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Rock salt as a viscous liquid (In French)
127A 844039 Rapid shearing in a rate-type soil surrounding a cyfindricai cavity Mullenger, G; Scott, R F; Davis, R O lnt J Num Anal Metli Geomecli V8, N2, March-April 1984, P141-155 The stress and deformation resulting from rapidly applied axial traction on the face of a cylindrical cavity in a saturated soil are analysed. A simple rate-type constitutive model is used for the effective stress response. The analysis can be used in the approximation of soil response surrounding an axially loaded pile. 844040 Induced aaisotropy during plastic straining Baker, R; Desai, C S
Int J Nam Anal Moth Geomech V8, N2, March-April 1984, P167-185 844O41 Localization of deformations in elastic-plastic sofids. Short communication Prevost, J H Int J Num Anal Moth Gcomech V8, N2, March-April 1984, P187-196
844O46 Study Of.CJcf~mation and fracture of coal samples by compression On'Chinese) Liu Baochen J China Coal Soc N2, 1983, P51-61 Bituminous coal samples from the Datong Coalfield, China, were tested using the stiffloading system and wire strain gauges. The microcracks were observed by scanning electron microscope. A mechanical model is proposed which can simulate the non-linear deformation of coal, the elastic deformation, the residual deformation and the relationship between the stress and the strain after the stress peak. 844047 Large strain and dilatancy effects in pressuremeter Selvadurai, A P S J Geotech Engng Die ASCE VIIO, NGT3, March 1984, P421-436
Localization of deformations in elastic-plastic solids subject to plane strain deformation is investigated numerically. It is shown that the localization may be captured accurately in finite element models. The accuracy of the technique is demonstrated by applying it to the analysis of punch and slope stability problems, and to shear band formations.
A fundamental solution is developed to the problem of the expansion of a cylindrical cavity in a dilatant soil which exhibits the effects of large strains. A result of some importance to geomechanics concerns the development of a shear stress-strain curve for the tested soil by using the measured pressure-cavity wall displacement response. It is shown that in order to develop the desired stress-strain relationship for a dilatant soil it is necessary to introduce a kinematic constraint which relates the finite volumetric strain in the soil to the components of the Lagrangian strain matrix. Particular results are developed for the case where the volumetric strains vary linearly with the radial and circumferential Lagrangian strain components. Auth.
844042 On finite deformation elasto-plasticity Nemat-Nasser, S lnt J Solids Struct V18, NIO, 1982, P857-872
844048 Granular soils under high stresses (In French) Luong, M P, Touati, A Re~ Fr Geotech N24, Aug 1983, P51-63
Some fundamental results from the finite elasto-plastic deformations of crystalline solids are reviewed. It is shown that essentially all existing elasto-plasticity concepts lead rigorously to total strain rate measures which are additively decomposed into an elastic and a plastic contribution, provided that the corresponding total elastic and plastic strain rates are conjugate to the same stress measure. A theory by Lee, stating that the decomposition of strain rate into elastic and plastic parts is in error, is reviewed. It is shown that the theory leads to an additive strain rate decomposition and that Lee's conclusions result from misinterpretation.
Experimental results obtained from the testing of several granular materials showed that the characteristic friction angle associated with a zero dilatancy rate is an intrinsic parameter independent of the initial porosity or the mean stress and insensitive to the modifications of grain size distribution during the course of loading.
