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

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

The quantity gathers a sequence of manuscripts by means of remarkable overseas students reflecting fresh developments in theoretical and experimental learn in geomechanics. It contains contributions on subject matters like instability research, localized and diffuse failure description, multi-scale modeling and functions to geo-environmental issues.

This booklet can be necessary for a person attracted to the examine on degradation and instabilities in geomechanics and geotechnical engineering, attractive to graduate scholars, researchers and engineers alike.

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M. Walker, M. Hopkins, Network analysis of evolving three-dimensional granular structures. Dyn. , Discr. Impuls. -B (accepted) (2010b) A. M. Walker, Q. Lin, Force chains and force cycles. Phys. Rev. M. Walker, A. Tordesillas, Topological evolution in dense granular materials: a complex networks perspective. Int. J. Solids Struct. 47, 624–639 (2010) J. S. Majmudar, A. P. Behringer, Statistical properties of a 2D granular materials subjected to cyclic shear. Granul. Matter 12, 159–172 (2010) Microscopic Origins of Shear Strength in Packings Composed of Elongated Particles E.

Interestingly, as shown by Fig. 2b, the shear strength varies linearly with the elongation parameter. Figure 2 displays the solid fraction as a function of Á at different levels of shear deformation "q . It is remarkable that, at all levels of deformation, the solid fraction increases with Á, reaches a maximum at Á ' 0:4 and then declines as Á further increases. We note that solid fractions as large as 0:90 are reached for Á D 0:4 in the initial state. 0 η Fig. 2 (a) Internal angle of friction ' as a function elongation Á.

To study the change of the second-order work with the applied load, three typical curves in Fig. 1 are selected, and replotted in Fig. 2a. ©1 ©3 /=3 in Fig. 2b. The second-order work for the conventional triaxial tests can be expressed as, d 2 W D dp d "v C dq d "d (1) For undrained conditions (d©v D 0), the second-order work is reduced to d2 W D dqd"d . , decrease in q). Fig. 907. 5% 0 0 1000 2000 p' (kPa) 3000 0 4000 0 5 10 15 e1 (%) 20 25 (ı ) m Fig. 01 ed (%) Fig. 2 Predicted stress-strain curves and second-order work for undrained triaxial tests For loose sand, the second-order work is negative after the peak stress.

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