Discussion: Plastic deformation and failure in granular media

Arthur, J. R. F.; Dunstan, T.; Al-Ani, Q. A. J. L.; Assadi, Ali

doi:10.1680/geot.1978.28.1.125

Cited by 3 publications

(3 citation statements)

References 3 publications

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“…where θ A is the shear band angle calculated by Arthur et al [36]. Table 3 indicates that the shear band slopes of the NC1, NC2, OC1, and OC2 were 52.1 • , 49.6 • , 51.7 • , and 52.3 • , respectively, in the softening stage, which is similar to θ R that considers the dilatation angle of the soil.…”

Section: Shear Band Characteristics: Angle and Thicknesssupporting

confidence: 57%

“…In the softening stage, the shear band slopes of both clays were similar to that of Roscoe [35]. In the steady-state stage, the slope of the final shear band was between those of Mohr-Coulomb and Arthur et al [36] for the NC clay and similar to that of Arthur et al [36] for the OC clay. This indicates that the dilatation angle mainly influences the softening stage when the shear band is continuously developing and that the internal friction angle influences the steady-state stage when the shear band slope is gradually increasing.…”

supporting

confidence: 62%

“…where θ R is the shear band angle calculated by Roscoe [35] and ψ is the soil's dilatation angle, which is calculated as the ratio of the volume strain to shear strain. Arthur et al [36] showed that this equation did not agree with experimental results and proposed an equation that considers both the internal friction angle and dilatation angle:…”

Section: Shear Band Characteristics: Angle and Thicknessmentioning

confidence: 99%

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Shear Band Characterization of Clayey Soils with Particle Image Velocimetry

et al. 2020

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Identifying the spatial distribution of deformation and shear band characteristics is important for accurately modeling soil behavior and ensuring the safety of nearby geotechnical structures. However, most research on the shear behavior of soils has focused on granular soil and clay-rich rocks, with little focus on clayey soil, and the entire shearing process from the initial state to failure has not been observed. This study evaluated the spatial distribution and evolution of deformation in clayey soils from the initial state to the post-failure state and the shear band characteristics. Plane strain tests were performed on normally consolidated and over-consolidated clay specimens, and digital images were captured through a transparent side wall for particle image velocimetry (PIV) analysis. PIV was performed to evaluate the displacement and deformation of soil particles. The results show that the shear-strain behaviors of two clays during the shearing process could be divided into four stages: initial, peak, softening, and steady state. Shear bands were observed to form in the softening stage, and the shear band slopes were compared to values in the literature. These results can be used to characterize shear bands in clay as well as predict failure behavior and guide reinforcement at actual sites with soft ground.

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Section: Shear Band Characteristics: Angle and Thicknesssupporting

confidence: 57%

supporting

confidence: 62%