Elasto-plastic constitutive modeling for granular materials

Abstract

Based on the modified plastic strain energy approach, an elasto-plastic constitutive modeling for sand was proposed. The hardening function between the modified plastic strain energy and a stress parameter was presented, which was independent of stress history and stress paths. The proposed model was related to an isotropically work-hardening and softening, non-associated and elasto-plastic material description. It is shown that the constitutive modeling, the inherent and stress system-induced cross-anisotropic elasticity is also considered. The constitutive model is capable of simulating the effects on the deformation characteristics of stress history and stress path, pressure level and anisotropic strength.

Keywords

sand / elasto-plastic model / hardening function / stress-path

References

[1] TatsuokaF. Stress-strain behavior of an idealized anisotropic granular material [J]. Soils and Foundations, 1980, 20(3): 75-90

[2] TstsuokaF, SiddiqueeM S A, ParkC S, et al.. Modelling stress-strain relations of sand [J]. Soils and Foundations, 1993, 33(2): 60-81

[3] LadeP V, DuncanJ M. Elastoplastic stress-strain theory for cohesional soil [J]. J Geotech Eng ASCE, 1975, 101: 1037-1053

[4] SiddiqueeM S A, TanakaT, TatsuokaF, et al.. FEM simulation of scale effect in bearing capacity of strip footing on sand[J]. Soils and Foundations, 1999, 39(4): 91-109

[5] KotakeN, TatsuokaF, TanakaT, et al.. FEM simulation of the bearing capacity of level reinforced ground subjected to footing load[J]. Geosynthetics International, 2002, 8(6): 501-549

[6] PengF L, KotakeN, TatsuokaF, et al.. Plane strain compression behaviour of geogrid-reinforced sand and its numerical analysis [J]. Soils and Foundations, 2000, 40(3): 55-74

[7] NakaiT. An isotropic hardening elasto-plastic model for sand considering the stress path dependency in three-dimensional stress [J]. Soils and Foundation, 1989, 29(1): 119-137

[8] YasinS J M, TatsuokaF. Stress history-dependent deformation characteristics of dense sand in plane strain [J]. Soils and Foundations, 2000, 40(2): 77-98

[9] PengFang-leConstitutive Modeling and Finite Element Analysis of Reinforced Soils [D], 2000, Tokyo, the University of Tokyo, Japan

[10] PengFang-le, LiJian-zhong. Modeling of state parameter and hardening function for granular materials [J]. Journal of Central South University of Technology, 2004, 11(2): 176-179

[11] HoqueE, TatsuokaF, SatoT. Measuring anisotropic elastic properties of sand using a large triaxial specimen [J]. Geotechnical Testing Journal, 1996, 19(4): 411-420

[12] HoqueE, TatsuokaF. Anisotropy in the elastic deformation of material [J]. Soils and Foundations, 1998, 38(1): 163-179

[13] TatsuokaF, NakamuraS, HuangC C, et al.. Strength anisotropy and shear band direction in plane strain tests of sand[J]. Soils and Foundations, 1990, 30(1): 35-56

[14] Tanaka T, Kawamoto O. Three-dimensional finite element collapse analysis for foundations and slopes using dynamic relaxation[A]. Processing 6th International Conference Numerical Methods in Geomechanics[C]. Innsbruck, 1988. 1213–1218.

[15] SiddiqueeM S A, TanakaT, TatsuokaF. Tracing the equilibrium path by dynamic relaxation in materially nonlinear problem[J]. International Journal for Numerical and Analytical Methods in Geomechanics, 1995, 19(6): 749-767

[16] OrtizM, SimoJ C. An analysis of a new class of integration algorithms elasto-plastic constitutive relations[J]. International Journal of Numerical Method in Engineering, 1986, 23(3): 353-366