Book•
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: The axial bearing capacity of a jetted conductor increases with time due to consolidation and thixotropy effects; however, the field data for set-up only extend to about 10 days as mentioned in this paper.
Abstract: Jetting is a technique commonly used to install well conductors, which is faster than the conventional drill and cement method. Conductors are designed to support the buoyed weight of the first string of casings (typically, 3–5 days after jetting) and later to provide the lateral stability for the well system against cyclic loading from environmental elements. The axial bearing capacity of a jetted conductor increases with time due to consolidation and thixotropy effects; however, the field data for set-up only extend to about 10 days. Installation of jetted conductors as piles and anchors may be an economic solution for offshore developments. The long-term axial capacity of jetted conductors was investigated through a series of centrifuge modelling and laboratory thixotropy testing. The centrifuge tests simulated jetting installation of four model conductors and measured capacities at set-up times ranging between 10 and 1000 days in a kaolin clay seabed with an undrained shear strength profile similar to...
12 citations
Cites background from "Foundation analysis and design"
...This is attributed to the smooth surface of the model conductor, which results in approximately 30% reduction in friction (Bowles, 1996) compared to a rough steel– soil interface (i....
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TL;DR: In this paper, the authors evaluated the liquefaction potential in a coastal region in Atakum County of Samsun Province, Turkey using standard penetration test blow counts for four boreholes for sandy portions of the soil profile which exist in the first 20 m below ground surface.
Abstract: Soil liquefaction is one of the most momentous causes of damages induced by earthquakes. It can be described as a sudden decrease in the strength of saturated, cohesionless soil layers, remaining effectual for a length of time under transient and cyclic loading due to excess pore water pressure generation. Consequently, the most appropriate and typical soil condition which brings the potential out to liquefy is loose sand with a groundwater table close to ground surface. This study is pertinent to determine the liquefaction potential in a coastal region in Atakum County of Samsun Province, Turkey. Therefore, empirical equations were used to determine the peak ground accelerations for three scenario earthquakes with the magnitudes of 6.5, 7.0, and 7.2 in order to consider in the simplified procedure context proposed by Seed and Idriss (J. Soil Mech. Found. Div. ASCE 97:1249–1273 1971). Liquefaction potential evaluations were performed using standard penetration test blow counts for four boreholes for sandy portions of the soil profile which exist in the first 20 m below ground surface. In addition to analytical evaluations, two-dimensional nonlinear analyses were ran with Towhata-Iai constitutive model suitable for liquefaction analysis available in DIANA finite element software to clarify excess pore pressure generation that leads to liquefaction. It is also well-known that sands tend to densify when subjected to seismic shaking. Densification of undersoil causes settlement at the ground surface. Liquefaction induced settlements usually cause damages on both superstructures and infrastructures. On the basis of this fact, the method proposed by Ishihara and Yoshimine (Soils Found. 32:173–188 1992) was used to determine the settlements for scenario earthquakes.
12 citations
Cites background or methods from "Foundation analysis and design"
...Since it is pretty well unfeasible to take undisturbed cohesionless soil samples (Bowles 1997), the studies aimed to propose correlations so as to assess liquefaction potential are mainly based on in situ tests consisting of standard penetration test (SPT), associated especially with the spearheading work of Seed and Idriss (1971) followed by Iwasaki et al....
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...Since it is pretty well unfeasible to take undisturbed cohesionless soil samples (Bowles 1997), the studies aimed to propose correlations so as to assess liquefaction potential are mainly based on in situ tests consisting of standard penetration test (SPT), associated especially with the…...
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01 Mar 2020
TL;DR: In this paper, a series of large-scale numerical analyses were implemented to define the soil bed reaction modulus and bearing capacity ratio of reinforced sand soil in plane strain conditions, where the Mohr-Coulomb soil constitutive model was used to represent the fine sandy soil and the linear elastic tension model was utilized for modeled geogrid reinforcement elements.
