Advertisement

Journal of Central South University of Technology

, Volume 11, Issue 4, pp 440–444 | Cite as

Elasto-plastic constitutive modeling for granular materials

  • Peng Fang-le 
  • Li Jian-zhong Email author
Article

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.

Key words

sand elasto-plastic model hardening function stress-path 

CLC number

TU 45 

Preview

Unable to display preview. Download preview PDF.

Unable to display preview. Download preview PDF.

References

  1. [1]
    Tatsuoka F. Stress-strain behavior of an idealized anisotropic granular material [J]. Soils and Foundations, 1980, 20(3): 75–90.CrossRefGoogle Scholar
  2. [2]
    Tstsuoka F, Siddiquee M S A, Park C S, et al. Modelling stress-strain relations of sand [J]. Soils and Foundations, 1993, 33(2): 60–81.CrossRefGoogle Scholar
  3. [3]
    Lade P V, Duncan J M. Elastoplastic stress-strain theory for cohesional soil [J]. J Geotech Eng ASCE, 1975, 101: 1037–1053.Google Scholar
  4. [4]
    Siddiquee M S A, Tanaka T, Tatsuoka F, et al. FEM simulation of scale effect in bearing capacity of strip footing on sand[J]. Soils and Foundations, 1999, 39 (4): 91–109.CrossRefGoogle Scholar
  5. [5]
    Kotake N, Tatsuoka F, Tanaka T, et al. FEM simulation of the bearing capacity of level reinforced ground subjected to footing load[J]. Geosynthetics International, 2002, 8(6): 501–549.CrossRefGoogle Scholar
  6. [6]
    Peng F L, Kotake N, Tatsuoka F, et al. Plane strain compression behaviour of geogrid-reinforced sand and its numerical analysis [J]. Soils and Foundations, 2000, 40(3): 55–74.CrossRefGoogle Scholar
  7. [7]
    Nakai T. 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.MathSciNetCrossRefGoogle Scholar
  8. [8]
    Yasin S J M, Tatsuoka F. Stress history-dependent deformation characteristics of dense sand in plane strain [J]. Soils and Foundations, 2000, 40(2): 77–98CrossRefGoogle Scholar
  9. [9]
    PENG Fang-le. Constitutive Modeling and Finite Element Analysis of Reinforced Soils [D]. Tokyo: the University of Tokyo, Japan, 2000.Google Scholar
  10. [10]
    PENG Fang-le, LI Jian-zhong. Modeling of state parameter and hardening function for granular materials [J]. Journal of Central South University of Technology, 2004, 11(2): 176–179.CrossRefGoogle Scholar
  11. [11]
    Hoque E, Tatsuoka F, Sato T. Measuring anisotropic elastic properties of sand using a large triaxial specimen [J]. Geotechnical Testing Journal, 1996, 19(4): 411–420.CrossRefGoogle Scholar
  12. [12]
    Hoque E, Tatsuoka F. Anisotropy in the elastic deformation of material [J]. Soils and Foundations, 1998, 38(1): 163–179.CrossRefGoogle Scholar
  13. [13]
    Tatsuoka F, Nakamura S, Huang C C, et al. Strength anisotropy and shear band direction in plane strain tests of sand[J]. Soils and Foundations, 1990, 30(1): 35–56.CrossRefGoogle Scholar
  14. [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.Google Scholar
  15. [15]
    Siddiquee M S A, Tanaka T, Tatsuoka F. 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.CrossRefGoogle Scholar
  16. [16]
    Ortiz M, Simo J 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.CrossRefGoogle Scholar

Copyright information

© Central South University 2004

Authors and Affiliations

  1. 1.Department of Geotechnical EngineeringTongji UniversityShanghaiChina
  2. 2.School of Geoscience and Environment EngineeringCentral South UniversityChangshaChina
  3. 3.Department of Civil EngineeringUniversity of TokyoTokyoJapan

Personalised recommendations