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Diagnosis of sand failure mechanism
41A 891326
Tablachaca Dam slide No. 5 problem Repetto, P C
Proc l lth International Conference on Soil Met&mica and Fomulation Engineering, San Francisco, 12-16 A ngmst 1985 VS, 1'2599-2610. Pubi Rotterdam: A A Balkema, 1988 Movement occurring in an ancient 13 million cubic m earth and rock slide above the Tablachaca Dam, Peru, in 1982 prompted emergency stabilization and investigation. A fill buttress was constructed at the slide toe, reservoir sediments forming the buttress foundation were improved by Franki and vibroreplacement treatment, grouted anchors were installed where buttress size had to be reduced, and an upstream protuberance was excavated to modify water flow and minimis¢ scour. The design considerations, planning, and execution of the remedial measures are described.
89133O Displacement dependent earth pressures Saran, S; Viladkar, M N; Reddy, R K
Indian Geotecli J VI7, N2, April 1987, P121-141 Earth pressure rotation behind a retaining wall is calculated for the cases of wall translation and rotation around the top or bottom, for active and passive conditions. Differences in sand backfill density, variation of soil modulus with depth, and wall height are the variables considered, Results are illustrated graphically and the different conditions compared.
891331 Static analysis model for double sheet-pile wall structures Ohori, K; Takahashi, K; Kawai, Y; Shiota, K
J Geotech Eogng Div ASCE VII4, N7, July 1987, P810-825 891327 Diagnosis of sand failure mechanism Chin, F K
Proc Eighth Asian Regional Conference on Soil Mec&mics and Foundation Engineering, Kyoto, 20-24 July 1987 VI, P2528. Publ Japan: Japanese Society for Soil Mechanics and Foundation Engineering, 1987 Reclamation for a port extension required marine clay to be replaced by sand fill. The sand failed below design height and again after replacement, despite a reduction of the levels of the terraces. Failure was found to be due to a flow slide associated with high pore pressures and liquefaction following rapid drawdown due to tidal action. A rockfill berm was installed to prevent further failure. Reasons why deep circle failure or failure due to a thin clay layer below the sand were discounted are given. 891328 Instrumentation and in-situ testing in hydraulic fill projects Choa, V
Proc Eighth Asian Regional Conference on Soil Mechanics and Foundation Engineering, Kyoto, 20-24 July 1987 I)l, P2932. Publ Japan: Japanese Society for Soil Mechanics and Foundation Engineering. 1987 Hydraulic sand fill reclamation in Singapore is outlined. Prereclamation site clearance and investigation, instrumentation installed, including settlement plates and piezometers, and in situ vane and penetration tests and sampling are described. Stability was checked using the program STABL. Settlement and pore pressure observations are illustrated. The work was carried out within a retaining wall to minimise tidal drawdown effects. The importance of the preliminary work is emphasised.
The static behaviour of a structure of two sheet pile walls, joined at the top by tie rods and filled with sand, and subject to horizontal forces, is analysed. The structure above ground level is treated as a composite of sheet piles and sand fill, and that below ground is treated as sheet piles supported by the ground, taking into account soil and fill properties. Results of analysis are compared to field measurements, and are in good agreement, suggesting the analysis may be used to predict tie rod tension and bending moment in the walls, important structural factors.
891332
Pressuremeter-based Winkler Spring model for bulkhead diaphragm wall analysis McCormack, T C; Smith, T D
Proc 24th Syrup on Engineering Geology and Soils Engineering, Coear D'Alene, 29 Feb-2 March 1988 P171-190. Publ Washington: Washington State University: 1988 The P-Y curve, a non-linear Winkler Spring model used in the finite difference method of laterally loaded pile analysis, is extended to analysis of diaphragm walls in cohesionless soils. An analagous W-Y curve is proposed, comprising an elasticplastic model with line load limits developed from classical earth-pressure theories. A new formula for predicting a horizontal wall modulus for cohesionless soils from the pressuremeter modulus is developed for use in predicting displacements in the W-Y curves. A new procedure for modelling preloaded tie-back anchors and staged excavation for diaphragm walls is proposed, and illustrated with a case study.
891333
Earth retaining structures
Lateral expansion pressure on basement walls Chen, F H; Huang, D
891329
Proc 6th International Conference on Expansive Soils, New Delhi, 1-4 December 1987 V], P55-39. Publ Rotterdam: A A Balkema, 1988
Dynamic active earth pressure of cohesioniess soil. Short communication
Soni, K M
Indian Geotech d VI7. NI, 1987, P94-99 Earth pressure of cohesionless soil behind a rigid wall and subject to a dynamic load that is sinusoidal in nature has been analysed. Effect of the dynamic load becomes maximised when its line of action coincides with the static load of the failure wedge. The critical failure plane and the magnitude of the dynamic load can also be evaluated using this analysis.
Model tests were carried out to measure the horizontal pressure exerted by an expansive soil backfill on a wall, and vertical swelling pressure. Influences of dry density, saturation, surcharge load, and depth on lateral pressures were investigated. The ratio of horizontal to vertical pressure varied according to wetting conditions, with a peak value of 3.6 and approaching 1 at full saturation. The ratio variation is thought to be due to anisotropic orientation of the soil particles due to compaction,and environmental factors.
