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Apparatus for the determination of time dependent behaviour of rock under triaxial loading. Technical note. 2R
145A
Deformation characteristics 134.9 .~NDEBSON,DG FUGRO INC.,LONG BEACH, CALIF. ,USA RICHART, FE UNIV .MICHIGAN,ANN ABBOR ,USA EffeCts of straining on shear modulus of clays.12F,2T,12R. J .GEOTECH .ENGNG DIV. ,ASCE,VIO2,GTg, 1976, P975-987. High strain s~litude resonant c o l m m tests were conducted on hollow cylindrical ssm~les of five natural cohesive soils and one artificially prepared bentonite silica flour mixture to assess effects of shearing strain amplitude and repetitions of shearing strain on dynamic shear modulus. Results of these tests show that: (i) A threshold level for strain exists below which the modulus is virtually independent of strain or number of cycles of strain; (2) cycles of strain cause a progressive decrease in modulus when strain amplitude exceeds a threshold level; (3) cycling above a threshold level causes a dectease in low-amplltude modulus measured immediately efter the end of the hi@h-amplitude cycling; and (4) a timedependent increase in low.amplitude modulus occurs if additional cycles of high.smplltude strain are not applied. Auth. 1341 LUKAS,RG SO IL .TEST.S~V, NORTHBROOK,USA ~E BUSSY, BL NORTHWEST~qN UNIV., E~/ANSTON,ILL., USA Pressuremeter end laboratory test correlations for clays. 7F,4T,14R. J .GEOTECH.ENGNG DIV.,ASCE,VlO2,GT9,1976,P945-962. Field pressuremeter tests plus laboratory consolidation and shear strength tests were performed in clayey soils that rsnged from slightly to highly overconsolidated. Ths shear strength as measured by an unconfined compressive strength test was found to be related to the pressuremeter parameters. The preconsolidation pressure as determined by a conventional consolidation test was found to be equal to the creep pressure as measured by the pressuremeter test. Although the test results are somewhat scattered, the constrained reload modulus was found to be between 4.5 and 6 times the Pressuremeter modulus.
1342 SHVSTS,VB GAIDUK, YA Effect of weathering on Properties of coarsely fragmented residual rock. 5R. SOIL MECH. FOUND. ENGNG, ViB, N1, J~N-FE8.1976, P48- 51. 1343 FOST~, CG Accurate measurement of Poisson's ratio in small samples. 3R. EXP .MECH .VI6,NS,AUG. 1976, P311-315. A method is described whereby Poisson's ratio was measured in metallic and plastic materials to an accuracy of 0.003 (3 sigma limits ). A size limitation was imposed in that the test specimens had to be manufactured from a 50.Sen (2 in.)-diam bar with the m s x ~ , z stress direction across a diameter.
13~ DANCK~T, J WANHEIM, T Slipline wax. 7F.4R. E~2 .MECH,V16,NS,AUG .1976,P318-320. Describes an experimental method to obtain a very good approximation to the theoretical slipline field in specimens subjected to plastic deformation under plane-straln conditions. Special wax compositions have been developed which have the characteristic of changimg color in the areas where they are undergoing plastic deformation. Three different exsmples in the use of slipllne wax are given.
Surface properties 1345 LAWN,BR FULL~, ER W IED~qHORN, SM Strength de6radation of brittle surfaces: sharp indenters. 6F, IOR. J .AM.CEIqAM.SOC,V59, N5-6,MAY-JUNE, 1976, P193-197. A theory of strength loss for brittle surfaces in contact situations, developed in a Previous paper for 'blunt" indenters, is extended to the case of "sharp" indenters. A prior fracture mechanics analysis of, crack growth beneath ideal cone indenters serves as the basis for Iredeterminlng the prospective surface degradation of ceramic components in service. The possibility of minimizing degradation via ~d0ustment of materiel parameters (Including hardness) or surface condition (e.g. residual stresses, frictional properties) is briefly discussed. 1346 IADANYI,B Use of the static penetration test in frozen soils. 9F,IT,26R. CAN .GEOTECH.J .V13,N2, MAY, 1976, P95-110. A series of deep, static and quasi-static, penetration tests was carried out in July 1974 at a permafrost site near Thompson, Manitoba. The field study included stressand penetration rate-controlled tests, performed with an electric penetrometer, as well as several short-term and stage-loaded pressurameter tests. The study shows that a static penetration test can furnish valuable information on the time-dependent strength of frozen soil, Provided the test is conducted either with a very accurate control of the penetration rate, or as a stage-loaded test. It is considered that a comparison of frozen soil strengths deduced from such a test, with those determined by Pressuremeter tests or trlexial compression tests, can only be made at comparable strain rates.
