Major-axis elastic buckling of axially loaded castellated steel columns

El-Sawy, Khaled M.; Sweedan, Amr M.I.; Martini, Mohamed I.

doi:10.1016/j.tws.2009.03.012

Cited by 31 publications

(15 citation statements)

References 5 publications

(8 reference statements)

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“…This research was partly devoted to cellular and castellated beams; however, the project did not thoroughly investigate the subject, providing only a few tests results and no real design proposal. Complementary information may be found in El-Sawy et al (2009), Radic et al (2008 and Sweedan (2011), where propositions for the determination of the critical bending moment M cr in cellular and castellated beams are given. Other investigations related to instabilities in cellular or castellated beams may also be found in the literature, such as for flexural buckling behaviour (Sweedan, 2011;Verwij, 2010), or for beam-column behaviour (Sonck et al, 2010, Sonck andVan Impe, 2011).…”

Section: Introductionmentioning

confidence: 89%

Design of cellular beams against lateral torsional buckling

Boissonnade

Nseir

et al. 2014

Proceedings of the Institution of Civil Engineers - Structures

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The behaviour of so-called 'cellular members' against lateral torsional buckling is investigated. These beams comprise regularly spaced web openings, and are especially used for their high resistance-to-weight ratio, the possibility of integrating service pipes within their height, and for aesthetic reasons. Such profiles usually exhibit a complex behaviour and many potential failure modes, including interactional local/global instability modes. Regarding global instability, members are usually designed by means of approximate design rules, which often lead to an unduly conservative girder, with beams sometimes showing up to 150% resistance reserve. This research work aims at improving this situation, through development of adequate design formulas. Both experimental and extensive numerical parametric studies are undertaken; a series of three full-scale tests is first performed, with the intention of using them to validate the derived finite-element models. Because the numerical models show very good agreement with the tests, they are then further used to gather a large set of numerical reference results where many parameters are varied: relative slenderness, steel grades, cross-sectional dimensions, bending moment distributions and the relative size of the openings. Finally, a new set of dedicated design rules is derived, which is demonstrated to be accurate and economic while leading to safe estimates of resistance when compared to all reference results.

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Section: Introductionmentioning

confidence: 89%

Design of cellular beams against lateral torsional buckling

Boissonnade

Nseir

et al. 2014

Proceedings of the Institution of Civil Engineers - Structures

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“…The compressive capacity of a column can be quantified in several ways, one of which is based on the Euler buckling load (Uzny, 2011). The elastic buckling load of a pin-ended column was first determined by Euler in 1774 (El-Sawy, Sweedan and Martini, 2009). However, he found it difficult to consider the effects of the self-weight of a column when determining its buckling response.…”

Section: Introductionmentioning

confidence: 99%

Analytical determination of the vibration frequencies and buckling loads of slender reinforced concrete towers

Wahrhaftig

Silva

Brasil

2019

Lat. Am. j. solids struct.

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This study focused on improving the design of slender structures with reinforced concrete (RC) telecommunication towers as the main application. Analytical procedure based on Rayleigh's method to compute the first natural vibration frequency and the critical buckling load was development. All the nonlinearities present in the system were considered, in addition to the soil-structure interaction and the variation of the geometric properties along the length of the structure. The geometric nonlinearity and imperfections of the tower structure were computed as functions of the axial load using a geometric stiffness matrix. Further, the material nonlinearity was accounted for by reducing the flexural stiffness. As concrete structures exhibit viscoelasticity, creep was calculated using the Eurocode 2 model. The soilstructure interaction was modeled as a set of distributed springs. To validate the proposed method, the first frequency and critical buckling load were compared with those yielded by FEM simulations. The frequency results were in good agreement with those of the FEM simulations, indicating that the proposed method is sufficiently accurate for use in engineering design applications and easy to implement. On the other hand, the buckling load results obtained using the proposed method and FEM differed significantly, motivating further investigation.

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“…In 1774, Euler determined the elastic buckling load of a pin-ended column [6]. However, he found it difficult to include the self-weight of the column.…”

Section: Introductionmentioning

confidence: 99%