- Email: [email protected]
Generalized hypoelastic constitutive equation
163A 903256 Applications of the discrete element method to research of strata control and ground movement Wang Yongjia; Xing Jibo Proe International Symposium on Modern Mining Technology, Taian, October 1988 P333-338. Publ Taian: Shandong Institute of Mining and Technology, 1988
903260 Double hardening constitutive model for soils, parameter determination and predictions for two sands Lade, P V Proc International Workshop on Constitutive Equations for Granular Non-Cohesive Soils, Cleveland, 22-24 July 1987 P367-382. Publ Rotterdam: A A Balkema, 1989
The fundamentals of the discrete element method for analysis of problems in jointed rocks are first presented. Problems of single wedge stability and ground movement with support, and comparisons of the discrete element method with block modelling are presented. The dem is seen to be a useful tool in geomechanics, and it has advantages over other mathematical and physical modelling techniques, particularly in heavily jointed rocks.
An elastoplastic stress-strain model applicable to sands is presented. It incorporates two curved intersecting yield surfaces and is applicable to general three dimensional stress conditions. The model can be calibrated using results of isotropic compression and conventional drained triaxial compression tests. Parameter evaluation for tests on Hostun sand is demonstrated, and the model is used to predict behaviour of Hostun and Reid Bedford sands in hollow cylinder and cube tests.
903257 Constitutive model for sands and its applications to monotonic and cyclic Ioadings Jarzebowski, A; Mroz. Z Proc International Workshop on Constitutive Equations for Granular Non-Cohesive Soils, Cleveland, 22-24 July 1987 P307-323. Publ Rotterdam: A A Balkemao 1989 An improvement to the constitutive models of Mroz and Pietruszczak (198', 1983) is presented. It retains the basic assumptions, but a nonassociated flow rule is assumed and the rule of evolution of a stress reversal surface is modified. Identification of model parameters is described. Model prediction is good for both proportional and non-proportional monotonic loading, but has some shortcomings in prediction of cyclic loading tests. Improved calibration for the latter case is discussed.
903258 Elasto-plastic model for sand based on fuzzy-sets Klisinski, M; Alawi, M M; Sture, S; Ko, H Y; Wood, D M Proe International Workshop on Constitutive Equations for Granular Non-Cohesive Soils, Cleveland, 22-24 July 1987 P325-347. Publ Rotterdam: A A Balkema, 1989 An incremental elastoplastic constitutive model is presented which is based on conventional flow plasticity concepts, but which uses analytical tools from fuzzy set theory to obtain simple geometric interpretations of and formulations for hardening, hysteresis, memory effects, and kinematic mechanisms, without having to resort to complex analytical formulations. Calibration. parameter identification, and model behaviour are discussed.
903259 Generalized hypoelastie constitutive equation Kolymbas, D Proc International Workshop on Constitutive Equations for Granular Non-Cohesive Soils, Cleveland, 22-24 July 1987 P349-366. Publ Rotterdam: A A Balkema. 1989 A constitutive equation which is a generalisation of the hypoelastic constitutive equation is presented. It represents material behaviour in a single equation and needs no additional loading/unloading criteria nor concepts such as yield surface. It uses only 4 material parameters which can be obtained from a single conventional triaxial compression test without unloading. Calibration and predictive ability for Hostun and Reid Bedford sands in hollow cylinder and cube tests are discussed.
903261 Joint-invariant bounding surface plasticity model for anisotropie behavior of sands Liang, g Y; Sobhanie, M; Shaw, H L Proc International Workshop on Constitutive Equations for Granular Non-Cobesive Soils, Cleveland, 22-24 July 1987 P383-401. Publ Rotterdam: A A Balkema, 1989 A joint-invariant constitutive model for cohesionless granular materials subject to complicated stress conditions has been developed within Bounding Surface plasticity theory. The initial model described qualitative behavioural trends observed in the laboratory and further refinement is ongoing. Formulation is described in detail and procedures to determine the 5 matevial constants involved are illustrated. Calibration is shown. Predictive capacity and model weaknesses are discussed. 903262 Constitutive model of sands directly expressed in general coordinates for evaluating principal stress rotation and the comparison of its predicted values with the measured values Matsuoka, H; Suzuki, Y Proc International Workshop on Constitutive Equations for Granular Non-Cohesive Soils, Cleveland, 22-24 July 1987 P403-426. Publ Rotterdam: A A Balkema, 1989 A constitutive model in which the general strain increments are directly related to the general stress increments is presented. It can describe strains arising from principal stress rotation, which cannot be achieved using the general theory of plasticity. The stress strain matrix between the stress increments and the strain increments is expressed in general coordinates. The 6 material parameters for the model are determined from conventional triaxial and compression tests. Good agreement is seen between model predictions and observed behaviour for 2 sands in hollow cylinder and cube tests. 903263 Cyclic viscoplastic constitutive model for clay Oka, F Proc 6th International Conference on Numerical Methods in Geomechanics, innsbruck, 11-15 April 1988 VI, P293-298. Publ Rotterdam: A A Balkema, 1988 A cyclic elasto-viscoplastic constitutive model is derived based on the overstress type viscoplasticity theory and the non-associated flow rule. Special attention is concentrated on random cyclic loading. The hardening function is extended in order to describe the behaviour under cyclic loading. The proposed theory is applied to triaxial cyclic tests on overconsolidated silty clay. Auth
,E; 1990 Pergamon Press plc. Reproduction not permitted
903260 Double hardening constitutive model for soils, parameter determination and predictions for two sands Lade, P V Proc International Workshop on Constitutive Equations for Granular Non-Cohesive Soils, Cleveland, 22-24 July 1987 P367-382. Publ Rotterdam: A A Balkema, 1989
The fundamentals of the discrete element method for analysis of problems in jointed rocks are first presented. Problems of single wedge stability and ground movement with support, and comparisons of the discrete element method with block modelling are presented. The dem is seen to be a useful tool in geomechanics, and it has advantages over other mathematical and physical modelling techniques, particularly in heavily jointed rocks.
