Local Buckling of Elastically Restrained Fiber-Reinforced Plastic Plates and its Application to Box Sections

Qiao, Pizhong; Zou, Guang Ping

doi:10.1061/(asce)0733-9399(2002)128:12(1324)

Cited by 45 publications

(25 citation statements)

References 9 publications

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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: 99%

“…with F defined by (11). This expression allows for an approximate closed-analytical solution for the buckling load N 0 11 by evaluating the buckling condition ∂Π 1 ∂ W = 0.…”

Section: Closed-form Analytical Approach For Orthotropic Layupsmentioning

confidence: 99%

“…The resultants S 00 , S 02 , S 11 The material data were set to E 11 = 138,000 MPa, E 22 = 10,000 MPa, ν 12 = 0.27 and G 12 = 5,000 MPa, wherein the quantities E 11 and E 22 denote the longitudinal and the transverse modulus of elasticity, respectively, while G 12 is the shear modulus. The quantity ν 12 is Poisson's ratio of the layer material.…”

Section: Closed-form Analytical Approach For Orthotropic Layupsmentioning

confidence: 99%

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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)

show abstract

Section: T-section I-sectionmentioning

confidence: 99%

“…with F defined by (11). This expression allows for an approximate closed-analytical solution for the buckling load N 0 11 by evaluating the buckling condition ∂Π 1 ∂ W = 0.…”

Section: Closed-form Analytical Approach For Orthotropic Layupsmentioning

confidence: 99%

Section: Closed-form Analytical Approach For Orthotropic Layupsmentioning

confidence: 99%

See 1 more Smart Citation

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

Mittelstedt

2007

Arch Appl Mech

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“…Qiao and Zou [20] have presented an analytical study of the local buckling of rectangular composite plates rotationally restrained elastically along unloaded edges. Setoodeh and Karami [21] have used the three-dimensional elasticity approach to analyze the free vibration and buckling of composite plates with elastically restrained edges.…”

Section: Introductionmentioning

confidence: 99%

Postbuckling of carbon nanotube reinforced functionally graded plates with edges elastically restrained against translation and rotation under axial compression

Zhang

Liew

Reddy

2016

Computer Methods in Applied Mechanics and Engineering

141

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“…With the aid of a discrete plate analysis technique [22,23], the thin-walled sectional composite structures can be modeled as the assembling of a group of orthotropic plates which are rotationally restrained along the two unloaded edges where the conjunctions of plates meet, and the rotational restraint stiffness (k) at conjunctions is used to consider the flexibility of the connections. Due to the different rotational restraint effects and loading conditions, some boundaries of the rotationally restrained plates can be simplified as simply supported or clamped cases.…”

Section: Introductionmentioning

confidence: 99%