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Limit analysis for cracked and layered soils
246A in Kuwait "Gatch' soil, loose aeolian medium fine sand. Vibration during pile dri~-ing was monitored. Results of axial load and pullout tests are presented, and design guidelines for pile installation are given. 914370 Load test over a large bored pile in residual soil Azevedo. N Proc 2nd International Conference on Foundations and Tunnels, London, 19-21 September 1989 VI. P293-296. Publ Edinburgh: Engineering Technics Press. 1989
A static load test was planned over bored, cast-in-situ piles installed through granular soils to a residual very dense clayey silt, to evaluate the resistance of the pile foundation. A vertical slow ML test, with three cycles of loading, was carried out to a maximum load of 7.9MN. The instrumentation installed along the length of the pile allowed verification of the load transfer. Expected and observed bearing capacities and settlement are compared. Reasons for differences, mainly caused by local effects during pile construction, are discussed. 914371 Field load test of ammonia reservoir founded on pile groups Milovic, D M; Sad. N: Helz, M Proc 2nd International Conference on Foundations and Tunnels', London, 19-21 September 1989 VI, P297-301. Publ Edinburgh: Enghwer#~g Technics Press, 1989 A large tank, diameter 30.6m, was founded on 61 bored piles, length 13m and diameter Im, over a soil profile of hydraulic sand fill over soft clay and silty sand. Pile bearing capacity and settlement were calculated using results from static penetration tests. Field load testing involved filling the tank with water to its maximum level, 27.4m. Over a 4 year period, calculated and observed settlements are in good agreement. 914372 Load transfer model for piles in calcareous soil Randolph, M F; Jewell, R J Proc 12th International Conference on Soil Mechanics and Foundation Engineering, Rio de Janeh'o, 13-18 August 1989 V1, P479-484. Publ Rotterdam: A A Balkema, 1989 Particular attention must be paid to the cyclic nature of expected loading when designing foundations for offshore structures in calcareous soils. Laboratory and field tests show deterioration in pile capacity at loading levels well below static capacity. A model of load transfer response along the pile shaft, including this degradation, is implemented in the computer code RATZ. The main assumptions and features of the model are discussed, and its output compared to experimental data, Application guidelines are presented. 914373 Settlement of soft rock under heavily loaded structures Palka, J; Naborczyk. J; Sala, A Proc 12th International Conference on Soil Alechanics and Foundation Engineering, Rio de Janeh'o, 13-18 August 1989 VI. P501-502. Publ Rotterdam." A A Balkema, 1989 The properties of soft rocks and the behaviour of structures founded on them are discussed. Site investigations in Poland showed geomechanical parameters of soft mudstone lower than those generally quoted. Settlement of a furnace foundation was monitored over a 12 year period. Observed movement is in good agreement with that predicted on the basis of plate bearing tests.
914374 Development of shaft friction for piles in sand overlying clay Rowlands, G O; Delpak, R; Robinson, R B Proc 12th International Conference on Soil .Wechanics and Foundation Engineering, Rio de Janeiro, 13-18 August 1989 VI. P503-507. Publ Rotterdam. .4 A Balkema. 1989 Results of model tests where piles of 60mm and 114mm diameter were driven through sand into clay are presented. Interaction of the sand and clay as the pile is driven, pore pressure generation in the clay, stresses at the interface, and soil displacement are described. Except in the case of very short piles, contributions of shaft friction and adhesion are similar to those for single layers, but load transfer behaviour is more complex. 914375 Limit analysis for cracked and layered soils Florkiewicz, A; Mroz, Z Proc 12th International Conference on Soil Mechanics and Foundation Engineering, Rio de Janeiro, 13-18 August 1989 V1. P515-518. Publ Rotterdam: A A Balkema, 1989 Evaluation of limit loads for foundations on cracked or layered soils is a fundamental problem in civil engineering. Because of the difficulties in generating analytical solutions, some empirical formulae have been used in assessment of limit loads. A kinematic approach to the problem is presented. The kinematically admissable failure mechanism is constructed, and upper bound to limit load is specified and obtained by equating rate of dissipation with rate of external work. Predictions agree reasonably with available experimental data. 914376 Foundations on residual soil using pressuremeter moduli Jones, G A: Rust, E Proc 12tb International Conference on Soil Mechanics and Foundation Engineering, Rio de Janeiro, 13-18 August 1989 VI. P519-524. Publ Rotterdam: ,4 A Balkema. 1989 It is difficult to measure representative soil parameters for residual soils, and overconservative solutions involving piled foundations are sometimes adopted. At a site in Pretoria, in situ characterisation by SPT.plate bearing tests, and self boring pressuremeters enabled realistic moduli to be determined. Used in a finite element analysis, these values indicated an existing 6 storey building piled to very soft rock at 20m could be extended to 15 storeys with a basement founded on a raft on residual soil, rather than piled to the rock. The site derived relation from SPTs. E(MPa)= 1.6N may be extended to similar sites. 914377 CPT and pile tests in granitic residual soil Martins, F F; Martins, J B Proc 12th International Conference on Soil Mechanics and Foundation Engineering, Rio de Janeiro, 13-18 August 1989 VI, P529-53l. Publ Rotterdam. A A Balkema, 1989 A 600mm diameter bored pile and a 500ram diameter driven tube pile in residual granitic soil were load tested. Results are compared to bearing capacities predicted on the basis of Dutch cone penetration tests and using pile bearing capacity formulae with laboratory measured shear parameters. Strength reduction of the soil during pile installation, and necessary compensations for use of pile design formulae are discussed.