Time-dependent behaviour 1357 AZIZ, KA UNIV .WINDSOR,ONTARIO, CDN LABA, JT UNIV .WINDSOR,ONTARIO, CDN Hheologlcal model of laterally stressed frozen soil. IIF,16R. J .GBOTECH.ENGNG DIV. ,ASCE,VI02, GTS, 1976, P825-839. A theological model to represent the time dependent behavlour of a frozen cohesive soll isyer, while under lateral stress and at constant temperature, is introduced. Windsor clay was used for the experimental investigations carried out to correlate the stress-time and straln.t~me behaviour of the actual frozen c~hesive soil layer with the behaviour of the mathematical model in order to establish a stress-strain-time relationship for the soil-icewater system under investigation. Auth. 1348 MESCHYAN, SR B A I R N , RG An important rule of creep of clsy soils under shear. 7R. SOIL MECH .FOUND.ENGNG, Vl3, NI, JAN.FEB. 1976, P39. 42. Experlmemtal results have shown that: the function of tangentisl stress is practically independent of the external oompactin~ load; and the creed curves for cliff. erent density-moisture states are not alike. 13~9 WILLIA~,FT SHEFFIELD UNIV, GB ELIZZI,MA SHEFFIELD UNIV, GB Apparatus for the determination of time dependent behaviour of rock under triaxial loading. Technical note. 2R. INT.J.ROCK MECH .MIN.SC I .GEOMECH .ABSTR,VI3, NS, AUG. 1976,
146A
P245-2U8 Describes a prototype apparatus for long term tri~xial testing of rock specimens, 252~n diameter by 75n~n length, at confining pressures up to 35MPa, suitable for soft rocks and evaporites. S - ~ i s e s operating experience.
Compressibility, swelling and consolidation 1350 ~DNTE, JL KR IZEK, RJ One-dimensional mat~he~tlcal model for large-strain consolidation. 6F, hT,31R. GHOTEC~NIQUE,V26, N3, SEPT .1976, P495- 510. A mathem~tlcal model is developed to represent the onedimensional large-strain consolidation of a fully saturated clay. The fluid limit is postulated to be that water content associated with a 'stress-free' condition of the soil, and it is taken as the reference state from which strs/ns are measured. The mathem~tlcal model is applied to four cases (two involving a salt flocculated kaolinite slurry and two involving a dispersed kaolinite slurry) in the stress range within which a 'slurry' is transfozmed to a 'soil'. For the particular clay (Hydrite 10) investigated it was fo~Aud that classical small-strain consolidation theory can adequately describe the deformation-time response for all practical purposes after the effective consolidation stress on the slurry had eXceeded a value of about 55kN/sq m. 1351 DE JOSS~ULIN DE JONG, G Rowe's stress.dilatancy relation based on friction.3F,BR. GEOTECHNIQUE, V26, NB, SEPT. 1976, P527- 534. Shows that Rowe's stress-dilatancy relation for grsmular assemblies in a dense packing, derived using a m~nm_bm energy ratio principle, can equally be obtained by considerlng the same model of toothed separation planes, and applying to that model the laws of friction only. 1352 O' NEILL,M~ UNr¢ HOUSTON,TF~XAS,USA MERRYIT, BK cALSING,R Consolidation of roof-penetrated clays: a case study. 12F,6R. J. GEOTECH .~NGNG DIV. ,ASCE, V102, GT8,1976, P857-873. The problem of predicting rates of settlement of clays penetrated by a network of tree roots was investigated by constructing two instrumented emben2~ents within a common vegetative environment. Observations revealed that the tree r ~ t ; act as efficient internal drains. Analytically, the roots were modeled as horizontally stacked drainage layers and as regularly spaced vertical drains in several rate prediction procedures. Drain characteristics were bask-calculated based on observations at one fill and applied to the prediction of settlement rates of one other fill with generally good accuracy. 