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An analytical study of cone penetration tests in granular material
230A
PROPERTIES:DEFORMATION & STRENGTH
gation are analysed and compared with previous results, presenting an actual general view of the geotechnical characteristics of this deposit. -from English summary
Deformation and strength characteristics 945042 Ultimate bearing capacity of rock masses A. Serrano & C. Olalla, International Journal of Rock Mechanics & Mining Sciences, 31(2), 1994, pp 93-106. This ~aper defines a methodology for bearing capacity quanufication based on the Hock and Brown rock failure equations and by applying the characteristics method for resolving the differential equation systems which govern the stress field. Reference is made to the works of both Sokolovskii and Serrano in solving the plasticity problem. Three different regions of the charactermtic lines are considered, two of which are of the Karman type, the third being of the Prandfl type. The required data are: the type of rock, the uniaxial compressive strength of the intact rock and the Bieniawski classification (RMR parameter). -from Authors 945043 Engineering fuzzy treatment of mechanical parameters of rock (in Chinese) Li Husheng & Xiong Wenlin, Shuili Xuebao/Journal of Hydraulic Engineering, 1, 1994, pp 76-85. The relation between mechanical parameter of rock and engineering property of rock mass are discussed in this paper. Using the method of analytical hierarchies in decision theory and the comprehensive evaluation method, an engineering fuzzy treatment method of rock parameters is presented and the corresponding computation formulas are recommended. A computational example is given. The suggested method possesses wide al~pticability because of the use of expert's engineering experience. -English summary 945044 P r i m a r y fabric ellipsoids in sandstones: implications for depositional processes and strain analysis S.R. Paterson & Hao Yu, Journal of Structural Geology, 16(4), 1994, pp 505-517. When measuring strains in deformed clastic rocks, geologists usually assume one or more of the following: 1) objects were initially circular; 2) objects were initially noncircular but had uniform orientations; 3) object populations initially had a fabric, but that this fabric had a symmetrical relationship to bedding; or that 4) initial fabrics are recognizable even after straining. To evaluate these assumptions, 43 fabric ellipsoids in non-strained, poorly sorted sandstones from four depositional settings were measured. The results indicate that fabric ellipsoids measured in deformed sandstones must be corrected for the presence of primary fabrics when attempting to calculate strains. However, because of the variable orientations and shapes of the primary fabric ellipsoids and lack of relationship to bedding, strains can, at best, only be bracketed by multiplying final ellipsoids measured in strained samples by reciprocal primary fabric ellipsoids having a variety of orientations and shapes. -from Authors 945045 Modeling mechanical behavior of agricultural soils L. Chi, S. Tessier, E. McKyes & C. Lague, Transactions - American Society of Agricultural Engineers, 36(6), 1993, pp 1563-1570. The stress-strain behaviors of a Mawcook gravel-sandy loam and a Ste-Rosalie clay were studied under triaxial compression and hydrostatic compression loading paths performed on undisturbed cylindrical samples. The experimental data were compared to two nonlihnear elastic models, the hyperbolic model and Bailey's model, as well as to two elasto-plastic models, a modified Cam clay model, and the simple cap model. The experimental results indicated that softs w i ~ high clay content experienced more volume change at given stress state than the coarse sandy softs, and that soil mechanical behavior within and below the plow layer differed significantly. -from Authors
945046 Numerical simulations of g r a n u l a r soil using elliptical particles Tang-Tat Ng, Computers & Geotechnics, 16(2), 1994, pp 153-169. Two-dimensional numerical experiments on a random array of circular and elliptical particles were performed using the discrete element method to study the behavior of idealized granular soil. A new program called ELLIPSE2 was developed and used to show the stress-strain behavior of granular soil under monotonic drained compressive loading and cyclic constant volume loading at various shear strains. The numerical results were compared with available experimental data on actual sands with good agreement. -from Author 945047 An analytical study of cone penetration tests in g r a n u l a r material An-Bin Huang & M. Y. Ma, Canadian Geotechnical Journal, 31(1), 1994, pp 91-103. A numerical technique that couples the distinct-element and boundary-element methods was developed to simulate a granular soil deposit as a two-dimensional, circular disk assembly. Results show that the soil loading history can affect the characteristics of the soil failure mechanism and dilatancy. Lateral stress measurement behind the cone base is not sensitive to soil loading history. Finer particles appear to experience higher contact stresses and hence are more likely to be crushed by the cone penetration. -from Authors