844043 Effects of material rotations in tension-torsion testing Hart, E W
Int J Solids Struct V18, VII, 1982, P1031-1042 The torsion deformation mode in biaxial testing is not one of pure strain but rather one of simple shear which includes material rotation. A mathematical procedure using vectors is presented which takes account of material rotations in the interpretation of test data. 844O44 Strain-hardening topography of elastic-plastic materials Casey, J; Lin, H H
J Appl Mecli (Trams ASME, See E) VSO, N4a, Dec 1983, P795-801 844045 On finite plastic flow of crystalline solids and geomaateriais Nemat-Nasser, S l Appi Mock (Trams ASME, Set E) VSO, N4b, Dec 1983, Pl114-1126
844O49 Post failure examination of model evaperite pillars McCrae, R W, Miller, H D S; Cook, R F In: Strata Mechamics (paper to the Symposimn on Strata Mechanics, Newcastle upon Tym¢, 5-7 April 1982) P271-274. Publ Amsterdam: Elsevier, 1982 Describes the preliminary stages of an investigation into how the actual material, and particularly the individual crystals, of a model pillar behaves during 'post-failure' deformation and whether this can help explain the stress/strain relationship. To do this thin sections were examined of laboratory tested and untested specimens and also of specimens from actual failed pillars. Results indicate similar phenomena occurring in both the laboratory and actual pillar specimens. The deformation initiates through fracturing followed by shearing rotation normal to the loading, and finally cataclasis. 844050 Rock salt as a viscous liquid (In French) Tijani, S M, Vouille, G; Hugout, B
Proc 5tk CoR~'ess of the IM~mmional Societyfoe Rock Meclumics, Mdbmva¢, 10-15 Apdl 1983 V2, PD241-D246. Publ Rotterdam: A. A. Balkcma, 1983 According to the results of recent tests some of the mechanical parameters of rock salt, especially its cohesion, have been overestimated. It is shown that creep test results may be
128A interpreted by assuming rock salt to be a visco-plastic material with null cohesion. The viscosity of this 'liquid' explains how an apparent cohesion may be derived from short duration uniaxial compressive tests or relaxation tests. When designing an underground opening in such a material the duration of use and allowable strains must be considered.
844051 Resilient properties of unbound roadbase under repeated triaxiai loading Mayhew, H C Transport and Road Research Laboratory report LR 1088, 1983, 32P A study of the non-linear elastic behaviour of unbound granite and limestone roadbase material was made and values of Young's modulus and Poisson's ratio determined to provide data for modelling the response of traffic loaded pavements. A dynamic triaxial testing machine incorporating interactive computer control was designed, built and used to take the measurements. The non-linear effect of mean normal stress and deviator stress on strain response are illustrated and it is shown that bulk modulus is independent or is an even function of the third stress invariant. Avail" Transport and Road Research Laboratory, Crowthorne, Berks, UK
Time dependent behaviour 844052 Time-dependent strain relaxation of Algerie granite Engelder, T Int J Rock Meek Min Sci V21, N2, April 1984, P63-74 In situ measurements of both instantaneous and timedependent relaxation of Algerie granite in a quarry in Massachusetts, USA, indicate that the orientation of instantaneous maximum expansion is 30 deg different from the orientation of the time-dependent maximum expansion. It appears that the instantaneous relaxation orientation is controlled by contemporary tectonic stress, whereas the time-dependent relaxation orientation is controlled by healed microcracks in the granite. 30 refs.
844053 Experimental approach to the creep in triaxiai compression of two unmouided days (In French) Felix, B; Kenana, A Rev Fr Geotech N24, Aug 1983, P65-75 Following a brief discussion of the basic equations of the hereditary creep theory and a visco-plastic model derived from the Cam clay model, experimental results relating to the triaxial compression creep tests of two unremoulded clays - a soft mildly organic clay and a stiff clay - are analysed. Flow rules, dilatancy and natural anisotropy are indicated.
P h y s i c o - c h e m i c a i properties 844O54 Use of peolmrty tests to determine the thermal properties of soils Salomone, L A; Kovacs, W D Geoteck Test J I/6, N4, Dec 1983, P173-180 It is hypothesized that thermal soil behaviour of free-grained soils can be correlated with the soil limit states associated with moisture content. The optimum moisture content and plastic limit of fine-grained soils were found to correlate with the critical moisture content. The laboratory test procedures and
equipment used in determining these correlations are described.
