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Dynamic pile test in artificial sand ground — the resistance model of pile toe and the behavior of shaft resistance
236A plate was studied. Bearing capacities of shallow foundations can be increased by adjacent installation of piles. Influence of geometry on the efficiency of the group is discussed. 904313 Bearing capacity of expanded-base piles in sand Neely, W J J Geoteeh Engng Div ASCE VII6. NI. Jan 1990, P73-87 Loading test results were used to develop correlations between point bearing resistance of expanded base piles and penetration test results. Resistance is proportional to depth for piles whose shaft length does not exceed 10 base diameters. For piles of similar geometry, no significant difference was found between those founded in homogeneous soils and those in a bearing stratum overlain by soft compressible soil. Bearing capacity factor increased with increasing overburden pressure. Point resistance continued to increase with depth, but at a decreasing rate. 904314 Production and testing of 600 reinforced-concrete piles for the Central Bank of lraq Meseck, H
Drivability of Piles, Proc Discussion Session 14, 12th International Conference on Soil Mechanics and Foundation Engineering, Rio de Janeiro, 13-18 August I989 VI, P17-22. Publ Tokyo: JSSMFE, 1989 The bank is founded on 6-12m of fill over younger river sediments then old alluvium at depth 10-20m below ground surface. An upper groundwater layer is separated from lower Artesian groundwater by a clay stratum. 45cm square concrete piles driven to depths 12-18m were specified. Necessary depth and bearing capacity were established for all load bearing piles using dynamic pile tests, which were calibrated on the basis of 6 static pile tests. 904315 Dynamic measurement of the hearing capacity of piles Sakai, T; Murakami, H; Oki, T; Tanaka, Y Drivability of Piles, Proc Discussion Session 14, 12th International Conference on Soil Mechanics and Foundation Engineering, Rio de Janeiro, 13-18 August 1989 V1, P23-26. Publ Tokyo." JSSMFE, 1989 The theoretical background to prediction of pile bearing capacity using stress wave theory is presented. Shaft resistance can be estimated from the upward wave at the pile head just before the reflected wave at the pile toe is observed. Bearing capacity including shaft and toe resistance can be calculated using an expanded CASE analysis. Comparison is made between wave equation calculations and field measurements, and differences examined. 9043 i 6 Driving and loading tests of steel pipe pile Takahashi, K
Drirability of Piles, Proc Discussion Session 14, 12th International Conference on Soil Mechanics and Foundation Engineering, Rio de Janeiro, 13-18 August 1989 VI. P27-30. Publ Tokyo: JSSMFE. 1989 Tests on driven, open ended pipe piles for a harbour are described. The top 6m of soft clay of the sea bed was replaced by sand and the next 12m improved by sand compaction piles. Plugging effects and the suitability of dynamic analysis for prediction of bearing capacity were examined closely. Both static and dynamic bearing capacity were affected by plugging. Smith's (1960) wave equation analysis was seen to give good estimates of bearing capacity.
904317 Dynamic pile test in artificial sand ground - the resistance model of pile toe and the behavior of shaft resistance Tanikawa, M; Takaoka, T', Miyasaki. T: Sakai. T: Kobayashi, Y Drivability of Piles, Proc Discussion Session 14, 12th International Conference on Soil Mechanics and Foundation Engineering, Rio de Janeiro, 13-18 August 1989 V1, P31-34. Publ Tokyo: JSSMFE, 1989 Results of dynamic tests on two piles in artificial sand ground with a crushed gravel bearing stratum are presented. One was hammer driven, the other prebored. Changes in shaft resistance over 12 days after installation, and correlation between toe resistance and compaction of the bearing stratum were dynamically analysed. Results are compared with those of static load tests. Influences of type of analysis and the resistance model for end bearing capacity are discussed. 904318 Use of the standard penetration test for the design of bored piles in the Keuper Marl of Cardiff Kilborn, N S; Treharne, G; Zarifian, V Proc Conference on Penetration Testing in the UK,
Birmingham, 6-8 July 1988 P87-92. Publ London." Thomas Telford, 1989 Piles in Keuper Marls are traditionally considered end bearing only, and design is based on local experience. Data from pile load tests at five sites varying from alternating sequences of stiff to hard clays with lithorelics and voids to moderately strong blocky mudstones have been analysed. A design method has been developed based on these data and SPT profiling at frequent intervals throughout the depth of the excavation, sufficient to provide representative average values. 904319 Cast-in-situ piles - Installation methods, soil disturbance and resulting pile behaviour Van Weele, A F Proc 1st International Geotechnical Seminar on Deep Foundations on Bored and Auger Piles, Ghent, 7-10 June 1988 P219-226. Publ Rotterdam: A A Balkema, 1988 Bored, cast-in-situ piles can be classified into two groups, bored under bentonite and continuous flight auger. Each type has its own influence on effective stress in the ground after installation. Typical load settlement curves of different types of pile are illustrated. Disturbance during hole boring and hole filling for under-bentonite piles, and during augering, shaft formation, and reinforcement of CFA piles is examined. Prediction of bearing capacity on the basis of CPTs is briefly discussed. 904320 Prediction of the load-settlement characteristics of bored piles Luker, I Proc 1st International Geotechnical Seminar on Deep Foundations on Bored and Auger Piles, Ghent, 7-10 June 1988 P229-237. Publ Rotterdam: A A Balkema. 1988 A method to model soil structure interaction for bored piles is presented where soil displacement is divided between a boundary layer whose behaviour can be described using results of shear box tests and an outer region with hyperbolic stress strain behaviour. Calculation of surface shear stress and soil movement in the outer region is described. Determination of pile compressibility and soil parameters at the boundary and beneath the pile are discussed. Good agreement is seen between predictions and load-settlement and shear stress distributions observed for tests in overconsolidated clay.
