Instability of carbon fibre reinforced flanges of I section beams and columns

Webber, J. P. H.; Holt, P. J.; Lee, D.A.

doi:10.1016/0263-8223(85)90012-1

Cited by 28 publications

(10 citation statements)

References 3 publications

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“…In this case, the reduced bending stiffnesses must be used. 14 The matrix of these reduced stiffnesses is calculated by equation (29) of Kolla´r. 5…”

Section: Discussionmentioning

confidence: 99%

Buckling of rectangular composite plates with restrained edges subjected to axial loads

Kollár

2014

Journal of Reinforced Plastics and Composites

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Explicit expressions are developed for the buckling analyses of rectangular plates subjected to uniaxial loads when the unloaded edges are rotationally constrained. Three types of constraints (and their combinations) are considered: rotational springs, stiffeners with torsional stiffness and stiffeners with warping stiffness. The results can be applied for the stability analysis of the webs of thin-walled I or C beams.

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“…In this case, the reduced bending stiffnesses must be used. 14 The matrix of these reduced stiffnesses is calculated by equation (29) of Kolla´r. 5…”

Section: Discussionmentioning

confidence: 99%

Buckling of rectangular composite plates with restrained edges subjected to axial loads

Kollár

2014

Journal of Reinforced Plastics and Composites

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“…For thin-walled members with unsymmetrical walls the presented formulas can be applied, as an approximation. In this case the reduced bending stiffnesses must be used [13]. The matrix of these reduced stiffnesses is calculated by Equation (29) of Kolla´r [6].…”

Section: Discussionmentioning

confidence: 99%

Local Web Buckling of Composite (FRP) Beams

Tarján

Sapkás

Kollár

2009

Journal of Reinforced Plastics and Composites

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Local buckling analysis of thin-walled open or closed section fiber-reinforced plastic beams is presented. In the analysis, the web is modeled as a long orthotropic plate with rotationally restrained edges. Explicit expressions were developed for the buckling analyses of rectangular (long) plates in a companion paper. These results are applied to develop explicit expressions for the calculation of the web buckling of beams with thin-walled cross sections. At last, the applicability of the method is demonstrated by numerical examples and the results are verified by finite element calculations.

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“…An encompassing overview is beyond the scope of the present work and the interested reader is referred to some of the standard works in this field (see e.g., [1,7,[14][15][16][17]19]) and the references cited therein. The special situation of the local buckling of structural subelements of thin-walled composite beams has also been given some attention, see e.g., the works of Brunelle and Oyibo [5], Webber et al [20], Baharlou and Leissa [2], Barbero and Raftoyiannis [4], Bank and Yin [3], Zureick and Shih [21], Qiao et al [10], Kollár [8,9], Qiao and Zuo [11,12], or Qiao and Shan [13], among others.…”

Section: T-section I-sectionmentioning

confidence: 98%

“…2. While it is well known that in the case of symmetric and purely orthotropic plates under simple loading conditions with elastic edge restraints the buckling problem can be solved in an implicit manner by solving the resultant exact transcendental equations [3,10,14,20], this procedure is not possible and alternative means of analysis must be found. For this reason, we will employ the Ritz-method wherein we will formulate especially suited displacement shape functions for the flanges.…”

Section: T-section I-sectionmentioning

confidence: 99%

Local buckling of wide-flange thin-walled anisotropic composite beams

Mittelstedt

2007

Arch Appl Mech

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The present contribution deals with the onset of local buckling of compressively loaded thin-walled beams with open I, C, Z, T and L-cross-sections made of laminated composite materials. The method employs a discrete plate analysis approach in the course of which each structural subelement of interest-which presently is the flange-of the thin-walled cross-section is considered as a separate composite plate with elastic rotational restraints at those edges where an adjacent substructural element is located. While in many investigations the lamination schemes of webs and flanges are considered to be purely orthotropic, in the present paper the laminate layups are allowed to be of an arbitrary non-orthotropic nature, which also allows for the analysis of laminates with inherent bending-torsion coupling. The analysis of the buckling loads of the flanges of thinwalled composite beams is performed using the Ritz-method for which some especially adjusted displacement shape functions are employed. For the case of pure orthotropy, a novel closed-form solution is described. The accuracy of the employed approaches is established by comparison with accompanying finite element simulations of thin-walled composite beams. It is revealed that the presented methodology is highly efficient in terms of computational effort and yet performs with satisfying accuracy, which makes it very attractive for actual practical applications whenever the local stability behaviour of wide-flange thin-walled composite beams is to be considered.Keywords Buckling · Composites · Laminates · Thin-walled anisotropic beams · Flanges 1 Introduction Motivation and scope of the present workIn the framework of e.g., aerospace engineering, thin-walled beams are important structural elements wherein the structural subelements which form the cross-section-i.e., the webs and flanges-in many application cases are made of laminated composite materials. Common examples for open cross-sections (meaning crosssections which exhibit free edges) are I, C, Z, T and L-profiles as depicted in Fig. 1. Naturally, one of the main factors driving the design and analysis process of such thin-walled beam structures is the stability behaviour. If the length of a beam is sufficiently high, it can be assumed that rather global buckling modes in the form of Euler buckling or torsional-flexural buckling occur. However, depending on the geometry and the applied loadings, beams with thin-walled cross-sections very often also suffer from local buckling problems such as the buckling of the flanges for which adequate means of analysis have to be found. One very common concept is the so-called discrete plate analysis. In the course of this methodology, the structural subelement of interest is cut from the cross-section. At the resultant edges, rotational restraints are considered which are characterized C. Mittelstedt (B)

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Instability of carbon fibre reinforced flanges of I section beams and columns

Cited by 28 publications

References 3 publications

Buckling of rectangular composite plates with restrained edges subjected to axial loads

Buckling of rectangular composite plates with restrained edges subjected to axial loads

Local Web Buckling of Composite (FRP) Beams

Local buckling of wide-flange thin-walled anisotropic composite beams

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