945048 Study on the relationship between the particle size of soil and the angle of shear resistance under the low normal stress (in Japanese) M. Kaibori & Y. Tokudome, Memoirs - Hiroshima University, Faculty of Integrated Arts & Sciences, 19, 1993, pp 45-54. It has been occasionally explained that the angle of shear resistance depends on the soft-panicle size. To elucidate the effect due to panicle size, samples with various particle sizes should be prepared by sieving. Also, the shear experiments should be done under the low stress level, where the particles are not crushed. To obtain the relationship between the particle size of soil and the friction coefficient, direct shear tests were performed under low constant normal stress (less than ca. 230 gf/cm 2) with uniform particles of three sizes. As the result, it is found that the friction coefficient increases with the increase of the panicle size. -English summary 945049 The a p p a r e n t friction of g r a n u l a r fault gouge in sheared layers D . R . Scott, C. J. Marone & C. G. Sammis, Journal of Geophysical Research, 99(B4), 1994, pp 7231-7246. Data are presented from a series of experiments on layers of granular quartz gouge in the double-direct-shear geometry at a normal stress of 25 MPa. The apparent friction of a layer shows considerable variability depending on the thickness of the layer and the particle size aistribution of the gouge. Measurements of layer thickness during the experiments also show that the layers thin as shearing proceeds. When densilication is also admitted, a simple flow law with one adjustable parameter is required to relate the volumetric and shear strain rates. -from Authors 945050 Modelling of mechanical behaviour of some layered soils R. Kaczynski & S. J. Matysiak, Kwartalnik Geologiczny, 37(4), 1993, pp 631-644. The problem of mechanics of periodically stratified soils which can be observed in the cases of varved clays, Miocene clays and flotation wastes axe considered. The paper contains a description of layered soils and a presentauon of certain homogenized model of periodic two'layered fluid-saturated porous solids based on Biot's theory of consolidation. The example important from the view point of engineering geology applications is solved. -Authors 945051 Large-strain undrained pressuremeter interpretation based on loading and unloading data R.S. Ferreira & P. K. Robertson, Canadian Geotechnical Journal, 31(1), 1994, pp 71-78.
PROPERTIES:DEFORMATION & STRENGTH
gation are analysed and compared with previous results, presenting an actual general view of the geotechnical characteristics of this deposit. -from English summary
Deformation and strength characteristics 945042 Ultimate bearing capacity of rock masses A. Serrano & C. Olalla, International Journal of Rock Mechanics & Mining Sciences, 31(2), 1994, pp 93-106. This ~aper defines a methodology for bearing capacity quanufication based on the Hock and Brown rock failure equations and by applying the characteristics method for resolving the differential equation systems which govern the stress field. Reference is made to the works of both Sokolovskii and Serrano in solving the plasticity problem. Three different regions of the charactermtic lines are considered, two of which are of the Karman type, the third being of the Prandfl type. The required data are: the type of rock, the uniaxial compressive strength of the intact rock and the Bieniawski classification (RMR parameter). -from Authors 945043 Engineering fuzzy treatment of mechanical parameters of rock (in Chinese) Li Husheng & Xiong Wenlin, Shuili Xuebao/Journal of Hydraulic Engineering, 1, 1994, pp 76-85. The relation between mechanical parameter of rock and engineering property of rock mass are discussed in this paper. Using the method of analytical hierarchies in decision theory and the comprehensive evaluation method, an engineering fuzzy treatment method of rock parameters is presented and the corresponding computation formulas are recommended. A computational example is given. The suggested method possesses wide al~pticability because of the use of expert's engineering experience. -English summary 945044 P r i m a r y fabric ellipsoids in sandstones: implications for depositional processes and strain analysis S.R. Paterson & Hao Yu, Journal of Structural Geology, 16(4), 1994, pp 505-517. When measuring strains in deformed clastic rocks, geologists usually assume one or more of the following: 1) objects were initially circular; 2) objects were initially noncircular but had uniform orientations; 3) object populations initially had a fabric, but that this fabric had a symmetrical relationship to bedding; or that 4) initial fabrics are recognizable even after straining. To evaluate these assumptions, 43 fabric ellipsoids in non-strained, poorly sorted sandstones from four depositional settings were measured. The results indicate that fabric ellipsoids measured in