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Instrumentation of driven model test piles for determination of capacity of cyclically loaded offshore piles
108A 912360 Construction of pile foundations using prefabricated module piles Abbasov, P A; Holoshin, Y P Proc Discussion Session 14, Twelfth International Conference on Soil Mechanics and Foundation Engineering, Rio De Janeiro, 13-18 August 1989 V2. P6-10. Publ Japan. JSSMFE, 1990 Where depth to bedrock or soil conditions at a site are very variable, and possibly not detected by site surveying, use of sectional piles can lead to cost savings and ease problems of handling long piles. Developments in machinery for handling, driving, and cutting modular piles are illustrated. Design calculations are presented and a technical-economic assessment of the modular pile given.
912364 Instrumentation and monitoring of an offshore Arctic platform Jefferies, M G; Rogers. B T: Hardy, M D Proc Conference on Instrumentation in Geotechnical Engineering, Nottingham, 3-5 April 1989 V1, P415-429. Publ London: Thomas Telford, 1989 The Molikpaq artificial island in the Beaufort Sea is described. The structure consists of a steel caisson with sand filled core on a sand fill berm with a sandfill subcut through soft sediments to firm foundation. Iceload design criteria from centrifuge model tests and field experience are compared. The comprehensive instrumention system and data acquisition circuitry are described. Measured response of the core to cyclic ice loading, and modifications for further applications are discussed.
912361 Prediction of pile driving by hammers Dalmatov, B 1; Novozhilov, G F Proc Discussion Session 14, Twelfth International Conference on Soil Mechanics and Foundation Engineering, Rio De Janeiro, 13-18 August 1989 V2, PI I-14. Publ Japan: JSSMFE, 1990
912365 Instrumentation of driven model test piles for determination of capacity of cyclically loaded offshore piles Hansen, S B; Solheim, K: Norum, P Proc Conference on Instrumentation in Geotechnical Engineering, Nottingham, 3-5 April 1989 VI. P429-448. Publ London: Thomas Telford. 1989
An analytical approach to predict pile driving, to optimise performance without damage to the pile head, is presented. It is based on the principle of energy conservation. Work done by the hammer is equated to work of soil resistance forces, using a simplification of the complex pile-soil-hammer system. Soil properties, pile dimensions, and hammer type can be taken into account. Damage to the pile head is avoided by limiting the number of blows to a figure below that for repeated dynamic loading failure.
Field tests were carried out at three sites with soft silty, soft plastic,and stiff silty clays respectively, all normally to slightly overconsolidated. Three main types of instrumented piles were used, 10m and 30m long, 0.219m diameter closed end, and 15m long, 0.819m diameter open end. Axial forces along the pile, earth and pore pressure around the pile, and applied axial force and longitudinal displacement at the pile top were monitored. All sensors were of the vibrating wire type. Testing of instrumentation, practical considerations, and initial test results are described.
912362 Full-scale investigation of the basement and the cellular foundation of the nuclear reactor section Lazebnik, G E; Berdichevski, J A; Smirnov, A A Proc 12th International Conference on Soil Mechanics and Foundation Engineering, Rio de Janeiro, 13-18 August 1989 VI. P259-265. Publ Rotterdam: A A Balkema. 1989 The reactor section building, weight around 250000 tonnes, has a cellular foundation of cast-in-situ and precast reinforced concrete, and is based on a 21m deep sand layer. Contact pressure between foundation footing and the basement was monitored during and after construction using vibrating wire instruments. Settlements and deformations were measured using the geodetic method. Modulus of deformation of the subgrade is calculated. Stresses measured in the foundation concrete and reinforcement confirm the pattern of contact pressure distribution, which differs significantly from that of rigid plate calculations. 912363 Behaviour of an instrumented pile in the Rio de Janeiro clay Soares, M M; Dias, C R R Proc 12th International Conference on Soil Mechanics and Foundation Engineering, Rio de Janeiro, 13-18 August 1989 VI. P319-322. Publ Rotterdam: A A Balkema, 1989 An instrumented pile was jacked into a soft clay of well documented properties (plasticity index about 60%, natural water content above liquidity index, undrained shear strength 8-17 KPa) to evaluate skin friction and changes in stress state and pore pressure around the shaft. Data are presented and analysed in conjuction with those of an extensive program of piezoeone tests, in order to extend and improve empirical predictions of soil properties from the piezocone test. Predictions and performance of the pile during and after installation are presented.
912366 Application of instrumentation to the monitoring of ground treatment on an earthworks contract Au, V C S; Buttling, S Proc Conference on Instrumentation in Geotechnical Engineering, Nottingham, 3-5 April 1989 V2. PI-16. Publ London: Thomas Telford, 1989 The l0 hectare site for the Changi Depot of the Singapore Mass Rapid Transit was originally sand, now partially extracted, over soft clay. To minimise construction time, surcharge loading was applied to the whole site and consolidation accelerated using prefabricated band drains, following stripping of the site and general filling. Monitoring instrumentation is described: settlement plates and gauges, piezometers and inclinometers. Continuous Delft sampling and piezocone testing were also used. Earthwork construction is described, and initial instrument readings presented. 912367 Displacement piles in granular soils with fluctuating pore water pressures and overburden pressures Armishaw, J W Proc International Symposium on Modelling Soil-WaterStructure Interactions, Delft, 29 August-2 September 1988 P315-324. Publ Rotterdam. A A Balkema. 1988 Where piles are driven into confined aquifers below soft impermeable layers, changes in aquifer water pressure affect ultimate load values. In full scale loading tests, ultimate load decreased linearly with effective overburden pressure during dewatering, and recovered to original value as water pressure was restored. Similar behaviour was seen in model tests, but below a critical value of effective overburden pressure, rate of loss of ultimate capacity increased significantly. Recovery on
(~ 1991 Pergamon Press plc. Reproduction not permitted
912364 Instrumentation and monitoring of an offshore Arctic platform Jefferies, M G; Rogers. B T: Hardy, M D Proc Conference on Instrumentation in Geotechnical Engineering, Nottingham, 3-5 April 1989 V1, P415-429. Publ London: Thomas Telford, 1989 The Molikpaq artificial island in the Beaufort Sea is described. The structure consists of a steel caisson with sand filled core on a sand fill berm with a sandfill subcut through soft sediments to firm foundation. Iceload design criteria from centrifuge model tests and field experience are compared. The comprehensive instrumention system and data acquisition circuitry are described. Measured response of the core to cyclic ice loading, and modifications for further applications are discussed.
