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Shear Banding in Clay under Axisymmetric Triaxial Stress Conditions
Shear bands occur with failure of material, and are a form of strain localization. In an experimental study on kaolinite clay, in which 56 specimens with OCR=1, 2.5, and 8 were tested under triaxial extension and triaxial compression at confining pressures ranging from 50kPa to 2900 kPa, shear bands were observed. In triaxial extension tests, shear band occurred in all 28 specimens regardless of OCR=1, 2.5, or 8; in triaxial compression tests, shear band occurred in half of specimens with OCR=2.5, and in all specimens with OCR=8. The observed shear bands were generally not in planar surface, and the traced inclination angles of the shear band in extension specimens were little larger than 45° + φ/2, close to Mohr- Coulomb criterion from upper side. After shear band formation, pore pressure always rose sharply in extension, but only a slight change in compression. The analysis of deformation mechanism after shear band indicated that the large positive pore pressure response in extension probably reflected elastic rebounding of two soil end blocks; whereas the slight response in compression might exclusively be from shear band itself. The response of pore pressure and the type of deformation implied that the shear bands in compression specimens up to OCR of 8 could contract volumetrically, and the shear band in extension specimen should have volumetric expansion. It is hypothesized that the combination of breakage and realignment in clay particles and voids resulted in volumetric contraction in shear band and mobilized the soil inside shear band to residual strength.
Shear Banding in Clay under Axisymmetric Triaxial Stress Conditions
Shear bands occur with failure of material, and are a form of strain localization. In an experimental study on kaolinite clay, in which 56 specimens with OCR=1, 2.5, and 8 were tested under triaxial extension and triaxial compression at confining pressures ranging from 50kPa to 2900 kPa, shear bands were observed. In triaxial extension tests, shear band occurred in all 28 specimens regardless of OCR=1, 2.5, or 8; in triaxial compression tests, shear band occurred in half of specimens with OCR=2.5, and in all specimens with OCR=8. The observed shear bands were generally not in planar surface, and the traced inclination angles of the shear band in extension specimens were little larger than 45° + φ/2, close to Mohr- Coulomb criterion from upper side. After shear band formation, pore pressure always rose sharply in extension, but only a slight change in compression. The analysis of deformation mechanism after shear band indicated that the large positive pore pressure response in extension probably reflected elastic rebounding of two soil end blocks; whereas the slight response in compression might exclusively be from shear band itself. The response of pore pressure and the type of deformation implied that the shear bands in compression specimens up to OCR of 8 could contract volumetrically, and the shear band in extension specimen should have volumetric expansion. It is hypothesized that the combination of breakage and realignment in clay particles and voids resulted in volumetric contraction in shear band and mobilized the soil inside shear band to residual strength.
Shear Banding in Clay under Axisymmetric Triaxial Stress Conditions
Yamamuro, J. A. (author) / Liu, Y. (author)
GeoCongress 2012 ; 2012 ; Oakland, California, United States
GeoCongress 2012 ; 1096-1105
2012-03-29
Conference paper
Electronic Resource
English
Shear Banding in Clay under Axisymmetric Triaxial Stress Conditions
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