Kinematic hardening plasticity formulation of small strain behaviour of soils

Abstract

SUMMARYAn objective of this paper is to demonstrate that the small strain model developed by the authors can be incorporated into the conventional kinematic hardening plasticity framework to predict pre-failure deformations. The constitutive model described in this paper is constituted by three elliptical yield surfaces in triaxial stress space. Two inner surfaces are rotated ellipses of the same shape, representing the boundaries of the linear elastic and small strain regions, while the third surface is the modi"ed Cam clay large-scale yield surface. Within the linear elastic region, the soil behaviour is elastic with cross-coupling between the shear and volumetric stress}strain components. Within the small strain region, the soil behaviour is elasto-plastic, described by the kinematic hardening rule with an in"nite number of loading surfaces de"ned by the incremental energy criterion. Within the large-scale yield surface, the soil behaviour is elasto-plastic, described by kinematic and isotropic hardening of the small strain region boundary. Since the yield surfaces have di!erent shapes, the uniqueness of the plastic loading condition imposes a restriction on the ratio between their semi-diameters. The model requires 12 parameters, which can be determined from a single consolidated undrained triaxial compression test.

A case study on the seismic performance of earth dams

“…Following The remaining materials are considered to behave in a drained manner. The constitutive model used is a cyclic nonlinear model (CNL), which adopts a logarithmic function to describe the backbone curve (Puzrin & Burland, 2000;Taborda, 2011) coupled with a Mohr-Coulomb failure criterion. The logarithmic relation (Equation A1) dictates the degradation of shear stiffness, G, and the increase of damping, ξ, with cyclic shear strain, γ.…”