1353 RIV~KIN, SA GUSENITSA,AP Field investigations of distribution of contact pressures in sands, sandy loams and ordinary loams. TR. SOIL MECH .FOUND. ~GNG, VI3, N1, JAN-FEB .1976, P12 -15. 1354 S~IGUCHI, H ~DRI IHARA,M Theory of one-dlmensional consolidation of clays with consideration of their rheologibal properties, llF,28R. SOILS FOUND.V16,Nl,~-R.1976,F27-44 . A stress-straln-time relation relevant to the consolidation process is deduced, by assuming Ko-conditlons, from the stress-strain-tlme thebry developed by Murs~a~a et al. (1974) and Sekiguchi (1974). A numerical solution to the mathematical equations governing the consolidation
process is presented, ~nd based on the ~edieted settlement-time factor relations a method of determinir~ the co~ficient of consolidation is proposed. The influence of bot/~ the duration of secondary compression during the prec~iir~ load and the m~(imtum drain~e distance on the consolidation behavio~/r of such clays during the following increment of losdd/~g are discussed. It is shown that there is reasonable agreement between the measured settlement and pore pressure dissipation-time curves and +~he pre~icted ones for laboratory consolidation tests on specimens of a saturated clay for es~ch of pressure increment ratios of 0.i, 0.5 and 1.O. 1355 SHA/~, ~ R~IONAL ENGNG .CO -L,WABANGAL, I~UD S~RMA,KS REGIONAL ENGNG.COLL,WARANGAL, IND VENKATARATNAM,M REGIONAL ~NGNG.COLL, W~JhNGAL, I~[D Consolidation under embankm=_nt-type loads. 8F,13R. CAN. GEOTECH. J, VI3, N1, FEB. 1976, P72 -77. Plane strain problems of consolidation (or poro-elasticity) can be solved using the two displacement functions defined by McNamee and Gibson with the help of a repeated inte~al trensform~tlon technique. The problem of a semi-infl/tlte cls~v layer whose surface is subjected to an ~ankment-type of normal trapezoidal pressure applied along an infinite strip is treated in this paper. The general loading pattern selected easily degenerates into a rectangular (unlfornuly distributed) load for which MeNamee and Gibson gave the solutions, to the trlsnguler loads and also to the line loads. Also the pore pressures have been evaluated under these types of loads when the surface is either pervious or i~rpervious. 1356 KETTLE,RJ W ILLL%~, R IT Frost heave and heaving pressure measurements in colliery shales. 7F,21R. CAN GEOTECH. J,V13, N2, MAY, 1976, P127-138. Describes a technique for measuring the pressure g~erated when heaving is restrained in a frozen soil, freezi~ being achieved by thermoelectric cooling. Although steps were taken to minimize side wall resistance between the specimen and the test mould significant under-estlmatlon of the pressure was unavoidable and further work is necessary to accurately quantify the resistance. Heave and heaving pressure are not uniquely related and althcm~h relationships have been established between these parameters separately for burnt and for unburnt shale, the technique does not at present constitute an alternative to the frost heave test. The testing programme has shown, however, that thermoelectric devices provide a reliable and efficient means for freezing specimens and an exl)erimental rig is suggested for using them in frost heave testing.
