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Stochastic theory of settlement of loose cohesionless soils
148A A fluid displacement method is described for the measurement of volume strain of an irregular soil specimen. It is quick, accurate, and nondestructive. Results are compared to those from lineal measurement.
903139 Log-log method for determination of preconsolidation pressure. Technical note Jose, B T; Sridharan. A; Abraham, B M Geotech Test J V12. N3. Sept 1989, P230-237 This method involves plotting both pressure (p) and void ratio (e) on logarithmic scales. The preconsolidation pressure is indicated by the point of intersection of the two straight lines. Tests using laboratory prepared specimens of 5 soils of different index properties show this method is more accurate than the Casagrande method, less liable to errors due to personal judgement, and able to show the influence of period of sustained loading on quasi-preconsolidation pressure.
903140 Predicting the phenomenon of burying through gravity in purely cohesive sedimentary sea beds Pastor, J; Turgeman, S: Avallet, C Geotechnique V39, N4. Dec 1989. P625-639 Self weight burial of cylindrical objects such as pipelines laid on the sea floor has been studied. As it is largely due to plastic flow of the sea bed materials, it is examined within the framework of limit analysis. Plasticity finite element programs arc used, which can take into account the geometry of the body, and anisotropy and heterogeneous cohesion of the soil, Extremes of maximum friction and smooth interfaces are considered Laboratory and field test results validate predictions of the analysis.
903141 Stochastic theory of settlement of loose cohesionless soils Bourdcau. P L; Harr. M E Geotechnique V39, N4, Dec 1989, P641-654 The theory of probabilistic mechanics of particulate media is applied to the response of loose cohesionless soils to surface loading. The model used combines downward diffusion of intergranular forces and an excess volume of voids. Although in its general formulation it can model three dimensional transient effects, this model is believed to be limited to normally consolidated, fully drained or dry. non-dilatant soils. Good agreement is seen between predictions and settlement of a laboratory model footing an uncompacted silt, at loads below the bearing capacity of the soil.
903142 Alternative determination of plastic volumetric strain ratio Lambda. Technical note Federico. A Geotechnique V39, N4, Dec 1989, P711-714 Based on the Cam Clay model, a theoretical determination of the plastic volumetric strain ratio is presented, which requires results of a single isotropically consolidated undrained compression test with pore pressure measurement. Values obtained are comparable with the numerically limited values determined from time consuming consolidation and swelling tests.
903143 Nonisothermal consolidation in unsaturated soil Edgar, T V; Nelson. J D; McWhorter, D B J Geotech Engng Div ASCE VII5. NIO. Oct 1989, P13511372 Water movement, soil deformation, and heat flow in an unsaturated soil are coupled phenomena. A model has been developed to predict water flux and soil deformation due to applied stress and both hydraulic and thermal gradients, for the one dimensional case. Evaporation of the fluid phase can also be taken into account. A set of governing equations is derived, based on a co-ordinate system which moves relative to the soil deformation. Predictions of the model are good for the cases of rigid, partially saturated flow and saturated consolidation. Examples concerning drainage of a layered system and a tailings impoundment with a cover are illustrated.
903144 Consolidation of sensitive clay as phase change process Scott, R F J Geotech Engng Div ASCE VII5. NIO, Oct 1989. P14391458 In one dimensional consolidation tests on sensitive clays, void ratio changes only slowly with effective stress until maximum past effective stress is exceeded, when void ratio decreases abruptly over a small effective stress range. After this, rate of change of void ratio diminishes with further increase in effective stress. This can be represented using two models, one simple and the other complex, analogous to those used to describe the liquid-solid transition. Maximum past effective stress is the analogue melting point. A simplified analysis results, whose successful application is illustrated.
903145 Laboratory evaluation of lateral swelling pressure. Technical note Fourie, A B J Geotech Engng Div ASCE VII5, NIO, Oct 1989, PI4811486 Lateral swelling pressure was determined for an expansive clay with initial moisture content 22%, using a hydraulic triaxial apparatus which allows stress controlled loading of both axial and radial pressure. A constant vertical stress, similar to field conditions, can be imposed on the sample. Lateral swelling pressure was about twice the vertical swelling pressure measured in oedometer tests.
903146 Relative compaction of fill having oversize particles. Technical note Day, g W J Geotech Engng Div ASCE VII5, NIO, Oct 1989, P14871491 Relative compaction of a fill of crushed sedimentary rock (conglomerate) containing oversize (about 19mm) particles was determined by three methods: the elimination method; the adjusted maximum dry density method (NAVFAC DM-7.2); and the substitution method (ASTM-D 1557-78). Results are compared and recommendations made for their use. taking into account the fraction of oversize particles.
