Local Web Buckling of Composite (FRP) Beams

Tarján, Gabriella; Sapkás, Ákos; Kollár, László P.

doi:10.1177/0731684409105083

Cited by 12 publications

(6 citation statements)

References 11 publications

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“…Using the above expressions the local buckling analysis of thin-walled composite beams given in the literature can be extended to all practical cases as is discussed in [15].…”

Section: Discussionmentioning

confidence: 99%

Stability Analysis of Long Composite Plates with Restrained Edges Subjected to Shear and Linearly Varying Loads

Tarján

Sapkás

Kollár

2009

Journal of Reinforced Plastics and Composites

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Explicit expressions are developed for the buckling analyses of rectangular (long) plates: for ‘linearly varying axial load’ the known results for hinged supports are corrected and new results are presented for built-in and constrained edges; for ‘shear load’ new results are presented for constrained edges; for ‘uniform compression’ new results are presented when the longitudinal edges are rotationally constrained by stiffeners. The results are based on the Rayleigh—Ritz method.

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“…Using the above expressions the local buckling analysis of thin-walled composite beams given in the literature can be extended to all practical cases as is discussed in [15].…”

Section: Discussionmentioning

confidence: 99%

Stability Analysis of Long Composite Plates with Restrained Edges Subjected to Shear and Linearly Varying Loads

Tarján

Sapkás

Kollár

2009

Journal of Reinforced Plastics and Composites

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“…where is the angle between the flange and the web; is the rotational restraint stiffness. However, the rotational spring restraint assumption is not always valid; Kollar [10,[12][13][14] divided the elastic restraints into two kinds based on analysis of the configurations of various sections: (1) when both of the two edges of the restrained plates are restrained, the restraints are equivalent to a rotating spring [11] and (2) when one edge of the restrained plates is free, the restraints are equivalent to torsional stiffener [15]. The former occurs when the webs and flanges of box-sections and the webs of I-, C-, and Z-sections are used as restrained plates, as shown in Figure 2(a).…”

Section: Introductionmentioning

confidence: 99%

Local Buckling Analysis of T-Section Webs with Closed-Form Solutions

Liang¹,

He²,

Liu³

2016

Mathematical Problems in Engineering

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This paper reports on approaches to estimate the critical buckling loads of thin-walled T-sections with closed-form solutions. We first develop a model using energy conservation approach under the assumption that there is no correlation between the restraint coefficient and buckling half-wavelength. Secondly, we propose a numerical approach to estimate the critical buckling conditions under the more realistic torsional stiffener constraint condition. A dimensionless parameter correlated with constraint conditions is introduced through finite element (FE) analysis and data fitting technique in the numerical approach. The critical buckling coefficient and loads can be expressed as explicit functions of the dimensionless parameter. The proposed numerical approach demonstrates higher accuracy than the approach under noncorrelation assumption. Due to the explicit expression of critical buckling loads, the numerical approach presented here can be easily used in the design, analysis, and precision manufacture of T-section webs.

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“…1 The edges of the plates are assumed to be straight and restrained by the adjacent wall segments. [2][3][4] Several approximate expressions for the lowest buckling load of elastically restrained plates subjected to axial compression, linearly varying axial load, and for shear load are given in the literature, 1,[4][5][6][7][8][9][10][11] and a few of them -relevant for our taskare summarized in Table 1.…”

Section: Introductionmentioning

confidence: 99%

Local buckling of composite beams with edge-stiffened flanges subjected to axial load

Tarján

Kollár

2015

Journal of Reinforced Plastics and Composites

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Local buckling analysis of thin walled composite beams is presented, where the flanges are stiffened at their free edges. The web and the flanges are modelled by rotationally restrained long orthotropic plates. Explicit expressions are developed for the calculation of the lowest buckling load. For the stability of the flange distortional buckling, plate buckling (or local buckling) and their interaction are considered, while the stabilizing effect of the web is taken into account by elastic constraint. Web buckling is modelled with a long plate, whose edges are constrained by stiffeners with warping stiffness. The accuracy of the method is demonstrated through numerical examples.

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Local Web Buckling of Composite (FRP) Beams

Cited by 12 publications

References 11 publications

Stability Analysis of Long Composite Plates with Restrained Edges Subjected to Shear and Linearly Varying Loads

Stability Analysis of Long Composite Plates with Restrained Edges Subjected to Shear and Linearly Varying Loads

Local Buckling Analysis of T-Section Webs with Closed-Form Solutions

Local buckling of composite beams with edge-stiffened flanges subjected to axial load

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