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Rigid piles under inclined and ecentric loads
34A
Geological factors of importance in surface structures 891269 Complex dam
geology leads to an unusual design for the Lakhwar
Agrawal, C K; Arora, B M Int Water Power Dam Constr V40, N8. Aug
1988, P28-32
The 2OOm high concrete gravity dam on the Yamuna river, India, has foundations of phyllite. slates, quartzite. and limestone, part of a major syncline, intruded by a number of minor igneous bodies. Extensive in situ testing was undertaken to determine rock mass properties. Factors of safety calculated by the USBR method were unacceptable, because of the low average cohesion of the rock mass. Reliance was placed on frictional resistance alone, neglecting cohesion, to obtain acceptable values of factor of safety against sliding. Dam design was altered to mobilise extra weight of water and improve sliding stability.
See also: 891121
891270 of footings on sand under eccentric and inclined
Georgiadis, M; Butterfield, R Can Geotech J V25. N2. May 1988. P/99-212 Model tests were undertaken to investigate the complete nonlinear response of footings on sand to inclined and eccentric loading. The results were analysed using elasticity theory to predict footing displacements at low load levels, and then augmented to provide an analysis to determine the entire nonlinear footing response. Results show how load inclination and eccentricity affect the relationship between vertical displacement, horizontal displacement and rotation, and that vertical footing displacements decrease with increased inclination and eccentricity, whilst horizontal displacements and rotations increase. A method to determine bearing capacity using interaction diagrams is presented.
891271 Drilled pile behaviour in granular
for shallow footings in cohesionless
Graham, J; Andrews. M; Shields, D H Can Geotech J V25, ‘VT. Ma.v 1988, P238-249 A new solution. using the method of stress characteristics, for bearing capacity in cohesionless slopes is proposed, taking into account that the trapped elastic zone is asymmetric to the footing base. Four alternatives to determine geometry of the trapped wedge are considered. Comparison with existing experimental data indicates trend and magnitude are largely predicted by the analytical procedure, but further verification is necessary. 891273 Ceotechnical problems during the cortstruction of the Mellach Powershtions
(In German)
Brunold, H Felsbau V6. N3, Aug 1988, P129-136
The construction of foundations in gravels and sands and dense clayey marls with karst-like calcareous strata is described. During excavation of the marl, water inrush occurred. The foundation was sealed. The anti-buoyancy effect of the undercut clayey marl kept in place a coal bunker at 19m depth. Soil compaction occurred near the boiler house and stack. Pile foundations were necessary for a bridge over the river prior to deepening of the river bed. Auth.
Foundations
Displacements loads
891272 Stress characteristics slopes
deposits
Sharma, H D; Joshi, R C Can Geotech J V2.5, N2, May 1988, P222-232 Field and laboratory tests were undertaken to evaluate soil properties and factors affecting soil-pile interaction for piled foundations on oil sands. Unconsolidated undrained triaxial tests, consolidated drained triaxial tests and pile loading tests were used to determine rebound or recompression index, total settlement at various loads and average skin friction along the pile shaft at various loads. Laboratory and field determined rebound shows oil sand behaves as a compact material when a hole is drilled for pile installation. Field measured and calculated pile head settlements show good agreement. field measurements of skin friction are 20% higher than calculated values and the t-z curve presents a good approximation of the field behaviour of the 2 piles studied.
891274 Geoteehnical problems related to hydraulic works in the Danube river in Czechoslovakia
(In German)
Peter, P Geotechnik
VII, NJ, 1988, P141-I47
The structure of dams on the Danube is dependent on geological conditions,considered to be the cause of several dam failures. A survey of the proposed foundation of the Gabcikova dam is outlined. Deep gravel layers of high permeability required grouting. Details of site investigation and ground water lowering are reported. Auth. 891275 Combined well shell pile foundation as innovative deep foundation
Nayak, G C; Sondhi, J Idian
Geotech J V17. N2. April 1987. P183-202
A combined well shell pile (WSP) foundation for use where scour is a problem is described. It was devised after studying the stilt root system of the maize plant. A rigid apron in the form of toriconical shells spans from the pile to a ring beam, concentric with the well and containing a group of piles. Lateral and vertical resistance to loading for the pile has been evaluated. 891276 Rigid piles under inclined and eccentric loads Sastry, V V R N; Meyerhof, G G In&an
Geotech J V17. N3, July 1987. P209-232
Model tests on instrumented tube piles in sand and clay are described. Inclined and eccentric loads were applied, and variation in lateral soil pressure along the shaft with total load of the pile, bearing capacity and base resistance were measured, together with horizontal and vertical displacements and rotation. Results are discussed. Field testing of piles is still recommended, despite this comprehensive test program.