An elastoplastic stress-strain model applicable to sands is presented. It incorporates two curved intersecting yield surfaces and is applicable to general three dimensional stress conditions. The model can be calibrated using results of isotropic compression and conventional drained triaxial compression tests. Parameter evaluation for tests on Hostun sand is demonstrated, and the model is used to predict behaviour of Hostun and Reid Bedford sands in hollow cylinder and cube tests.
903257 Constitutive model for sands and its applications to monotonic and cyclic Ioadings Jarzebowski, A; Mroz. Z Proc International Workshop on Constitutive Equations for Granular Non-Cohesive Soils, Cleveland, 22-24 July 1987 P307-323. Publ Rotterdam: A A Balkemao 1989 An improvement to the constitutive models of Mroz and Pietruszczak (198', 1983) is presented. It retains the basic assumptions, but a nonassociated flow rule is assumed and the rule of evolution of a stress reversal surface is modified. Identification of model parameters is described. Model prediction is good for both proportional and non-proportional monotonic loading, but has some shortcomings in prediction of cyclic loading tests. Improved calibration for the latter case is discussed.
903258 Elasto-plastic model for sand based on fuzzy-sets Klisinski, M; Alawi, M M; Sture, S; Ko, H Y; Wood, D M Proe International Workshop on Constitutive Equations for Granular Non-Cohesive Soils, Cleveland, 22-24 July 1987 P325-347. Publ Rotterdam: A A Balkema, 1989 An incremental elastoplastic constitutive model is presented which is based on conventional flow plasticity concepts, but which uses analytical tools from fuzzy set theory to obtain simple geometric interpretations of and formulations for hardening, hysteresis, memory effects, and kinematic mechanisms, without having to resort to complex analytical formulations. Calibration. parameter identification, and model behaviour are discussed.
903259 Generalized hypoelastie constitutive equation Kolymbas, D Proc International Workshop on Constitutive Equations for Granular Non-Cohesive Soils, Cleveland, 22-24 July 1987 P349-366. Publ Rotterdam: A A Balkema. 1989 A constitutive equation which is a generalisation of the hypoelastic constitutive equation is presented. It represents material behaviour in a single equation and needs no additional loading/unloading criteria nor concepts such as yield surface. It uses only 4 material parameters which can be obtained from a single conventional triaxial compression test without unloading. Calibration and predictive ability for Hostun and Reid Bedford sands in hollow cylinder and cube tests are discussed.
903261 Joint-invariant bounding surface plasticity model for anisotropie behavior of sands Liang, g Y; Sobhanie, M; Shaw, H L Proc International Workshop on Constitutive Equations for Granular Non-Cobesive Soils, Cleveland, 22-24 July 1987 P383-401. Publ Rotterdam: A A Balkema, 1989 A joint-invariant constitutive model for cohesionless granular materials subject to complicated stress conditions has been developed within Bounding Surface plasticity theory. The initial model described qualitative behavioural trends observed in the laboratory and further refinement is ongoing. Formulation is described in detail and procedures to determine the 5 matevial constants involved are illustrated. Calibration is shown. Predictive capacity and model weaknesses are discussed. 903262 Constitutive model of sands directly expressed in general coordinates for evaluating principal stress rotation and the comparison of its predicted values with the measured values Matsuoka, H; Suzuki, Y Proc International Workshop on Constitutive Equations for Granular Non-Cohesive Soils, Cleveland, 22-24 July 1987 P403-426. Publ Rotterdam: A A Balkema, 1989 A constitutive model in which the general strain increments are directly related to the general stress increments is presented. It can describe strains arising from principal stress rotation, which cannot be achieved using the general theory of plasticity. The stress strain matrix between the stress increments and the strain increments is expressed in general coordinates. The 6 material parameters for the model are determined from conventional triaxial and compression tests. Good agreement is seen between model predictions and observed behaviour for 2 sands in hollow cylinder and cube tests. 903263 Cyclic viscoplastic constitutive model for clay Oka, F Proc 6th International Conference on Numerical Methods in Geomechanics, innsbruck, 11-15 April 1988 VI, P293-298. Publ Rotterdam: A A Balkema, 1988 A cyclic elasto-viscoplastic constitutive model is derived based on the overstress type viscoplasticity theory and the non-associated flow rule. Special attention is concentrated on random cyclic loading. The hardening function is extended in order to describe the behaviour under cyclic loading. The proposed theory is applied to triaxial cyclic tests on overconsolidated silty clay. Auth
,E; 1990 Pergamon Press plc. Reproduction not permitted