844055 Suggested test method for determination of thermal conductivity of soil by thermal-needle procedure Chancy, R C; Ramanjaneya, G; Hencey, G; Kanchanastit. P: Hsai-Yang Fang Geotech Test J I/6, N4, Dec 1983, P220-225 A new method is proposed to determine the thermal conductivity or thermal resistivity of both undisturbed and remoulded soil samples. The method is based on the use of a transient heat method in which a thermal needle is used to create a linear heat source and a thermocouple used to monitor temperature changes with time. 844O56 Changes in in situ ultrasonic properties of rock on strain relaxation Engelder, T; Plumb, R lnt d Reek Meek Min Sei 1/21, N2, April 1984, P75-82 In situ and laboratory measurements of ultrasonic velocity have been compared to test for the effect of strain relaxation on rock properties. For granites, the larger changes in compressional wave velocity (Vp) correlate with higher in situ stresses, the maximum Vp being parallel to the direction of maximum compressive stress. For sedimentary rocks, the relation between changes in Vp and in situ stress is dependent on lithotogy. In sandstone, the direction associated with the maximum decrease in Vp accompanying strain relaxation is parallel to the maximum compressive stress. Limestone is virtually isotropic with little decrease in Vp on strain relaxation.
844057 Thermal performance of fine-grained soils Salomone, L A; Kovacs, W D: Kusada, T J Geoteck E~ng Div ASCE VllO, NGT3, March 1984. P359-374 Laboratory thermal probe tests performed on an AASHTO standard reference material (a silty clay) showed that the soil thermal behgviour correlates with the limit states of finegrained soils. Over 80 thermal resistivity measurements were made on specimens compacted to various densities and moisture contents. Results are presented which indicate that the optimum moisture content and the plastic limit can be correlated with the thermal behaviour of fine-grained soils. It was found that the minimum thermal resistivity and the critical moisture content occurred at the optimum moisture content when the soils were compacted using various compactive efforts. The knee of the thermal-resistivity-versus-moisturecontent curve defines the critical moisture content.
844O58 Thermal reastivity of soils Salomone, L A; Kovacs, W D $ Genteel F,ngnff Div ASCE VIIO, NGT3, March 1984, P375-389 Information on the thermal properties of soils from different disciplines of science and engineering is consolidated to identify low-cost, simple procedures for assessing the variation of the thermal resistivity of soils with changes in moisture content. Three procedures for determining the critical moisture content are presented. The critical moisture content is the moisture content at the knee of the thermal-resistivity-versus.moisturecontent curve. The optimum moisture content and plastic limit were found to be physical quantities indicative of the critical moisture content in soils. Also, the upper flex point of the soilmoisture-characteristics curve appears to establish the critical moisture content in soils. Auth.
Int J Nam Anal Moth Geomech V8, N2, March-April 1984, P167-185 844O41 Localization of deformations in elastic-plastic sofids. Short communication Prevost, J H Int J Num Anal Moth Gcomech V8, N2, March-April 1984, P187-196
844O46 Study Of.CJcf~mation and fracture of coal samples by compression On'Chinese) Liu Baochen J China Coal Soc N2, 1983, P51-61 Bituminous coal samples from the Datong Coalfield, China, were tested using the stiffloading system and wire strain gauges. The microcracks were observed by scanning electron microscope. A mechanical model is proposed which can simulate the non-linear deformation of coal, the elastic deformation, the residual deformation and the relationship between the stress and the strain after the stress peak. 844047 Large strain and dilatancy effects in pressuremeter Selvadurai, A P S J Geotech Engng Die ASCE VIIO, NGT3, March 1984, P421-436
Localization of deformations in elastic-plastic solids subject to plane strain deformation is investigated numerically. It is shown that the localization may be captured accurately in finite element models. The accuracy of the technique is demonstrated by applying it to the analysis of punch and slope stability problems, and to shear band formations.
A fundamental solution is developed to the problem of the expansion of a cylindrical cavity in a dilatant soil which exhibits the effects of large strains. A result of some importance to geomechanics concerns the development of a shear stress-strain curve for the tested soil by using the measured pressure-cavity wall displacement response. It is shown that in order to develop the desired stress-strain relationship for a dilatant soil it is necessary to introduce a kinematic constraint which relates the finite volumetric strain in the soil to the components of the Lagrangian strain matrix. Particular results are developed for the case where the volumetric strains vary linearly with the radial and circumferential Lagrangian strain components. Auth.
