Cam Clay based models Sample Clauses

Cam Clay based models. Most of the models used today in geotechnical engineering practice are based on the Critical State theory developed at Cambridge University in the period 1955 to 1968 (see for instance Xxxxxx et al. 1963). The main ingredients of these models are: (i) there exists a state at which the soil flows once residual conditions have been reached (ii) the observed soil behaviour can be modelled within the plasticity framework using associative flow rules which are closed surfaces, and (iii) the size of the yield surface depends on the void ratio. A hardening rule obtained in isotropic compression tests relates the size of the yield surface and the plastic volumetric deformation. The initial Cam Clay model is useful for normally consolidated clays, and can also reproduce –with some limitations- the behaviour of overconsolidated clays. The model has been further extended to describe the behaviour of sands by Xxxx (1977) and Xxxxx (1977). This extension provides a simple way to model the behaviour of both dense and loose sands, including especially the liquefaction phenomena. The main ingredients of the model are (i) use of a non associative flow rule, and (ii) use of both volumetric and deviatoric hardening. In some cases, we find landslides occurring in collapsible materials, for which we need to introduce a new extension. It is worth mentioning here the work of Xxxx and Xxxxxxx (1995). One of the most important extensions of Cam Clay theory is that of Xxxxxx et al. (1990) who formulated the first consistent model for unsaturated soils. It is worth mentioning the contributions of Bolzon, Xxxxxxxxx and Xxxxxxxxxxx (1996) and its extension by Xxxxxxxxxxxxx and Xxxxxxxxx (2006), Xxxxx and Xxxxxxx (2000), Gallipoli, Gens, Xxxxxx and Xxxxxx (2003), Xxxxxxxxx (2004), Xxxxxxxxx and Xxxxxx (2004), Xxxxxxxxx Xxxxxx, Xxxxxxxxx, Xxxxxx and Xxxx (2005), Xxxxxx and Xxxx (2005), and Xxxxxxxx et al. (2008, 2009). The described models are able to provide an accurate approximation of the constitutive behaviour of soils in slopes where landslides are triggered. They are more advanced than the two first categories described in the text, but they are able to describe both localized and diffuse failure caused by monotonic loads.
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