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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 paper, a parametric study was conducted to assess the ultimate bearing capacity of a smooth strip footing subjected to vertical load resting on two undrained clays layered soil, and the finite element results were presented in terms of a modified bearing capacity factor for different ratios of top layer thickness, strength and stiffness ratio of two clay layers.
Abstract: Natural soils are often deposited in layers and homogeneous soils which are very rarely found in nature. Thus, bearing capacity of layered soil cannot be treated anymore as single soil since the soil strength and stiffness parameters are different and increase their linearly with depth. There are two cases which can be consider as inhomogeneous layer soil where strong clay overlaying weak clay layers or weak clay overlaying strong clay layers. A parametric study was conducted to assess the ultimate bearing capacity of a smooth strip footing subjected to vertical load resting on two undrained clays layered soil. A two dimensional (2D) plane strain model incorporated in COMSOL Multiphysics (version 4.3a) which a finite element software was adopted with two physical branches that have been chosen. Two clays layered soil were assumed as linear elastic incompressible material which failed in the Mohr-Coulomb criterion. The finite element results were presented in terms of a modified bearing capacity factor for different ratios of top layer thickness, strength and stiffness ratio of two clay layers. The computation results were then compared to published studies. The numerical analysis showed that strong clay overlaying weak clay layers with c1/c2 >1 resulted in increase of Nc* as h/B ratio increase. In contrast, for a case where weak clay overlaying strong clay layers with c1/c2 <1 showed decrease of Nc* as h/B ratio increase. In comparing results of bearing capacity factor, Nc* indicated a similar trend from previous studies. Stiffness parameters did not affect the solutions as long as remain constant for all cases within suitable ranges of parameters.
01 Jan 2015
TL;DR: The audit and its report will generally be directed toward the facility's line managers as mentioned in this paper, and the auditor will have to be selective regarding the documents that he/she reads and the people who are chosen for interviews.
Abstract: Publisher Summary Evaluations of risk management programs can take one of two forms. The first is a formal audit and the second type of evaluation is less formal. Audits are a fundamental component of any management system. The audit and its report will generally be directed toward the facility's line managers. The reasons for conducting audits are: accident follow-up, regulatory/standards compliance, voluntary check, and insurance and business security. The standards of the audits are: regulations, industry codes, and internal standards. An audit generally consists of a combination of interviews and review of documentation. The auditor will have to be selective regarding the documents that he/she reads and the people who are chosen for interviews. Formal audits must be objective and all findings must be based on observed, verifiable facts. Ideally, two auditors would reach the same conclusions when asked to analyze the same situation with regard to the same baseline standard.
TL;DR: In this paper, the authors determined the allowable bearing capacity of the study location by shear wave velocity approach, which measured the in-situ shear and compressional wave velocities values measured by a 12-channel signal enhancement seismograph.
Abstract: Accurate determination of allowable bearing capacity of soil is key to geotechnical foundations design so as to prevent collapse of structures built on them. Allowable bearing capacity of the study location has been determined by shear wave velocity approach. The seismic data used in this study are the in-situ shear and compressional wave velocities values measured by a 12-channel signal enhancement seismograph. Three layers were detected by the method. Empirical formulations and mathematical relationship between seismic velocities and elastic parameters were used to evaluate the allowable bearing capacity and other parameters presented in Table 1. Results show that allowable bearing capacity for layer 1 ranges from 123.56 to 173.54kN/m 2 . Layer 2 ranges from 233.24 to 377.62kN/m 2 , while layer 3 ranges from 437.62 – 616kN/m 2 . It was observed that allowable bearing capacity increases with depth – a 13% difference between layers 1 and 2 while between layer 2 and 3 there is a 22% difference. By comparison, the allowable bearing capacities evaluated in this study are in agreement with empirical values of allowable bearing capacity of soils proposed by other scholars. Findings show the study location is suitable for geotechnical foundation designs. Keywords: Ayila, Shear wave velocity, Allowable bearing capacity, Coefficient of subgrade reaction
TL;DR: In this paper, a 3D numerical modeling technique is proposed based on the 3D particle flow code in order to investigate the failure mechanism of rock foundations, and sensitivity analyses are performed on the friction angle, cohesion, and footing width.
Abstract: In this research work, a 3D numerical modeling technique is proposed based on the 3D particle flow code in order to investigate the failure mechanism of rock foundations. Two series of footings with different geometries and areas are considered in this work. The failure mechanism obtained is similar to that of the Terzaghi’s but there is a negligible difference in between. Lastly, one equation is presented to calculate the bearing capacity based on the results achieved from the numerical model and the Mohr-Coulomb theory. The sensitivity analyses are performed on the friction angle, cohesion, and footing width. The results obtained are compared with the corresponding results given by the equations given by Terzaghi and Meyerhof. This comparison demonstrates a good agreement between them. In the friction angle sensitive analysis, the amounts of the bearing capacity diagram are very close to Meyerhof’s, which overlap with each other.