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Inverted shear modulus from wave-induced soil motion
142A 855025 Compressive and tensile strength of Klinthagen limestone, part 2 (In Swedish) Maki, K Swedish Detonie Research Foundation report DS 1984:4. 15 Nov 1984, 26P Brazilian and point load tests were carried out on Klinthagen limestone from Gotland, Sweden, using specimens parallel to and pependicular to the bedding plane. According to the Brazilian tests, tensile strength is independent of the angle of load distribution or of bedding planes. Comparison of these results and previously reported (DS 1984:3) uniaxial tensile tests indicates that rock strength is related to the state of fissuring. Avail: SveDeFo, Box 32058, 5-126 tl Stockholm, Sweden
D e f o r m a t i o n characteristics 855026 Controlled displacement-rate in situ shear tests with pore pressure measurements Shuri, F S; Driscoll, D D; Garner, S J Can Geotech J V22, N1, Feb 1985, P136-142 Rock at a dam site in western Canada is Cretaceous shale containing a thin clay seam. In order to provide shear strength data for design, two large (0.7m x 0.7m x 0.4m) blocks of the material were sheared along the clay seam. The rate of shear displacement was strictly controlled and pore pressures in the shear zone were monitored. Equipment, techniques and results of testing are described. 855027 Coupling scheme for boundary and finite elements using a joint element Mitsui, Y; Ichikawa, Y; Obara, Y; Kawamoto, T lnt J Num Meth Geomech V9, N2, March-April 1985, P161172 A coupling scheme for the BEM and FEM is presented and applied to several structures on multi-layers, where infinitely spreading homogeneous layers are discretized by boundary elements, and irregularly shaped structures are discretized by finite elements. Footing problems founded on multiple layers and stress transfer analysis around single and multiple tunnels are solved as examples. 855028 Inverted shear modulus from wave-induced soil motion Figueroa, L; Yamamoto, T; Nagai, T J Geotech Engng Div ASCE VIII, N1, Jan 1985, P115-132 A technique has been adopted to back-calculate shear modulus of bentonite clays from soil displacements measured during wave tank experiments. The iterative inversion technique has allowed the determination of shear modulus and damping with varying depth and the modulus reduction and damping curves for large shear strains, up to 7%. There is reasonable agreement between the modulus reduction curves measured in this Work and reported values. An alternative method is outlined which gives quick and fairly reliable values of the initial shear modulus. 855029 Rate of shear effects on vane shear strength. Technical note Sharifounnasab, M; Ullrich, C R J Geotech Engng Div ASCE VIII, NI, Jan 1985, P135-139 The effect of shear rate on vane shear strength was examined for a low plasticity clay, kaolinite, and a high plasticity clay, Pierre shale, in the undrained condition. Results indicate that for ka-
otinite partial drainage ma) occur if shear rate ~s too slow. and for Pierre shale measured shear strength increases with increasing strata rate. 855030 Third-invariant model for rate-dependent soils Schreyer. H L: Bean. J E J Geotech Engng Div ASCE VII1. N2. Feb 1985. P181-192 An elastic-viscoplastic model, using first and third invariants of stress and strain, is presented, whichcan predict the stress-strain and volumetric strata response of sand and clayey sand under triaxial compression and uniaxial strain at strain rates to 200/s. It reproduces the dramatic changes in behaviour with strain rate. The mathematical simplicity of the model makes it appropriate for computer modelling of soil response to dynamic loading. 855031 Flow field around cones in steady penetration Tumay, M T: Acar, YB; Cekirge, M H: Ramesh. N J Geotech Engng Div ASCE VII1. N2. Feb 1985. Pt93-204 The flow field around a penetrating cone in an inviscid, incompressible fluid has been studied. An analytical solution is presented for the stream function, velocity field and strain rates around unenlarged cones in steady penetration. The flow fietdis assumed to approximate to that for cone penetrometers in very soft cohesive soils. It is possible to obtain the response of different soil plasticity models and evaluate pore pressures and effective stresses. 855032 Determination of strain ellipsoid according to two-dimensional data on three or more intersection planes Shao. J: Wang, C d lnt Assoc Math Geol V16, N8, Nov 1984, P823-833 An easily programmed analytical procedure, based on the approach of Gendzwill and Stauffer. is presented to determine three-dimensional deformation of geological bodies using data from three or more non-parallel sections. Examples indicate that error in deformation calculated using the program is reduced if more than three sets of two dimensional data are used. The inaccuracy of the procedures to acquire two dimensional data is the major source of error. 855033 Development of conjugate shear bands daring bulk simple shearing Harris. L B: Cobbold, P R J Straet Geol V7. N1. 1985. P37-44 Layered plasticene models were used as a rock analogue in bulk simple shearing. Results suggested that conjugate shear bands may develop during simple shear. The presence of conjugate shear bands thus cannot be taken to indicate with absolute certainty bulk co-axial deformation history. 855034 Graphical determination of principal stress directions for slickenlide linention populations: an attempt to modify Arthaud's method Aleksandrowski. P J Struct Geol V7. N1, 1985. P73-82 A method is proposed to determine the orientations of principal stresses by analysis of the orientation ofslickenside populations produced in anisotropic rocks. It is a modification of Arthaud's procedure, using the method of movement planes, allowing its application to fault populations from stress fields geometrically reproducible by a triaxial ellipsoid. A field example illustrates the procedure.
