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Model of sand behavior towards shearing and compression in three dimensional conditions of stress and strain
27A stress across the pillar height, and a beam model of overlying rock strata are also assumed. Elastoplastic stress distribution within the pillar and onset of instability occurring for the critical opening are determined. Results are compared with those of an analysis assuming a simplified spring model of the beam. 901208
901212 Prediction of deformation of Hostan and Reid Bedford sands ~th a simple bonndlnl surface plasticitymodel Bardet, J P
Proc lntertmtional Workshop on Comtitati~e Equtio~ for Granular Non-Cokesi~ Soils, Cl~ekmd, 22-24 July 1987 P131-147. Publ Rotterdam: A A Balkema, 1989
Application of physical and mathematical modelling in underground excavations Indraratna, B; Naguleswary, S; Balasubramaniam, A S Rock Meckaalcs as a Guide for E~O~cient Utilization of Natural Resources: Proc 30th U.S. Symposium, Morgantown, 19-22 June 1989 1'301-308. Publ Rotterdam: A A Balkema, 1989
A constitutive model which simulates the nonlinear and irreversible behaviour of dense sands has been constructed within the framework of bounding surface plasticity. The bounding surface is chosen as the peak failure surface and stress-dilatancy is described with a non-associated flow rule. The model was calibrated using results from triaxial tests. It can predict sand behaviour under monotonic and cyclic loading.
A method to combine physical simulation techniques with aspects of mathematical modelling has been developed, based on matrix algebra. It can incorporate many variable parameters. The method is illustrated by application to tunnel stability and tunnel convergence.
901213 Constitutive model for granular materials based on two
901209
Kinematics with or without rotation and stress rate Lanier, J Proc International Workshop on Constitutive Equations for Granular Non-Cohesive Soils, Cleveland, 22-24 July 1987 !"59-60. Publ Rotterdam: A A Baikema, 1989 Hollow cylinder and true triaxial tests were carried out to enable study of the notion of kinematics with and without principal stress rotation within the framework of large deformation. Classification of kinematics within continuum mechanics is discussed. The choice of stress rate, which is important in incremental constitutive relations, is analysed. 901210
Cyclic elasto-plastic constitutive model for sand Akai, K; Adachi, T; Oka, F Proc International Workshop on Constitutive Equations for Granular Non-Cohesive Soils, Cleveland, 22-24 July 1987 P101-114. Publ Rotterdam: A A Balkema, 1989 A constitutive model for sand based on elasto-plasticity is developed which can describe the behaviour of normally or overconsolidated material under cyclic loading. It is a modification of the model of Adachi and Oka 0986) and can handle general stress conditions such as circular stress paths. The plastic yield function and strain hardening parameters are described. Calibration of the model for Hostun and Reid Bedford sands and improvement of its predictive capacities are discussed.
plasticity mechanisms Cambou, B; Jafari, K Proc International Workshop on Constitutive Equations for Granular Non-Cokesive Sm'ls, Cleoeland, 22-24 July 1987 P149-167. Publ Rotterdam: A A Balkema, 1989 A constitutive model for granular materials has been developed within the framework of Generalised Standard Elastic Models. The general formulation is presented and isotropic and deviatoric yielding mechanisms developed. The coupling of these mechanisms is described by a kinematic condition. The calibration of the model is described and its predictive capacity discussed.
901214
Model of sand behavior towards shearing and compression in three dimensional conditions of stress and strain Chaffois, S; Monnet, J Proc lnternatimml Workshop on Constitutive Equations for Granular Non-Cokesi~e Soils, Chveland, 22-24 July 1987 P169-181. Publ Rotterdam: A A Balkema, 1989 A constitutive model for sand under true triaxial shear and compression is developed. It requires only 6 material constants, which may be determined from standard laboratory tests, for normally consolidated soil: initial void ratio, compression and recompression moduli, Poisson's ratio, internal friction angle, and interparticulate angle of friction. Two extra parameters, void ratio at overconsolidation pressure and overconsolidation pressure, are needed to describe overconsolidated sands.
901211
CAP model for fitting the stress-strain response of Hostun and Reid Bedford sands Baladi, G Y Proc International Workshop on Constitutive Equations for Granular Nan-Cohesive Soils, Clooeland, 22-24 July 1987 P115-130. Publ Rotterdam: A A Balkema, 1989 A three dimensional elastoplastic constitutive model containing 18 parameters determined from standard laboratory tests is presented. It can describe hysteretic behaviour under hydrostatic and deviatoric stress states. The model was developed and calibrated using results of triaxial and hydrostatic tests in hollow cylinder and cubic devices. The model is in good agreement with calibration data, but fails to predict accurately for cyclic or circular load paths. Predictive capacity may be improved by incorporation of kinematic hardening.
901215
Incrementally mulfl-Hncar and non-Hnenr constitutive relations: a comparative study for practical use Darve, F; Chau, B; Dendani, H Proc 6tk IMertmtiotud Cotiforence on Nmnericai Methods in Genmeckaalcs, I n - - k , 11-15 April 1988 I/1, P37-43. Publ Rotterdam: A A Balkema, 1988 Constitutive relations with different structures (incrementally linear, octolinenr and nonlinear) but with all other characteristics the same are compared. For some stress paths the results are little influenced by the structure, but for others the differences are notable. Findings are considered with reference to implementation of the models in finite element analysis.
