Associative Plasticity for Dilatant Soils
Publication: Journal of Engineering Mechanics
Volume 118, Issue 4
Abstract
In this study, a set of rules is established that, when used in the modeling of dilatant soils, within the framework of associative plasticity, enables very successful shear and dilatancy predictions. The most important of the proposed principles are outlined as follows: (1) The plasticity model must have a loading surface that hardens kinematically and a failure surface that is perfectly plastic; and (2) experimental evidence shows that uniformly deformed sand samples dilate with a constant rate when they reach their ultimate strength value, while critical state is only achieved at very large strains (well in excess of 30%). There is a unique point A on the loading surface that corresponds to the experimentally observed dilatation rate. The hardening rule must, therefore, ensure that the stress point approaches A as it comes closer to the failure surface. The implementation of these rules to a plasticity model gives results that compare very well with experimental observations.
Get full access to this article
View all available purchase options and get full access to this article.
References
1.
Abdulla, A. A. (1990). “Constitutive modeling of dilatant soils with associative kinematic hardening plasticity,” thesis, presented to The Univ. of Arizona at Tucson, Ariz., in partial fulfillment of the requirements for the degree of Master of Science.
2.
Chen, W. F., and Han, D. J. (1988). Plasticity for structural engineers. Springer‐Verlag, New York, N.Y.
3.
Dafalias, Y. F., and Herrmann, L. R. (1982). “Bounding surface formulation of soil plasticity.” Soils under cyclic and transient load, G. N. Pande and O. C. Zienkiewicz, eds., John Wiley and Sons, Chichester, England.
4.
Desai, C. S., Somasundaram, S., and Frantziskonis, G. (1986). “A hierarchical approach for constitutive modeling of geologic materials.” Int. J. Numer. Anal.Methods Geomech., 10(3), 225–257.
5.
DiMaggio, F. L., and Sandler, I. S. (1971). “Material model for granular soils.” J. Engrg. Mech. Div., ASCE, 97(3), 935–950.
6.
Frantziskonis, G., Desai, C. S., and Somasundaram, S. (1986). “Constitutive model for nonassociative behavior.” J. Engrg. Mech., ASCE, 112(9), 932–946.
7.
Ghaboussi, J., and Momen, H. (1984). “Plasticity model for inherently anisotropic behaviour of sands.” Int. J. Numer. Anal. Methods Geomech, 8(1), 1–17.
8.
Goldscheider, M. (1982). “True triaxial tests on dense sand.” Constitutive relations for soils, G. Gudehus, F. Darve, and I. Vardoulakis, eds., A. A. Balkema, Rotterdam, The Netherlands, 11–54.
9.
Hashmi, Q. S. E. (1983). “Non associative plasticity model for cohesionless materials and its implementation in soil‐structure interaction,” thesis presented to the Univ. of Arizona, at Tucson, Ariz., in partial fulfillment of the requirements for the degree of Doctor of Philosophy.
10.
Hettler, A., and Vardoulakis, I. (1984). “Behaviour of dry sand tested in a large triaxial apparatus.” Geotechnique, London, England, 34(2), 183–198.
11.
Lade, P. V. (1975). “Elastoplastic stress‐strain theory for cohesionless soil.” J. Geotech. Engrg. Div., ASCE, 101(10), 1037–1053.
12.
Lanier, J., and Stutz, P. (1982). “Supplementary true triaxial tests in Grenoble.” Constitutive relations for soils, G. Gudehus, F. Darve, I. Vardoulakis, eds., A. A. Balkema, Rotterdam, The Netherlands, 67–70.
13.
Mroz, Z., and Pietruszczak, S. (1982). “A constitutive model for clays and sands with account of anisotropic hardening.” Constitutive relations for soils, G. Gudehus, F. Darve, I. Vardoulakis, eds., A. A. Balkema, Rotterdam, The Netherlands, 331–345.
14.
Molenkamp, F., and van Ommen, A. (1987). “Peculiarity of non‐associativity in plasticity of soil mechanics.” Int. J. Numer. Analy. Methods Geomech. 11(6), 659–661.
15.
Nova, R. (1982). “A model of soil behavior in plastic and hysteretic ranges. Part I: Monotonic loading.” Constitutive relations for soils, G. Gudehus, F. Darve, I. Vardoulakis, eds., A. A. Balkema, Rotterdam, The Netherlands, 289–309.
16.
Poorooshasb, H. B., and Pietruszczak, S. (1986). “A generalized flow theory for sand.” Soil Found., 26(2), 1–15.
17.
Salahuddin, M. D. (1988). “Dilatancy effects on the constitutive modeling of granular soils,” thesis, presented to The Univ. of Arizona, at Tucson, Ariz., in partial fulfillment of the requirements for the degree of Master of Science.
18.
Sture, S., Ko, H.‐Y., and Mould, J. C. (1982). “Elastic‐plastic anisotropic hardening model and prediction of behavior for dry quartz sand.” Constutive relations for soils, G. Gudehus, F. Darve, I. Vardoulakis, eds., A. A. Balkema, Rotterdam, The Netherlands, 227–248.
19.
Varadarajan, A., Mishra, S. S., and Wadhwa, G. L. (1980). “Effect of stress‐path on the stress‐strain‐volume change relationships of a river sand.” Third Australia‐New Zealand Conf. on Geomech., New Zealand Geomechanics Society, 1‐213 to 1–218.
20.
Ziegler, H. (1959). “A modification of Prager's hardening rule.” Q. Appl. Math., 17(1), 55–65.
Information & Authors
Information
Published In
Copyright
Copyright © 1992 ASCE.
History
Published online: Apr 1, 1992
Published in print: Apr 1992
Authors
Metrics & Citations
Metrics
Citations
Download citation
If you have the appropriate software installed, you can download article citation data to the citation manager of your choice. Simply select your manager software from the list below and click Download.