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Cone penetrometer and liquid limit. Technical note
128A
826025 CONE PENETROMETER AND LIQUID LIMIT. TECHNICAL NOTE Wood, D M Geotechnique, V32, N2, June 1982, P152-157 Discusses the use of a cone penetrometer to measure the liquid limit of soils and compares the method with the Casagrande method and the results with the undrained strengths of clays. Concludes that the method provides a useful index property for soils. 826026 SPATIAL VARIABILITY OF THE UNDRAINED ~IRENGTH OF CLAYS Asaoka, A; A-Grivas, D J Geotech Engng Div ASCE, Vl08, NGTS, May 1982, P743-756 A simple yet accurate procedure for the description of the spatial variability of the undrained shear strength S of soft clays is achieved on the basis of experimental findings and field observations of the depth-dependent nature of S. The main features of the method are a linear with depth variation of the mean value and standard deviation of S and a smooth exponential function that describes the correlation between values received by S at different vertical locations. The developed procedure is illustrated in a case study involving actual strength data. 826027 OFFSHORE SAMPLE DISTURBANCE AND ITS EFFECT ON PILING DESIGN Dov._-r~ A R; Ralney, W S; Thompson, G R Oil Gas J, v79, N41. 12 Oct 1981, I~7-90 MinlsZure vane tests and fall cone tests were carried out on samples of marine clay. Undrained ~hear strengths obtained from these methods are compared. It was also found that testing location within the samples affected the streng~Ja results, wi¢/~ undrained shear streng*~h values obtained from tests conducted near the tip of the sampling tubes being consistently lower than at selected points further into the tube. The effect of these different .values on ~ltlmste pile capacity and p~le design is shown. 826028 STUDY ON BIAXIAL TESTS OF ROCKS. MECHANICAl. BEHAVIOUR OF ROCK PLATE SPECIMENS UNDER COMBINED STRESSES OF COM~RESSION-COMPRESSION AND COMPRESSION-TENSION (IN JAPANESE) Kobayashi, R; Furuzumi, M J Min Metal/ Inst Japan, V97, Nlll6, 1981-1982, I~77-82 Biaxial tests were carried o~b on Ogino tuff, Karawago tuff and Kimachi sandstone using a specially designed machine. Th~ msximum value of fail1~re strength of Kawarago tuff in compression-compression test is about 1.4 times the unlaxial compressive strength, Kimachl sandstone about 1. 9 times, and Ogino tuff about 1.3 times. The increase of failure strength of rocks in compresslon-compresslon tests shows that the magnitude of the intermediate principle stress has a considerable influence on the magnitude of the fracture strength. The failure limiting llne of rocks in compressiontension test has two sections~ One curved section shows the range over which the failure strength of rocks decreases as the tensile stress increases. The other linear section shows the range over which the failure strength g~adua/_ly spproaches the uni~xisl tensile strength.
826029 STRENGTH OF ROCK MASS ESTIMATED BY TESTING M~OD OF sHEARING ROCKS Bk~/WEEN TWO BOREHOLES (IN JAPANESE ) Kobay~shi~ R; S ~ o t o , F J Min Metal/ lr~st Japan, V97, Nlll5, Jan 1981, FT-12 A new b~rehole-type shear instrument is inserted in one side of the two bore-holes and the rocks between the bore_holes are punched by s shear edge which is pressed by an oil p~mp. The shear strength Is calcul=_ted from the applied shear los~ and the shearing area° 826030 API~LICATION OF A CRITICAL STATE SOIL MODEL FOR CYCLIC TRIAXIAL TESTS Carter, J P; Brooker, J R; Wroth, C P Proc 3rd Australia-New Zealand Conference on Geomechanics, Wellington, 12-16 May 1980, V2, P121-126. Publ Wellington: New Zealand Institution of Engineers, 1980 The concepts of critical state soll mechanics have been used to develop a simple mathematicsl model which predicts many aspects of the beh~vlour of clays under repeated loading. The model employs the parameters that are usually associated with the Cam-clay family of models together with an additional parameter which chsracterises the cyclic behaviour. Numerical studies are made of the behaviou~ of the model urder cyclic triaxial test conlitlons. Predict i o ~ are compared with the results of laboratory tests on a saturated clay. Auth. 826031 RATIONAL APPROACH TO THE POINT LOAD TEST Read, J R L; Thornton, P N; Regan, w M Proc 3rd Australla-New Zealand Conference on Geomechanlcs, Wellington, 12-16 May 1980, V2, P35-39. Publ Wellington: New Zealand Institution of Engineers, 1980 Conversion factors correlating point load strength with unlaxial compressive strength are subject to errors. In additlon test results may be ~ffected by sample anisotropy. Examples are given to show that provided these limitations are recognised the test can be successfully used to measure the strength of rock samples and classify rock. Auth. 826032 SOME PLASTICTTY SOLUTIONS RELEVANT TO THE BEARING CAPACITY OF ROCK AND FISSURED CLAY. JOHN JAEGER MEMORIAL LECTURE Davis, E H Proc 3rd Australla-New Zealand Conference on Geomechanlcs, Wellington, 12-16 May 1980, V3, P27-36. Publ Wellington: New Zealand Institution of Engineers, 1980 Examines the theoretical effects of seml-brittle or strain softening behaviour and the presence of defects, such as Joints and fissures, on the stability of soil and rock masses. This is done by analysing results from box models to determine the surface bearing capacity under plane strain conditions and under mouotonically increasing or single load application. Cyclic loading of footings is briefly considered 0
Deformation characteristics 826033 DEFORMABILI'Iqf OF LAYERED OR JOINTED ROCK MASSES: ANALYSIS AND CC~PARISON OF DIFFERENT TYPEs OF TEA
