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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 non-linear viscoelastic shaft and base load transfer (t-z) models are presented, based on integration of a generalized visco-elastic stress-strain model for the soil.
Abstract: Viscoelastic or creep behaviour can have a significant influence on the load transfer (t–z) response at the pile–soil interface, and thus on the pile load settlement relationship. Many experimental and theoretical models for pile load transfer behaviour have been presented. However, none of these has led to a closed-form expression which captures both non-linearity and viscoelastic behaviour of the soil. In this paper, non-linear viscoelastic shaft and base load transfer (t–z) models are presented, based on integration of a generalized viscoelastic stress–strain model for the soil. The resulting shaft model is verified through published field and laboratory test data. With these models, the previous closed-form solutions evolved for a pile in a non-homogeneous media have been readily extended to account for visco-elastic response. For 1-step loading case, the closed-form predictions have been verified extensively with previous more rigorous numerical analysis, and with the new GASPILE program analysis. Parametric studies on two kinds of commonly encountered loading: step loading, ramp (linear increase followed by sustained) loading have been performed. Two examples of the prediction of the effects of creep on the load settlement relationship by the solutions and the program GASPILE, have been presented. Copyright © 2000 John Wiley & Sons, Ltd.
21 citations
31 Mar 2013
TL;DR: In this article, the authors evaluated the subsurface lithologies as well as examined the properties of the soils at a University location within the fresh water swamp terrain in the Niger Delta, using a hand auger to a maximum depth of 4.00 m in each borehole.
Abstract: This study evaluates the subsurface lithologies as well as examines the properties of the soils at a University location within the fresh water swamp terrain in the Niger Delta. Borings for subsurface exploration in the area were made at five well spaced locations with a hand auger to a maximum depth of 4.00 m in each borehole. Soil samples were retrieved at 0.5 m interval and at positions where changes in lithology were noticed during the boring process. Laboratory tests were carried out on selected and representative soil samples recovered from the borings in accordance with BS 1377 (1975) and ASTM (1979) standards. Moisture content range from 20.6% to a maximum of 26.5% in the silty clay and gravelly, silty clay soils located at 2 m depth and low to medium plasticity range (12 to 18%). The undrained friction angle was determined to be 30 while the undrained cohesion has a value of 58 KN/m2, the computed coefficient of volume compressibility (Mv) gave 1.24 m2/MN while the coefficient of consolidation (Cv) resulted in 3.38 m2/year. Computed total settlements of 69 mm are within design limits for shallow foundation. Borehole 1 (BH1) was dry while BH2 recorded 3.80 m as the ground water level. Observed water table depths in BH3, BH4 and BH5 were 2.00 m, 1.70 and 1.50 m, respectively, at the time of the subsurface investigations. Higher values are expected especially at the peak of the rainy months. Foundation systems in the area must take special precaution to prevent seepage into the structures. This could be by drainage or waterproofing or a combination of both methods.
Key words: Geotechnical properties, subsurface soils, water table conditions, fresh water swamp terrain, Niger Delta.
21 citations
Cites background from "Foundation analysis and design"
...It is settlement that usually determines the allowable soil pressure beneath a foundation load (Bowles, 1982)....
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...Settlements It is settlement that usually determines the allowable soil pressure beneath a foundation load (Bowles, 1982)....
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TL;DR: In this article, the field test results obtained by means of the Cambridge self-boring pressuremeter (SBPM) in a sensitive Champlain clay of Quebec were analyzed and it was shown that, although the undrained s...
Abstract: The present paper analyzes field test results obtained by means of the Cambridge self-boring pressuremeter (SBPM) in a sensitive Champlain clay of Quebec. It is shown that, although the undrained s...
21 citations
Cites background from "Foundation analysis and design"
...To be able to tackle the inconsistencies reported in SBPM-deduced test results (Bowles 1988), it is necessary to have a certain number of well-executed field tests....
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...Because some of the aforementioned factors may lead to parameter inconsistencies (Bowles 1988), there is reluctance on the part of geotechnical engineers in North America toward an increasing acceptance of the SBPM test, especially that this test, unlike other common field tests, is the only test that allows the determination of the entire stress–strain curve of the clay....
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TL;DR: In this article, the authors investigated the causes and mechanisms of three rotational landslides along a section of the highway and found that the failures are progressive, showing strain softening behavior with full saturation.
Abstract: Some slope instability problems exist in Ankara clay along E90 highway. The purpose of this paper is to determine the mineralogical and geotechnical properties of soils, and to investigate the causes and mechanisms of three rotational landslides along a section of the highway. In order to accomplish these tasks, field studies, laboratory testing, back analyses, and limit equilibrium and finite difference analyses were performed. The landslides are formed within a soil consisting of clay and silt with a little sand and gravel. Slope stability analyses indicate that long-term stability of already failed slopes is critical. The failures are progressive, showing strain softening behavior with full saturation. Broken irrigation pipes existing near the landslides are found to be the main cause of sliding. Maintenance of the pipes, surface drainage, removal and replacement of the failed (slided) material are considered to be economical and practical solutions for the remediation of the slides.
21 citations
TL;DR: In this article, a reconfigurable loading and data acquisition platform was developed for the first time to perform "standing" prototype loading tests on a special-shape segmental lining.
21 citations