Dynamic properties 1357 PESEI~NICK,L US GEOLOGICAL SURVEY, USA DIETERICH,~I US GEOLOGICAL SURVKf,USA MJACHKDT,VI INST.PHYS.OF ~HE ~R~q~,MOSCOW,SU Variation of compresslor~ velocities in si~/lated fault gouge under normal and direct shear stress. 6F,12R. GEOPHYS .RES. LETT, V3, N7, JULY, 1976,1976, P369-372. An experimental method designed to measure ultrasonic velocities in slmAlated fault gouge subjected to ~ r m a l and direct shearing stress yields these results. For a well-compacted, unsorted, fine-grained, dry granite gouge under constant normal stress, reversible charades in Vp with shear stress are observed prior to stable sliding. Vp decreases by as much as 9% with increasing shear stress for the conditions of these experiments. For lajers of intact ~ranite slabs subjected to constant normal stress, and whose interfaces are relatively free of gouge material, Vp increases with increasing shear
Deformation characteristics 134.9 .~NDEBSON,DG FUGRO INC.,LONG BEACH, CALIF. ,USA RICHART, FE UNIV .MICHIGAN,ANN ABBOR ,USA EffeCts of straining on shear modulus of clays.12F,2T,12R. J .GEOTECH .ENGNG DIV. ,ASCE,VIO2,GTg, 1976, P975-987. High strain s~litude resonant c o l m m tests were conducted on hollow cylindrical ssm~les of five natural cohesive soils and one artificially prepared bentonite silica flour mixture to assess effects of shearing strain amplitude and repetitions of shearing strain on dynamic shear modulus. Results of these tests show that: (i) A threshold level for strain exists below which the modulus is virtually independent of strain or number of cycles of strain; (2) cycles of strain cause a progressive decrease in modulus when strain amplitude exceeds a threshold level; (3) cycling above a threshold level causes a dectease in low-amplltude modulus measured immediately efter the end of the hi@h-amplitude cycling; and (4) a timedependent increase in low.amplitude modulus occurs if additional cycles of high.smplltude strain are not applied. Auth. 1341 LUKAS,RG SO IL .TEST.S~V, NORTHBROOK,USA ~E BUSSY, BL NORTHWEST~qN UNIV., E~/ANSTON,ILL., USA Pressuremeter end laboratory test correlations for clays. 7F,4T,14R. J .GEOTECH.ENGNG DIV.,ASCE,VlO2,GT9,1976,P945-962. Field pressuremeter tests plus laboratory consolidation and shear strength tests were performed in clayey soils that rsnged from slightly to highly overconsolidated. Ths shear strength as measured by an unconfined compressive strength test was found to be related to the pressuremeter parameters. The preconsolidation pressure as determined by a conventional consolidation test was found to be equal to the creep pressure as measured by the pressuremeter test. Although the test results are somewhat scattered, the constrained reload modulus was found to be between 4.5 and 6 times the Pressuremeter modulus.
1342 SHVSTS,VB GAIDUK, YA Effect of weathering on Properties of coarsely fragmented residual rock. 5R. SOIL MECH. FOUND. ENGNG, ViB, N1, J~N-FE8.1976, P48- 51. 1343 FOST~, CG Accurate measurement of Poisson's ratio in small samples. 3R. EXP .MECH .VI6,NS,AUG. 1976, P311-315. A method is described whereby Poisson's ratio was measured in metallic and plastic materials to an accuracy of 0.003 (3 sigma limits ). A size limitation was imposed in that the test specimens had to be manufactured from a 50.Sen (2 in.)-diam bar with the m s x ~ , z stress direction across a diameter.
13~ DANCK~T, J WANHEIM, T Slipline wax. 7F.4R. E~2 .MECH,V16,NS,AUG .1976,P318-320. Describes an experimental method to obtain a very good approximation to the theoretical slipline field in specimens subjected to plastic deformation under plane-straln conditions. Special wax compositions have been developed which have the characteristic of changimg color in the areas where they are undergoing plastic deformation. Three different exsmples in the use of slipllne wax are given.
Surface properties 1345 LAWN,BR FULL~, ER W IED~qHORN, SM Strength de6radation of brittle surfaces: sharp indenters. 6F, IOR. J .AM.CEIqAM.SOC,V59, N5-6,MAY-JUNE, 1976, P193-197. A theory of strength loss for brittle surfaces in contact situations, developed in a Previous paper for 'blunt" indenters, is extended to the case of "sharp" indenters. A prior fracture mechanics analysis of, crack growth beneath ideal cone indenters serves as the basis for Iredeterminlng the prospective surface degradation of ceramic components in service. The possibility of minimizing degradation via ~d0ustment of materiel parameters (Including hardness) or surface condition (e.g. residual stresses, frictional properties) is briefly discussed. 1346 IADANYI,B Use of the static penetration test in frozen soils. 9F,IT,26R. CAN .GEOTECH.J .V13,N2, MAY, 1976, P95-110. A series of deep, static and quasi-static, penetration tests was carried out in July 1974 at a permafrost site near Thompson, Manitoba. The field study included stressand penetration rate-controlled tests, performed with an electric penetrometer, as well as several short-term and stage-loaded pressurameter tests. The study shows that a static penetration test can furnish valuable information on the time-dependent strength of frozen soil, Provided the test is conducted either with a very accurate control of the penetration rate, or as a stage-loaded test. It is considered that a comparison of frozen soil strengths deduced from such a test, with those determined by Pressuremeter tests or trlexial compression tests, can only be made at comparable strain rates.