1990 Pergamon Press pie. Reproduction not permitted
903139 Log-log method for determination of preconsolidation pressure. Technical note Jose, B T; Sridharan. A; Abraham, B M Geotech Test J V12. N3. Sept 1989, P230-237 This method involves plotting both pressure (p) and void ratio (e) on logarithmic scales. The preconsolidation pressure is indicated by the point of intersection of the two straight lines. Tests using laboratory prepared specimens of 5 soils of different index properties show this method is more accurate than the Casagrande method, less liable to errors due to personal judgement, and able to show the influence of period of sustained loading on quasi-preconsolidation pressure.
903140 Predicting the phenomenon of burying through gravity in purely cohesive sedimentary sea beds Pastor, J; Turgeman, S: Avallet, C Geotechnique V39, N4. Dec 1989. P625-639 Self weight burial of cylindrical objects such as pipelines laid on the sea floor has been studied. As it is largely due to plastic flow of the sea bed materials, it is examined within the framework of limit analysis. Plasticity finite element programs arc used, which can take into account the geometry of the body, and anisotropy and heterogeneous cohesion of the soil, Extremes of maximum friction and smooth interfaces are considered Laboratory and field test results validate predictions of the analysis.
903141 Stochastic theory of settlement of loose cohesionless soils Bourdcau. P L; Harr. M E Geotechnique V39, N4, Dec 1989, P641-654 The theory of probabilistic mechanics of particulate media is applied to the response of loose cohesionless soils to surface loading. The model used combines downward diffusion of intergranular forces and an excess volume of voids. Although in its general formulation it can model three dimensional transient effects, this model is believed to be limited to normally consolidated, fully drained or dry. non-dilatant soils. Good agreement is seen between predictions and settlement of a laboratory model footing an uncompacted silt, at loads below the bearing capacity of the soil.
903142 Alternative determination of plastic volumetric strain ratio Lambda. Technical note Federico. A Geotechnique V39, N4, Dec 1989, P711-714 Based on the Cam Clay model, a theoretical determination of the plastic volumetric strain ratio is presented, which requires results of a single isotropically consolidated undrained compression test with pore pressure measurement. Values obtained are comparable with the numerically limited values determined from time consuming consolidation and swelling tests.
903143 Nonisothermal consolidation in unsaturated soil Edgar, T V; Nelson. J D; McWhorter, D B J Geotech Engng Div ASCE VII5. NIO. Oct 1989, P13511372 Water movement, soil deformation, and heat flow in an unsaturated soil are coupled phenomena. A model has been developed to predict water flux and soil deformation due to applied stress and both hydraulic and thermal gradients, for the one dimensional case. Evaporation of the fluid phase can also be taken into account. A set of governing equations is derived, based on a co-ordinate system which moves relative to the soil deformation. Predictions of the model are good for the cases of rigid, partially saturated flow and saturated consolidation. Examples concerning drainage of a layered system and a tailings impoundment with a cover are illustrated.
903144 Consolidation of sensitive clay as phase change process Scott, R F J Geotech Engng Div ASCE VII5. NIO, Oct 1989. P14391458 In one dimensional consolidation tests on sensitive clays, void ratio changes only slowly with effective stress until maximum past effective stress is exceeded, when void ratio decreases abruptly over a small effective stress range. After this, rate of change of void ratio diminishes with further increase in effective stress. This can be represented using two models, one simple and the other complex, analogous to those used to describe the liquid-solid transition. Maximum past effective stress is the analogue melting point. A simplified analysis results, whose successful application is illustrated.
903145 Laboratory evaluation of lateral swelling pressure. Technical note Fourie, A B J Geotech Engng Div ASCE VII5, NIO, Oct 1989, PI4811486 Lateral swelling pressure was determined for an expansive clay with initial moisture content 22%, using a hydraulic triaxial apparatus which allows stress controlled loading of both axial and radial pressure. A constant vertical stress, similar to field conditions, can be imposed on the sample. Lateral swelling pressure was about twice the vertical swelling pressure measured in oedometer tests.
903146 Relative compaction of fill having oversize particles. Technical note Day, g W J Geotech Engng Div ASCE VII5, NIO, Oct 1989, P14871491 Relative compaction of a fill of crushed sedimentary rock (conglomerate) containing oversize (about 19mm) particles was determined by three methods: the elimination method; the adjusted maximum dry density method (NAVFAC DM-7.2); and the substitution method (ASTM-D 1557-78). Results are compared and recommendations made for their use. taking into account the fraction of oversize particles.
1990 Pergamon Press pie. Reproduction not permitted