Foundation analysis and design

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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.

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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 Article•DOI•

Engineering Subsoil Characterization for Shallow Foundation Design in Ode Irele Area of Ondo State, Southwestern Nigeria

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Olumuyiwa O. Falowo¹, Michael B. Amodu¹•Institutions (1)

Rufus Giwa Polytechnic¹

19 Apr 2020

TL;DR: In this article, an integrated geophysical and geotechnical investigations for foundation design have proved to be good veritable tools in effective foundation design and construction, and the results showed that the soils are sand and silt dominated, however the coastal sand layer has moderately high resistivity at shallow depth to sustain foundation load with thickness greater than 2 m.

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Abstract: Integrated geophysical and geotechnical investigations for foundation design have proved to be good veritable tools in effective foundation design and construction. Geophysical and geotechnical methods involving electrical resistivity and cone penetration test have been carried out to investigate the foundation soil conditions of Ode Irele, southwestern Nigeria. Six vertical electrical sounding (VES) were carried out along two traverses; which is complemented by two cone penetration tests with seven trial tests at different subsurface depths. The geotechnical results showed that the soils are sand and silt dominated. All the tested parameters fall within the Nigeria federal ministry of works and housing specification with liquid limit (< 50%), plastic limit (< 30%), plasticity index (< 20%). The geoelectric sections identified maximum of six geoelectric/geologic subsurface layers comprising the topsoil (red sand), weathered layer (made up of coastal sand/white sand), clayey sand (which is the major aquitard in the area), intermediate sand aquifer unit. However the coastal sand layer has moderately high resistivity at shallow depth to sustain foundation load with thickness greater than 2 m. The groundwater level measured from existing borehole records 17.5 m which may not or seriously affect the bases of the foundation footing. Consequently an average allowable bearing capacity of 150 KN/m2 (ultimate bearing capacity of 450 KN/m2) would be appropriate for design of shallow foundation in the area, at a depth not less than 1.6 m in Ode Irele and 0.8 m at Ajagba. The foundation width of 0.6 m would produce minimum bearing settlement less than 25 mm. The appropriate (recommended) ultimate bearing and allowable bearing capacity for strip and square footings at depth levels of 0.6 – 1.2 m vary from 1486 – 1842 KN/m2 and 495 - 614 KN/m2; and 2056 – 2489 KN/m2 and 685 - 830 KN/m2 respectively.

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4 citations

Journal Article•DOI•

Geotechnical design parameter evaluation using the alluvial plain characteristics in southeastern Iraq

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Jinung Do¹, Ong Heo², Yeo-Won Yoon², Ilhan Chang³•Institutions (3)

North Carolina State University¹, Inha University², University of New South Wales³

01 Oct 2018-Arabian Journal of Geosciences

TL;DR: In this article, the authors report on laboratory and field tests and in-depth analyses conducted on these alluvial plains and reveal that the upper layer of this area is highly over-consolidated.

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Abstract: Geotechnical construction is responsible for the overall stability of superstructures, and if there are design errors, the structure will be exposed to potential problems. Geotechnical design starts with the correct interpretation of the target ground. Southeastern Iraq is mainly comprised of an alluvial plain with diverse geological features, and, therefore, geotechnical design requires a detailed interpretation and understanding of the area. This paper reports on laboratory and field tests and in-depth analyses conducted on these alluvial plains. The results reveal that the upper layer of this area is highly over-consolidated. This may have been caused by the removal of overburden pressure as a result of glaciation and desiccation. The highly over-consolidated soils caused considerable sample disturbance by swelling the bored sample; this provided less reliable results. However, the cone penetration test was regarded as the most appropriate field assessment method for deriving sensible geotechnical design parameters. Despite its limitations in clayey soils, the standard penetration test provided results that matched well with previous observations due to the high penetration resistance of the highly over-consolidated ground. Down-hole tests and plate load tests were considered less reliable methods due to their limited applicability in this area. This study considers geographical features, laboratory methods, and empirical correlations from in situ tests, and, therefore, provides a well-summarized guideline to evaluate special geotechnical characteristics of the alluvial plain in southeastern Iraq.

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4 citations

Journal Article•DOI•

Parametric studies on buckling of piles in cohesionless soils by numerical methods

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Law Chi Wai

29 Apr 2013-HKIE Transactions

TL;DR: In this article, the buckling of slender piles fully or partially embedded in cohesionless soils is studied with reference to the governing differential equation being solved by the finite difference method, and a parametric study is prepared for the determination of the equivalent buckling length of an endbearing pile (from which the theoretical buckling load is derived).

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Abstract: The buckling of slender piles fully or partially embedded in cohesionless soils is studied with reference to the governing differential equation being solved by the finite difference method. The first part of the study is a review of the general phenomenon of ‘buckling’ of a strut under axial load with the conclusion that checking in accordance with ‘initial imperfections’ of the strut is a more realistic approach. However, the Euler load, the equivalent buckling length and the buckling mode shapes are still useful parameters, as apart from giving the theoretical absolute maximum axial load that will create infinite lateral displacements of a pile with initial imperfections, they also act as parameters for determination of the magnitude of the initial imperfections and the most critical initial deformed shapes for design. A parametric study is then followed by which tables are prepared for the determination of the equivalent buckling length of an end-bearing pile (from which the theoretical buckling load ...

