Simplified analytical solution for point load acting behind a cantilever wall

Abstract

SUMMARYThe analysis of earth pressure resulting from an applied point load behind a retaining wall is to be carried out in three dimensions as the earth pressure distribution varies both in vertical and horizontal directions. In this research, the semi-empirical expressions developed by Terzaghi [Trans. ASCE 1954; 119] for earth pressure due to point load are integrated and a correction factor is introduced to develop equivalent equations for two-dimensional analyses. A new parameter referred to as the design width, which is the horizontal distance retained by the individual vertical retaining element is introduced. As retaining structures are used to retain soil and to support adjacent structures, reliable prediction of the effect of external loads on the retaining structure is very important to achieve a safe and economic design. The supporting wall should be designed to limit ground movement [1].There are a number of methods to estimate the effect of external loads on the adjacent retaining wall. The elasticity solution developed by Boussinesq has been commonly adopted to estimate the earth pressure due to external loads. Many of the external loads can be represented by point and line loads. Researchers investigated the lateral earth pressure on a retaining wall due to point and line loads; Kim Analytical closed-form solutions have the great advantage of providing easy, direct, and powerful tool for the design process. Terzaghi [9] developed semi-empirical solutions for the cases of point and line loads, based on experimental work. These expressions are widely used and given in different geotechnical design manuals as NAVFAC [10]. In this research, a new attempt has been performed and discussed to achieve an easier analytical procedure for analyzing the problem of a point load based on Terzaghi solution.

An algorithm for the evaluation of active thrust for backfill with irregular profile

“…Coulomb's original formulation was later extended to make it possible to take into account friction between the earth and the wall and the inclinations of the backfill profile and wall backface (Poncelet, 1840). More recently, analytical solutions have been presented with regard to the presence of surcharges (Jarquio, 1981;Motta, 1994;Caltabiano et al, 2000Caltabiano et al, , 2012Greco, 2005Greco, , 2006aGreco, , 2006bGreco, , 2007Biondi et al, 2009;Ghanbari & Taheri, 2012;Iskander, 2012). As regards the shape of the topographic profile, the analytical solutions available in the literature are limited to linear profiles or, at most, to bilinear profiles (Satyanarayana, 1965;Motta, 1993), while solutions concerning backfill with generic profiles must still be sought using the graphical method of Culmann (1875) or through numerical procedures where the inclination of the slip surface delimiting the thrust wedge is found through successive trials.…”

Seismic active thrust due to backfill of general topographic profile

“…Analytical solutions have also been presented with regard to the presence of surcharges on the backfill [21][22][23][24][25][26][27][28][29][30][31][32].…”