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T. H. Seah
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Civil Engineering, Building, Construction & Architecture Engineering Transportation

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SELECTION OF SOFT CLAY PARAMETERS FOR BANGKOK LOWLAND DEVELOPMENT A. S. Balasubramaniam; S. R. Kim; D. G. Lirr; S. S. S. Acharya; T. H. Seah; D. T. Bergado
Lowland Technology International Vol 1 No 1, June (1999)
Publisher : International Association of Lowland Technology

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The paper stresses the importance of a sound understanding of the soil behaviour in both the limit equilibrium and numerical analysis in soil- structure interaction problems: deep foundation for tall buildings; foundation for elevated expressways, subways, ground improvements works, tunnels for water supply, natural gas supply, sewerage and drainage. In the limit equilibrium analysis the use of Hvorslev strength parameters is suggested while for lightly overconsolidated clays the strength to be referred as a frictional component. In the numerical analysis a realistic stress- strain model for the behaviour of soft clays for stress states below the state boundary surface is recommended.
A MORE FUNDAMENTAL APPROACH TO PREDICT PORE PRESSURE FOR SOFT CLAY A. S. Balasubramaniam; E. Y. N. Oh; C. J. Lee; S. Handali; T. H. Seah
Lowland Technology International Vol 9 No 1, June (2007)
Publisher : International Association of Lowland Technology

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Skempton’s (1954) pore pressure coefficient A provides a pragmatic attempt at determining pore pressures during undrained shear, and to use these in settlement computations and stability analysis of embankments in soft clays. Also, the Critical state concept offers a means of acquiring the undrained stress path in normally consolidated clays through using a volumetric yield locus derived from a simple energy balance equation. However, to date there is no novel method by which the undrained stress paths of lightly over-consolidated and heavily overconsolidated clays can be predicted by using fundamental concepts. Based on the work of Handali (1986), Balasubramaniam et al. (1989) presented an alternative pore pressure coefficient that was more generalised than the Skempton’s coefficient. However, Pender (1978) proposed a set of parabolas to describe the undrained stress paths of overconsolidated clays, and Lee (1995) considered elliptic paths to be more in agreement with the experimental observations. In this paper, observed and predicted undrained stress paths both under compression and extension, and also from isotropic and K0 pre-shear consolidation states will be presented. Such expressions can then be readily used in computer softwares for stability analysis and settlement computations.
Co-Authors A. S. Balasubramaniam C. J. Lee D. G. Lirr D. T. Bergado E. Y. N. Oh S. Handali S. R. Kim S. S. S. Acharya