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Moisture effects and the mechanical response of granite beams
340A 916072 Collapse of rockfili Maranha das Neves, E; Veiga Pinto, A Proc 12th International Conference on Soil Mechanics and Foundation Engineering, Rio de Janeiro, 13-18 August 1989 V1, P735-738. Publ Rotterdam: ,4 .4 Balkema, 1989
916076 Strength evaluation of a natural sand Steensen-Bach, J O Proc 12th International Conference on Soil Mechanics and Foundation Engineering, Rio de Janeiro, 13-18 August 1989 V1, P757-762. Publ Rotterdam: .4 A Balkema, 1989
Collapse of rockfill due to change of water content has been widely observed. The mechanism is not that of collapsible soils, but is associated with rapid softening and failure at high stress contact points. Collapse of rockfill has been quantified in laboratory 1-D compression and triaxial tests. Results show greater collapse for soft rockfill than for harder material. Fills that were compressed dry then saturated under stress showed similar settlements to those tested in the saturated state.
Strength parameters of a deposit of fine silty sand were evaluated using pressuremeter, cone penetration, and plate loading tests, taking into account effects of capillary cohesion and preconsolidation. A simple method is proposed for the determination of horizontal in situ stress of a natural sand deposit using screwplate tests. In situ parameters are compared to laboratory triaxial strengths of remoulded samples in order to examine the safety of present Danish design codes.
916073 Scale effects in direct shear tests on sand Palmeira, E M; Milligan, G W E Proc 12th International Conference on Soil Mechanics and Foundation Engineering, Rio de Janeiro, 13-18 August 1989 VI, P739-742. Publ Rotterdam: A A Balkema, 1989 Results are presented of direct shear tests on Leighton Buzzard sand in a large, instrumented shear box apparatus capable of holding lm cube samples. Two smaller shear devices were used to allow study of effects of scale on test results. Shear zone thickness at sample mid height is seen to be scale dependent. Nonuniformity of strain and stress distribution in the central region and non coaxiality of stress and strain increments were also observed.
916074 Instability of sand under applied shear stresses Pradel, D; Lade, P V Proc 12th International Conference on Soil Mechanics and Foundation Engineering, Rio de Janeiro, 13-18 August 1989 V1, P743-748. Publ Rotterdam: A A Balkema, 1989
916077 Evaluation of design parameters for earth tunnels Adachi, T; Kojima, K Proc 12th International Conference on Soil Mechanics and Foundation Engineering, Rio de Janeiro, 13-18 August 1989 V2, P771-774. Publ Rotterdam: A A Balkema, 1989 A back analysis procedure to obtain nonlinear constitutive parameters for joint elements in simulation of discontinuities in sandy ground during tunnel excavation is presented. The method is described and verified using hypothetical case studies, then applied to case history data. Comparisons are made with analyses using laboratory determined soil parameters.
916078 Probabilistic approach to the settlement of an arch bridge Bolle, A; Bonnechere, F; Cremer, J M Proc 12th International Conference on Soil Mechanics and Foundation Engineering, Rio de Janeiro, 13-18 August 1989 V'2, P811-814. Publ Rotterdam: A .4 Balkema, 1989
Results of tests on sands in a torsional shear device are presented which demonstrate the non-applicability of Drucker's quasi-thermodynamical postulate of stability for elastoplastic solids to granular materials. For all the combinations of applied shear stress, instabilities can develop well below the failure surface in the region where the second derivative of work is negative, due to non-associated flow.
Spatial variability of the deformability of a rock mass of complex geology is estimated from pressuremeter moduli measured in 9 vertical and inclined boreholes at the site of the proposed footing. The mass is considered homogeneous on a large scale with possible trend of the characteristics. Stress increments under the footing are calculated using linear elastic finite element analysis for several loading cases. Deformability of the footing is estimated using an original point estimate method, based on information theory and using a strictly minimum number of simulations.
916075 Plane strain strength from triaxial test Ramamurthy, T; Tokhi, V K Proc 12th International Conference on Soil Mechanics and Foundation Engineering, Rio de Janeiro, 13-18 August 1989 V1, P749-752. Publ Rotterdam: .4 ,4 Balkema, 1989
916079 Variability of the geotechnical properties of plio-pleistocene clays (Ancona, Italy) Garzonio, C A Proc 12th International Conference on Soil Mechanics and Foundation Engineering, Rio de Janeiro, 13-18 August 1989 V2, P823-827. Publ Rotterdam: ,4.4 Balkema, 1989
Plane strain conditions exist in many earth structures. To enable determination of plane strain strength without recourse to special plane strain test equipment, a theoretical relation between plane strain strength and triaxial compression strength has been developed, which allows the former to be evaluated from results of standard triaxial tests. The relation was developed using stress invariants and has been tested against published data over the complete range of porosity.
Stratigraphic and geotechnical data have been collected from about 70 soundings with around 500 samples for 3 sites near Ancona on the Italian Adriatic coast. Statistical analysis of geomechanical properties shows distributions very similar to the normal law. Variability of soil properties was evaluated by calculation of coefficients of variation of index properties, which fall within recommended limits. These results form a basis for rational selection of design parameters.
