Extended yield condition of soils with tensile yield strength and rotational hardening

Diffuse bifurcations engraving diverse shear bands in granular materials

“…We assume that p t is not an independent variable, but is related with p c by p t = p c ∕( − 1), with being a material constant, originally introduced by Hashiguchi and Mase. 42 The material constant controls the position of the yield ellipsoid on the p-axis, apportioning the yield ellipsoid to tension and compression sides. The value of lies in the range 0 ⩽ < 1∕2, since the yield strength of geomaterials is usually larger in compression than in tension, hence taking a small value for usual geomaterials.…”

Implicit stress-update algorithm for isotropic Cam-clay model based on the subloading surface concept at finite strains

“…However, the modeling of this property gives rise to complexity of the elastic-plastic coupling (Hashiguchi and Collins, 2001). For simplicity, we here assume p i to be constant (Hashiguchi and Chen, 1998;Hashiguchi and Mase, 2007). If we employ, for cohesion-less soils, a very small positive value of p i , the modified law also improves the robustness of the algorithm by reducing numerical instabilities at nearly zero confining stress which may be encountered in computations of boundary-value problems.…”

Numerical Analysis of Footing Settlement Problem by Subloading Surface Model

“…In order to avoid this defect the following normal-yield surface is proposed by Hashiguchi and Mase (2007), which exhibits the ellipsoid translated to the direction of negative pressure by -jF (j: material constant) as shown in Fig. 2.…”

“…In addition, it possesses the considerable advantages in numerical analyses: it is not required to incorporate the algorithm for judgment whether or not a stress reaches the yield surface and is equipped intrinsically with the controlling function so as to attract the stress to the yield surface so that it is not required to incorporate a return-mapping algorithm in the yield state. It has been extended so as to describe the deformation of soils in the negative range of pressure (Hashiguchi and Mase, 2007), while the past constitutive equation of soils based on the subloading surface model was limited to the positive range of pressure and has involved the singular point of plastic modulus in the null stress state in which the yield and the subloading surfaces having diŠerent sizes contact with each other. Here, the Jaumann rate is incorporated as a corotational rate for sake of simplicity and thus the objectivity of constitutive equation is furnished so as not to be in‰uenced by the rigid body rotation for the shear strain up to one hundred and several ten percents in anisotropic plastic constitutive equations involving the second-order tensor describing the kinematic or rotational hardening, while the strain is less than 10z even in the post-peak behavior of the present problem of footing settlement as will be shown in the later section.…”