D e f o r m a t i o n characteristics 855026 Controlled displacement-rate in situ shear tests with pore pressure measurements Shuri, F S; Driscoll, D D; Garner, S J Can Geotech J V22, N1, Feb 1985, P136-142 Rock at a dam site in western Canada is Cretaceous shale containing a thin clay seam. In order to provide shear strength data for design, two large (0.7m x 0.7m x 0.4m) blocks of the material were sheared along the clay seam. The rate of shear displacement was strictly controlled and pore pressures in the shear zone were monitored. Equipment, techniques and results of testing are described. 855027 Coupling scheme for boundary and finite elements using a joint element Mitsui, Y; Ichikawa, Y; Obara, Y; Kawamoto, T lnt J Num Meth Geomech V9, N2, March-April 1985, P161172 A coupling scheme for the BEM and FEM is presented and applied to several structures on multi-layers, where infinitely spreading homogeneous layers are discretized by boundary elements, and irregularly shaped structures are discretized by finite elements. Footing problems founded on multiple layers and stress transfer analysis around single and multiple tunnels are solved as examples. 855028 Inverted shear modulus from wave-induced soil motion Figueroa, L; Yamamoto, T; Nagai, T J Geotech Engng Div ASCE VIII, N1, Jan 1985, P115-132 A technique has been adopted to back-calculate shear modulus of bentonite clays from soil displacements measured during wave tank experiments. The iterative inversion technique has allowed the determination of shear modulus and damping with varying depth and the modulus reduction and damping curves for large shear strains, up to 7%. There is reasonable agreement between the modulus reduction curves measured in this Work and reported values. An alternative method is outlined which gives quick and fairly reliable values of the initial shear modulus. 855029 Rate of shear effects on vane shear strength. Technical note Sharifounnasab, M; Ullrich, C R J Geotech Engng Div ASCE VIII, NI, Jan 1985, P135-139 The effect of shear rate on vane shear strength was examined for a low plasticity clay, kaolinite, and a high plasticity clay, Pierre shale, in the undrained condition. Results indicate that for ka-
otinite partial drainage ma) occur if shear rate ~s too slow. and for Pierre shale measured shear strength increases with increasing strata rate. 855030 Third-invariant model for rate-dependent soils Schreyer. H L: Bean. J E J Geotech Engng Div ASCE VII1. N2. Feb 1985. P181-192 An elastic-viscoplastic model, using first and third invariants of stress and strain, is presented, whichcan predict the stress-strain and volumetric strata response of sand and clayey sand under triaxial compression and uniaxial strain at strain rates to 200/s. It reproduces the dramatic changes in behaviour with strain rate. The mathematical simplicity of the model makes it appropriate for computer modelling of soil response to dynamic loading. 855031 Flow field around cones in steady penetration Tumay, M T: Acar, YB; Cekirge, M H: Ramesh. N J Geotech Engng Div ASCE VII1. N2. Feb 1985. Pt93-204 The flow field around a penetrating cone in an inviscid, incompressible fluid has been studied. An analytical solution is presented for the stream function, velocity field and strain rates around unenlarged cones in steady penetration. The flow fietdis assumed to approximate to that for cone penetrometers in very soft cohesive soils. It is possible to obtain the response of different soil plasticity models and evaluate pore pressures and effective stresses. 855032 Determination of strain ellipsoid according to two-dimensional data on three or more intersection planes Shao. J: Wang, C d lnt Assoc Math Geol V16, N8, Nov 1984, P823-833 An easily programmed analytical procedure, based on the approach of Gendzwill and Stauffer. is presented to determine three-dimensional deformation of geological bodies using data from three or more non-parallel sections. Examples indicate that error in deformation calculated using the program is reduced if more than three sets of two dimensional data are used. The inaccuracy of the procedures to acquire two dimensional data is the major source of error. 855033 Development of conjugate shear bands daring bulk simple shearing Harris. L B: Cobbold, P R J Straet Geol V7. N1. 1985. P37-44 Layered plasticene models were used as a rock analogue in bulk simple shearing. Results suggested that conjugate shear bands may develop during simple shear. The presence of conjugate shear bands thus cannot be taken to indicate with absolute certainty bulk co-axial deformation history. 855034 Graphical determination of principal stress directions for slickenlide linention populations: an attempt to modify Arthaud's method Aleksandrowski. P J Struct Geol V7. N1, 1985. P73-82 A method is proposed to determine the orientations of principal stresses by analysis of the orientation ofslickenside populations produced in anisotropic rocks. It is a modification of Arthaud's procedure, using the method of movement planes, allowing its application to fault populations from stress fields geometrically reproducible by a triaxial ellipsoid. A field example illustrates the procedure.