© 1991 Pergamon Press pie. Reproduction not permitted
916076 Strength evaluation of a natural sand Steensen-Bach, J O Proc 12th International Conference on Soil Mechanics and Foundation Engineering, Rio de Janeiro, 13-18 August 1989 V1, P757-762. Publ Rotterdam: .4 A Balkema, 1989
Collapse of rockfill due to change of water content has been widely observed. The mechanism is not that of collapsible soils, but is associated with rapid softening and failure at high stress contact points. Collapse of rockfill has been quantified in laboratory 1-D compression and triaxial tests. Results show greater collapse for soft rockfill than for harder material. Fills that were compressed dry then saturated under stress showed similar settlements to those tested in the saturated state.
Strength parameters of a deposit of fine silty sand were evaluated using pressuremeter, cone penetration, and plate loading tests, taking into account effects of capillary cohesion and preconsolidation. A simple method is proposed for the determination of horizontal in situ stress of a natural sand deposit using screwplate tests. In situ parameters are compared to laboratory triaxial strengths of remoulded samples in order to examine the safety of present Danish design codes.
916073 Scale effects in direct shear tests on sand Palmeira, E M; Milligan, G W E Proc 12th International Conference on Soil Mechanics and Foundation Engineering, Rio de Janeiro, 13-18 August 1989 VI, P739-742. Publ Rotterdam: A A Balkema, 1989 Results are presented of direct shear tests on Leighton Buzzard sand in a large, instrumented shear box apparatus capable of holding lm cube samples. Two smaller shear devices were used to allow study of effects of scale on test results. Shear zone thickness at sample mid height is seen to be scale dependent. Nonuniformity of strain and stress distribution in the central region and non coaxiality of stress and strain increments were also observed.
916074 Instability of sand under applied shear stresses Pradel, D; Lade, P V Proc 12th International Conference on Soil Mechanics and Foundation Engineering, Rio de Janeiro, 13-18 August 1989 V1, P743-748. Publ Rotterdam: A A Balkema, 1989
916077 Evaluation of design parameters for earth tunnels Adachi, T; Kojima, K Proc 12th International Conference on Soil Mechanics and Foundation Engineering, Rio de Janeiro, 13-18 August 1989 V2, P771-774. Publ Rotterdam: A A Balkema, 1989 A back analysis procedure to obtain nonlinear constitutive parameters for joint elements in simulation of discontinuities in sandy ground during tunnel excavation is presented. The method is described and verified using hypothetical case studies, then applied to case history data. Comparisons are made with analyses using laboratory determined soil parameters.
916078 Probabilistic approach to the settlement of an arch bridge Bolle, A; Bonnechere, F; Cremer, J M Proc 12th International Conference on Soil Mechanics and Foundation Engineering, Rio de Janeiro, 13-18 August 1989 V'2, P811-814. Publ Rotterdam: A .4 Balkema, 1989
Results of tests on sands in a torsional shear device are presented which demonstrate the non-applicability of Drucker's quasi-thermodynamical postulate of stability for elastoplastic solids to granular materials. For all the combinations of applied shear stress, instabilities can develop well below the failure surface in the region where the second derivative of work is negative, due to non-associated flow.
Spatial variability of the deformability of a rock mass of complex geology is estimated from pressuremeter moduli measured in 9 vertical and inclined boreholes at the site of the proposed footing. The mass is considered homogeneous on a large scale with possible trend of the characteristics. Stress increments under the footing are calculated using linear elastic finite element analysis for several loading cases. Deformability of the footing is estimated using an original point estimate method, based on information theory and using a strictly minimum number of simulations.
916075 Plane strain strength from triaxial test Ramamurthy, T; Tokhi, V K Proc 12th International Conference on Soil Mechanics and Foundation Engineering, Rio de Janeiro, 13-18 August 1989 V1, P749-752. Publ Rotterdam: .4 ,4 Balkema, 1989
916079 Variability of the geotechnical properties of plio-pleistocene clays (Ancona, Italy) Garzonio, C A Proc 12th International Conference on Soil Mechanics and Foundation Engineering, Rio de Janeiro, 13-18 August 1989 V2, P823-827. Publ Rotterdam: ,4.4 Balkema, 1989
Plane strain conditions exist in many earth structures. To enable determination of plane strain strength without recourse to special plane strain test equipment, a theoretical relation between plane strain strength and triaxial compression strength has been developed, which allows the former to be evaluated from results of standard triaxial tests. The relation was developed using stress invariants and has been tested against published data over the complete range of porosity.
Stratigraphic and geotechnical data have been collected from about 70 soundings with around 500 samples for 3 sites near Ancona on the Italian Adriatic coast. Statistical analysis of geomechanical properties shows distributions very similar to the normal law. Variability of soil properties was evaluated by calculation of coefficients of variation of index properties, which fall within recommended limits. These results form a basis for rational selection of design parameters.
© 1991 Pergamon Press pie. Reproduction not permitted