© 1989 Pergamon Press plc. Reproduction not permitted
Tablachaca Dam slide No. 5 problem Repetto, P C
Proc l lth International Conference on Soil Met&mica and Fomulation Engineering, San Francisco, 12-16 A ngmst 1985 VS, 1'2599-2610. Pubi Rotterdam: A A Balkema, 1988 Movement occurring in an ancient 13 million cubic m earth and rock slide above the Tablachaca Dam, Peru, in 1982 prompted emergency stabilization and investigation. A fill buttress was constructed at the slide toe, reservoir sediments forming the buttress foundation were improved by Franki and vibroreplacement treatment, grouted anchors were installed where buttress size had to be reduced, and an upstream protuberance was excavated to modify water flow and minimis¢ scour. The design considerations, planning, and execution of the remedial measures are described.
89133O Displacement dependent earth pressures Saran, S; Viladkar, M N; Reddy, R K
Indian Geotecli J VI7, N2, April 1987, P121-141 Earth pressure rotation behind a retaining wall is calculated for the cases of wall translation and rotation around the top or bottom, for active and passive conditions. Differences in sand backfill density, variation of soil modulus with depth, and wall height are the variables considered, Results are illustrated graphically and the different conditions compared.
891331 Static analysis model for double sheet-pile wall structures Ohori, K; Takahashi, K; Kawai, Y; Shiota, K
J Geotech Eogng Div ASCE VII4, N7, July 1987, P810-825 891327 Diagnosis of sand failure mechanism Chin, F K
Proc Eighth Asian Regional Conference on Soil Mec&mics and Foundation Engineering, Kyoto, 20-24 July 1987 VI, P2528. Publ Japan: Japanese Society for Soil Mechanics and Foundation Engineering, 1987 Reclamation for a port extension required marine clay to be replaced by sand fill. The sand failed below design height and again after replacement, despite a reduction of the levels of the terraces. Failure was found to be due to a flow slide associated with high pore pressures and liquefaction following rapid drawdown due to tidal action. A rockfill berm was installed to prevent further failure. Reasons why deep circle failure or failure due to a thin clay layer below the sand were discounted are given. 891328 Instrumentation and in-situ testing in hydraulic fill projects Choa, V
Proc Eighth Asian Regional Conference on Soil Mechanics and Foundation Engineering, Kyoto, 20-24 July 1987 I)l, P2932. Publ Japan: Japanese Society for Soil Mechanics and Foundation Engineering. 1987 Hydraulic sand fill reclamation in Singapore is outlined. Prereclamation site clearance and investigation, instrumentation installed, including settlement plates and piezometers, and in situ vane and penetration tests and sampling are described. Stability was checked using the program STABL. Settlement and pore pressure observations are illustrated. The work was carried out within a retaining wall to minimise tidal drawdown effects. The importance of the preliminary work is emphasised.
The static behaviour of a structure of two sheet pile walls, joined at the top by tie rods and filled with sand, and subject to horizontal forces, is analysed. The structure above ground level is treated as a composite of sheet piles and sand fill, and that below ground is treated as sheet piles supported by the ground, taking into account soil and fill properties. Results of analysis are compared to field measurements, and are in good agreement, suggesting the analysis may be used to predict tie rod tension and bending moment in the walls, important structural factors.
891332
Pressuremeter-based Winkler Spring model for bulkhead diaphragm wall analysis McCormack, T C; Smith, T D
Proc 24th Syrup on Engineering Geology and Soils Engineering, Coear D'Alene, 29 Feb-2 March 1988 P171-190. Publ Washington: Washington State University: 1988 The P-Y curve, a non-linear Winkler Spring model used in the finite difference method of laterally loaded pile analysis, is extended to analysis of diaphragm walls in cohesionless soils. An analagous W-Y curve is proposed, comprising an elasticplastic model with line load limits developed from classical earth-pressure theories. A new formula for predicting a horizontal wall modulus for cohesionless soils from the pressuremeter modulus is developed for use in predicting displacements in the W-Y curves. A new procedure for modelling preloaded tie-back anchors and staged excavation for diaphragm walls is proposed, and illustrated with a case study.
891333
Earth retaining structures
Lateral expansion pressure on basement walls Chen, F H; Huang, D
891329
Proc 6th International Conference on Expansive Soils, New Delhi, 1-4 December 1987 V], P55-39. Publ Rotterdam: A A Balkema, 1988
Dynamic active earth pressure of cohesioniess soil. Short communication
Soni, K M
Indian Geotech d VI7. NI, 1987, P94-99 Earth pressure of cohesionless soil behind a rigid wall and subject to a dynamic load that is sinusoidal in nature has been analysed. Effect of the dynamic load becomes maximised when its line of action coincides with the static load of the failure wedge. The critical failure plane and the magnitude of the dynamic load can also be evaluated using this analysis.
Model tests were carried out to measure the horizontal pressure exerted by an expansive soil backfill on a wall, and vertical swelling pressure. Influences of dry density, saturation, surcharge load, and depth on lateral pressures were investigated. The ratio of horizontal to vertical pressure varied according to wetting conditions, with a peak value of 3.6 and approaching 1 at full saturation. The ratio variation is thought to be due to anisotropic orientation of the soil particles due to compaction,and environmental factors.
© 1989 Pergamon Press plc. Reproduction not permitted