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Loading tests of deep foundations in Tolosane molasse (in French)
36A Using analysis of observed behaviour and failure characteristics, methods in which cap-soil-pile interaction is considered are proposed for calculating vertical ultimate bearing capacity of pile groups with high-rise and low-set caps.
901287 Settlement parameters of Dublin Black Boulder Clay Farrell, E R Ground Engng V22, 3/5, July 1989, P30-32
901283 Loading tests of deep foundations in Toiosane molasse (In French) Bustamante, M; Gianeselli, L; Doix, B; Ballester, P; Jover, P Bull Liaison Lab Ponts Chaussees NI60, March-April 1989, P43-52
Dublin Black Boulder clay is difficult to sample because of its stone content, and laboratory derived parameters generally result in predictions of settlement not confirmed by engineering practice. In situ SPT, plate loading, and foundation tests, and laboratory consolidation tests have been carried out. Based on these results, an equation to predict foundation settlement on Dublin Black Boulder Clay is derived.
Determination of the bearing capacity of foundations in Tolosane molasse is complicated as the material has several facies, ranging from clays to sandy marls. Only full scale tests give a realistic assessment of the behaviour of these materials. The bearing capacity of a pile and an IM injected micropile in Tolosane molasse were measured using 2 static loading tests. The tests allowed separate measurement of the end-bearing stress and lateral friction stress. 901284 Application of hydraulic gradient similitude method to smallscale footing tests on sand Yan, L; Byrne, P M Can Geotech J V26, N2, May 1989, P246-259 A series of model footing tests is described in which the hydraulic gradient similitude method was used, whereby a high hydraulic gradient in the sample creates high body forces and stress levels approaching field conditions. Scaling laws for the test were verified from experimental results using the 'modelling of models' technique. Test results are in good agreement with those from centrifuge testing and finite element analyses using the CONOIL code and soil parameters from triaxial tests. 901285 Load-displacement of socketed piers - Hamilton General Hospital Horvath, R G; Schebesch, D; Anderson, M Can Geotech J V26, N2, May 1989, P260-268 Data collected over a period of two years from three drilled piles socketed into weak shale are presented. Each pile had different load support conditions: one supported through shaft resistance in the rock and soil and base resistance in the rock, one had shaft resistance in the soil eliminated, one had soil shaft resistance and base resistance eliminated. Vertical displacement distribution and load distribution were monitored. Under approximate full dead loading, less than 3ram settlement was observed and less than 5% of load was transferred to the base of the socket. 901286 Mapping finite element method for the analysis of laterally loaded horizontal piles Nath, B Comput Geotech VT, N3, 1989, P255-266 A simple mapping FEM for pile analysis is presented in which both pile and soil are considered as integral parts of the same continuum, but with different properties. Assumptions regarding distribution of soil stresses at the pile-soil interface are not necessary, unlike the case in ordinary analyses. There are other significant advantages. The method is capable of easy generalisation with respect to both geometric and material properties of the pile and soils.
901288 Footings on slopes and constitutive laws Saran, S; Sud, V K; Handa, S C Indian Geotech J VI8, N3, July 1988, P245-265 Soils are generally anisotropic, with properties dependent on confining pressure. For settlement in a soil mass, the confining pressure can be taken to be the passive earth pressure. For the case of a footing on a slope, passive earth pressure is not symetrically distributed. A semi-empirical method has been developed to predict settlement of footings adjacent to a slope. Triaxial tests were used to determine the nonlinear constitutive law of a sand. Settlement predictions from the model are in good agreement with results of model tests using the sand. 901289 Load transfer behavior of rock-socketed piles Radhakrishnan, R; Leung, C F J Geotech Engng Div ASCE VII5, N6, June 1989, P755-768 Several large diameter instrumented piles were tested to at least twice design/working load. They behaved in an elastic manner when tested to normal loads. Relatively little of the load was transferred to the base, especially when socket length exceeded twice pile diameter. Pile friction values were in general agreement with other reported data. Readings were continued through the superstructure construction period, when load transfer was affected by creep at the pile/rock (soil) interface, group effects, and the presence of the pile cap. 901290 Downdrag forces in a group of piles Kuwabara, F; Poulos, H G J Geotech Engng Div ASCE Vl15, Nr, J,me 1989, P806-818 Downdrag forces on a pile within a group due to settlement of the soil mass will be smaller than those on a single pile since the additional piles tend to reduce soil settlement within the group. A boundary element analysis of negative skin friction effects on a group of end bearing piles is presented. Factors influencing the distribution of downdrag are number of piles, pile stiffness, distribution of soil modulus with depth, and pilesoil slip. Predictions are in reasonable agreement with measured behaviour. 901291 Cyclic axial loading analysis of piles in sand Poulos, H G J Geotech Engng Div ASCE V! 15, N6, June 1989. P836-852 An analysis of cyclic axial loading of single piles or axisymmetric pile groups is presented which takes into account degradation of skin friction,base resistance and soil modulus, and effects of loading rate and plastic strain accumulation. Laboratory data indicate skin friction degradation depends on number of cycles, cyclic displacement, and type of soil and pile. Reference to field results and numerical solutions
© 1990 Pergamon Press plc. Reproduction not permitted
901287 Settlement parameters of Dublin Black Boulder Clay Farrell, E R Ground Engng V22, 3/5, July 1989, P30-32
901283 Loading tests of deep foundations in Toiosane molasse (In French) Bustamante, M; Gianeselli, L; Doix, B; Ballester, P; Jover, P Bull Liaison Lab Ponts Chaussees NI60, March-April 1989, P43-52
Dublin Black Boulder clay is difficult to sample because of its stone content, and laboratory derived parameters generally result in predictions of settlement not confirmed by engineering practice. In situ SPT, plate loading, and foundation tests, and laboratory consolidation tests have been carried out. Based on these results, an equation to predict foundation settlement on Dublin Black Boulder Clay is derived.