© 1990 Pergamon Press pic, Reproduction not permitted
901212 Prediction of deformation of Hostan and Reid Bedford sands ~th a simple bonndlnl surface plasticitymodel Bardet, J P
Proc lntertmtional Workshop on Comtitati~e Equtio~ for Granular Non-Cokesi~ Soils, Cl~ekmd, 22-24 July 1987 P131-147. Publ Rotterdam: A A Balkema, 1989
Application of physical and mathematical modelling in underground excavations Indraratna, B; Naguleswary, S; Balasubramaniam, A S Rock Meckaalcs as a Guide for E~O~cient Utilization of Natural Resources: Proc 30th U.S. Symposium, Morgantown, 19-22 June 1989 1'301-308. Publ Rotterdam: A A Balkema, 1989
A constitutive model which simulates the nonlinear and irreversible behaviour of dense sands has been constructed within the framework of bounding surface plasticity. The bounding surface is chosen as the peak failure surface and stress-dilatancy is described with a non-associated flow rule. The model was calibrated using results from triaxial tests. It can predict sand behaviour under monotonic and cyclic loading.
A method to combine physical simulation techniques with aspects of mathematical modelling has been developed, based on matrix algebra. It can incorporate many variable parameters. The method is illustrated by application to tunnel stability and tunnel convergence.
901213 Constitutive model for granular materials based on two
901209
Kinematics with or without rotation and stress rate Lanier, J Proc International Workshop on Constitutive Equations for Granular Non-Cohesive Soils, Cleveland, 22-24 July 1987 !"59-60. Publ Rotterdam: A A Baikema, 1989 Hollow cylinder and true triaxial tests were carried out to enable study of the notion of kinematics with and without principal stress rotation within the framework of large deformation. Classification of kinematics within continuum mechanics is discussed. The choice of stress rate, which is important in incremental constitutive relations, is analysed. 901210
Cyclic elasto-plastic constitutive model for sand Akai, K; Adachi, T; Oka, F Proc International Workshop on Constitutive Equations for Granular Non-Cohesive Soils, Cleveland, 22-24 July 1987 P101-114. Publ Rotterdam: A A Balkema, 1989 A constitutive model for sand based on elasto-plasticity is developed which can describe the behaviour of normally or overconsolidated material under cyclic loading. It is a modification of the model of Adachi and Oka 0986) and can handle general stress conditions such as circular stress paths. The plastic yield function and strain hardening parameters are described. Calibration of the model for Hostun and Reid Bedford sands and improvement of its predictive capacities are discussed.
plasticity mechanisms Cambou, B; Jafari, K Proc International Workshop on Constitutive Equations for Granular Non-Cokesive Sm'ls, Cleoeland, 22-24 July 1987 P149-167. Publ Rotterdam: A A Balkema, 1989 A constitutive model for granular materials has been developed within the framework of Generalised Standard Elastic Models. The general formulation is presented and isotropic and deviatoric yielding mechanisms developed. The coupling of these mechanisms is described by a kinematic condition. The calibration of the model is described and its predictive capacity discussed.
901214
Model of sand behavior towards shearing and compression in three dimensional conditions of stress and strain Chaffois, S; Monnet, J Proc lnternatimml Workshop on Constitutive Equations for Granular Non-Cokesi~e Soils, Chveland, 22-24 July 1987 P169-181. Publ Rotterdam: A A Balkema, 1989 A constitutive model for sand under true triaxial shear and compression is developed. It requires only 6 material constants, which may be determined from standard laboratory tests, for normally consolidated soil: initial void ratio, compression and recompression moduli, Poisson's ratio, internal friction angle, and interparticulate angle of friction. Two extra parameters, void ratio at overconsolidation pressure and overconsolidation pressure, are needed to describe overconsolidated sands.
901211
CAP model for fitting the stress-strain response of Hostun and Reid Bedford sands Baladi, G Y Proc International Workshop on Constitutive Equations for Granular Nan-Cohesive Soils, Clooeland, 22-24 July 1987 P115-130. Publ Rotterdam: A A Balkema, 1989 A three dimensional elastoplastic constitutive model containing 18 parameters determined from standard laboratory tests is presented. It can describe hysteretic behaviour under hydrostatic and deviatoric stress states. The model was developed and calibrated using results of triaxial and hydrostatic tests in hollow cylinder and cubic devices. The model is in good agreement with calibration data, but fails to predict accurately for cyclic or circular load paths. Predictive capacity may be improved by incorporation of kinematic hardening.
901215
Incrementally mulfl-Hncar and non-Hnenr constitutive relations: a comparative study for practical use Darve, F; Chau, B; Dendani, H Proc 6tk IMertmtiotud Cotiforence on Nmnericai Methods in Genmeckaalcs, I n - - k , 11-15 April 1988 I/1, P37-43. Publ Rotterdam: A A Balkema, 1988 Constitutive relations with different structures (incrementally linear, octolinenr and nonlinear) but with all other characteristics the same are compared. For some stress paths the results are little influenced by the structure, but for others the differences are notable. Findings are considered with reference to implementation of the models in finite element analysis.
© 1990 Pergamon Press pic, Reproduction not permitted