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Strength of rocks at depth
72A 902057 Compaction and strength characteristics of a residual clay from Bali, Indonesia Belloni, L; Morris, D; Bellingeri, G A; Purwoko, I Proc 2nd International Conference on Geomechanics in Tropical Soils, Singapore, 12-14 December 1988 VI, P342349. Publ Rotterdam: A A Balkema. 1988
Laterite was chosen as the clay core for a rockfill dam. Early tests showed the material to be a clayey silt of medium to high plasticity, composed of smectite and metahalloysite, and to have low shear strength. However, a trial embankment showed that compaction of the material produced a dense soil with significant shear strength. The material is seen to be sensitive to the method of preparation for testing. By drying or wetting, the relict structure of the parent rock is destroyed and the clay softened. If the structure is preserved, the clay behaves well.
902058 Residual soils as the core materials of a dam Chen. Y J Proc 2nd International Conference on Geomechanics in Tropical Soils, Singapore, 12-14 December 1988 VI. P359362. Publ Rotterdam: A A Balkema, 1988
Large amounts of residual soils were found near the site for a rockfill dam, and engineering properties were studied as potential fill materials. Field identification tests led to the choice of 2 soils for extensive testing. Compaction, permeability, compressibility, triaxial and direct shear tests were conducted, and showed the soils to have good engineering properties at relatively low density. When used in the dam, deformation occurred, causing cracking, but no further cracking was observed after grouting.
902061 Effect of the intermediate principal stress on strength and deformation behavior of sedimentary rocks at depth shallower than 2000m Takahashi, M; Koide, H Proc International Symposium on Rock at Great Depth, Pau, 28-31 August 1989 VI. P19-26. Publ Rotterdam: A ,4 Balkema. 1989
Samples of three sandstones, marble and shale were deformed in a true triaxial apparatus with three different principal stresses. Failure strength increased with relative increase in the intermediate principal stress except when intermediate principal stress approached maximum stress. Failure mode tended from ductile to brittle with relative increase in intermediate principal stress, and difference between intermediate and minimum principal strain increased markedly. A modified effective shear strain energy criterion can explain these phenomena.
902062 Pyramidal failure surface and failure locus of brittle rocks under the general triaxial stress state Xu Jiang; Xian Xue-fu; Li He Proc International Symposium on Rock at Great Depth, Pau, 28-31 August 1989 VI, P27-31. Publ Rotterdam: A A Balkema, 1989
On the basis of the theory of Paul (1968) and experimental tests on limestone and sandstone rocks, it is suggested that the failure surface of rock like materials in the three dimensional principal stress state can be fitted approximately by the three parameter single hexagonal pyramidal failure surface. A corresponding failure criterion can be derived.
902059 Use of non-traditional tropical and residual materials for pavement construction. A review Gidigasu, M D Proc 2nd International Conference on Geomecbanics in Tropical Sails, Singapore, 12-14 December 1988 VI, P397403. Publ Rotterdam: A A Balkema, 1988
902063 Hard rock deformation and failure under great depths and static load conditions Norel, B K Proc International Symposium on Rock at Great Depth, Pau, 28-31 August 1989 V1, P33-36. Publ Rotterdam." A A Balkema, 1989
A review of the properties and behaviour of tropical laterite and saprolite soils is presented. Origin and nature of the soils, geotechnical characteristics of fine-grained, gravelly and decomposing materials, field compaction problems, and specifications for lateritic and saprolitic paving materials are discussed. 93 refs.
Laboratory tests were carried out under three dimensional stress states simulating those around openings in deep mine workings. An energy criterion of rock strength is developed including deformation forces, deformation and volume strain, their limiting values, and the Nadai-Laudet parameter, taking into account the stress state.
90206O Synoptic view of mechanical behaviour of rocks under triaxial compression Gustkiewicz, J Proc International Symposium on Rock at Great Depth, Pau, 28-31 August 1989 VI, P3-10. Publ Rotterdam: A A Balkema, 1989
902064 Strength of rocks at depth Singh, J; Ramamurthy, T; Rao, G V Proc International Symposium on Rock at Great Depth, Pau, 28-31 August 1989 VI. P37-44. Publ Rotterdam: A A Balkema, 1989
Curves of rocks under triaxial compression have been examined. Volumetric modulus of elasticity is expressed as a function of porosity. Characteristic pressures in the curves are found relating points on the curves representing dependence on confining pressure of strength, failure strain, elasticity limit and Young's modulus. Influence of pore pressure, interaction with water, and plastic deformation on the curves and the characteristic points is discussed.
A nonlinear strength criterion has been developed on the basis of triaxial test data from the literature, which relates failure strength of rocks to the isotropic stress (overburden pressure for the in situ case). It is based on the Mohr Coulomb approach, and its applicability has been examined for limestone and granite at conditions simulating depths 5-2800m. Prediction of failure strength under a range of confining pressures and the brittle-ductile transition are discussed.