844042 On finite deformation elasto-plasticity Nemat-Nasser, S lnt J Solids Struct V18, NIO, 1982, P857-872
844048 Granular soils under high stresses (In French) Luong, M P, Touati, A Re~ Fr Geotech N24, Aug 1983, P51-63
Some fundamental results from the finite elasto-plastic deformations of crystalline solids are reviewed. It is shown that essentially all existing elasto-plasticity concepts lead rigorously to total strain rate measures which are additively decomposed into an elastic and a plastic contribution, provided that the corresponding total elastic and plastic strain rates are conjugate to the same stress measure. A theory by Lee, stating that the decomposition of strain rate into elastic and plastic parts is in error, is reviewed. It is shown that the theory leads to an additive strain rate decomposition and that Lee's conclusions result from misinterpretation.
Experimental results obtained from the testing of several granular materials showed that the characteristic friction angle associated with a zero dilatancy rate is an intrinsic parameter independent of the initial porosity or the mean stress and insensitive to the modifications of grain size distribution during the course of loading.
844043 Effects of material rotations in tension-torsion testing Hart, E W
Int J Solids Struct V18, VII, 1982, P1031-1042 The torsion deformation mode in biaxial testing is not one of pure strain but rather one of simple shear which includes material rotation. A mathematical procedure using vectors is presented which takes account of material rotations in the interpretation of test data. 844O44 Strain-hardening topography of elastic-plastic materials Casey, J; Lin, H H
J Appl Mecli (Trams ASME, See E) VSO, N4a, Dec 1983, P795-801 844045 On finite plastic flow of crystalline solids and geomaateriais Nemat-Nasser, S l Appi Mock (Trams ASME, Set E) VSO, N4b, Dec 1983, Pl114-1126
844O49 Post failure examination of model evaperite pillars McCrae, R W, Miller, H D S; Cook, R F In: Strata Mechamics (paper to the Symposimn on Strata Mechanics, Newcastle upon Tym¢, 5-7 April 1982) P271-274. Publ Amsterdam: Elsevier, 1982 Describes the preliminary stages of an investigation into how the actual material, and particularly the individual crystals, of a model pillar behaves during 'post-failure' deformation and whether this can help explain the stress/strain relationship. To do this thin sections were examined of laboratory tested and untested specimens and also of specimens from actual failed pillars. Results indicate similar phenomena occurring in both the laboratory and actual pillar specimens. The deformation initiates through fracturing followed by shearing rotation normal to the loading, and finally cataclasis. 844050 Rock salt as a viscous liquid (In French) Tijani, S M, Vouille, G; Hugout, B
Proc 5tk CoR~'ess of the IM~mmional Societyfoe Rock Meclumics, Mdbmva¢, 10-15 Apdl 1983 V2, PD241-D246. Publ Rotterdam: A. A. Balkcma, 1983 According to the results of recent tests some of the mechanical parameters of rock salt, especially its cohesion, have been overestimated. It is shown that creep test results may be
128A interpreted by assuming rock salt to be a visco-plastic material with null cohesion. The viscosity of this 'liquid' explains how an apparent cohesion may be derived from short duration uniaxial compressive tests or relaxation tests. When designing an underground opening in such a material the duration of use and allowable strains must be considered.
844051 Resilient properties of unbound roadbase under repeated triaxiai loading Mayhew, H C Transport and Road Research Laboratory report LR 1088, 1983, 32P A study of the non-linear elastic behaviour of unbound granite and limestone roadbase material was made and values of Young's modulus and Poisson's ratio determined to provide data for modelling the response of traffic loaded pavements. A dynamic triaxial testing machine incorporating interactive computer control was designed, built and used to take the measurements. The non-linear effect of mean normal stress and deviator stress on strain response are illustrated and it is shown that bulk modulus is independent or is an even function of the third stress invariant. Avail" Transport and Road Research Laboratory, Crowthorne, Berks, UK
Time dependent behaviour 844052 Time-dependent strain relaxation of Algerie granite Engelder, T Int J Rock Meek Min Sci V21, N2, April 1984, P63-74 In situ measurements of both instantaneous and timedependent relaxation of Algerie granite in a quarry in Massachusetts, USA, indicate that the orientation of instantaneous maximum expansion is 30 deg different from the orientation of the time-dependent maximum expansion. It appears that the instantaneous relaxation orientation is controlled by contemporary tectonic stress, whereas the time-dependent relaxation orientation is controlled by healed microcracks in the granite. 30 refs.