Time-dependent behaviour 1357 AZIZ, KA UNIV .WINDSOR,ONTARIO, CDN LABA, JT UNIV .WINDSOR,ONTARIO, CDN Hheologlcal model of laterally stressed frozen soil. IIF,16R. J .GBOTECH.ENGNG DIV. ,ASCE,VI02, GTS, 1976, P825-839. A theological model to represent the time dependent behavlour of a frozen cohesive soll isyer, while under lateral stress and at constant temperature, is introduced. Windsor clay was used for the experimental investigations carried out to correlate the stress-time and straln.t~me behaviour of the actual frozen c~hesive soil layer with the behaviour of the mathematical model in order to establish a stress-strain-time relationship for the soil-icewater system under investigation. Auth. 1348 MESCHYAN, SR B A I R N , RG An important rule of creep of clsy soils under shear. 7R. SOIL MECH .FOUND.ENGNG, Vl3, NI, JAN.FEB. 1976, P39. 42. Experlmemtal results have shown that: the function of tangentisl stress is practically independent of the external oompactin~ load; and the creed curves for cliff. erent density-moisture states are not alike. 13~9 WILLIA~,FT SHEFFIELD UNIV, GB ELIZZI,MA SHEFFIELD UNIV, GB Apparatus for the determination of time dependent behaviour of rock under triaxial loading. Technical note. 2R. INT.J.ROCK MECH .MIN.SC I .GEOMECH .ABSTR,VI3, NS, AUG. 1976,
146A
P245-2U8 Describes a prototype apparatus for long term tri~xial testing of rock specimens, 252~n diameter by 75n~n length, at confining pressures up to 35MPa, suitable for soft rocks and evaporites. S - ~ i s e s operating experience.
Compressibility, swelling and consolidation 1350 ~DNTE, JL KR IZEK, RJ One-dimensional mat~he~tlcal model for large-strain consolidation. 6F, hT,31R. GHOTEC~NIQUE,V26, N3, SEPT .1976, P495- 510. A mathem~tlcal model is developed to represent the onedimensional large-strain consolidation of a fully saturated clay. The fluid limit is postulated to be that water content associated with a 'stress-free' condition of the soil, and it is taken as the reference state from which strs/ns are measured. The mathem~tlcal model is applied to four cases (two involving a salt flocculated kaolinite slurry and two involving a dispersed kaolinite slurry) in the stress range within which a 'slurry' is transfozmed to a 'soil'. For the particular clay (Hydrite 10) investigated it was fo~Aud that classical small-strain consolidation theory can adequately describe the deformation-time response for all practical purposes after the effective consolidation stress on the slurry had eXceeded a value of about 55kN/sq m. 1351 DE JOSS~ULIN DE JONG, G Rowe's stress.dilatancy relation based on friction.3F,BR. GEOTECHNIQUE, V26, NB, SEPT. 1976, P527- 534. Shows that Rowe's stress-dilatancy relation for grsmular assemblies in a dense packing, derived using a m~nm_bm energy ratio principle, can equally be obtained by considerlng the same model of toothed separation planes, and applying to that model the laws of friction only. 1352 O' NEILL,M~ UNr¢ HOUSTON,TF~XAS,USA MERRYIT, BK cALSING,R Consolidation of roof-penetrated clays: a case study. 12F,6R. J. GEOTECH .~NGNG DIV. ,ASCE, V102, GT8,1976, P857-873. The problem of predicting rates of settlement of clays penetrated by a network of tree roots was investigated by constructing two instrumented emben2~ents within a common vegetative environment. Observations revealed that the tree r ~ t ; act as efficient internal drains. Analytically, the roots were modeled as horizontally stacked drainage layers and as regularly spaced vertical drains in several rate prediction procedures. Drain characteristics were bask-calculated based on observations at one fill and applied to the prediction of settlement rates of one other fill with generally good accuracy. 1353 RIV~KIN, SA GUSENITSA,AP Field investigations of distribution of contact pressures in sands, sandy loams and ordinary loams. TR. SOIL MECH .FOUND. ~GNG, VI3, N1, JAN-FEB .1976, P12 -15. 1354 S~IGUCHI, H ~DRI IHARA,M Theory of one-dlmensional consolidation of clays with consideration of their rheologibal properties, llF,28R. SOILS FOUND.V16,Nl,~-R.1976,F27-44 . A stress-straln-time relation relevant to the consolidation process is deduced, by assuming Ko-conditlons, from the stress-strain-tlme thebry developed by Murs~a~a et al. (1974) and Sekiguchi (1974). A numerical solution to the mathematical equations governing the consolidation
