By Pierre-Yves Hicher, Jian-Fu Shao
This name offers a finished review of elastoplasticity on the subject of soil and rocks. Following a common define of the versions of habit and their inner constitution, each one bankruptcy develops a distinct quarter of this topic in terms of the author's specific services. the 1st 1/2 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 sessions of Constitutive family members (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 family members 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 resources for Constitutive Modeling of Soils and Rocks
Relationships between discontinuous and continuous medium The mechanical behavior of the equivalent continuous medium depends on the properties of the discontinuous medium. An example can be seen in the elastic law at very small strains as defined in the previous section. The elasticity is non-linear, the isotropic modulus depends on the mean stress, in agreement with a calculation that uses Hertz’ theory for an assembly of identical spheres [BIA 94]: Eiso = 3/2(4Eg/3(1 – Qg2)G(e))2/3p’1/3 where Eg and Qg are the elastic constant of linear elasticity for the spheres and G (e) is a function of the assembly void ratio.
At first, the curve follows a path corresponding to an elastic recompression. It then moves away, either to follow a normally consolidated type of path until it reaches the perfect plastic state for OCR < 2, or to follow a dilatant path when the stress ratio q/p’ moves close to M for OCR > 2. The size of this limit increases with the increase of the consolidation stress, all the different limits being homothetic, with the homothetic transformation being equal to the consolidation stress amplitude.
Anal. Meth. , 6, 243275, 1982. [DAR 87] F. DARVE, “L’écriture incrémentale des lois rhéologiques et les grandes classes de lois de comportement”, Manuel de Rhéologie des Géomatériaux, F. ), publ. Presses des Ponts et Chaussées, 129-152, 1987. [DAR 88] F. DARVE and H. ), publ. Balkema, 237-254, 1988. [DAR 90] F. DARVE, “The expression of rheological laws in incremental form and the main classes of constitutive equations”, Geomaterials Constitutive Equations and Modeling, F. ), publ. Elsevier, 123-148, 1990.