Creep and strength testing of frozen saline fine-grained soils

74A shear testing Based on test results, an attempt was made to analyse the deformatmn response of a model footing simulating a railway field situation (permanent way support system subject to moving load) Principal stress rotatmn is shown to be a major contributing factor influencing the behawour of dry granular material subject to repetitive load. the effect of which was to Induce permanent deformation whde the elastic response remamed unchanged

853049 Casagrande method versus the drop-cone penetrometer method for the determination of liquid limit. Note Wires, K C Can J Soil Sci V64, N2. May 1984, P297-300 The hqmd hmlt for soils from loam to heavy clay was measured with a drop cone penetrometer and using the Casagrande method The latter method gave simpler, faster and more prectse results

853050 Solutions to pillar design in plastically behaving rocks Mraz. D CIM Bull V77, N868, Aug 1984, P55-62 A theoretical study ~s made, predicting the plasuc flow around cawtles and mmmg pdlars Specific instances Include pillars of plastic rock between ngld strata, flow in a continuous plastic rock body with a square opening, flow and stress distribution in rocks, eqmvalent mine opening in a homogeneous plasuc continuum, pillar design, closure rates for mine opemngs, stress distribution beyond the plastic zone, and suggested design procedures

853051 Stress concentration factors for the interpretation of 'Doorstopper' stress measurements in anisotropic rocks Rahn, W lnt J Rock Mech Miu Sci 1/21, N6, Dec 1984, P313-326 The concept of stress concentratmn factors related to the doorstopper technique is briefly reviewed, w~th respect to transversely amsotroplc rock The finite element method ~s used to calculate stress concentration factors for various degrees of amsotropy and the relatmn between these factors and elastic parameters of the rock is &scussed The most ~mportant formulae for estlmat~on of in snu stresses using the doorstopper technique are explained

853052 In situ stress measurements in anisotropic rocks Amadel, B lut J Rock Mech Miu Sci V21, N6, Dec 1984 P327-338 The computauon of rock m situ stresses with the CSIRO celt or the USBM gauge depends on (1) the anlsotroplc character of the rock, (2) the degree and type of rock anlsotropy, (3) the onentaUon of amsotropy with respect to the instrumented devices Problems considered are the effect of the degree and type of rock amsotropy on m sltu stress determlnatmn, the error mvoived m neglecting rock anlsotropy by assuming ~sotropy, the error revolved m neglecting the geometry and properties of the CSIRO cell by assuming that its strain gauges are posmoned directly on the walls ofpdot holes, and how this error is affected by the rock amsotropy

853053 Elastic moduli of a solid with spherical pores: new self conststent method. Technical note Zlmmerman, R W lnt J Rock Mech Min Sci V21, N6. De~ 1984, P339-343

The effect of porosity on the elastic moduh of a sohd is consldered using a new self consistent approach It accounts for interactions between spherical pores or mclusmns m an approximate, integrated manner but shghtly underestimates their effect on elastic moduh

853054 On comparing simple shear and triaxial test results. Technical note Budhu, M J Geotech Eugug Div ASCE Vl10, Vii, De~ 1984, P18091814 In slmple shear tests, usmg the simple shear apparatus (SSA) with a cylindrical specimen, or the apparatus proposed by Roscoe using a cuboldal specimen, the sample is subject to nonuniform stress and strain dlstnbutmn, which leads to difficulty m mterpretatmn of results Comparison with results from ax~symmetncal maxml tests has been attempted, but not all stresses m the SSA were considered This study examines the stress state and stress paths m the SSA, taking into account lntermedmte principal stresses, m an attempt to develop a bas~s for comparison of results from sods tested m simple shear and the maxml apparatus

853055 Energy considerations in rock mechamcs: fundamental results Salamon, M D G J S Aft last Miu Metail 1/84, N8, Aug 1984, P233-246 The energy balance in mining, sources of energy, modes of energy expenditure and unaccounted energy surplus, is consldered for the case of an elastic continuum Expressions for the energy components are derived for the general case and for the case of tabular excavations Two specml examples for unsupported cavmes are examined, the first being energy change due to the increase m radms of a circular tunnel or sphere, the second a simple application of the general energy formulae to a rock mass loaded by body forces These examples emphasize the importance of the progressive nature of mining The size of steps used to enlarge excavatmns seems to play a slgmficant role in the mode of energy transfer

853056 Microstructure and texture of experimentally folded singlelayer rock salt Gairola, V K, Kern, H J Struct Geol V6, NI-2, 1984, P201-213 Single layers of fine grained, artificial polycrystalhne rock salt m a plast~cene matrix were deformed m a plane strain pure shear apparatus at 180-200 deg C and 10 bars confining pressure Buckhng was observed when aspect ratm was increased from 7 to 13, at 7-80/0 bulk deformation The preferred orientation developed during the folding process was determined and shown to be parUally comparable to the textures in natural folds from salt domes

853057 Deformation behaviour of soils in terms of soil moduli Tokhelm, 0 Norw Geotech last Publ N152, 1984, 18P A new model is presented for soil behavlour under tnaxlal testing It is defined m terms of mean effectwe stress, MohrCoulomb faction and volumetric and devlatonc stratus It includes five independent resistance moduh, which may be evaluated from tnaxlal testing Each modulus may be related to the nature of sod behavtour Stress induced amsotropy and dllatancy and the plastic nature of sod can be explained