Abstract: Both experimental and numerical investigations conducted on strip footing laying down over the geogrid reinforced fine sand bed. Firstly, an evaluation of the significance of geogrid reinforcement to enhance the soil’s strength is required to carry out a series of a small-scale model of reinforced and unreinforced soil beneath static loading. Next, the series of the large-scale numerical analyses were implemented to define the soil bed reaction modulus and bearing capacity ratio of reinforced sand soil in plane strain conditions. The Mohr–Coulomb soil constitutive model was used to represent the fine sandy soil and the linear elastic tension model was utilized for modeled geogrid reinforcement elements. One of the most beneficial outcomes in the unreinforced soil case, the ultimate bearing capacity progress occurs by developing the width of the strip footing. Then in reinforcing case, an uppermost geogrid layer’s depth under the footing and the fittest spacing between the reinforcing layers are not affected by the wide ranges of the footing widths. Their optimum values are similar to the works of literature (u/B = 0.3 and h/B = 0.4), but they are affected by soil friction angles. Finally, the achievement of this study indicates that the coefficient of soil reaction is associated with a nonlinear behavior with the relative ratio of tensile stiffness of the geogrid to the elasticity modulus of soil and enhanced by increased the number of geogrid layers. The influence of geogrid length on subgrade modulus is negligible and only the effective depth is affected it. The value of reaction modulus decreases when both the footing width and settlement increase. A simple new method is proposed to determine an approximate value of subgrade reaction modulus in reinforced soils.
12 citations
Dissertation•
01 Jan 1993
TL;DR: The author’s dissertation aims to demonstrate the efforts towards in-situ applicability of EMMARM, as to provide real-time information about concrete mechanical properties such as E-modulus and compressive strength.
Abstract: Copyright and moral rights for this work are retained by the author A copy can be downloaded for personal non-commercial research or study, without prior permission or charge This work cannot be reproduced or quoted extensively from without first obtaining permission in writing from the author The content must not be changed in any way or sold commercially in any format or medium without the formal permission of the author When referring to this work, full bibliographic details including the author, title, awarding institution and date of the thesis must be given
12 citations
Cites background or methods from "Foundation analysis and design"
...& de Freitas M.H. (1984) A geology for engineers....
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...M. & De Jong J.P. (1990) The development of prototype expert systems for the application of heat exchangers and compression cycle heat pumps in energy conservation....
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..., Magnan J. & Tavenas F. (1990) Embankments on soft clays (English translation D....
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...& Mojabi M.S. (1991) Design and construction of the basement of the galleries shopping certre, Bristol....
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...Soulie M. & Lessard G. (1992) CASTOR, an integrated package of computer-aided design software for hydraulic project....
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TL;DR: In this paper, the load distributions of the grouped piles under lateral loads acting from one side of the pile cap were approximately modeled using the elasticity equations with the assumptions that the underground structure is rigid enough to sustain the loads, and only small deformations of the soils are yielded.
Abstract: The load distributions of the grouped piles under lateral loads acting from one side of the pile cap could be approximately modeled using the elasticity equations with the assumptions that the underground structure is rigid enough to sustain the loads, and only small deformations of the soils are yielded. Variations of the soil–pile interactions along the depths are therefore negligible for simplicity. This paper presents the analytical modeling using the dynamic pile-to-pile interaction factors for 2 × 2 and 2 × 3 grouped piles. The results were found comparative with the experimental and numerical results of other studies. Similar to others' findings, it was shown that the leading pile could carry more static loads than the trailing pile does. For the piles in the perpendicular direction with the static load, the loads would distribute symmetrically with the centerline whereas the middle pile always sustains the smallest load. For steady-state loads with operating frequencies up to 30 Hz, the pile load distributions would vary significantly with the frequencies. It is interesting to know that designing the pile foundation needs to be cautioned for steady-state vibrations as they are a problem of machine foundation. However, for transient loads or any harmonic loads acting upon relatively higher frequencies, the pile loads could be regarded as uniformly distributed. It is hoped that the numerical results of this paper will be helpful in the design practice of pile foundation. Copyright © 2008 John Wiley & Sons, Ltd.
12 citations