Three‐Dimensional Behavior of Sand with Anisotropic Fabric

Ochiai, Hidetoshi; Lade, Poul V.

doi:10.1061/(asce)0733-9410(1983)109:10(1313)

Cited by 127 publications

(56 citation statements)

References 16 publications

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“…The first type of anisotropy is the inherent anisotropy that is 70 related to the initial fabric of the particles assembly (Casagrande & Carillo, 1944;Arthur & Menzies, 1972;Ochiai & Lade, 1983). For sedimentary materials, a layered structure is observed because they were usually deposited vertically and were subjected to stress.…”

Section: Fractures and Anisotropy Influencementioning

confidence: 99%

Shear banding modelling in cross-anisotropic rocks

Pardoen

Seyedi²,

Collin

2015

International Journal of Solids and Structures

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Sedimentary geomaterials such as rocks frequently exhibit cross-anisotropic properties and their behaviour depends on the direction of loading with respect to their microstructure. As far as material rupture is concerned, localised deformation in shear band mode appears generally before cracks and material failure. cavation fractured zone that develops around a gallery is strongly influenced by the material anisotropy.

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Section: Fractures and Anisotropy Influencementioning

confidence: 99%

Shear banding modelling in cross-anisotropic rocks

Pardoen

Seyedi²,

Collin

2015

International Journal of Solids and Structures

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“…Experimental investigation on the effects of intermediate principal stress on soil behaviour has been an interesting topic in the last couple of decades (e.g. Lade and Duncan 1973;Reades and Green 1976;Ochiai and Lade 1983; limited data obtained from drained HCA test with various combinations of principal stress direction α and intermediate principal stress parameter b. Therefore, the combined effects of α and b on the behaviour of granular materials under drained monotonic shearing were investigated in the present study.…”

Section: 3!effects Of Principal Stress Direction and Intermediate Pmentioning

confidence: 99%

“…Oda et al 1978;Tatsuoka et al 1990, Alshibli andSture 2000;Wanatowski and Chu 2006), directional shear cells (Phillips and May 1967;Oda and Konishi 1974a, b;Wong and Arthur 1985), true triaxial apparatuses (Arthur and Menzies 1972;Yamada and Ishihara 1979;Ochiai and Lade 1983;Miura and Toki 1984;Abelev and Lade 2004) and hollow cylinder apparatuses (e.g., Symes et al 1988;Miura and Toki 1986;Vaid et al 1990;Gutierrez et al 1991;Nakata et al 1998;Rolo 2003;Lade et al 2008;Cai et al 2013). …”

Section: ! Introductionmentioning

confidence: 99%

Experimental investigation on the deformation characteristics of granular materials under drained rotational shear

Yang

et al. 2015

Geomechanics and Geoengineering

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Abstract:! This paper presents an experimental investigation revisiting the anisotropic stress-strainstrength behaviour of geomaterials in drained monotonic shear using Hollow Cylinder Apparatus. The test program has been designed to cover the effect of material anisotropy, preshearing, material density and intermediate principal stress on the behaviour of Leighton Buzzard sand. Experiments have also been performed on glass beads to understand the effect of particle shape. This paper explains phenomenological observations based on recently acquired understanding in micromechanics, with attention focused on strength anisotropy and deformation non-coaxiality, i.e., non-coincidence between the principal stress direction and the principal strain rate direction. The test results demonstrate that the effects of initial anisotropy produced during sample preparation is significant. The stress-strain-strength behaviour of the specimen shows strong dependence on the principal stress direction. Pre-loading history, material density and particle shape are also found to be influential. In particular, it was found that non-coaxiality is more significant in preloaded specimens. The observations on the strength anisotropy and deformation non-coaxiality were successfully explained based on the Stress-

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“…Thus, the failure surface will be symmetric with respect to the projection of the vertical axis z in the deviatoric plane. The three sectors shown in Figure 7 the same figure, experimental strength data from the paper by Ochiai and Lade [6] in the −b plot are reported. Factor b is defined as b = ( 2 − 3 )/( 1 − 3 ) and, according to its definition, is zero for triaxial compression and 1 for triaxial extension.…”

Section: Introduction Of Cross-anisotropy In Deviatoric Planesmentioning

confidence: 94%

A yield criterion for isotropic and cross‐anisotropic cohesive‐frictional materials

Mortara

2009

Num Anal Meth Geomechanics

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SUMMARYThis paper proposes a yield and failure criterion for cohesive and frictional materials. The function is given by the combination of a Lode dependence for the behaviour in the deviatoric plane and a meridian function for the pressure-dependent behaviour. A variety of shapes can be achieved with the proposed criterion including Lode dependences which are able to reproduce the behaviour of isotropic and cross-anisotropic materials in the deviatoric plane. The criterion is validated through the comparison with experimental data based on multiaxial experimental tests on clays, sands, rocks and concrete. Finally, the convexity of the criterion is analysed and discussed.

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Three‐Dimensional Behavior of Sand with Anisotropic Fabric

Cited by 127 publications

References 16 publications

Shear banding modelling in cross-anisotropic rocks

Shear banding modelling in cross-anisotropic rocks

Experimental investigation on the deformation characteristics of granular materials under drained rotational shear

A yield criterion for isotropic and cross‐anisotropic cohesive‐frictional materials

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