912361 Prediction of pile driving by hammers Dalmatov, B 1; Novozhilov, G F Proc Discussion Session 14, Twelfth International Conference on Soil Mechanics and Foundation Engineering, Rio De Janeiro, 13-18 August 1989 V2, PI I-14. Publ Japan: JSSMFE, 1990
912365 Instrumentation of driven model test piles for determination of capacity of cyclically loaded offshore piles Hansen, S B; Solheim, K: Norum, P Proc Conference on Instrumentation in Geotechnical Engineering, Nottingham, 3-5 April 1989 VI. P429-448. Publ London: Thomas Telford. 1989
An analytical approach to predict pile driving, to optimise performance without damage to the pile head, is presented. It is based on the principle of energy conservation. Work done by the hammer is equated to work of soil resistance forces, using a simplification of the complex pile-soil-hammer system. Soil properties, pile dimensions, and hammer type can be taken into account. Damage to the pile head is avoided by limiting the number of blows to a figure below that for repeated dynamic loading failure.
Field tests were carried out at three sites with soft silty, soft plastic,and stiff silty clays respectively, all normally to slightly overconsolidated. Three main types of instrumented piles were used, 10m and 30m long, 0.219m diameter closed end, and 15m long, 0.819m diameter open end. Axial forces along the pile, earth and pore pressure around the pile, and applied axial force and longitudinal displacement at the pile top were monitored. All sensors were of the vibrating wire type. Testing of instrumentation, practical considerations, and initial test results are described.
912362 Full-scale investigation of the basement and the cellular foundation of the nuclear reactor section Lazebnik, G E; Berdichevski, J A; Smirnov, A A Proc 12th International Conference on Soil Mechanics and Foundation Engineering, Rio de Janeiro, 13-18 August 1989 VI. P259-265. Publ Rotterdam: A A Balkema. 1989 The reactor section building, weight around 250000 tonnes, has a cellular foundation of cast-in-situ and precast reinforced concrete, and is based on a 21m deep sand layer. Contact pressure between foundation footing and the basement was monitored during and after construction using vibrating wire instruments. Settlements and deformations were measured using the geodetic method. Modulus of deformation of the subgrade is calculated. Stresses measured in the foundation concrete and reinforcement confirm the pattern of contact pressure distribution, which differs significantly from that of rigid plate calculations. 912363 Behaviour of an instrumented pile in the Rio de Janeiro clay Soares, M M; Dias, C R R Proc 12th International Conference on Soil Mechanics and Foundation Engineering, Rio de Janeiro, 13-18 August 1989 VI. P319-322. Publ Rotterdam: A A Balkema, 1989 An instrumented pile was jacked into a soft clay of well documented properties (plasticity index about 60%, natural water content above liquidity index, undrained shear strength 8-17 KPa) to evaluate skin friction and changes in stress state and pore pressure around the shaft. Data are presented and analysed in conjuction with those of an extensive program of piezoeone tests, in order to extend and improve empirical predictions of soil properties from the piezocone test. Predictions and performance of the pile during and after installation are presented.
912366 Application of instrumentation to the monitoring of ground treatment on an earthworks contract Au, V C S; Buttling, S Proc Conference on Instrumentation in Geotechnical Engineering, Nottingham, 3-5 April 1989 V2. PI-16. Publ London: Thomas Telford, 1989 The l0 hectare site for the Changi Depot of the Singapore Mass Rapid Transit was originally sand, now partially extracted, over soft clay. To minimise construction time, surcharge loading was applied to the whole site and consolidation accelerated using prefabricated band drains, following stripping of the site and general filling. Monitoring instrumentation is described: settlement plates and gauges, piezometers and inclinometers. Continuous Delft sampling and piezocone testing were also used. Earthwork construction is described, and initial instrument readings presented. 912367 Displacement piles in granular soils with fluctuating pore water pressures and overburden pressures Armishaw, J W Proc International Symposium on Modelling Soil-WaterStructure Interactions, Delft, 29 August-2 September 1988 P315-324. Publ Rotterdam. A A Balkema. 1988 Where piles are driven into confined aquifers below soft impermeable layers, changes in aquifer water pressure affect ultimate load values. In full scale loading tests, ultimate load decreased linearly with effective overburden pressure during dewatering, and recovered to original value as water pressure was restored. Similar behaviour was seen in model tests, but below a critical value of effective overburden pressure, rate of loss of ultimate capacity increased significantly. Recovery on
(~ 1991 Pergamon Press plc. Reproduction not permitted