Analysis of laterally loaded pile

Norazlin, Binti Ahmad. (2004) Analysis of laterally loaded pile. [E-LPTA] (Unpublished)

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Generally the lateral load for single pile are analysed as vertical beam support on elastic foundation and the surrounding soil can be modelled by using Winkler's hypothesis which is the soil is replaced by series of infinitely closely spaced independent elastic springs. Usually the solution for laterally loaded pile is based on the subgrade reaction approach concept that provides an efficient solution and the p-y curves are used to present the pile displacement to the nonlinear soil reactions. An analytical study was carried out on laterally loaded pile. The Finite Element Method was used as the analytical tool. Computer programme was developed to study the displacement, shear force, bending moment, rotation and thus the ultimate lateral resistance due to the static load on single piles for cohesive soils. Constant soil modulus and linearly varying with depth were considered in the analysis. The analysis suggested that the lateral displacement of the pile had a further effect on soil modulus. Thus assumption of constant soil modulus at a particular depth during loading, as suggested by various researcher like Reese (1960), appeared to an over simplification of the reality. However, the ultimate lateral resistance as obtained from the present analysis gave a close approximation to that given by Georgiadis (1992) using the concept of p-y curve and L/d ratio.

Item Type: E-LPTA
Additional Information: Project report (BSc.) - Universiti Malaysia Sarawak, 2004.
Uncontrolled Keywords: Foundations, Soil mechanics, unimas, university, universiti, Borneo, Malaysia, Sarawak, Kuching, Samarahan, ipta, education, undergraduate, , research, Universiti Malaysia Sarawak.
Subjects: T Technology > TA Engineering (General). Civil engineering (General)
Divisions: Academic Faculties, Institutes and Centres > Faculty of Engineering
Depositing User: Gani
Date Deposited: 28 Feb 2019 06:54
Last Modified: 28 Feb 2019 06:54

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