1991 Pergamon Press plc. Reproduction not permitted
A static load test was planned over bored, cast-in-situ piles installed through granular soils to a residual very dense clayey silt, to evaluate the resistance of the pile foundation. A vertical slow ML test, with three cycles of loading, was carried out to a maximum load of 7.9MN. The instrumentation installed along the length of the pile allowed verification of the load transfer. Expected and observed bearing capacities and settlement are compared. Reasons for differences, mainly caused by local effects during pile construction, are discussed. 914371 Field load test of ammonia reservoir founded on pile groups Milovic, D M; Sad. N: Helz, M Proc 2nd International Conference on Foundations and Tunnels', London, 19-21 September 1989 VI, P297-301. Publ Edinburgh: Enghwer#~g Technics Press, 1989 A large tank, diameter 30.6m, was founded on 61 bored piles, length 13m and diameter Im, over a soil profile of hydraulic sand fill over soft clay and silty sand. Pile bearing capacity and settlement were calculated using results from static penetration tests. Field load testing involved filling the tank with water to its maximum level, 27.4m. Over a 4 year period, calculated and observed settlements are in good agreement. 914372 Load transfer model for piles in calcareous soil Randolph, M F; Jewell, R J Proc 12th International Conference on Soil Mechanics and Foundation Engineering, Rio de Janeh'o, 13-18 August 1989 V1, P479-484. Publ Rotterdam: A A Balkema, 1989 Particular attention must be paid to the cyclic nature of expected loading when designing foundations for offshore structures in calcareous soils. Laboratory and field tests show deterioration in pile capacity at loading levels well below static capacity. A model of load transfer response along the pile shaft, including this degradation, is implemented in the computer code RATZ. The main assumptions and features of the model are discussed, and its output compared to experimental data, Application guidelines are presented. 914373 Settlement of soft rock under heavily loaded structures Palka, J; Naborczyk. J; Sala, A Proc 12th International Conference on Soil Alechanics and Foundation Engineering, Rio de Janeh'o, 13-18 August 1989 VI. P501-502. Publ Rotterdam." A A Balkema, 1989 The properties of soft rocks and the behaviour of structures founded on them are discussed. Site investigations in Poland showed geomechanical parameters of soft mudstone lower than those generally quoted. Settlement of a furnace foundation was monitored over a 12 year period. Observed movement is in good agreement with that predicted on the basis of plate bearing tests.
914374 Development of shaft friction for piles in sand overlying clay Rowlands, G O; Delpak, R; Robinson, R B Proc 12th International Conference on Soil .Wechanics and Foundation Engineering, Rio de Janeiro, 13-18 August 1989 VI. P503-507. Publ Rotterdam. .4 A Balkema. 1989 Results of model tests where piles of 60mm and 114mm diameter were driven through sand into clay are presented. Interaction of the sand and clay as the pile is driven, pore pressure generation in the clay, stresses at the interface, and soil displacement are described. Except in the case of very short piles, contributions of shaft friction and adhesion are similar to those for single layers, but load transfer behaviour is more complex. 914375 Limit analysis for cracked and layered soils Florkiewicz, A; Mroz, Z Proc 12th International Conference on Soil Mechanics and Foundation Engineering, Rio de Janeiro, 13-18 August 1989 V1. P515-518. Publ Rotterdam: A A Balkema, 1989 Evaluation of limit loads for foundations on cracked or layered soils is a fundamental problem in civil engineering. Because of the difficulties in generating analytical solutions, some empirical formulae have been used in assessment of limit loads. A kinematic approach to the problem is presented. The kinematically admissable failure mechanism is constructed, and upper bound to limit load is specified and obtained by equating rate of dissipation with rate of external work. Predictions agree reasonably with available experimental data. 914376 Foundations on residual soil using pressuremeter moduli Jones, G A: Rust, E Proc 12tb International Conference on Soil Mechanics and Foundation Engineering, Rio de Janeiro, 13-18 August 1989 VI. P519-524. Publ Rotterdam: ,4 A Balkema. 1989 It is difficult to measure representative soil parameters for residual soils, and overconservative solutions involving piled foundations are sometimes adopted. At a site in Pretoria, in situ characterisation by SPT.plate bearing tests, and self boring pressuremeters enabled realistic moduli to be determined. Used in a finite element analysis, these values indicated an existing 6 storey building piled to very soft rock at 20m could be extended to 15 storeys with a basement founded on a raft on residual soil, rather than piled to the rock. The site derived relation from SPTs. E(MPa)= 1.6N may be extended to similar sites. 914377 CPT and pile tests in granitic residual soil Martins, F F; Martins, J B Proc 12th International Conference on Soil Mechanics and Foundation Engineering, Rio de Janeiro, 13-18 August 1989 VI, P529-53l. Publ Rotterdam. A A Balkema, 1989 A 600mm diameter bored pile and a 500ram diameter driven tube pile in residual granitic soil were load tested. Results are compared to bearing capacities predicted on the basis of Dutch cone penetration tests and using pile bearing capacity formulae with laboratory measured shear parameters. Strength reduction of the soil during pile installation, and necessary compensations for use of pile design formulae are discussed.
1991 Pergamon Press plc. Reproduction not permitted