671
Technical Committee 103 /
Comité technique 103
Proceedings of the 18
th
International Conference on Soil Mechanics and Geotechnical Engineering, Paris 2013
A more general approach may be devised by establishing a focal
point for the direction of plastic strain increments. For example,
if the center of the Drucker-Prager surface is shifted due to
anisotropy, an evolution rule can be established such that the
anisotropic center moves towards the hydrostatic axis as plastic
deviatoric strains accumulate.
6 CONCLUSION
Due to advances in finite element packages, many soil models
are implemented in general stress-strain space. Often however
limited stress-strain paths are plotted to demonstrate model
responses. In this paper, considering two simple models, stress
paths are plotted in the deviatoric plane. When a Mohr-
Coulomb type plastic potential function is implemented,
unrealistic drift of stress paths towards triaxial extension and
compression states is observed. The drift may be corrected by
using radial mapping in the deviatoric plane. The possible
consequence of radial mapping during anisotropic initial stress
state is discussed.
7 REFERENCE
Arthur J.R.F., Koenders, M.A.
&
Wong, R.K.S. 1986. Anisotropy in
particle contacts associated with shearing in granular media.
Acta
mechanica
64 (1-2), 19-29.
Benz, T.: Small-strain stiffness and its numerical consequences.
PhD Thesis. Stuttgart University. Germany (2007).
Roscoe, K.H. 1970. The influence of strains in soil mechanics.
Géotechnique
20 (2), 129-170.
De Josselin De Jong, G. 1976. Rowe’s stress-dilatancy equation based
on friction.
Géotechnique
26 (3), 527-534.
Gutierrez, M. and Wang J. 2009. Non-coaxial version of Rowe’s stress-
dilatancy relation.
Granular Matter
11 (2), 129-137.
Gutierrez M., Ishihara K. Non-coaxiality and energy dissipation in
granular materials. Soils and Foundations 2000; 40 (2):49–59..
Jafarzadeh, F, Javaheri, H, Sadek, T. and Muir, Wood. D, 2008.
Simulation of anisotropic deviatoric response of Hostun sand in
true triaxial tests.
Computers and Geotechnics
35 (6), 703-718.
Janbu N. 1973
a.
Shear strength and stability of soils, the applicability of
the Colombian material 200 years after the ESSAI, in
Norsk
geoteknisk forening
. Oslo: Norwegian Geotechniccal Institute, 1-
47.
Pande G.N, Pietruszczak S. 1986. Symmetric tangential stiffness
formulation for non-associated plasticity.
Computers and
Geotechnics
2, 89-99.
Rowe P.W. 1962. Stress-dilatancy relation for static equilibrium of an
assembly of particles in contact.
Proc. R. Soc.
A-269:500-527.
Taylor, D.W. (1948). Fundamentals of soil mechanics. New York:
J.Wiley and Sons.
Thornton C. and Zhang, L. 2006. A numerical examination of shear
banding and simple shear non-coaxial flow rules.
Phi. Mag
86
, N0.
21-22, 3425-3452.
Tsegaye, A.B. 2010. Plaxis liquefaction model. Report No.1 Plaxis,
b.v., Delft, the Netherlands.
Tsegaye, A.B., Brinkgreve, R. Bonnier, R. Galavi, V. Benz, T. 2012. A
simple effective stress model for sands-multiaxial formulation and
evaluation.
Sec. Int. Conf. on Performance -Based Design in
Earthquake Geotechnical Engineering
.
Tsegaye, A.B., Nordal S. and Benz T. 2012. On shear volume coupling
of soils.
2nd Int. Symp. On Constitutive Modeling of Geomaterials.
Yamada, Y. and Ishihara, K. 1979. Anisotropic deformation
characteristics of sand under three dimensional stress conditions.
Soils and Foundations
, 19(1), 97-107.
5
Benz, T.: Small-strain stiffness and its numerical consequences.
PhD Thesis. Stuttgart University. Germany (2007).
Roscoe, K.H. 1970. The influence of strains in soil mechanics.
Géotechnique
20 (2), 129-170.
De Josselin De Jong, G. 1976. Rowe’s stress-dilatancy equation based
on friction.
Géotechnique
26 (3), 527-534.
Gutierrez, M. and Wang J. 2009. Non-coaxial version of Rowe’s stress-
dilatancy relation.
Granular Matter
11 (2), 129-137.
Gutierrez M., Ishihara K. Non-coaxiality and energy dissipation in
granular materials. Soils and Foundations 2000; 40 (2):49–59..
Jafarzadeh, F, Javaheri, H, Sadek, T. and Muir, Wood. D, 2008.
Simulation of anisotropic deviatoric response of Hostun sand in
true triaxial tests.
Computers and Geotechnics
35 (6), 703-718.
Janbu N. 1973
a.
Shear strength and stability of soils, the applicability of
the Colombian material 200 years after the ESSAI, in
Norsk
geoteknisk forening
. Oslo: Norwegian Geotechniccal Institute, 1-
47.
Pande G.N, Pietruszczak S. 1986. Symmetric tangential stiffness
formulation for non-associated plasticity.
Computers and
Geotechnics
2, 89-99.
Rowe P.W. 1962. Stress-dilatancy relation for static equilibrium of an
assembly of particles in contact.
Proc. R. Soc.
A-269:500-527.
Taylor, D.W. (1948). Fundamentals of soil mechanics. New York:
J.Wiley and Sons.
Thornton C. and Zhang, L. 2006. A numerical examination of shear
banding and simple shear non-coaxial flow rules.
Phi. Mag
86
, N0.
21-22, 3425-3452.
Tsegaye, A.B. 2010. Plaxis liquefaction model. Report No.1 Plaxis,
b.v., Delft, the Netherlands.
Tsegaye, A.B., Brinkgreve, R. Bonnier, R. Galavi, V. Benz, T. 2012. A
simple effective stress model for sands-multiaxial formulation and
evaluation.
Sec. Int. Conf. on Performance -Based Design in
Earthquake Geotechnical Engineering
.
Tsegaye, A.B., Nordal S. and Benz T. 2012. On shear volume coupling
of soils.
2nd Int. Symp. On Constitutive Modeling of Geomaterials.
Yamada, Y. and Ishihara, K. 1979. Anisotropic deformation
characteristics of sand under three dimensional stress conditions.
Soils and Foundations
, 19(1), 97-107.