826025 CONE PENETROMETER AND LIQUID LIMIT. TECHNICAL NOTE Wood, D M Geotechnique, V32, N2, June 1982, P152-157 Discusses the use of a cone penetrometer to measure the liquid limit of soils and compares the method with the Casagrande method and the results with the undrained strengths of clays. Concludes that the method provides a useful index property for soils. 826026 SPATIAL VARIABILITY OF THE UNDRAINED ~IRENGTH OF CLAYS Asaoka, A; A-Grivas, D J Geotech Engng Div ASCE, Vl08, NGTS, May 1982, P743-756 A simple yet accurate procedure for the description of the spatial variability of the undrained shear strength S of soft clays is achieved on the basis of experimental findings and field observations of the depth-dependent nature of S. The main features of the method are a linear with depth variation of the mean value and standard deviation of S and a smooth exponential function that describes the correlation between values received by S at different vertical locations. The developed procedure is illustrated in a case study involving actual strength data. 826027 OFFSHORE SAMPLE DISTURBANCE AND ITS EFFECT ON PILING DESIGN Dov._-r~ A R; Ralney, W S; Thompson, G R Oil Gas J, v79, N41. 12 Oct 1981, I~7-90 MinlsZure vane tests and fall cone tests were carried out on samples of marine clay. Undrained ~hear strengths obtained from these methods are compared. It was also found that testing location within the samples affected the streng~Ja results, wi¢/~ undrained shear streng*~h values obtained from tests conducted near the tip of the sampling tubes being consistently lower than at selected points further into the tube. The effect of these different .values on ~ltlmste pile capacity and p~le design is shown. 826028 STUDY ON BIAXIAL TESTS OF ROCKS. MECHANICAl. BEHAVIOUR OF ROCK PLATE SPECIMENS UNDER COMBINED STRESSES OF COM~RESSION-COMPRESSION AND COMPRESSION-TENSION (IN JAPANESE) Kobayashi, R; Furuzumi, M J Min Metal/ Inst Japan, V97, Nlll6, 1981-1982, I~77-82 Biaxial tests were carried o~b on Ogino tuff, Karawago tuff and Kimachi sandstone using a specially designed machine. Th~ msximum value of fail1~re strength of Kawarago tuff in compression-compression test is about 1.4 times the unlaxial compressive strength, Kimachl sandstone about 1. 9 times, and Ogino tuff about 1.3 times. The increase of failure strength of rocks in compresslon-compresslon tests shows that the magnitude of the intermediate principle stress has a considerable influence on the magnitude of the fracture strength. The failure limiting llne of rocks in compressiontension test has two sections~ One curved section shows the range over which the failure strength of rocks decreases as the tensile stress increases. The other linear section shows the range over which the failure strength g~adua/_ly spproaches the uni~xisl tensile strength.
826029 STRENGTH OF ROCK MASS ESTIMATED BY TESTING M~OD OF sHEARING ROCKS Bk~/WEEN TWO BOREHOLES (IN JAPANESE ) Kobay~shi~ R; S ~ o t o , F J Min Metal/ lr~st Japan, V97, Nlll5, Jan 1981, FT-12 A new b~rehole-type shear instrument is inserted in one side of the two bore-holes and the rocks between the bore_holes are punched by s shear edge which is pressed by an oil p~mp. The shear strength Is calcul=_ted from the applied shear los~ and the shearing area° 826030 API~LICATION OF A CRITICAL STATE SOIL MODEL FOR CYCLIC TRIAXIAL TESTS Carter, J P; Brooker, J R; Wroth, C P Proc 3rd Australia-New Zealand Conference on Geomechanics, Wellington, 12-16 May 1980, V2, P121-126. Publ Wellington: New Zealand Institution of Engineers, 1980 The concepts of critical state soll mechanics have been used to develop a simple mathematicsl model which predicts many aspects of the beh~vlour of clays under repeated loading. The model employs the parameters that are usually associated with the Cam-clay family of models together with an additional parameter which chsracterises the cyclic behaviour. Numerical studies are made of the behaviou~ of the model urder cyclic triaxial test conlitlons. Predict i o ~ are compared with the results of laboratory tests on a saturated clay. Auth. 826031 RATIONAL APPROACH TO THE POINT LOAD TEST Read, J R L; Thornton, P N; Regan, w M Proc 3rd Australla-New Zealand Conference on Geomechanlcs, Wellington, 12-16 May 1980, V2, P35-39. Publ Wellington: New Zealand Institution of Engineers, 1980 Conversion factors correlating point load strength with unlaxial compressive strength are subject to errors. In additlon test results may be ~ffected by sample anisotropy. Examples are given to show that provided these limitations are recognised the test can be successfully used to measure the strength of rock samples and classify rock. Auth. 826032 SOME PLASTICTTY SOLUTIONS RELEVANT TO THE BEARING CAPACITY OF ROCK AND FISSURED CLAY. JOHN JAEGER MEMORIAL LECTURE Davis, E H Proc 3rd Australla-New Zealand Conference on Geomechanlcs, Wellington, 12-16 May 1980, V3, P27-36. Publ Wellington: New Zealand Institution of Engineers, 1980 Examines the theoretical effects of seml-brittle or strain softening behaviour and the presence of defects, such as Joints and fissures, on the stability of soil and rock masses. This is done by analysing results from box models to determine the surface bearing capacity under plane strain conditions and under mouotonically increasing or single load application. Cyclic loading of footings is briefly considered 0
Deformation characteristics 826033 DEFORMABILI'Iqf OF LAYERED OR JOINTED ROCK MASSES: ANALYSIS AND CC~PARISON OF DIFFERENT TYPEs OF TEA