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Three-dimensional constitutive equations for rigid/perfectly plastic granular materials

Published online by Cambridge University Press:  24 October 2008

J. Ostrowska-Maciejewska
Affiliation:
Institute of Fundamental Technological Research, Warsaw, Poland
D. Harris
Affiliation:
Department of Mathematics, University of Manchester Institute of Science and Technology, P.O. Box 88, Manchester M60 1QD

Abstract

A three-dimensional constitutive equation governing the flow of an isotropic rigid/perfectly plastic granular material is presented. The equation relates the strain-rate tensor to the Cauchy stress tensor and to the co-rotational rate of the Cauchy stress. It contains scalar functions of the scalar invariants involving the stress, stress-rate and strain-rate tensors together with parameters which characterize the material. The model generalizes the double-shearing model and its relationship to existing theories is demonstrated.

Type
Research Article
Copyright
Copyright © Cambridge Philosophical Society 1990

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References

REFERENCES

[1]Anand, L.. Plane deformation of ideal granular materials. J. Mech. Phys. Solids 31 (1983), 105122.Google Scholar
[2]Butterfield, R. and Harkness, R. M.. The kinematics of Mohr–Coulomb materials. In Proceedings of the Roscoe Memorial Symposium: Stress-Strain Behaviour of Soils (ed. Parry, R. H. G.) (G. T. Foulis, 1972), pp. 220233.Google Scholar
[3]Davis, R. G. and Mullenger, G.. Some simple boundary value problems for dilatant soil in undrained conditions. In Mechanics of Engineering Materials (ed. Desai, C. S. and Gallagher, R. H.) (John Wiley and Sons, 1984), pp. 197210.Google Scholar
[4]Drucker, D. C. and Prager, W.. Soil mechanics and plastic analysis or limit design. Quart. Appl. Math. 10 (1952), 157165.CrossRefGoogle Scholar
[5]Geniev, G. A.. Problems of the dynamics of a granular medium. Akad. Stroit. Archit. SSSR 2 (1958), 3121.Google Scholar
[6]Harris, D.. On the numerical integration of the stress equilibrium equations governing the ideal plastic plane deformation of a granular material. Acta Mech. 55 (1985), 219238.Google Scholar
[7]Hill, R.. The Mathematical Theory of Plasticity (Clarendon Press, 1950).Google Scholar
[8]De Josselin De Jong, G.. Statics and Kinematics of the Failable Zone of a Granular Material (Uitgeverij Waltman, 1959).Google Scholar
[9]De Josselin De Jong, G.. Mathematical elaboration of the double-sliding, free-rotating model. Arch. Mech. 29 (1977), 561591.Google Scholar
[10]Mandel, J.. Sur les lignes de glissement et le calcul des déplacements dans la déformation plastique. C.R. Acad. Sci. Paris 225 (1947), 12721273.Google Scholar
[11]Mehrabadi, M. M. and Cowin, S. C.. Initial planar deformation of dilatant granular materials. J. Mech. Phys. Solids 26 (1978), 269284.Google Scholar
[12]Sokolovskii, V. V., Statics of Granular Media, 3rd edition (Pergamon Press, 1965).Google Scholar
[13]Spencer, A. J. M.. A theory of the kinematics of ideal soils under plane strain conditions. J. Mech. Phys. Solids 12 (1964), 337351.CrossRefGoogle Scholar
[14]Spencer, A. J. M.. Deformation of ideal granular materials. In Mechanics of Solids: the Rodney Hill Anniversary Volume (ed. Hopkins, H. G. and Sewell, M. J.) (Pergamon Press, 1982), pp. 607652.CrossRefGoogle Scholar