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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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01 Jan 2015
TL;DR: In this paper, the authors present a Table of Contents, Table of Contents, and Table of TABLES for a list of FIGURES and ACRONYMS for a chapter.
Abstract: .........................................................................................iii ACKNOWLEDGMENTS...........................................................................v TABLE OF CONTENTS...........................................................................vii LIST OF TABLES....................................................................................x LIST OF FIGURES.................................................................................xii LIST OF ACRONYMS...........................................................................xviii CHAPTER
3 citations
Cites background from "Foundation analysis and design"
...4 1 As referenced by Subramanian (2008) 2 As referenced by Bowles (1996)...
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TL;DR: In this article, the effects of various parameters, such as the pile spacing in the group, different layouts and the lateral load angle (Ѳ) change as a new parameter on the Pm factor and group efficiency based on the 1g model test were investigated.
Abstract: The accurate predictions of load- deflection response of the pile group are necessary for a safe and economical design. The behavior of piles under the lateral load embedded in soil, is typically analyzed using the Winkler nonlinear springs method. In this method, the soil-pile interaction is modeled by nonlinear p-y curves in a way that the single pile p-y curve is modified using a p-multiplier (Pm) for each row of piles in the group. The
average Pm is called the group reduction factor. The Pm factor depends upon the configuration of pile group and the pile spacing (S). The present study was conducted
to investigate the effects of various parameters, such as the pile spacing in the group, different layouts and the lateral load angle (Ѳ) change as a new parameter on the Pm factor and group efficiency based on the 1-g model test. The Pm factor is well comparable with the results of the full-scale test on pile group. However, based on the
results, the calculated values of the Pm factor for 3×3 pile groups under 2.5-diameter spacing was estimated about 0.38 and under 3.5-diameter spacing was estimated about 0.52, so the calculated values at S/D=3, obtained from interpolation the values of group reduction factor at S/D=2.5 and S/D=3.5, are close to the AASHTO recommendation.
3 citations
TL;DR: In this article, the dynamic behavior of building frames over raft footing under seismic forces uniting soil structure interaction is considered, and the analysis is carried out using FEM software SAP2000 *Ver14.
Abstract: The soil flexibility effect is generally not considered in seismic design of building frames and the design is done based on results of dynamic analysis taking fixed base condition. Flexibility effect of soil causes lengthening of lateral natural period due to overall reduction in lateral stiffness of the structure. Such lengthening lateral natural period (T) may considerably vary the seismic response of building frames resting on raft foundation. Hence it is necessary to unite the flexibility of soil on which the foundation rests during analysis such study being termed as soil structure interaction (SSI). In the present study the dynamic behavior of building frames over raft footing under seismic forces uniting soil structure interaction is considered. The analysis is carried out using FEM software SAP2000 *Ver14. For the interaction analysis of space frame, foundation and soil are considered as parts of a single compatible unit and soil is idealized using the soil models for analysis. The soil system below a raft footing is replaced by providing a true soil model (continuum model). In continuum model, soil is considered as homogeneous, isotropic, elastic of half space for which dynamic shear modulus and Poisson’s ratio are the inputs. Influence of number of parameters such as number of storey’s, soil types and height ratio for seismic zone-V is considered in present study. Building responses are considered for bare frame with and without accounting for soil flexibility. The responses in terms of lateral natural period and seismic base shear, lateral displacement (story drift), with and without soil flexibility is compared to evaluate the contribution of soil flexibility on building frames.
3 citations
01 Jan 2018
TL;DR: In this article, a geotehnička bočna nosivost vertikalnih šipova is prekoračena s obzirom na: nosivast okolnog tla, which is tzv. konstruktivna noživost; nosivst poprečnog preseka nošipa, which to usled toga mobilisanja njihove čvrstoće i čveče okoln
Abstract: Temelji graČevinskih objekata fundiranih na šipovima uglavnom prenose vertikalno opterećenje, a šipovi su opterećeni aksijalnim silama pritiska/zatezanja [7]. MeČutim, ponekad su vertikalni šipovi opterećeni i značajnim horizontalnim silama koje mogu da budu posledica stalnog opterećenja, ali i vetra i/ili zemljotresa. U takvim slučajevima, potrebno je da se odredi bočna nosivost vertikalnih šipova [13]. Ona je posledica horizontalnog pomeranja šipova i usled toga mobilisanja njihove čvrstoće i čvrstoće okolnog tla. Imajući to u vidu, bočna otpornost šipova može da bude prekoračena s obzirom na: nosivost okolnog tla, što je tzv. geotehnička nosivost; nosivost poprečnog preseka šipa, što je tzv. konstruktivna nosivost. U ovom radu ćemo, pre svega, analizirati geotehničku nosivost šipova i saglasno tome obradićemo sledeće metode: Rankinovu, Bromsovu i Brinč-Hansenovu. Osim toga, pokazaćemo kako se mogu odrediti horizontalne deformacije bočno opterećenih vertikalnih
3 citations
Cites background or methods from "Foundation analysis and design"
...Finally, it has to emphasize that the values of KH, estimated in this Chapter, should be doubled for pile design [1]....
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...Ova jednačina može da se koristi i za određivanje KH za nekoherentna tla [1]....
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...Na kraju, posebno naglašavamo da vrednosti KH izračunate u ovom poglavlju treba duplirati prilikom projektovanja šipova [1]....
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...This equation may be used for estimation of KH in cohesionless soils, too [1]....
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