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• W67701207 abstract "Large-diameter cast-in-steel shell (CISS) piles are being used in the seismic retrofit of pier foundations for toll bridges in California. The primary objective of using CISS piles is to increase lateral load capacities of the existing pier foundations and to decrease potential foundation drift so that the existing pile foundation will not be damaged during a design earthquake. Thus, determining the lateral capacities and lateral load-deflection characteristics of the CISS piles is an important element in the design of retrofits. Current practice in evaluating lateral load capacities of a CISS pile is based on analyzing laterally loaded piles using nonlinear springs (i.e., p-y formulation) to represent soil-pile interaction. There are a number of uncertainties inherent in the capacities estimated for large-diameter CISS piles based on the p-y formulation. These uncertainties include the facts that: (1) empirically based p-y curves derived from model test results for small-diameter piles are extrapolated to those for large-diameter CISS piles; (2) the effects of shear resistance on pile rotation are not incorporated; and (3) there is no allowance for coupling or shear transfer between adjacent p-y springs. Lam and Martin (1986) indicate that for free-head conditions, the lateral load capacity of a large-diameter pile may be higher than that based on the p-y curves extrapolated from empirical correlations. The objective of this study was to evaluate the lateral load capacity of the 10-ft (3-m) diameter CISS pile proposed for the foundation retrofit of the San Mateo-Hayward Bridge in the San Francisco Bay Area. Nonlinear, three-dimensional finite element push-over analyses were used to derive capacities and to compare them with results based on the p-y formulation. Several models of the finite element idealization of the soil-pile system were analyzed using the computer programs ANAGEN/ABAQUS. Soil-pile interface was modeled by interface elements with or without friction or by solid elements having perfect bonding between soil and pile. The nonlinear soil stress-strain characteristics were approximated by the deformation plasticity model in which the Mises equivalent stress under uniaxial loading conditions was equal to two times undrained shear strength developed at an axial strain of 30%. The results indicate that the lateral load capacity of a CISS pile at a pile head deflection of 6 in. (15 cm) is about 11% higher than that estimated from the p-y formulation." @default.
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• W67701207 date "1997-01-01" @default.
• W67701207 modified "2023-09-28" @default.
• W67701207 title "EVALUATION OF LATERAL LOAD CAPACITIES OF CISS PILES" @default.
• W67701207 hasPublicationYear "1997" @default.
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