process is presented, ~nd based on the ~edieted settlement-time factor relations a method of determinir~ the co~ficient of consolidation is proposed. The influence of bot/~ the duration of secondary compression during the prec~iir~ load and the m~(imtum drain~e distance on the consolidation behavio~/r of such clays during the following increment of losdd/~g are discussed. It is shown that there is reasonable agreement between the measured settlement and pore pressure dissipation-time curves and +~he pre~icted ones for laboratory consolidation tests on specimens of a saturated clay for es~ch of pressure increment ratios of 0.i, 0.5 and 1.O. 1355 SHA/~, ~ R~IONAL ENGNG .CO -L,WABANGAL, I~UD S~RMA,KS REGIONAL ENGNG.COLL,WARANGAL, IND VENKATARATNAM,M REGIONAL ~NGNG.COLL, W~JhNGAL, I~[D Consolidation under embankm=_nt-type loads. 8F,13R. CAN. GEOTECH. J, VI3, N1, FEB. 1976, P72 -77. Plane strain problems of consolidation (or poro-elasticity) can be solved using the two displacement functions defined by McNamee and Gibson with the help of a repeated inte~al trensform~tlon technique. The problem of a semi-infl/tlte cls~v layer whose surface is subjected to an ~ankment-type of normal trapezoidal pressure applied along an infinite strip is treated in this paper. The general loading pattern selected easily degenerates into a rectangular (unlfornuly distributed) load for which MeNamee and Gibson gave the solutions, to the trlsnguler loads and also to the line loads. Also the pore pressures have been evaluated under these types of loads when the surface is either pervious or i~rpervious. 1356 KETTLE,RJ W ILLL%~, R IT Frost heave and heaving pressure measurements in colliery shales. 7F,21R. CAN GEOTECH. J,V13, N2, MAY, 1976, P127-138. Describes a technique for measuring the pressure g~erated when heaving is restrained in a frozen soil, freezi~ being achieved by thermoelectric cooling. Although steps were taken to minimize side wall resistance between the specimen and the test mould significant under-estlmatlon of the pressure was unavoidable and further work is necessary to accurately quantify the resistance. Heave and heaving pressure are not uniquely related and althcm~h relationships have been established between these parameters separately for burnt and for unburnt shale, the technique does not at present constitute an alternative to the frost heave test. The testing programme has shown, however, that thermoelectric devices provide a reliable and efficient means for freezing specimens and an exl)erimental rig is suggested for using them in frost heave testing.
Dynamic properties 1357 PESEI~NICK,L US GEOLOGICAL SURVEY, USA DIETERICH,~I US GEOLOGICAL SURVKf,USA MJACHKDT,VI INST.PHYS.OF ~HE ~R~q~,MOSCOW,SU Variation of compresslor~ velocities in si~/lated fault gouge under normal and direct shear stress. 6F,12R. GEOPHYS .RES. LETT, V3, N7, JULY, 1976,1976, P369-372. An experimental method designed to measure ultrasonic velocities in slmAlated fault gouge subjected to ~ r m a l and direct shearing stress yields these results. For a well-compacted, unsorted, fine-grained, dry granite gouge under constant normal stress, reversible charades in Vp with shear stress are observed prior to stable sliding. Vp decreases by as much as 9% with increasing shear stress for the conditions of these experiments. For lajers of intact ~ranite slabs subjected to constant normal stress, and whose interfaces are relatively free of gouge material, Vp increases with increasing shear