Q 1989 Pergamon Press plc. Reproduction
not permitted
Geological factors of importance in surface structures 891269 Complex dam
geology leads to an unusual design for the Lakhwar
Agrawal, C K; Arora, B M Int Water Power Dam Constr V40, N8. Aug
1988, P28-32
The 2OOm high concrete gravity dam on the Yamuna river, India, has foundations of phyllite. slates, quartzite. and limestone, part of a major syncline, intruded by a number of minor igneous bodies. Extensive in situ testing was undertaken to determine rock mass properties. Factors of safety calculated by the USBR method were unacceptable, because of the low average cohesion of the rock mass. Reliance was placed on frictional resistance alone, neglecting cohesion, to obtain acceptable values of factor of safety against sliding. Dam design was altered to mobilise extra weight of water and improve sliding stability.
See also: 891121
891270 of footings on sand under eccentric and inclined
Georgiadis, M; Butterfield, R Can Geotech J V25. N2. May 1988. P/99-212 Model tests were undertaken to investigate the complete nonlinear response of footings on sand to inclined and eccentric loading. The results were analysed using elasticity theory to predict footing displacements at low load levels, and then augmented to provide an analysis to determine the entire nonlinear footing response. Results show how load inclination and eccentricity affect the relationship between vertical displacement, horizontal displacement and rotation, and that vertical footing displacements decrease with increased inclination and eccentricity, whilst horizontal displacements and rotations increase. A method to determine bearing capacity using interaction diagrams is presented.
891271 Drilled pile behaviour in granular
for shallow footings in cohesionless
Graham, J; Andrews. M; Shields, D H Can Geotech J V25, ‘VT. Ma.v 1988, P238-249 A new solution. using the method of stress characteristics, for bearing capacity in cohesionless slopes is proposed, taking into account that the trapped elastic zone is asymmetric to the footing base. Four alternatives to determine geometry of the trapped wedge are considered. Comparison with existing experimental data indicates trend and magnitude are largely predicted by the analytical procedure, but further verification is necessary. 891273 Ceotechnical problems during the cortstruction of the Mellach Powershtions
(In German)
Brunold, H Felsbau V6. N3, Aug 1988, P129-136
The construction of foundations in gravels and sands and dense clayey marls with karst-like calcareous strata is described. During excavation of the marl, water inrush occurred. The foundation was sealed. The anti-buoyancy effect of the undercut clayey marl kept in place a coal bunker at 19m depth. Soil compaction occurred near the boiler house and stack. Pile foundations were necessary for a bridge over the river prior to deepening of the river bed. Auth.
Foundations
Displacements loads
891272 Stress characteristics slopes
deposits
Sharma, H D; Joshi, R C Can Geotech J V2.5, N2, May 1988, P222-232 Field and laboratory tests were undertaken to evaluate soil properties and factors affecting soil-pile interaction for piled foundations on oil sands. Unconsolidated undrained triaxial tests, consolidated drained triaxial tests and pile loading tests were used to determine rebound or recompression index, total settlement at various loads and average skin friction along the pile shaft at various loads. Laboratory and field determined rebound shows oil sand behaves as a compact material when a hole is drilled for pile installation. Field measured and calculated pile head settlements show good agreement. field measurements of skin friction are 20% higher than calculated values and the t-z curve presents a good approximation of the field behaviour of the 2 piles studied.
891274 Geoteehnical problems related to hydraulic works in the Danube river in Czechoslovakia
(In German)
Peter, P Geotechnik
VII, NJ, 1988, P141-I47
The structure of dams on the Danube is dependent on geological conditions,considered to be the cause of several dam failures. A survey of the proposed foundation of the Gabcikova dam is outlined. Deep gravel layers of high permeability required grouting. Details of site investigation and ground water lowering are reported. Auth. 891275 Combined well shell pile foundation as innovative deep foundation
Nayak, G C; Sondhi, J Idian
Geotech J V17. N2. April 1987. P183-202
A combined well shell pile (WSP) foundation for use where scour is a problem is described. It was devised after studying the stilt root system of the maize plant. A rigid apron in the form of toriconical shells spans from the pile to a ring beam, concentric with the well and containing a group of piles. Lateral and vertical resistance to loading for the pile has been evaluated. 891276 Rigid piles under inclined and eccentric loads Sastry, V V R N; Meyerhof, G G In&an
Geotech J V17. N3, July 1987. P209-232
Model tests on instrumented tube piles in sand and clay are described. Inclined and eccentric loads were applied, and variation in lateral soil pressure along the shaft with total load of the pile, bearing capacity and base resistance were measured, together with horizontal and vertical displacements and rotation. Results are discussed. Field testing of piles is still recommended, despite this comprehensive test program.
Q 1989 Pergamon Press plc. Reproduction
not permitted