By Pierre-Yves Hicher, Jian-Fu Shao
This identify offers a finished evaluate of elastoplasticity with regards to soil and rocks. Following a basic define of the types of habit and their inner constitution, each one bankruptcy develops a unique region of this topic in relation to the author's specific services. the 1st half the booklet concentrates at the elastoplasticity of soppy soils and rocks, whereas the second one part examines that of challenging soils and rocks.Content:
Chapter 1 the most sessions 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 relatives 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 functions (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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Extra info for Constitutive Modeling of Soils and Rocks
The research for correlative links between the parameters of the continuous medium and those of the discontinuous medium has been the object of various studies in soil mechanics, and there are several expressions concerning the parameters used in foundation calculations in particular. As it is difficult to identify all the parameters of the grain geometry, the nature of the granular medium is often synthesized by a specific arrangement of the grains in response to suitable normalized tests. For sands and gravels, we use two specific void ratios called “maximal void ratio” emax and “minimal void ratio” emin.
For a better understanding of the limitations of main constitutive models, the reader can refer to the results of two international workshops which took place in Grenoble in 1984 and in Cleveland in 1988, which were devoted to comparing model performances along various loading paths [WOR 84, WOR 88]. The second necessary choice is linked to the description of the loading history and leads to the following questions: which state variables? Which hardening variables? Which memory parameters? These questions have not been fundamentally addressed in this chapter, even if they play a central role in the quality of the model prediction.
DI BENEDETTO, “Modélisation du comportement des géomatériaux”, Doctoral thesis, INPG/ENTPE, 1978. [GUD 79] G GUDEHUS, “A comparison of some constitutive laws for soils under radially symmetric loading and unloading”, Int. Conf. Num. Meth. in Geomech, W. ), publ. Balkema, vol. 4, 1309-1324, 1979. Y. HICHER, “Comportement mécanique des argiles saturées sur divers chemins de sollicitation monotones et cycliques. , 1985. C. HUJEUX, “Une loi de comportement pour les chargements cycliques des sols”, Génie Parasismique, publ.