deformed sandstones must be corrected for the presence of primary fabrics when attempting to calculate strains. However, because of the variable orientations and shapes of the primary fabric ellipsoids and lack of relationship to bedding, strains can, at best, only be bracketed by multiplying final ellipsoids measured in strained samples by reciprocal primary fabric ellipsoids having a variety of orientations and shapes. -from Authors 945045 Modeling mechanical behavior of agricultural soils L. Chi, S. Tessier, E. McKyes & C. Lague, Transactions - American Society of Agricultural Engineers, 36(6), 1993, pp 1563-1570. The stress-strain behaviors of a Mawcook gravel-sandy loam and a Ste-Rosalie clay were studied under triaxial compression and hydrostatic compression loading paths performed on undisturbed cylindrical samples. The experimental data were compared to two nonlihnear elastic models, the hyperbolic model and Bailey's model, as well as to two elasto-plastic models, a modified Cam clay model, and the simple cap model. The experimental results indicated that softs w i ~ high clay content experienced more volume change at given stress state than the coarse sandy softs, and that soil mechanical behavior within and below the plow layer differed significantly. -from Authors
945046 Numerical simulations of g r a n u l a r soil using elliptical particles Tang-Tat Ng, Computers & Geotechnics, 16(2), 1994, pp 153-169. Two-dimensional numerical experiments on a random array of circular and elliptical particles were performed using the discrete element method to study the behavior of idealized granular soil. A new program called ELLIPSE2 was developed and used to show the stress-strain behavior of granular soil under monotonic drained compressive loading and cyclic constant volume loading at various shear strains. The numerical results were compared with available experimental data on actual sands with good agreement. -from Author 945047 An analytical study of cone penetration tests in g r a n u l a r material An-Bin Huang & M. Y. Ma, Canadian Geotechnical Journal, 31(1), 1994, pp 91-103. A numerical technique that couples the distinct-element and boundary-element methods was developed to simulate a granular soil deposit as a two-dimensional, circular disk assembly. Results show that the soil loading history can affect the characteristics of the soil failure mechanism and dilatancy. Lateral stress measurement behind the cone base is not sensitive to soil loading history. Finer particles appear to experience higher contact stresses and hence are more likely to be crushed by the cone penetration. -from Authors
945048 Study on the relationship between the particle size of soil and the angle of shear resistance under the low normal stress (in Japanese) M. Kaibori & Y. Tokudome, Memoirs - Hiroshima University, Faculty of Integrated Arts & Sciences, 19, 1993, pp 45-54. It has been occasionally explained that the angle of shear resistance depends on the soft-panicle size. To elucidate the effect due to panicle size, samples with various particle sizes should be prepared by sieving. Also, the shear experiments should be done under the low stress level, where the particles are not crushed. To obtain the relationship between the particle size of soil and the friction coefficient, direct shear tests were performed under low constant normal stress (less than ca. 230 gf/cm 2) with uniform particles of three sizes. As the result, it is found that the friction coefficient increases with the increase of the panicle size. -English summary 945049 The a p p a r e n t friction of g r a n u l a r fault gouge in sheared layers D . R . Scott, C. J. Marone & C. G. Sammis, Journal of Geophysical Research, 99(B4), 1994, pp 7231-7246. Data are presented from a series of experiments on layers of granular quartz gouge in the double-direct-shear geometry at a normal stress of 25 MPa. The apparent friction of a layer shows considerable variability depending on the thickness of the layer and the particle size aistribution of the gouge. Measurements of layer thickness during the experiments also show that the layers thin as shearing proceeds. When densilication is also admitted, a simple flow law with one adjustable parameter is required to relate the volumetric and shear strain rates. -from Authors 945050 Modelling of mechanical behaviour of some layered soils R. Kaczynski & S. J. Matysiak, Kwartalnik Geologiczny, 37(4), 1993, pp 631-644. The problem of mechanics of periodically stratified soils which can be observed in the cases of varved clays, Miocene clays and flotation wastes axe considered. The paper contains a description of layered soils and a presentauon of certain homogenized model of periodic two'layered fluid-saturated porous solids based on Biot's theory of consolidation. The example important from the view point of engineering geology applications is solved. -Authors 945051 Large-strain undrained pressuremeter interpretation based on loading and unloading data R.S. Ferreira & P. K. Robertson, Canadian Geotechnical Journal, 31(1), 1994, pp 71-78.