C~ 1990 Pergamon Press pie. Reproduction not permitted
Laterite was chosen as the clay core for a rockfill dam. Early tests showed the material to be a clayey silt of medium to high plasticity, composed of smectite and metahalloysite, and to have low shear strength. However, a trial embankment showed that compaction of the material produced a dense soil with significant shear strength. The material is seen to be sensitive to the method of preparation for testing. By drying or wetting, the relict structure of the parent rock is destroyed and the clay softened. If the structure is preserved, the clay behaves well.
902058 Residual soils as the core materials of a dam Chen. Y J Proc 2nd International Conference on Geomechanics in Tropical Soils, Singapore, 12-14 December 1988 VI. P359362. Publ Rotterdam: A A Balkema, 1988
Large amounts of residual soils were found near the site for a rockfill dam, and engineering properties were studied as potential fill materials. Field identification tests led to the choice of 2 soils for extensive testing. Compaction, permeability, compressibility, triaxial and direct shear tests were conducted, and showed the soils to have good engineering properties at relatively low density. When used in the dam, deformation occurred, causing cracking, but no further cracking was observed after grouting.
902061 Effect of the intermediate principal stress on strength and deformation behavior of sedimentary rocks at depth shallower than 2000m Takahashi, M; Koide, H Proc International Symposium on Rock at Great Depth, Pau, 28-31 August 1989 VI. P19-26. Publ Rotterdam: A ,4 Balkema. 1989
Samples of three sandstones, marble and shale were deformed in a true triaxial apparatus with three different principal stresses. Failure strength increased with relative increase in the intermediate principal stress except when intermediate principal stress approached maximum stress. Failure mode tended from ductile to brittle with relative increase in intermediate principal stress, and difference between intermediate and minimum principal strain increased markedly. A modified effective shear strain energy criterion can explain these phenomena.
902062 Pyramidal failure surface and failure locus of brittle rocks under the general triaxial stress state Xu Jiang; Xian Xue-fu; Li He Proc International Symposium on Rock at Great Depth, Pau, 28-31 August 1989 VI, P27-31. Publ Rotterdam: A A Balkema, 1989
On the basis of the theory of Paul (1968) and experimental tests on limestone and sandstone rocks, it is suggested that the failure surface of rock like materials in the three dimensional principal stress state can be fitted approximately by the three parameter single hexagonal pyramidal failure surface. A corresponding failure criterion can be derived.
902059 Use of non-traditional tropical and residual materials for pavement construction. A review Gidigasu, M D Proc 2nd International Conference on Geomecbanics in Tropical Sails, Singapore, 12-14 December 1988 VI, P397403. Publ Rotterdam: A A Balkema, 1988
902063 Hard rock deformation and failure under great depths and static load conditions Norel, B K Proc International Symposium on Rock at Great Depth, Pau, 28-31 August 1989 V1, P33-36. Publ Rotterdam." A A Balkema, 1989
A review of the properties and behaviour of tropical laterite and saprolite soils is presented. Origin and nature of the soils, geotechnical characteristics of fine-grained, gravelly and decomposing materials, field compaction problems, and specifications for lateritic and saprolitic paving materials are discussed. 93 refs.
Laboratory tests were carried out under three dimensional stress states simulating those around openings in deep mine workings. An energy criterion of rock strength is developed including deformation forces, deformation and volume strain, their limiting values, and the Nadai-Laudet parameter, taking into account the stress state.
90206O Synoptic view of mechanical behaviour of rocks under triaxial compression Gustkiewicz, J Proc International Symposium on Rock at Great Depth, Pau, 28-31 August 1989 VI, P3-10. Publ Rotterdam: A A Balkema, 1989
902064 Strength of rocks at depth Singh, J; Ramamurthy, T; Rao, G V Proc International Symposium on Rock at Great Depth, Pau, 28-31 August 1989 VI. P37-44. Publ Rotterdam: A A Balkema, 1989
Curves of rocks under triaxial compression have been examined. Volumetric modulus of elasticity is expressed as a function of porosity. Characteristic pressures in the curves are found relating points on the curves representing dependence on confining pressure of strength, failure strain, elasticity limit and Young's modulus. Influence of pore pressure, interaction with water, and plastic deformation on the curves and the characteristic points is discussed.
A nonlinear strength criterion has been developed on the basis of triaxial test data from the literature, which relates failure strength of rocks to the isotropic stress (overburden pressure for the in situ case). It is based on the Mohr Coulomb approach, and its applicability has been examined for limestone and granite at conditions simulating depths 5-2800m. Prediction of failure strength under a range of confining pressures and the brittle-ductile transition are discussed.
C~ 1990 Pergamon Press pie. Reproduction not permitted