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Foundation analysis and design
01 Jan 1968-
TL;DR: In this paper, Fondation de soutenagement et al. presented a reference record for Dimensionnement Reference Record created on 2004-09-07, modified on 2016-08-08.
Abstract: Keywords: Fondation ; Mur de soutenement ; Pieux ; Capacite portante ; Ancrage ; Dimensionnement Reference Record created on 2004-09-07, modified on 2016-08-08
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TL;DR: In this article , a three-dimensional numerical model was developed and validated using the case study of the extension of Dwaraka Najafgarh Metro Corridor of Phase III of Delhi MRTS.
Abstract: During earth pressure balance (EPB) shield tunnelling, a three‐dimensional stress redistribution occurs, which leads to development of soil arching. In this paper, development of soil arching by stress redistribution in two types of soils, silty and sandy soil is studied. A three‐dimensional numerical model was first developed and validated using the case study of the extension of Dwaraka Najafgarh Metro Corridor of Phase‐III of Delhi MRTS. Using the validated model numerous simplified numerical analyses were carried out to determine the evolution of soil arching in both silty and sandy soil. The variation in stresses (σxx, σyy and σzz), deformation and shear strain were evaluated and, on this basis, the extent of the loosened region and soil arching region was determined for both soil types. Furthermore, impact of different parameters (i.e., face pressure, grout pressure, C/D ratio and diameter of tunnel) on the evolution of loosened region above tunnel crown was assessed. Based on the numerical analysis, the extent of loosened region in the vertical direction for silty soil was determined to be 1.21D from the tunnel crown and the extent for the sandy soil was determined to be only 0.73D. While in the horizontal direction, the loosened region extends up to 0.72D and 0.37D for silty and sandy soils respectively. An optimal range of different parameters which must be adopted at the time EPB shield tunnelling in silty and sandy soil is recommended.
06 May 2021
01 Jan 2014
TL;DR: In this article, the authors used the Terzaghi approach and Hoek-Brown failure criterion to estimate the bearing capacity of Al-Qatif expansive soil in Saudi Arabia.
Abstract: The foundations placed on near ground surfaces exert maximum contact pressures within immediate vicinity of the soil-foundation contact line The subsurface soil at this level and down to half the width of the foundation or beyond is considered within the strain influence zone responsible for most of the settlement of foundations Stabilization using cement and lime is thought as a measure to improve the bearing capacity of Al-Qatif expansive soil in Saudi Arabia The geotechnical engineers frequently recommend foundations to exert downward loads greater than the swelling pressure This requires the supporting ground not to fail under bearing pressures and excessive settlement Untreated Al Qatif soils were tested for unconfined compressive strength Their respective bearing values were estimated using Terzaghi approach and Hoek-Brown failure criterion Different dosages of lime and cement were added at different moisture conditions and curing periods Improvement as calculated using Terzaghi and Hoek-Brown criterion were demonstrated for different types of treatment This approach can be utilized to adopt higher bearing capacity values often needed in typical expansive soils
01 Jan 2008
TL;DR: In this paper, the bearing capacity of shallow foundations is compared between limit equilibrium method and finite element method (FEM) by modeling the foundation as strip rigid footing, whereas the soil media is cohessive material with Mohr-Coulomb material model and the variation of soil consistency are: very soft, soft, medium, stiff and very stiff.
Abstract: The most common analysis methods on shallow foundation are Terzaghi, Meyerhof, and Vesic. All of them are based on limit equilibrium, when the foundation starting to failure by applying maximum load. One of disadvantages of this method is that deformation and displacement of foundation and soil are not being considered. This behavior is very important for determining ultimate bearing capacity. The subject of this research is to compare the bearing capacity of shallow foundation between limit equilibrium method and finite element method (FEM). The foundation is modeled as strip rigid footing, whereas soil media is cohessive material with Mohr-Coulomb material model. The variation of soil consistency are: very soft, soft, medium, stiff and very stiff. The result indicates that bearing capacity by using finite element approach is relatively different from limit equilibrium method. The first methods is larger than the last one. By using FEM, soil deformation around the foundation can also be determined.