By Labuz, J.F. and Drescher, A.
This publication incorporates a sampling of papers provided on the June 2-5, 2002 foreign Workshop on Bifurcations andamp; Instabilities in Geomechanics (IWBI 2002). The scope of the Workshop comprises analytical methods, numerical equipment, and experimental thoughts.
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Additional info for Bifurcations & Instabilities in Geomechanics: Proceedings of the International Workshop on Bifurcations & Instabilities in Geomechanics, IWBI 2002, 2-5 June 2002, Minneapolis MN, USA
Lisse, The Netherlands bands. These features are characteristic of a “cap” yield surface often used to model the inelastic response of porous geomaterials. There are, as yet, many open questions about the formation and evolution of compaction bands. Although the bands observed in the laboratory are similar to those observed in the field, their length scale is limited to the size of the laboratory specimen and, therefore, is much smaller. Furthermore, the bands observed in the laboratory tend to form first near the specimen ends and, consequently, appear to be triggered by slight nonuniformities caused by the end constraint.
G. GID (E. Onate, CIMNE) being a pre- & postprocessor, make today easier the FE-analysis with own codes. Many young researchers construct their own computational procedures based on FEM or other numerical integration procedures, since the basic numerical knowledge in the framework is mostly requirement of the technical PhD-courses today. In this context the proper mathematics of a numerical solution is of importance. However many mathematical requirements can not be checked on an explicite one, therefore some procedures for checking for correctness of the numerical solution are the essential ones.
Path-independency. The influence of density, so called pyknotropy, was not considered and the assumption of proportional increase of stiffness with the mean stress was simplified. g. predictions of deformation involving creep effects were inaccurate, which is of importance for constructions susceptible to settlements. The performance of the hypoplastic constitutive model was not satisfactory in the FE-calculation with cyclic loading. In order to overcome these and similar problems several extensions to hypoplasticity have been proposed.