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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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Journal ArticleDOI
TL;DR: In this paper, the results of static compression tests on two model groups of pipe and grouted pile shafts (35mm, 50mm and 60 mm in diameters and 900 mm in length) installed into beds of Yazd siliceous sand (located in southeast Iran).
Abstract: In spite of the many recent advances in pile design and execution methods, the quantitative effects of grouted pile skin resistance and form on subsequent pile behavior remains an area for research. There are many parameters involved in the analysis of the bearing capacity of piles and descriptive method theory of the loading effect for each parameter is very complex. Many of these parameters are interrelated and investigation of the relationships leads to complex equations, which cannot be easily solved. The only reliable solution is to study the influence of each parameter by experimental model tests in equipped laboratories. This research presents the results of static compression tests on two model groups of pipe and grouted pile shafts (35mm, 50mm and 60 mm in diameters and 900 mm in length) installed into beds of Yazd siliceous sand (located in southeast Iran). The findings of the experimental research were to the average ultimate loads at failure for grouted piles were approximately 12% higher than for the pipe piles. The pile skin resistance is an effective factor on pile bearing capacity, the load transfer response appears to be more plastic with increasing pile diameter in siliceous sand and the skin resistance of the pile was not linearly proportional to the pile diameter and varied with increase in pile diameter.

3 citations


Cites background from "Foundation analysis and design"

  • ...Mobilization of the ultimate point resistance in any soil requires a point displacement on the order of 10 percent of the tip diameter for driven piles (Bowles [ 18 ]...

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Journal ArticleDOI
TL;DR: In this paper, the estimation of active and passive earth pressure behind a smooth vertical retaining wall with horizontal backfill under linearly varying geotechnical properties, i.e., cohesion (c), angle of internal friction (φ) and unit weight (γ) vary linearly with depth.
Abstract: Objectives: The present study discuss estimation of active and passive earth pressure behind a smooth vertical retaining wall with horizontal backfill under linearly varying geotechnical properties, i.e., cohesion (c), angle of internal friction (φ) and unit weight (γ) of backfill vary linearly with depth.It is noted that the earth pressure behind the retaining wall is nonlinear and its variation can be established through regression analysis that follows 2nd order polynomial in the form of pa = -az2+bz+c; where z is the depth below the backfill surface, a, b & c are constants. Methods/Statistical Analysis: Regression analysis incorporating least square error approach option is available in Microsoft excel in data analysis tool pack. The total amount of thrust (active or passive ) estimated through non-linear distribution of earth pressure behind retaining wall is compared with the corresponding values computed through most widely used Rankine’s earth pressure theory in which average values of geotechnical parameters are taken. Findings: It is noted that there is 5-7% reduction in the active earth thrust although not much reduction is achieved in the moment. In passive case, the increase in passive thrust is almost 20%. Application/Improvements: Consideration of non-linear earth pressure distribution is useful in situations where base width of the retaining wall is controlled with respect to base shear. It will ultimately lead to reduction in the total cost of construction of the retaining wall and will help in achieving economy when the length of the retaining wall is large.

3 citations


Cites methods from "Foundation analysis and design"

  • ...It can be noted that variation of pA with depth is nonlinear and using regression analysis, option available in Microsoft excel, it was found that 2nd order polynomial in the form pA = –az2+bz, as given by equation (3), best fit the trend with coefficient of determination (R2) close to 1....

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Journal ArticleDOI
TL;DR: In this article, three dimensional soil-structure interaction (SSI) analyses of tall reinforced concrete chimneys with annular raft foundation subjected to wind loads are presented in a parametric study.
Abstract: Three dimensional soil–structure interaction (SSI) analyses of tall reinforced concrete chimneys with annular raft foundation subjected to wind loads are presented in this paper. Different ranges of height and slenderness ratios of the chimneys and different ratios of external diameter to thickness of the annular raft were selected for the parametric study. To understand the significance of SSI, four types of soils were considered based on the stiffness. The chimneys were assumed to be located in terrain category two and subjected to a maximum wind speed of 50 m/s as per IS:875 (Part 3)-1987. The along-wind and across-wind loads were computed according to IS:4998 (Part 1)-1992. The linear elastic behavior was assumed for the integrated chimney-foundation-soil system and it was analysed using finite element software ANSYS based on direct method of SSI. The radial and tangential moments and settlement of annular raft foundation were evaluated through SSI analysis and compared with that obtained from conventional method of analysis as per IS:11089-1984, assuming foundation system is rigid. From the analysis, it is concluded that the SSI analysis results in higher radial moments and lesser tangential moments as compared to conventional method. All these variations depend on the geometric properties of chimney and annular raft foundations.

