Strength and Deformation, Characteristics of Sand in Torsional Simple Shear

Pradhan, Tej B.S.; Tatsuoka, Fumio; Horii, Noriyuki

doi:10.3208/sandf1972.28.3_131

Cited by 70 publications

(18 citation statements)

References 12 publications

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“…26. This value of b is virtually identical to the value of b at CS under planestrain conditions for Toyoura sand (Pradhan et al, 1988;Yoshimine et al, 1998). The b value at CS under planestrain conditions is controlled by the shape of the plastic potential (equation for g 2 (Ł) in Table 1) in the deviatoric plane (Potts & Zdravković, 1999; through the value of the model parameter c 2 ( Table 2).…”

Section: Resultssupporting

confidence: 54%

Analysis of the shaft resistance of non-displacement piles in sand

Loukidis

Salgado²

2008

Géotechnique

129

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The paper examines, using numerical modelling, the problem of the limit shaft resistance of non-displacement piles installed in sands. The modelling makes use of an advanced, two-surface-plasticity constitutive model. The constitutive model predicts the soil response in both the small-and the large-strain range, while taking into account the effects of the intermediate principal effective stress and of the inherent anisotropy of the sand. Finite element analyses of shearing along the pile shaft are performed in order to examine the development of limit unit shaft resistance and the changes in stress state around the shaft upon axial loading of the pile. Special focus is placed on the operative value of the lateral earth pressure coefficient when limit shaft resistance is reached. The analyses offer useful insights regarding the factors controlling the value of unit shaft resistance in sands. The simulations predict a significant build-up of horizontal effective stress for dense sands. Based on these simulations, we propose a relationship between the lateral earth pressure coefficient for use in the calculation of the limit shaft resistance of the pile and the initial density and stress state of the sand.

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Section: Resultssupporting

confidence: 54%

Analysis of the shaft resistance of non-displacement piles in sand

Loukidis

Salgado²

2008

Géotechnique

129

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“…They observed that the pressure-dependence of φ is very small, while the densitydependence is predominant. In a similar manner to [16], in this study it was found that the angle of shear resistance at failure {φ'= tan -1 (τ/p') max } varies significantly with the void ratio, while the pressure-dependence can be neglected. By fitting the test results, the void ratio dependence of shear strength, (τ/p') max , was formulated as follows:…”

Section: Modeling Of Stress-strain Behavior Of Sandsupporting

confidence: 69%

“…Referring to results of torsional simple shear tests, [16] evaluated the friction angle at failure (φ) over a wide range of void ratios and confining pressures. They observed that the pressure-dependence of φ is very small, while the densitydependence is predominant.…”

Section: Modeling Of Stress-strain Behavior Of Sandmentioning

confidence: 99%

An Elasto-plastic Model for Liquefiable Sands Subjected to Torsional Shear Loadings

Chiaro

Koseki

2013

Springer Series in Geomechanics and Geoengineering

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“…Pradhan et al [17] observed b values ranging between 0.22 and 0.33 (11° <  b < 18°). The value of b (angle  b ) depends on the contact of the belt platen, the initial porosity [9] and the height-to-width ratio of the sample [14].…”

Section: Stress-dilatancy Relationships For Plane Strainmentioning

confidence: 99%

Stress-Dilatancy for Soils. Part III: Experimental Validation for the Biaxial Condition

Szypcio

2017

Studia Geotechnica Et Mechanica

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Abstract:The validation of the general stress-dilatancy relationship is shown based on biaxial compression test data presented in the literature under drained and undrained conditions. Rowe's and Bolton's relationships can be treated as simplified forms of the general stress-dilatancy relationship. The stress ratio values are a function of not only the dilatancy but also the intermediate principal stress, the non-coaxiality angle defined by Gutierrez and Ishihara and the stress-strain path. For many granular soils, the critical frictional state angle of the shearing resistance  o = υ c Φ and parameters  and  are functions of the drainage condition, the stress level and the stress and strain paths.

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Strength and Deformation, Characteristics of Sand in Torsional Simple Shear

Cited by 70 publications

References 12 publications

Analysis of the shaft resistance of non-displacement piles in sand

Analysis of the shaft resistance of non-displacement piles in sand

An Elasto-plastic Model for Liquefiable Sands Subjected to Torsional Shear Loadings

Stress-Dilatancy for Soils. Part III: Experimental Validation for the Biaxial Condition

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