Determination of the bearing capacity of foundations in Tolosane molasse is complicated as the material has several facies, ranging from clays to sandy marls. Only full scale tests give a realistic assessment of the behaviour of these materials. The bearing capacity of a pile and an IM injected micropile in Tolosane molasse were measured using 2 static loading tests. The tests allowed separate measurement of the end-bearing stress and lateral friction stress. 901284 Application of hydraulic gradient similitude method to smallscale footing tests on sand Yan, L; Byrne, P M Can Geotech J V26, N2, May 1989, P246-259 A series of model footing tests is described in which the hydraulic gradient similitude method was used, whereby a high hydraulic gradient in the sample creates high body forces and stress levels approaching field conditions. Scaling laws for the test were verified from experimental results using the 'modelling of models' technique. Test results are in good agreement with those from centrifuge testing and finite element analyses using the CONOIL code and soil parameters from triaxial tests. 901285 Load-displacement of socketed piers - Hamilton General Hospital Horvath, R G; Schebesch, D; Anderson, M Can Geotech J V26, N2, May 1989, P260-268 Data collected over a period of two years from three drilled piles socketed into weak shale are presented. Each pile had different load support conditions: one supported through shaft resistance in the rock and soil and base resistance in the rock, one had shaft resistance in the soil eliminated, one had soil shaft resistance and base resistance eliminated. Vertical displacement distribution and load distribution were monitored. Under approximate full dead loading, less than 3ram settlement was observed and less than 5% of load was transferred to the base of the socket. 901286 Mapping finite element method for the analysis of laterally loaded horizontal piles Nath, B Comput Geotech VT, N3, 1989, P255-266 A simple mapping FEM for pile analysis is presented in which both pile and soil are considered as integral parts of the same continuum, but with different properties. Assumptions regarding distribution of soil stresses at the pile-soil interface are not necessary, unlike the case in ordinary analyses. There are other significant advantages. The method is capable of easy generalisation with respect to both geometric and material properties of the pile and soils.
901288 Footings on slopes and constitutive laws Saran, S; Sud, V K; Handa, S C Indian Geotech J VI8, N3, July 1988, P245-265 Soils are generally anisotropic, with properties dependent on confining pressure. For settlement in a soil mass, the confining pressure can be taken to be the passive earth pressure. For the case of a footing on a slope, passive earth pressure is not symetrically distributed. A semi-empirical method has been developed to predict settlement of footings adjacent to a slope. Triaxial tests were used to determine the nonlinear constitutive law of a sand. Settlement predictions from the model are in good agreement with results of model tests using the sand. 901289 Load transfer behavior of rock-socketed piles Radhakrishnan, R; Leung, C F J Geotech Engng Div ASCE VII5, N6, June 1989, P755-768 Several large diameter instrumented piles were tested to at least twice design/working load. They behaved in an elastic manner when tested to normal loads. Relatively little of the load was transferred to the base, especially when socket length exceeded twice pile diameter. Pile friction values were in general agreement with other reported data. Readings were continued through the superstructure construction period, when load transfer was affected by creep at the pile/rock (soil) interface, group effects, and the presence of the pile cap. 901290 Downdrag forces in a group of piles Kuwabara, F; Poulos, H G J Geotech Engng Div ASCE Vl15, Nr, J,me 1989, P806-818 Downdrag forces on a pile within a group due to settlement of the soil mass will be smaller than those on a single pile since the additional piles tend to reduce soil settlement within the group. A boundary element analysis of negative skin friction effects on a group of end bearing piles is presented. Factors influencing the distribution of downdrag are number of piles, pile stiffness, distribution of soil modulus with depth, and pilesoil slip. Predictions are in reasonable agreement with measured behaviour. 901291 Cyclic axial loading analysis of piles in sand Poulos, H G J Geotech Engng Div ASCE V! 15, N6, June 1989. P836-852 An analysis of cyclic axial loading of single piles or axisymmetric pile groups is presented which takes into account degradation of skin friction,base resistance and soil modulus, and effects of loading rate and plastic strain accumulation. Laboratory data indicate skin friction degradation depends on number of cycles, cyclic displacement, and type of soil and pile. Reference to field results and numerical solutions
© 1990 Pergamon Press plc. Reproduction not permitted