Interaction between a beam on a nonlinearly inelastic inhomogeneous bed over the entire loading range

368A 9O6366 Interaction between a beam on a nonUnearly inelastic inhomogeneons bed over the entire loading range Klepikov, S N; Slobodyan, Y E Sail Mech Found Engng V26, N4, July-Aug 1989, P167-171 A computational scheme is presented which describes a beam type foundation over an inhomogeneous soil bed as a series of linearly elastic horizontal rods that function in bending over nonlinearly inelastic vertical support rods of unit length, which reflect soil properties in compression only. Evaluation of displacements, settlements, stress distributions, and bending moments is illustrated. 9116367 Mixed elnstopinstic problem of the computation of a soil bed in the three-dimensional statement Pilyagin, A V; Kazantsev, S V Soil Meeh Found Engng V26, N4, July-Aug 1989, P171-175 Finite element analysis of foundations on an elastoplastic soil mass is presented. Mohr-Coulomb, Geniev, and MisesSchlieker-Botkin failure criteria are considered. Load-settlement curves and displacement distributions are evaluated and compared to experimental data. 906368 Variation in bearing capacity factors of dense sand assessed by model loading tests Shiraishi, S Soils Found V30, N1, March 1990, P17-26 Variation of bearing capacity factors relative to the width of the foundation base was examined using previously published results from several workers. Both factors decrease nonlinearly with increasing width, the depth related factor decreasing more sharply, and also decreasing as the ratio of buried depth to width increases. These decreases with width are regarded as being due to rise in stress level which induces lowering of friction angle and volume reduction in the bearing sand under compression. 9116369 Load settlement analysis for bored piles using hyperbolic transfer functions Hirayama, H Soils Found V30, N1, March 1990, P55-64 A method for analysis of bored cast-in-situ piles is presented which uses Kondner-type functions to simulate nonlinear behaviour of skin friction and end resistance. Parameter determination is described. Half of ultimate skin resistance is mobilized at a displacement only 1% of that for ultimate end resistance. A I D PC based finite element formulation is described for the proposed model. Results are presented. The method is suitable for planning load testing or back analysis. 906370 Foundation performance of gravity base structures McCarron, W O Proc 9th International Conference on Offshore Mechanics and Arctic Engineering, Houston, 18-23 February 1990 I/4, P1-8. Publ New York: ASME, 1990 Limit analysis solutions for the sliding resistance of arctic offshore gravity structure foundations are presented and results are compared to numerical finite element analyses. The finite element analyses incorporate an elasto-plastic bounding surface model to represent the behaviour of the cohesive soil considered. The material model is calibrated with data obtained from tests on a Beaufort sea soil. The foundation analyses demonstrate the significant effects of structure weight on the

strength and deformation characteristics of the foundation. The importance of the near-surface soil-structure interaction is also demonstrated. 906371 Modelling the behaviour of an oil saturated sand Evgin, E; Altaee, A; Lord, S; Konuk, I Proc 9th International Conference on Offshore Meclundcs and Arctic Engineering, Houston, 18-23 February 1990 I/4, P3137. Publ New York: ASME, 1990 Previous works show that oil contamination affects the strength and deformation characteristics of a crushed quartz sand. A mathematical soil model is used to simulate the mechanical behaviour of the same sand. The model parameters are determined for both clean and oil contaminated soil. Simulations are made of the stress-strain behaviour of the soil in drained and undrained conventional triaxial compression tests. Comparative results for foundations seating on clean sand, oil contaminated sand, and sand contaminated locally are presented. 906372 Drivability and beating capacity of cnst-in-situ piles with fiat oversize tip Shi, P T; Zai, J Z Drivability of Piles, Proc Discussion Session 14, 12th International Conference on Soil Mechanics and Foundation Engineering, Rio de Janeiro, 13-18 August 1989 V1, P51-54. Publ Tokyo: JSSMFE, 1989 A flat tip for a pile in the form of an inverted frustrum of a pyramid has been designed for use with driven, cast in situ piles. It results in larger bearing capacity than conventional conical tip piles at much shorter length, and thus materials savings are possible. It is useful in sandy soils where driving conventional piles to adequate depth is difficult. Results of static loading tests and model tests on both types, and static penetration tests with both designs of tip are discussed. 906373 Development of shape estimation techniques for foundation piles Honma, M; Kawabata, N; Koyama, N; Kosuge, S; Tamura, T; Shimotubo, K Drivabifity of Piles, Proc Discussion Session 14, 12th International Conference on Soil Mechanics and Foundation Engineering, Rio de Janeiro, 13-18 August 1989 V1, P55-58. Publ Tokyo: JSSMFE, 1989 Piles with changing cross-sectional area are frequently used for improved bearing capacity. A method developed to confirm that such piles have been constructed to specification is presented. The shape is estimated from the vibration response of a hammer impulse applied to the pile head. A finite difference method of a one dimensional wave equation is used, with the pile divided into a number of sections and the wave equations derived to determine the cross section and the shaft resistance at each section. Its verification for an enlarged base pile is demonstrated. 906374 Instrumentation of a jacked in pile Ponniah, D A Proc Conference on Instrumentation in Geotechnical Engineering, Nottingham, 3-5 April 1989 V1, P207-220. Publ London." Thomas Telford, 1989 As part of study into design of foundations for offshore structures, 193mm diameter open ended tube piles were jacked to 10m embedment at a site at Cowden, Humberside, with 5m of weathered clay till, then 5m of unweathered clay till, then

© 1990 Pergamon Press pic. Reproduction not permitted