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Empirical failure criterion for a joined anisotropic rock mass
163A 884O65 Computational model for saturated sand subjected to cyclic loading Bouckovalas, G; Hoeg. K Soils Found V27, N4, Dec 1987, P34-44 A viscoelastic model for prediction of permanent strains and accumulated pore pressures during cyclic loading of saturated sand is presented. Attention is focussed on developing general expressions which also partly account for soil anisotropy and the effect of principal stress rotation. Computed values for drained and undrained cyclic triaxial tests and torsional simple shear tests were compared with laboratory results and showed reasonable correlation.
884O66 Undrained shear behavior of clays undergoing long-term anisotropic consolidation Mitachi, T; Fujiwara, Y Soils Found V27, N4, Dec 1987, P45-61 Three series of consolidated undrained triaxial compression tests on two saturated remoulded clays were performed to investigate the influence of duration of anisotropic consolidation up to 120 days on undrained stress strain behaviour of clays. Results indicate the initial modulus of deformation and the undrained strength increase with time of consolidation, and the increase in elapsed time of anisotropic consolidation leads to an increase in stress level which exerts positive dilatancy at initial stage of shear. Auth.
884067 Triaxial test: time for reappraisal? Fourie, A B Tran$ Inst Engrs Aust Civ Engng VCE29. N4, Nov 1987. P212- = 218 Recently developed instrumentation to improve the accuracy and efficiency of conventional triaxial testing equipment is presented. Miniature pore pressure probes mounted on the side of the triaxial sample reduce testing times, especially if used with lubricated ends. Internally mounted displacement gauges measure soil stiffness accurately, by eliminating the effects of load cell compliance and bedding on the end platens. The advantages of the hydraulic stress path cell over the conventional triaxial cell are discussed.
884068 Importance of shear zones in naturally deformed wet sediments Maltman, A J Tectonophysics VI45, NI-2, Jan 1988. P163-175 Wet argillaceous sediments deform predominantly by the production of narrow shear zones. Examples are given for giaciogenic sediments and DSDP cores, and for deformed sediments that are now lithified, including results of both gravitationally-induced disturbances such as slumping, and possible tectonicaily-formed features. The influence of shear zones on dewatering behaviour, their use as shear-sense indicators and the possibility that they may indicate the physical conditions of sediment deformation are discussed.
884069 Rock deformations during the construction of Zillergrundl Arch Dam (In German) Schoberl, P Proc 6th International Conference on Rock Mechanics, Montreal, 30 Aug-10 Sept 1987 VI, t'521-525. Publ Rotterdam: A A Balkema. 1987 During dam construction, deformations of the gneissic foundation rocks were monitored with exten$ometers. During concreting, a linear relation was seen between settlement and concrete load. Check computation of the modulus of deformation confirmed the values obtained in the design stages. 884070 Empirical failure criterion for a jointed anisotropic rock mass Thiel, K~ Zabuski, L Proc 6th International Conference on Rock Mechanics, Afontreal, 30 Aug-10 Sept 1987 VI, t'563-568. Publ Rotterdam: A A Balkema, 1987 A failure criterion is proposed for anisotropic rock which allows prediction of strength, failure mechanism and failure direction, along or across the surface of joints, layering or schistosity, in all possible stress states. Required rock and joint parameters can easily be measured in the laboratory. It is based on a modified Coulomb criterion and Jaeger's criterion for shear failure of rock with a single joint. An example of its use applied to dam foundations is presented. 884071 Tensile strength of rock under biaxial point-loading Kutter, H K; Jutte, H Proc 6th International Conference on Rock Mechanics, Montreal, 30 Aug-10 Sept 1987 VI, P681-686. Publ Rotterdam: A A Balkema. 1987 Tensile failure under multiaxial point loading is common in comminution or jointed rock masses. Point load test results under uniaxial and the simplest biaxial loading (load axes normal to each other) are compared. Biaxial point load strength is greater than that under uniaxial loading, but the ratio between strengths is constant for a given load ratio and independent of rock type, anisotropy, or specimen dimensions. Results are interpreted on the basis of a critical energy criterion. 884072 Relations between the shear strength of rock joints and rock material Gerrard, C; Macindoe, L Proc 6th International Conference on Rock Mechanics, Montreal, 30 Aug-10 Sept 1987 V2, P911-915. Publ Rotterdam: A A Balkema, 1987 At high levels of normal stress, the shear strength of joints approaches that of the rock material. This is the equality point and is useful in the development of empirical relations for rock joint strength. Methods to estimate the equality point developed by Goodman (1976), Mogi (1965) and Byerlee 0978) are compared with reference to their applicability.
