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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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Dissertation
26 Nov 2010
TL;DR: In this paper, an investigation was performed for live load forces applied to soil-steel structures under shallow backfill depths, specifically a long span deeply corrugated box culvert.
Abstract: An investigation was performed for live load forces applied to soil-steel structures under shallow backfill depths, specifically a long span deeply corrugated box culvert. The work was also relevant to other types of flexible buried structures and loading scenarios. The investigation involved the application of both a robust experimental testing process and the development of 3-D finite element models. Full scale live load tests, performed in Dorchester NB, were executed to obtain a large sample of experimental data. The testing program was designed specifically to fully characterize the structural response of a long span box culvert to CHBDC design truck live loads. The program included live load testing at six different backfill depths with 21 unique truck positions per lift, with instrumentation at four separate rings. The experimental data was used to assess and calibrate the finite element models being developed to predict structural effects. The finite element software package ADINA was used to model the test structure in 3-D. The basics of model development, such as element types, boundary conditions, loads, and other analysis options were discussed. An orthotropic shell modeling approach to accurately describe the corrugated plate properties was developed. A number of soil constitutive models, both linear and nonlinear, were examined and evaluated. The data obtained from experimental testing was compared to the results obtained by the finite element modeling and the various soil models were evaluated. A parametric study was performed examining the sensitivity of modeling parameters. The impact of various assumptions made regarding the model was quantitatively established. The thesis provided guidance on the 3-D modeling of soil-steel structures allowing future researchers to study the factors which were significant to their design and field applications.

3 citations


Cites background from "Foundation analysis and design"

  • ...Assuming a Poisson’s ratio of 0.3, (Bowles, 1996), computes the shear modulus to be equal to 0.461 of the bulk modulus....

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  • ...3, (Bowles, 1996), computes the shear modulus to be equal to 0....

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Proceedings ArticleDOI
21 Sep 2007
TL;DR: Based on a variety of case histories of site investigations, including extensive bore hole data, laboratory testing and geophysical prospecting, an empirical formulation is proposed for the rapid determination of allowable bearing capacity of shallow foundations.
Abstract: Based on a variety of case histories of site investigations, including extensive bore hole data, laboratory testing and geophysical prospecting, an empirical formulation is proposed for the rapid determination of allowable bearing capacity of shallow foundations. The proposed expression corroborates consistently with the results of the classical theory and is proven to be rapid, reliable and safe. It consists of only two soil parameters, namely, the insitu measured shear wave velocity, and the unit weight. The unit weight may be also determined with sufficient accuracy, by means of another empirical expression, using the Pwave velocity. It is indicated that once the shear and P-wave velocities are measured insitu by an appropriate geophysical survey, the allowable bearing capacity may be determined rapidly and reliably through a single step operation. Such an innovative approach, using the seismic wave velocities only, is considerably cost and time-saving, in practice.

3 citations

Journal ArticleDOI
TL;DR: In this article, a numerical finite element-based study was conducted to determine the failure mechanism and bearing capacity of interfering strip footings located on the face of a slope, and it was observed that the response of interfering footings is governed by the soil type, footing width, slope inclination, and the relative elevation between the footings.
Abstract: Construction of residential and commercial buildings on the slope face is very commonly noted in the North-eastern and other mountainous terrains of India. Closely spaced buildings and the foundation elements located on such slope faces interact with each other, thereby influencing the stability of the slopes, which, in turn, affects the failure mechanism and bearing capacity estimation of such foundation systems. Several literatures are available highlighting the response of foundation located on the slope crest, while those elucidating the response of foundation located directly on the slope face are scanty. Among them, there are extremely few literatures available showcasing the interaction of footings located on slope face. Hence, considering the practical importance of the issue, this paper reports a numerical two-dimensional finite element-based study that is conducted to determine the failure mechanism and bearing capacity of interfering strip footings located on the face of a slope. The study aptly demonstrates that the response of interfering footings is governed by the soil type, footing width, slope inclination, and the relative elevation between the footings. It is observed that upon increasing the footing width by two times, the bearing capacity of interfering footing increases by 33%, even though the interfering mechanism remains the same. It was also noted that with each successive increase in the slope inclination by 5°, the interfering bearing capacity gets reduced by 37 %. Under any parametric circumstances, maximum interference between the strip footings is noted when their relative height of separation (in terms of footing width) remains close to 2, while the interference is found to be completely disappearing when the relative height of separation is 8 or more. This finding should aid in the decision making about the proper choice of inclusion of interference effect during the analysis and design of foundations on slope face.

3 citations

Journal ArticleDOI
12 Sep 2015
TL;DR: In this article, the influence of vertical earthquake excitation on the response of steel girder composite bridges (SCB) with and without seismic isolation through specifically selected earthquakes was investigated for seven different earthquake data.
Abstract: In this study, influences of vertical ground motion on seismically isolated bridges were investigated for seven different earthquake data. One assessment of bearing effect involves the calculation of vertical earthquake load on the seismically isolated bridges. This paper investigates the influence of vertical earthquake excitation on the response of briefly steel girder composite bridges (SCB) with and without seismic isolation through specifically selected earthquakes. In detail, the bridge is composed of 30m long three spans, concrete double piers at each axis supported by mat foundations with pile systems. At both end of the spans there exists concrete abutments to support superstructure of the bridge. SCBs which were seismically isolated with ten commonly preferred different lead-rubber bearings (LRB) under each steel girder were analyzed. Then, the comparisons were made with a SCB without seismic isolation. Initially, a preliminary design was made and reasonable sections for the bridge have been obtained. As a result of this, the steel girder bridge sections were checked with AASHTO provisions and analytical model was updated accordingly. Earthquake records were thought as the main loading sources. Hence both cases were exposed to tri-axial earthquake loads in order to understand the effects under such circumstances. Seven near fault earthquake data were selected by considering possession of directivity. Several runs using the chosen earthquakes were performed in order to be able to derive satisfactory comparisons between different types of isolators. Analytical calculations were conducted using well known structural analysis software (SAS) SAP2000. Nonlinear time history analysis was performed using the analytical model of the bridge with and without seismic isolation. Response data collected from SAS was used to determine the vertical load on the piers and middle span midspan moment on the steel girders due to the vertical and horizontal component of excitation. Comparisons dealing with the effects of horizontal only and horizontal plus vertical earthquake loads were introduced.

3 citations