3 citations


Cites methods from "Foundation analysis and design"

  • ...The properties of soils were adopted in accordance with NEHRP [30] and Bowles [31] on the basis of shear wave velocity of soil....

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Journal ArticleDOI
TL;DR: The cases presented show that the fuzzy inference system can be used as a systematic decision support for engineers dealing with site characterization.
Abstract: A fuzzy sets decision support system is proposed for geotechnical site investigation. The system considers parameters such as geology and soil variability that affect the required number of soundings to adequately characterize a site. It permits also to consider vagueness and lack of information. On the basis of available qualitative and quantitative information, the system allows estimating, for common projects, the number of site soundings. Monte Carlo simulations of entry ranges, where each point has a uniform probability distribution, permit to arrange the output in form of histograms fitted with probability functions. The cases presented show that the fuzzy inference system can be used as a systematic decision support for engineers dealing with site characterization.

3 citations


Cites background or methods from "Foundation analysis and design"

  • ...4 The fuzzy set ‘‘Geotechnical parameters’’ based on the Elastic modulus (Bowles 1977) geotechnical investigation (Unknown Geology)....

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  • ...4 The fuzzy set ‘‘Geotechnical parameters’’ based on the Elastic modulus (Bowles 1977) Geotech Geol Eng (2014) 32:547–559 549...

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  • ...Literature data on material modulus given by Bowles (1977) is used to define the fuzzy set ‘‘geotechnical parameters’’....

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24 Sep 2018
TL;DR: In this article, the effects of modeling lateral stiffness of pile foundation on structural stability analysis were investigated. And the results showed that the deformations of the building and foundation as well as the load distribution on the foundation and on the load bearing structure were sensible to the stiffness of the foundation.
Abstract: Nowadays in Finland, there is an increasing interest in relying on the lateral resistance of pile foundation with less usage of raking piles. However, there is a current lack of understanding of soil-structure interaction and the cooperation between structural and geotechnical engineers is ineffective, which makes it difficult to fully rely on the current results. Therefore, this study was carried out to assess the effects of modeling lateral stiffness of pile foundation on structural stability analysis. Additionally, a general overview of soil-structure interaction and a suggestion of improved cooperation between the two engineering fields are provided in this work. The analysis was carried out on a building frame with four different lateral stiffness models on the foundation, the goal was to measure the response of the building frame to the models. The results show that the deformations of the building and foundation as well as the load distribution on the foundation and on the load bearing structure were sensible to the stiffness of the foundation. It has been concluded from the results that it is important to have a precise lateral stiffness model in order to have a more realistic load distribution on the load bearing structure, and that soil analysis should be carried out accordingly to the deformations obtained on the structural stability analysis. In order to achieve this goal, it is necessary to reinforce the cooperation between structural and geotechnical engineers in the exchange of information and the check of results throughout the design process. By doing this, both soil and structural analysis can be carried out with more precision and reliability of results can be increased.

3 citations


Cites methods from "Foundation analysis and design"

  • ...This was showed by literature and experimental research done by Bowles (1997) [2], Brown et al (1988) [4] and Elhakim et al (2014) [10], where it was proved that a pile group has larger deflection than a single pile when the same loading ratio per pile is kept, meaning that for an hypothetical case of a group of 4 piles with an applied horizontal force of 40kN, the horizontal displacement would be greater than in a single pile with an applied horizontal force...

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  • ...[2], [8] Therefore, for each different soil there is a different calculation process for the p-y curve and there are many commercial and free computer programs offer possibilities for such analysis....

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