Sand Plasticity Model Accounting for Inherent Fabric Anisotropy
Publication: Journal of Engineering Mechanics
Volume 130, Issue 11
Abstract
A sand plasticity constitutive model is presented herein, which accounts for the effect of inherent fabric anisotropy on the mechanical response. The anisotropy associated with particles’ orientation distribution, is represented by a second-order symmetric fabric tensor, and its effect is quantified via a scalar-valued anisotropic state variable, . is defined as the first joint isotropic invariant of the fabric tensor and a properly defined loading direction tensor, scaled by a function of a corresponding Lode angle. The hardening plastic modulus and the location of the critical state line in the void ratio—mean effective stress space, on which the dilatancy depends, are made functions of . The incorporation of this dependence on in a pre-existing stress-ratio driven, bounding surface plasticity constitutive model, achieves successful simulations of test results on sand for a wide variation of densities, pressures, loading manners, and directions. In particular, the drastic difference in material response observed experimentally for different directions of the principal stress axes with respect to the anisotropy axes, is well simulated by the model. The proposed definition and use of has generic value, and can be incorporated in a large number of other constitutive models in order to account for inherent fabric anisotropy effects.
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References
1.
Been, K., and Jefferies, M. G. (1985). “A state parameter for sands.” Geotechnique, 35(2), 99–112.
2.
Dafalias, Y. F. (1986). “An anisotropic critical state clay plasticity model.” Mech. Res. Commun., 13, 341–347.
3.
Dafalias, Y. F., and Manzari, M. T. (2004). “Simple plasticity sand model accounting for fabric change effects.” J. Eng. Mech., 130(6), 622–634.
4.
Kanatani, K. (1984). “Distribution of directional data and fabric tensor.” Int. J. Eng. Sci., 22, 149–161.
5.
Li, X. S., and Wang, Y. (1998). “Linear representation of steady-state line for sand.” J. Geotech. Geoenviron. Eng., 124(12), 1215–1217.
6.
Li, X. S., and Dafalias, Y. F. (2000). “Dilatancy for cohesionless soils.” Geotechnique, 50(4), 449–460.
7.
Li, X. S., and Dafalias, Y. F. (2002). “Constitutive modeling of inherently anisotropic sand behavior.” J. Geotech. Geoenviron. Eng., 128(10), 868–880.
8.
Li, X. S., and Dafalias, Y. F. (2004). “A constitutive framework for anisotopic sand including non-proportional loading.” Geotechnique, 54(1), 41–55.
9.
Manzari, M. T., and Dafalias, Y. F. (1997). “A critical state two-surface plasticity model for sand.” Geotechnique, 47(2), 255–272.
10.
Muhuntan, B., and Chameau, J. L. (1997). “Void fabric tensor and ultimate state surface of soils.” J. Geotech. Geoenviron. Eng., 123(2), 173–181.
11.
Mooney, M. A., Viggiani, G., and Finno, R. J. (1997). “Undrained shear band deformation in granular media.” J. Eng. Mech., 123(6), 577–585.
12.
Mooney, M. A., Finno, R. J., and Viggiani, G. (1998). “A unique critical state for sand?” J. Geotech. Geoenviron. Eng., 124(11), 1128–1138.
13.
Nakata, Y., Hyodo, M., Murata, H., and Yasufuku, N. (1998). “Flow deformation of sands subjected to principal stress rotation.” Soils Found., 38(2), 115–128.
14.
Oda, M. ( 1999). “Fabric tensor and its geometrical meaning.” Introduction to mechanics of granular materials, M. Oda and K. Iwashita, eds., Balkema, Rotterdam, The Netherlands, 27–35.
15.
Oda, M., Nemat-Nesser, S., and Konishi, J. (1985). “Stress-induced anisotropy in granular masses.” Soils Found., 25(3), 85–97.
16.
Oda, M., and Nakayama, H. ( 1988). “Introduction of inherent anisotropy of soils in the yield function.” Micromechanics of Granular Materials, M. Satake and J. T. Jenkins, eds., Elsevier Science, Amsterdam, 81–90.
27.
Pietruszczak, S. (1999). “On inelastic behaviour of anisotropic frictional materials.” Mech. Cohesive-Frict. Mater., 4(3), 281–293.
17.
Riemer, M. F., and Seed, R. B. (1997). “Factors affecting apparent position of steady-state line.” J. Geotech. Geoenviron. Eng., 123(3), 281–288.
18.
Tobita, Y. ( 1989). “Fabric tensors.” Mechanics of granular materials, M. Satake, ed., pp. 6–9. Rep. TC-13, Rio de Janeiro.
19.
Vaid, Y.P., and Chern, J.C. ( 1985). “Cyclic and monotonic undrained response of saturated sands.” Proc., Advances in the Art of Testing Soils Under Cyclic Loading, ASCE, New York, 120–147.
20.
Vaid, Y. P., and Thomas, J. (1995). “Liquefaction and postliquefaction behavior of sand.” J. Geotech. Eng., 121(2), 163–173.
21.
Vaid, Y. P., and Sivathayalan, S. (1996). “Static and cyclic liquefaction potential of Fraser Delta sand in simple shear and triaxial test.” Can. Geotech. J., 33(2), 281–289.
22.
Wan, R. G., and Guo, P. J. (2001). “Effect of microstructure on undrained behaviour of sands.” Can. Geotech. J., 38(1), 16–28.
23.
Wang, Z. L., Dafalias, Y. F., and Shen, C. K. (1990). “Bounding surface hypoplasticity model for sand.” J. Eng. Mech., 116(5), 983–1001.
24.
Yamada, Y., and Ishihara, K. (1981). “Undrained deformation characteristics of loose sand under three-dimensional stress conditions.” Soils Found., 21(1), 97–107.
25.
Yoshimine, M., and Ishihara, K. (1998). “Flow potential of sand during liquefaction.” Soils Found., 38(3), 187–196.
26.
Yoshimine, M., Ishihara, K., and Vargas, W. (1998). “Effects of principal stress direction and intermediate principal stress on drained shear behavior of sand.” Soils Found., 38(3), 177–186.
Information & Authors
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Published In
Journal of Engineering Mechanics
Volume 130 • Issue 11 • November 2004
Pages: 1319 - 1333
Copyright
Copyright © 2004 ASCE.
History
Published online: Oct 15, 2004
Published in print: Nov 2004
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