials: formula and Numerical purposes (pages 347–376): Djimedo Kondo, Qizhi Zhu, Jian?Fu Shao and Vincent Pensee
Chapter 10 Poromechanical habit of Saturated Cohesive Rocks (pages 377–404): Jian?Fu Shao and Albert Giraud
Chapter eleven Parameter identity (pages 405–432): Pierre?Yves Hicher and Jian?Fu Shao
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Additional info for Constitutive Modeling of Soils and Rocks
6). The concept of perfect plasticity defined above in the plane e-log (p’) helps to explain this change from contractant to dilatant behavior as a function of the initial state of stress and void ratio. We must however note that this perfect plasticity state is difficult to obtain experimentally, since strain localization usually develops inside the specimens, especially the dilatant specimens. 7). 2. 3. 4. 3D tests on normally consolidated clay The volume change under deviatoric loading can be quantified from the following relation for normally consolidated soils: e = e0 – Cdlog (1+K2/M2) = e0 - OdLn(1+K2/M2) where K=q/p’ or with a formulation close to that proposed by Roscoe et al.
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Constitutive Modeling of Soils and Rocks by Pierre-Yves Hicher, Jian-Fu Shao