Shear Failure in Granular Media

Bora, Padma K.

doi:10.1061/(asce)0733-9410(1984)110:5(582)

Cited by 2 publications

(2 citation statements)

References 12 publications

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“…Leps (1970) reported that all large triaxial shear strength tests on rockfill specimens indicate that the friction angle varies markedly as a function of normal stress. Bora (1984) attributed the non-linearity of the failure envelope in drained shear tests to the variation in the dilatancy rate of the specimen. Hall and Gordon (1963) suggested that the curvature of the failure envelope in their results could be due to particle crushing.…”

Section: Materials Parametersmentioning

confidence: 99%

“…Hirchfeld and Poulos (1963) and Lee and Seed (1967) reported non-linear failure envelopes up to confining pressures of about 5,000 kPa. Bora (1984) utilised a new concept, the effective confining contact stress (the product of the effective confining stress and porosity, s'.n) to analyse the mechanism of shear failure in granular materials. He concluded that the friction angle varied linearly with log(s' .n).…”

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confidence: 99%

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3-Dimensional effects on slope stability of high waste rock dumps

Rassam¹,

Williams

1999

International Journal of Surface Mining, Reclamation and Enviro

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Section: Materials Parametersmentioning

confidence: 99%

mentioning

confidence: 99%

3-Dimensional effects on slope stability of high waste rock dumps

Rassam¹,

Williams

1999

International Journal of Surface Mining, Reclamation and Enviro

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Constant p′ and Constant Volume Friction Angles Are Different

Kutter

Chen

1997

Geotechnical Testing Journal

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A series of undrained and drained constant p triaxial compression and extension tests were conducted on Nevada sand at a relative density of about 70%. Most drained tests exhibited a peak followed by a drop of deviatoric stress. The drop in stress corresponded to a drop in dilatancy rate and the formation of a shear band. In most undrained tests, negative pore pressures developed and deviatoric stress increased during the constant volume phase of the test. Eventually, cavitation of the pore fluid occurred and the deviatoric stress stabilized. The maximum stress ratios (and maximum mobilized friction angles) achieved in drained, constant p′ tests were significantly larger than in the constant volume portions of the undrained tests. Rowe (1969) and Bolton (1986) proposed that the peak friction angle has a component due to the critical state friction angle and a component due to the dilation rate. In undrained shear, there is no net dilation, yet the peak mobilized friction angle exceeds the critical state friction angle. The friction angle mobilized in undrained shear appears to be a function of the plastic dilation rate. The plastic dilation rate was estimated in the undrained tests by setting the sum of elastic and plastic dilation rates to zero. The difference between drained and undrained friction angles is consistent with the difference between plastic dilation rates in drained and undrained tests.

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Shear Failure in Granular Media

Cited by 2 publications

References 12 publications

3-Dimensional effects on slope stability of high waste rock dumps

3-Dimensional effects on slope stability of high waste rock dumps

Constant p′ and Constant Volume Friction Angles Are Different

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