© 1990 Pergamon Press pie. Reproduction not permitted
Drivability of Piles, Proc Discussion Session 14, 12th International Conference on Soil Mechanics and Foundation Engineering, Rio de Janeiro, 13-18 August I989 VI, P17-22. Publ Tokyo: JSSMFE, 1989 The bank is founded on 6-12m of fill over younger river sediments then old alluvium at depth 10-20m below ground surface. An upper groundwater layer is separated from lower Artesian groundwater by a clay stratum. 45cm square concrete piles driven to depths 12-18m were specified. Necessary depth and bearing capacity were established for all load bearing piles using dynamic pile tests, which were calibrated on the basis of 6 static pile tests. 904315 Dynamic measurement of the hearing capacity of piles Sakai, T; Murakami, H; Oki, T; Tanaka, Y Drivability of Piles, Proc Discussion Session 14, 12th International Conference on Soil Mechanics and Foundation Engineering, Rio de Janeiro, 13-18 August 1989 V1, P23-26. Publ Tokyo." JSSMFE, 1989 The theoretical background to prediction of pile bearing capacity using stress wave theory is presented. Shaft resistance can be estimated from the upward wave at the pile head just before the reflected wave at the pile toe is observed. Bearing capacity including shaft and toe resistance can be calculated using an expanded CASE analysis. Comparison is made between wave equation calculations and field measurements, and differences examined. 9043 i 6 Driving and loading tests of steel pipe pile Takahashi, K
Drirability of Piles, Proc Discussion Session 14, 12th International Conference on Soil Mechanics and Foundation Engineering, Rio de Janeiro, 13-18 August 1989 VI. P27-30. Publ Tokyo: JSSMFE. 1989 Tests on driven, open ended pipe piles for a harbour are described. The top 6m of soft clay of the sea bed was replaced by sand and the next 12m improved by sand compaction piles. Plugging effects and the suitability of dynamic analysis for prediction of bearing capacity were examined closely. Both static and dynamic bearing capacity were affected by plugging. Smith's (1960) wave equation analysis was seen to give good estimates of bearing capacity.
904317 Dynamic pile test in artificial sand ground - the resistance model of pile toe and the behavior of shaft resistance Tanikawa, M; Takaoka, T', Miyasaki. T: Sakai. T: Kobayashi, Y Drivability of Piles, Proc Discussion Session 14, 12th International Conference on Soil Mechanics and Foundation Engineering, Rio de Janeiro, 13-18 August 1989 V1, P31-34. Publ Tokyo: JSSMFE, 1989 Results of dynamic tests on two piles in artificial sand ground with a crushed gravel bearing stratum are presented. One was hammer driven, the other prebored. Changes in shaft resistance over 12 days after installation, and correlation between toe resistance and compaction of the bearing stratum were dynamically analysed. Results are compared with those of static load tests. Influences of type of analysis and the resistance model for end bearing capacity are discussed. 904318 Use of the standard penetration test for the design of bored piles in the Keuper Marl of Cardiff Kilborn, N S; Treharne, G; Zarifian, V Proc Conference on Penetration Testing in the UK,
Birmingham, 6-8 July 1988 P87-92. Publ London." Thomas Telford, 1989 Piles in Keuper Marls are traditionally considered end bearing only, and design is based on local experience. Data from pile load tests at five sites varying from alternating sequences of stiff to hard clays with lithorelics and voids to moderately strong blocky mudstones have been analysed. A design method has been developed based on these data and SPT profiling at frequent intervals throughout the depth of the excavation, sufficient to provide representative average values. 904319 Cast-in-situ piles - Installation methods, soil disturbance and resulting pile behaviour Van Weele, A F Proc 1st International Geotechnical Seminar on Deep Foundations on Bored and Auger Piles, Ghent, 7-10 June 1988 P219-226. Publ Rotterdam: A A Balkema, 1988 Bored, cast-in-situ piles can be classified into two groups, bored under bentonite and continuous flight auger. Each type has its own influence on effective stress in the ground after installation. Typical load settlement curves of different types of pile are illustrated. Disturbance during hole boring and hole filling for under-bentonite piles, and during augering, shaft formation, and reinforcement of CFA piles is examined. Prediction of bearing capacity on the basis of CPTs is briefly discussed. 904320 Prediction of the load-settlement characteristics of bored piles Luker, I Proc 1st International Geotechnical Seminar on Deep Foundations on Bored and Auger Piles, Ghent, 7-10 June 1988 P229-237. Publ Rotterdam: A A Balkema. 1988 A method to model soil structure interaction for bored piles is presented where soil displacement is divided between a boundary layer whose behaviour can be described using results of shear box tests and an outer region with hyperbolic stress strain behaviour. Calculation of surface shear stress and soil movement in the outer region is described. Determination of pile compressibility and soil parameters at the boundary and beneath the pile are discussed. Good agreement is seen between predictions and load-settlement and shear stress distributions observed for tests in overconsolidated clay.
© 1990 Pergamon Press pie. Reproduction not permitted