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4 citations

Dissertation•

Evaluation of pillar design systems for low reef platinum mining

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T. Zvarivadza

30 Jan 2013

TL;DR: In this article, the authors present a study on the geology and geotechnical aspects of the Great Dyke Ore Body of the Zim platinum mine in South Africa.

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Abstract: ............................................................................................................................. ii ACKNOWLEDGEMENTS ................................................................................................... iv TABLE OF CONTENTS ....................................................................................................... vi LIST OF FIGURES ................................................................................................................ xi LIST OF TABLES ................................................................................................................ xiv LIST OF ABBREVIATIONS ............................................................................................... xv LIST OF SYMBOLS ........................................................................................................... xvii CHAPTER 1: INTRODUCTION ........................................................................................... 1 1.0 Introduction. ................................................................................................................... 1 1.2 Background of Pillar design .......................................................................................... 1 1.3 Geology and geotechnical background of the Great Dyke of Zimbabwe ................. 2 1.3.1 Geotechnical and geology aspects of the Great Dyke Ore Body .............................. 2 1.3.2 Local geology and geotechnical aspects of platinum mines in Zimbabwe ............... 9 1.4 Bord and Pillar Mining Method in platinum mining ............................................... 11 1.5 Problem Definition ....................................................................................................... 13 1.6 Justification of the Research Project .......................................................................... 14 1.7 Aims of the Project ....................................................................................................... 14 1.8 Objectives of the Project .............................................................................................. 14 1.9 Methodology. ................................................................................................................ 15 1.10 Content of the Research Report ................................................................................ 15 CHAPTER 2: LITERATURE REVIEW ............................................................................ 17 2.0 Introduction .................................................................................................................. 17 2.1 Pillar Design Theory .................................................................................................... 17 2.2 Theory on Pillar Load Determination ........................................................................ 18 2.2.1Tributary Area Theory Method ................................................................................ 18

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4 citations

Cites background from "Foundation analysis and design"

...Bowles (2002) brings to light that Hansen (1970)‟s equations allow any D/B (Depth of base/Width of base) so they can be used for both...
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Reliability of site investigations using different reduction techniques for foundation design

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J. Goldsworthy, Mark B. Jaksa, G. Kaggwa, Gordon A. Fenton, D. V. Griffiths, Harry G. Poulos - Show less +2 more

01 Jan 2005

TL;DR: In this article, the authors developed and implemented a framework to measure the effectiveness of several common methods used to reduce the results of multiple geotechnical tests into a single set of values, applicable for use in the settlement model.

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Abstract: The scope of a site investigation, with an aim to accurately estimate the response of a foundation design, typically involves using the results of several geotechnical tests, located at various locations around a site. However, many of the traditional settlement relationships only use a single set of soil properties, generally varying with depth, to obtain a settlement estimate of a loaded area. It is therefore necessary, to reduce the results of a series of tests into a single set of values, applicable for use in the settlement model. As such, the authors have developed and implemented a framework to measure the effectiveness of several common methods used to reduce the results of multiple tests into a single set of values. Results display the ability of reduction methods to provide a reliable footing design compared to a design utilising the complete and exact knowledge of the site.

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4 citations

Cites background or methods from "Foundation analysis and design"

...3, representative of a cohesionless soil (Bowles, 1997). It is held constant, as its variability has little effect on settlement (Fenton et al., 1996). Three statistical properties: the mean; coefficient of variation and the scale of fluctuation describe the variability of the elastic modulus. The coefficient of variation (COV) is a measure of the spread of values about the mean and is defined as the ratio of the standard deviation to the mean. COV values of 20%, 50% and 100% are used to simulate increased soil variability, as shown in Table 1. For the purposes of this paper, a profile with COV = 20% represents a relatively uniform soil profile, while profiles with COV = 50% and 100%, represent moderately and highly variable profiles, respectively. The scale of fluctuation (SOF) is a measure of the spatial dependence of points within the profile, where a small scale of fluctuation gives a soil profile where properties vary rapidly about the mean over short distances, while longer scales of fluctuation show properties which vary slower and more continuously. SOF values of 1 m, 4 m and 16 m have been used in this paper, as shown in Table 1. Profiles are simulated with isotropic correlation where the SOF is the same in all three directions. It is common, however, that soils possess anisotropic correlation, where the SOF in the horizontal direction is greater than the vertical. Jaksa et al. (2005) have investigated these effects on the reliability of site investigations....
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...Poisson’s ratio is set to a constant value of 0.3, representative of a cohesionless soil (Bowles, 1997)....
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...3, representative of a cohesionless soil (Bowles, 1997)....
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...(2003) adopted in this paper, involves using the Local Average Subdivision (LAS) method (Fenton and Vanmarcke, 1990) to generate threedimensional random fields to simulate soil profiles and three-dimensional finite element analysis (3DFEA) developed by Smith and Griffiths (2004). The results in this paper include two “complete knowledge” designs utilising the complete and exact knowledge of the simulated soil profile....
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...As with similar studies concerning stochastic 3DFEA (Fenton et al., 1996; Fenton and Griffiths, 2002; Fenton et al., 2003), only the serviceability of the foundation is considered. This allows the 3DFEA to be restricted to a linear-elastic analysis, reducing the required computational time. The comparison of 3DFEA design with the limited knowledge design using a common settlement model, allows the investigation of the inherent model error. Such model errors are a result of simplifications and assumptions, similar to the idealised strain profile used in the Schmertmann (1970) model....
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Foundation analysis and design

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