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Evaluation of stress cell performance
9~A
85~ KRIZ~K, RJ
NORTHWESTERN UNIV. EVANSTON, ILL.USA
FARZIN, MH
STONE A~D WEBST~ E~NG, BOSIDN, USA
WISSA, AE GEO]~/~{. I~T. MIEOLETON, MASS, USA Evaluation of stress cell performance. 8F, IT, IOR. J.GEOI~CH. ENGNG DIV. ASCE,VIO0, G~I2, DEC. 1974,
the limiting stresses having a practicable value and usable in stability calculations. The domomstration of this assertion is corroborated by observations made in about ten mines whose abandoned pillars had been calcttlated.
P1275-z295. The design ar~ construction of a series of low compliance total stress cells and their performance in the laboratccy and in the field are described. Experimental data from laboratory calibration tests are evaluated by meana of several dlfferemt finita element models amd the results indicate that neither the thickness-to~dlameter ratio of these cells nor the relative stiffness of the soil anl the cell had much irdluence on the measured response, but that regions of foose or dense soil in the imnedlate vicinity of the calls do affect their output. Auth.
s% KARTAS~OV, IM Methods of quick dete~nnlnation of the rheological l~OPerties of rocks. Textbook. In Russian with Emglish table of contents. 83R. MOSCOW, NEE~A, 1973,112P.
8~ KOVARI, K TISA, A Multiple failure state ar~ strain controlled triaxial tests.15F, BT,8R. ROCK MECHANICS,VT, NI,MAR.1975, P17"33 • In this paper new methods are reported for the determination of the triaxial cOml~essive stremgth of rocks. The multiple failure state test, with several single failure states in the same specimen, represents an extension of the classical testing procedure. The strain controlled test is based, however, on a new concept a~d permits the determination of the failure envelope for a single test specimen, and also yields useful information concerning the i~fluence of chamging lateral pressures and plastic defc~mations on the ultimate strength. A large manber of tests with the different experimental methods and on several types of rock show good agreement in the results for the peak strength of intact rock as well as for the residual stremgth in the broken condition.
858 STOWE, EL Propagation of failure in a circular cylinder of rock subjected to a compressive force.Thesis.Figs, Tabls~Refs. M.S. THESIS, PENNSYLVANIA STATE UNIV.1973. The present study was designed to contribute to an understanding of how well intact rock can be modeled. Results of the theoretical model study and laboratory tests on rook specimens having the same dimensions were cempared. An elastic-elastoplastic finite element code was used to smalyze the failure growth of intact reck specimens subJected to uniaxial compression. Intact rock specimens with the same dimensions, test configurations, and physical properties as the finite element model were tested in the laboratory amd examined for failure zones and the l~Opagation of failure. The study indicated fair agreement between the theoretical ard model studies in the case of the intact granite rock studied. Auth.
859 TINCELIN, E The determination of the mechanical characteristics of rock-masses from laberatory tests. In French. 1F, ST. AN. MINES,N2 -3, FEB-MAR. 1975, I~7- 56. The calculation of the stability of an und~ground construction in rock formations takes into account the limiting stress of the rock concerned. After having lroved that the values for limiting stresses obtained in the laboratory depend on the measuring method adopted, the author shows that, with a determined process, kept at a time constant value, it is possible to determine
Classification and identification 860 FREDLUND, DG BEBGAN, AT SAUER, ~ Deformation characterization of subgrade soils for highways and rur~ays in northern enviromments. Conference. Preprint. 16F, 2T, 2OR. PROC.27TH CANADIAN GEOTECHNICAL CONF.EEMONION, NOV. 1974, P151-159. A procedure, for use in design of roads and runways, which enables the prediction of fatigue life of pavements, is described. It is based on experimental evidence indicating that the definition of resilient deformation, which controls fatigue life of pav~nents, can be resolved in terms of stress state variables. Typical forms of the constitutive relationship are presented. 861 A_~VfERBERG,A Plasticity of clays. US ARMY C.R.R.E.L. TRANSLATION FROM GERMAN. ADA 002 570,TL~13, SEPT.1974, 28P. The difference between the data for the flow limit and the plastic limit, i.e. the plasticity number, is the best measure of the degree of plasticity. Clays may be grouped into three or four plasticity classes according to the plasticity number. In %~ue first class, of high plasticity clays, the adhesion limit lies between both plasticity limits dividimg the plasticity for these clays into a sticking plasticity and a nonsticking plasticity. In the case of slightly plastic clays f~he adhesion limit usually lies outside the plasticity range. Hamdling complications due to a low position of the adhesion limit of clay can be alleviated by usimg the addition of large quantities of sand or small amounts of organic matter to raise the relative position of the adhesion limit.
Geology 862 PETROVA, LP Fur~ementals of the comparative quantitative method of evaluating landslide forming factors and countermeasures. In Russian. 7R. PROIZVOD. NAUCH. ISSLED. INST. INZHEN. IZYSKAN. STROITEL. GOsSTROIA SSSR .TRUDY.TA 705. $65,V16,1972, P21-30.
~3 GOGUEL, J The deformation of rocks. In French. 1F. AN. MI~ES,~-3, FE~MAR.1975, P33-36. Over the course of geological history, the defarmation of rocks, which today appear to us as being hard and brittle, is for a maJc~ part due to a process of dissolutlon and recrystallzatlon of grains too slow to be reproduced in a labc~ato~y. It is indispensable to take anlsotropy into account, whether it is primitive or caused by d~fo~ation, to enable the mechanics of deformation and its successive phases to be interpreted according to the marks shown by the structure of the rocks.
