Download Advances in Bifurcation and Degradation in Geomaterials: by R. Chambon (auth.), Stéphane Bonelli, Cristian Dascalu, PDF

By R. Chambon (auth.), Stéphane Bonelli, Cristian Dascalu, François Nicot (eds.)

This e-book offers contributions to the ninth overseas Workshop on Bifurcation and Degradation in Geomaterials held in Porquerolles, France, could 23-26, 2011. This sequence of meetings, began within the early Eighties, is devoted to the study on degradation and instability phenomena in geomaterials.

The quantity gathers a chain of manuscripts through significant overseas students reflecting fresh developments in theoretical and experimental examine in geomechanics. It comprises contributions on themes like instability research, localized and diffuse failure description, multi-scale modeling and functions to geo-environmental issues.

This booklet might be helpful for somebody drawn to the learn on degradation and instabilities in geomechanics and geotechnical engineering, attractive to graduate scholars, researchers and engineers alike.

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Example text

The microstructure is analyzed in Sect. 4. 2 Numerical Procedures The CD method is based on implicit time integration of the equations of motion and a nonsmooth formulation of mutual exclusion and dry friction between particles (Moreau 1994; Radja¨ı and Richefeu 2009). This method requires no elastic repulsive potential and no smoothing of the Coulomb friction law for the determination of forces. For this reason, the simulations can be performed with large time steps compared to molecular dynamics simulations.

3d. For the less-inclined contact planes (0ı , 18ı and 28ı ), the second-order work is always positive, thus the contacts remain stable during the entire undrained triaxial test. The softening for these contacts is merely due to elastic unloading (see Fig. 3b). For the more-inclined contact planes (45ı , 55ı and 72ı ), the second-order works becomes negative indicating that the instability is predominately caused by the decrease of (see Fig. 3b). It is noted that on the 55ı contact plane, before the peak stress of the assembly, the local normal strain contracts (d©˛ > 0) as the normal stress is released (d¢ ˛ < 0), producing large negative second-order work d¢ ˛ d©˛ < 0.

At large shear strain, the stress state approaches the plastic limit and the negative second-order work approaches back to zero. For the medium sand (e0 D 0:883), the second-order work is also equal to zero at the peak stress, and negative after the peak stress. S. Chang et al. Then, the second-order work returns towards zero and becomes positive due to soil dilatancy. Thus, the soil experience temporary instability, before becoming stable again at large strains. For dense sand, the second-order work is always positive, thus the soil remains stable.

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