884O73 Scale effect on the deformability and strength characteristics of rock masses Charrua-Graca, J G Proc 6th International Conference on Rock Mechanics, Montreal, 30 Aug-lO Sept 1987 V2, P829-832. Publ Rotterdam: A A Baikema, 1987 The scale effect is defined as the variation of rock mechanical properties with sample dimensions, and is very important in generally heterogeneous rock masses. An explanatory model is
© 1988 Pergamon Press plc. Reproduction not permitted
884O66 Undrained shear behavior of clays undergoing long-term anisotropic consolidation Mitachi, T; Fujiwara, Y Soils Found V27, N4, Dec 1987, P45-61 Three series of consolidated undrained triaxial compression tests on two saturated remoulded clays were performed to investigate the influence of duration of anisotropic consolidation up to 120 days on undrained stress strain behaviour of clays. Results indicate the initial modulus of deformation and the undrained strength increase with time of consolidation, and the increase in elapsed time of anisotropic consolidation leads to an increase in stress level which exerts positive dilatancy at initial stage of shear. Auth.
884067 Triaxial test: time for reappraisal? Fourie, A B Tran$ Inst Engrs Aust Civ Engng VCE29. N4, Nov 1987. P212- = 218 Recently developed instrumentation to improve the accuracy and efficiency of conventional triaxial testing equipment is presented. Miniature pore pressure probes mounted on the side of the triaxial sample reduce testing times, especially if used with lubricated ends. Internally mounted displacement gauges measure soil stiffness accurately, by eliminating the effects of load cell compliance and bedding on the end platens. The advantages of the hydraulic stress path cell over the conventional triaxial cell are discussed.
884068 Importance of shear zones in naturally deformed wet sediments Maltman, A J Tectonophysics VI45, NI-2, Jan 1988. P163-175 Wet argillaceous sediments deform predominantly by the production of narrow shear zones. Examples are given for giaciogenic sediments and DSDP cores, and for deformed sediments that are now lithified, including results of both gravitationally-induced disturbances such as slumping, and possible tectonicaily-formed features. The influence of shear zones on dewatering behaviour, their use as shear-sense indicators and the possibility that they may indicate the physical conditions of sediment deformation are discussed.
884069 Rock deformations during the construction of Zillergrundl Arch Dam (In German) Schoberl, P Proc 6th International Conference on Rock Mechanics, Montreal, 30 Aug-10 Sept 1987 VI, t'521-525. Publ Rotterdam: A A Balkema. 1987 During dam construction, deformations of the gneissic foundation rocks were monitored with exten$ometers. During concreting, a linear relation was seen between settlement and concrete load. Check computation of the modulus of deformation confirmed the values obtained in the design stages. 884070 Empirical failure criterion for a jointed anisotropic rock mass Thiel, K~ Zabuski, L Proc 6th International Conference on Rock Mechanics, Afontreal, 30 Aug-10 Sept 1987 VI, t'563-568. Publ Rotterdam: A A Balkema, 1987 A failure criterion is proposed for anisotropic rock which allows prediction of strength, failure mechanism and failure direction, along or across the surface of joints, layering or schistosity, in all possible stress states. Required rock and joint parameters can easily be measured in the laboratory. It is based on a modified Coulomb criterion and Jaeger's criterion for shear failure of rock with a single joint. An example of its use applied to dam foundations is presented. 884071 Tensile strength of rock under biaxial point-loading Kutter, H K; Jutte, H Proc 6th International Conference on Rock Mechanics, Montreal, 30 Aug-10 Sept 1987 VI, P681-686. Publ Rotterdam: A A Balkema. 1987 Tensile failure under multiaxial point loading is common in comminution or jointed rock masses. Point load test results under uniaxial and the simplest biaxial loading (load axes normal to each other) are compared. Biaxial point load strength is greater than that under uniaxial loading, but the ratio between strengths is constant for a given load ratio and independent of rock type, anisotropy, or specimen dimensions. Results are interpreted on the basis of a critical energy criterion. 884072 Relations between the shear strength of rock joints and rock material Gerrard, C; Macindoe, L Proc 6th International Conference on Rock Mechanics, Montreal, 30 Aug-10 Sept 1987 V2, P911-915. Publ Rotterdam: A A Balkema, 1987 At high levels of normal stress, the shear strength of joints approaches that of the rock material. This is the equality point and is useful in the development of empirical relations for rock joint strength. Methods to estimate the equality point developed by Goodman (1976), Mogi (1965) and Byerlee 0978) are compared with reference to their applicability.
884O73 Scale effect on the deformability and strength characteristics of rock masses Charrua-Graca, J G Proc 6th International Conference on Rock Mechanics, Montreal, 30 Aug-lO Sept 1987 V2, P829-832. Publ Rotterdam: A A Baikema, 1987 The scale effect is defined as the variation of rock mechanical properties with sample dimensions, and is very important in generally heterogeneous rock masses. An explanatory model is
© 1988 Pergamon Press plc. Reproduction not permitted