85~ KRIZ~K, RJ
NORTHWESTERN UNIV. EVANSTON, ILL.USA
FARZIN, MH
STONE A~D WEBST~ E~NG, BOSIDN, USA
WISSA, AE GEO]~/~{. I~T. MIEOLETON, MASS, USA Evaluation of stress cell performance. 8F, IT, IOR. J.GEOI~CH. ENGNG DIV. ASCE,VIO0, G~I2, DEC. 1974,
the limiting stresses having a practicable value and usable in stability calculations. The domomstration of this assertion is corroborated by observations made in about ten mines whose abandoned pillars had been calcttlated.
P1275-z295. The design ar~ construction of a series of low compliance total stress cells and their performance in the laboratccy and in the field are described. Experimental data from laboratory calibration tests are evaluated by meana of several dlfferemt finita element models amd the results indicate that neither the thickness-to~dlameter ratio of these cells nor the relative stiffness of the soil anl the cell had much irdluence on the measured response, but that regions of foose or dense soil in the imnedlate vicinity of the calls do affect their output. Auth.
s% KARTAS~OV, IM Methods of quick dete~nnlnation of the rheological l~OPerties of rocks. Textbook. In Russian with Emglish table of contents. 83R. MOSCOW, NEE~A, 1973,112P.
8~ KOVARI, K TISA, A Multiple failure state ar~ strain controlled triaxial tests.15F, BT,8R. ROCK MECHANICS,VT, NI,MAR.1975, P17"33 • In this paper new methods are reported for the determination of the triaxial cOml~essive stremgth of rocks. The multiple failure state test, with several single failure states in the same specimen, represents an extension of the classical testing procedure. The strain controlled test is based, however, on a new concept a~d permits the determination of the failure envelope for a single test specimen, and also yields useful information concerning the i~fluence of chamging lateral pressures and plastic defc~mations on the ultimate strength. A large manber of tests with the different experimental methods and on several types of rock show good agreement in the results for the peak strength of intact rock as well as for the residual stremgth in the broken condition.
858 STOWE, EL Propagation of failure in a circular cylinder of rock subjected to a compressive force.Thesis.Figs, Tabls~Refs. M.S. THESIS, PENNSYLVANIA STATE UNIV.1973. The present study was designed to contribute to an understanding of how well intact rock can be modeled. Results of the theoretical model study and laboratory tests on rook specimens having the same dimensions were cempared. An elastic-elastoplastic finite element code was used to smalyze the failure growth of intact reck specimens subJected to uniaxial compression. Intact rock specimens with the same dimensions, test configurations, and physical properties as the finite element model were tested in the laboratory amd examined for failure zones and the l~Opagation of failure. The study indicated fair agreement between the theoretical ard model studies in the case of the intact granite rock studied. Auth.
859 TINCELIN, E The determination of the mechanical characteristics of rock-masses from laberatory tests. In French. 1F, ST. AN. MINES,N2 -3, FEB-MAR. 1975, I~7- 56. The calculation of the stability of an und~ground construction in rock formations takes into account the limiting stress of the rock concerned. After having lroved that the values for limiting stresses obtained in the laboratory depend on the measuring method adopted, the author shows that, with a determined process, kept at a time constant value, it is possible to determine
Classification and identification 860 FREDLUND, DG BEBGAN, AT SAUER, ~ Deformation characterization of subgrade soils for highways and rur~ays in northern enviromments. Conference. Preprint. 16F, 2T, 2OR. PROC.27TH CANADIAN GEOTECHNICAL CONF.EEMONION, NOV. 1974, P151-159. A procedure, for use in design of roads and runways, which enables the prediction of fatigue life of pavements, is described. It is based on experimental evidence indicating that the definition of resilient deformation, which controls fatigue life of pav~nents, can be resolved in terms of stress state variables. Typical forms of the constitutive relationship are presented. 861 A_~VfERBERG,A Plasticity of clays. US ARMY C.R.R.E.L. TRANSLATION FROM GERMAN. ADA 002 570,TL~13, SEPT.1974, 28P. The difference between the data for the flow limit and the plastic limit, i.e. the plasticity number, is the best measure of the degree of plasticity. Clays may be grouped into three or four plasticity classes according to the plasticity number. In %~ue first class, of high plasticity clays, the adhesion limit lies between both plasticity limits dividimg the plasticity for these clays into a sticking plasticity and a nonsticking plasticity. In the case of slightly plastic clays f~he adhesion limit usually lies outside the plasticity range. Hamdling complications due to a low position of the adhesion limit of clay can be alleviated by usimg the addition of large quantities of sand or small amounts of organic matter to raise the relative position of the adhesion limit.
Geology 862 PETROVA, LP Fur~ementals of the comparative quantitative method of evaluating landslide forming factors and countermeasures. In Russian. 7R. PROIZVOD. NAUCH. ISSLED. INST. INZHEN. IZYSKAN. STROITEL. GOsSTROIA SSSR .TRUDY.TA 705. $65,V16,1972, P21-30.
~3 GOGUEL, J The deformation of rocks. In French. 1F. AN. MI~ES,~-3, FE~MAR.1975, P33-36. Over the course of geological history, the defarmation of rocks, which today appear to us as being hard and brittle, is for a maJc~ part due to a process of dissolutlon and recrystallzatlon of grains too slow to be reproduced in a labc~ato~y. It is indispensable to take anlsotropy into account, whether it is primitive or caused by d~fo~ation, to enable the mechanics of deformation and its successive phases to be interpreted according to the marks shown by the structure of the rocks.