Ultimate capacity of I-slender section columns

Salem, A.; Aghoury, M. El; Dib, F.F. El; Hanna, M.T.

doi:10.1016/j.jcsr.2003.10.003

Cited by 23 publications

(11 citation statements)

References 5 publications

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“…Other theoretical and empirical expressions were also proposed by several authors taking into account various parameters affecting the effective width, e.g. Abdel-Sayed [21], Dawson and Walker [22], Narayanan and Chow [23], Vilnay and Rockey [24], Beedle [25], Galambos [26], Gaylord and Gaylord [27], Mohammadi et al [28], Wang and Rammerstorfer [18], Salem et al [29]. Lind [30], Roorda and Venkataramaiah [31] and Faulkner [32] compared various effective formulas that were proposed by several authors to compute the ultimate strength.…”

Section: Analytical Effective Width Formulationsmentioning

confidence: 99%

“…To derive the effective width equations, the non-uniform stress distribution shown schematically in Fig. 6 can be approximated by two strips of width, b e1 and b e2 , respectively, such that (29) where σ max 1 and σ max 2 are the stresses at η = −0.5 and 0.5, respectively, and b e1 and b e2 are their corresponding effective widths, respectively. The right block can be assumed to carry the load from the center line of the plate, η = 0, to the edge η = 0.5, i.e.,…”

Section: Analytical Effective Width Formulationsmentioning

confidence: 99%

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Analytical effective width equations for limit state design of thin plates under non-homogeneous in-plane loading

Bedair

2009

Arch Appl Mech

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The effective width concept has been widely used in engineering practice for the computation of ultimate strength of slender members. Many design codes employ this concept in order to compensate for the stiffness reduction in the post-buckling state. Extensive work was done to develop effective width equations for plates under uniform compression, while little attention has been given for plates under non-homogeneous in-plane loading. North American, British and European design codes provide only expressions for the computation of the elastic buckling loads for plates under this load combination, while the effective width calculation is based on the uniformly compressed plates. It will be shown that due to the non-uniformity of the applied load, the stress characteristics in the post-buckling state are different from the uniform compression case, thus requiring special treatments. The paper presents analytical closed form expressions for the computation of effective width of thin plates under non-homogeneous in-plane loading. The longitudinal edges are assumed to be straight and free to translate in the plane of the plate. The proposed expressions are very useful for limit state design of slender I-sections of beam columns or channel sections under this general type of loading. They enable the designers to compute the effective width of the section with the aid of simple formulas that, for design purposes, are suitable for hand-calculation and avoid the cost and effort that any numerical non-linear analysis may require.

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Section: Analytical Effective Width Formulationsmentioning

confidence: 99%

Section: Analytical Effective Width Formulationsmentioning

confidence: 99%

Analytical effective width equations for limit state design of thin plates under non-homogeneous in-plane loading

Bedair

2009

Arch Appl Mech

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“…Theoretical investigations [3,4], experimental studies [3,5~8] and finite element analyses [9,10] were conducted for I-or H-section beams, columns and beam-columns.…”

Section: Introductionmentioning

confidence: 99%

Experiment Study of Elasto-plastic Interactive Buckling of H-section Steel Beam-columns

Deng

Zhang

Fan

et al. 2016

MATEC Web of Conferences

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Abstract.Six welded H-section steel specimens subjected to the axial compressive load, the in-plane shear force and the resulting bending moment around the cross-section major axis are tested monotonically to investigate the elastoplastic interactive buckling performances of beam-columns. The specimens are designed to fail due to local interactive buckling which is monitored by strain gauges and displacement meters. Strain curves and displacement curves varying with the shear force are illustrated, based on which the local interactive buckling is identified and the ultimate moment capacity of the specimen is extracted. The tests reveal that the local buckling of the web and flange in the compression zone occurs simultaneously resulting in the decrease of the ultimate moment capacity of the specimen. The normalized moment versus rotation curves are illustrated and compared in pairs to investigate the effects of the axial compression ratio, the flange width-thickness ratio and the web height-thickness ratio on the normalized ultimate moment capacity, which is defined as the ratio of the ultimate moment over the plastic moment. It is observed that the normalized ultimate moment capacity decreases remarkably as the axial compression ratio or the flange width-thickness ratio increases, but varies little as the web height-thickness ratio increases.

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“…Therefore the widththickness ratio and depth-thickness ratio of the plate are assumed to be a major parameter to determine the ultimate capacity of a thin-walled steel beam or column. Up to now many experimental and analytical studies [3][4][5][6][7][8][9][10][11][12] on the H-section beam have been reported. These studies mainly aimed at revealing the correlation between the width or depth-thickness ratio and ultimate capacity subjected to an H-section beam under monotonic loading.…”

Section: Introductionmentioning

confidence: 99%

Post Local Buckling Behavior and Ultimate Capacity of H–section Beam

Wang

Ikarashi

2011

Journal of Asian Architecture and Building Engineering

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This paper presents a study on the ultimate capacity (maximum strength and plastic deformation capacity) of a thin-walled H-section beam. An experimental study is adopted by subjecting beams under cyclic loading to a large range of deformations with large depth-thickness ratios, which are over or close to the limit value of the current standards. The objectives of the present paper are to reveal the post local buckling behavior and to propose a handy method to evaluate the ultimate capacity. Instead of the commonly used parameter of width and depth-thickness ratio, the normalized thickness ratio WF developed in this study based on the author's previous studies can be regarded as the major parameter to evaluate the ultimate capacity. The relationship between WF and ultimate capacity is examined. The improved criteria for assessing the maximum strength and plastic deformation capacity of an H-section beam is proposed using normalized thickness ratio WF and is shown to be in good agreement with the experiment results.

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Ultimate capacity of I-slender section columns

Cited by 23 publications

References 5 publications

Analytical effective width equations for limit state design of thin plates under non-homogeneous in-plane loading

Analytical effective width equations for limit state design of thin plates under non-homogeneous in-plane loading

Experiment Study of Elasto-plastic Interactive Buckling of H-section Steel Beam-columns

Post Local Buckling Behavior and Ultimate Capacity of H–section Beam

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