844053 Experimental approach to the creep in triaxiai compression of two unmouided days (In French) Felix, B; Kenana, A Rev Fr Geotech N24, Aug 1983, P65-75 Following a brief discussion of the basic equations of the hereditary creep theory and a visco-plastic model derived from the Cam clay model, experimental results relating to the triaxial compression creep tests of two unremoulded clays - a soft mildly organic clay and a stiff clay - are analysed. Flow rules, dilatancy and natural anisotropy are indicated.
P h y s i c o - c h e m i c a i properties 844O54 Use of peolmrty tests to determine the thermal properties of soils Salomone, L A; Kovacs, W D Geoteck Test J I/6, N4, Dec 1983, P173-180 It is hypothesized that thermal soil behaviour of free-grained soils can be correlated with the soil limit states associated with moisture content. The optimum moisture content and plastic limit of fine-grained soils were found to correlate with the critical moisture content. The laboratory test procedures and
equipment used in determining these correlations are described.
844055 Suggested test method for determination of thermal conductivity of soil by thermal-needle procedure Chancy, R C; Ramanjaneya, G; Hencey, G; Kanchanastit. P: Hsai-Yang Fang Geotech Test J I/6, N4, Dec 1983, P220-225 A new method is proposed to determine the thermal conductivity or thermal resistivity of both undisturbed and remoulded soil samples. The method is based on the use of a transient heat method in which a thermal needle is used to create a linear heat source and a thermocouple used to monitor temperature changes with time. 844O56 Changes in in situ ultrasonic properties of rock on strain relaxation Engelder, T; Plumb, R lnt d Reek Meek Min Sei 1/21, N2, April 1984, P75-82 In situ and laboratory measurements of ultrasonic velocity have been compared to test for the effect of strain relaxation on rock properties. For granites, the larger changes in compressional wave velocity (Vp) correlate with higher in situ stresses, the maximum Vp being parallel to the direction of maximum compressive stress. For sedimentary rocks, the relation between changes in Vp and in situ stress is dependent on lithotogy. In sandstone, the direction associated with the maximum decrease in Vp accompanying strain relaxation is parallel to the maximum compressive stress. Limestone is virtually isotropic with little decrease in Vp on strain relaxation.
844057 Thermal performance of fine-grained soils Salomone, L A; Kovacs, W D: Kusada, T J Geoteck E~ng Div ASCE VllO, NGT3, March 1984. P359-374 Laboratory thermal probe tests performed on an AASHTO standard reference material (a silty clay) showed that the soil thermal behgviour correlates with the limit states of finegrained soils. Over 80 thermal resistivity measurements were made on specimens compacted to various densities and moisture contents. Results are presented which indicate that the optimum moisture content and the plastic limit can be correlated with the thermal behaviour of fine-grained soils. It was found that the minimum thermal resistivity and the critical moisture content occurred at the optimum moisture content when the soils were compacted using various compactive efforts. The knee of the thermal-resistivity-versus-moisturecontent curve defines the critical moisture content.
844O58 Thermal reastivity of soils Salomone, L A; Kovacs, W D $ Genteel F,ngnff Div ASCE VIIO, NGT3, March 1984, P375-389 Information on the thermal properties of soils from different disciplines of science and engineering is consolidated to identify low-cost, simple procedures for assessing the variation of the thermal resistivity of soils with changes in moisture content. Three procedures for determining the critical moisture content are presented. The critical moisture content is the moisture content at the knee of the thermal-resistivity-versus.moisturecontent curve. The optimum moisture content and plastic limit were found to be physical quantities indicative of the critical moisture content in soils. Also, the upper flex point of the soilmoisture-characteristics curve appears to establish the critical moisture content in soils. Auth.