Local Buckling of Fiber Reinforced Plastic Composite Structural Members with Open and Closed Cross Sections

Kollár, László P.

doi:10.1061/(asce)0733-9445(2003)129:11(1503)

Cited by 122 publications

(114 citation statements)

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“…As the elastic instability of the pultruded GFRP sections in compression is governed by the local buckling [38], Muttashar et al [31] suggested to use buckling stresses, σ cr local instead of the allowable compressive stresses in equation 3. An approximate expression to determine the buckling stresses for free and rotationally restrained orthotropic plates has been proposed by Kollár [39]. In this method, the local buckling stress of the section is calculated by considering the web and flange to be separate from each other and assuming them as orthotropic plates subjected to uniaxial compression and elastically restrained along their common edge.…”

Section: Effect Of Concrete Compressive Strengthmentioning

confidence: 99%

Flexural behaviour of multi-celled GFRP composite beams with concrete infill: Experiment and theoretical analysis

Muttashar

Manalo

Karunasena

et al. 2017

Composite Structures

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This research introduces multi-celled glass fibre reinforced polymer (GFRP) beam sections partially filled with concrete. Pultruded GFRP square tubes (125 mm x125 mm x 6.5 mm) were bonded together using epoxy adhesives to form the beams using 2 to 4 cells. Concrete with 15 and 32 MPa compressive strengths was used to fill the top cell of the beams. These beams were then tested under static four-point bending and their behaviour was compared with hollow beams. The results showed that up to 27% increase in strength was achieved by multi-celled compared to a single cell beam. The beams with concrete infill failed at 38% to 80% higher load and exhibited 10 to 22% higher stiffness than their hollow counterparts. The increase in the compressive strength of the concrete infill from 15 MPa to 32 MPa resulted in up to 14% increase in the failure load but did not enhance the flexural stiffness. Finally, the proposed prediction equation which account for the combined effect of shear and flexural stresses showed a good agreement with the experimental results for hollow cells and up to 3 cells of concrete filled beams. The bearing stress equation gave a better estimation for 4-cell filled section. KeywordsComposite beam, multi-cell beams, concrete in-fill, flexural behaviour, theoretical prediction. All Tables.pdf [Table] To view all the submission files, including those not included in the PDF, click on the manuscript title on your EVISE Homepage, then click 'Download zip file'. RESEARCH PAPER AbstractThis research introduces multi-celled glass fibre reinforced polymer (GFRP) beam sections partially filled with concrete. Pultruded GFRP square tubes (125 mm x125 mm x 6.5 mm)were bonded together using epoxy adhesives to form the beams using 2 to 4 cells. Concrete

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Section: Effect Of Concrete Compressive Strengthmentioning

confidence: 99%

Flexural behaviour of multi-celled GFRP composite beams with concrete infill: Experiment and theoretical analysis

Muttashar

Manalo

Karunasena

et al. 2017

Composite Structures

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“…The section moment of resistance for local instability will depend on geometry, material elastic constants and moment distribution. Because it further depends of the rotational stiffness at the junctions between the web and flange walls its determination by either a closed-form equation or physical testing is not straightforward [31,32]. Trumpf [21] Taking the local flange buckling mode to be the ultimate mode of failure in PFRP beams the non-dimensional slenderness LT  of Eq.…”

Section: M-11/39mentioning

confidence: 99%

Lateral–Torsional Buckling design for pultruded FRP beams

Nguyen

Chan

Mottram

2015

Composite Structures

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This paper presents an investigation into the development of a design procedure for Pultruded Fibre Reinforced Polymers (PFRP) beams failing by the elastic buckling mode of Lateral-Torsional Buckling (LTB). The design procedure is based on the European design approach for uniform members in bending of structural steel. In particular, the calibration method adopts the general case 'resistance' formula in Eurocode 3 (EN 1993(EN -1-1:2005, and follows a standard design from testing procedure given in Eurocode 0 (EN 1990(EN :2002 when calibrating the 'design model' to determine the partial factor M  for a member instability check. The test population for calibration has 114 LTB buckling resistances using four PFRP section sizes of I and channel shapes.The non-dimensional slenderness parameter is defined using the local flange buckling strength instead of the yield strength. An imperfection factor of 0.34 and partial factor of 1.3 are shown to be appropriate for calculation of the LTB moment of resistance.

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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%

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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Local Buckling of Fiber Reinforced Plastic Composite Structural Members with Open and Closed Cross Sections

Cited by 122 publications

References 11 publications

Flexural behaviour of multi-celled GFRP composite beams with concrete infill: Experiment and theoretical analysis

Flexural behaviour of multi-celled GFRP composite beams with concrete infill: Experiment and theoretical analysis

Lateral–Torsional Buckling design for pultruded FRP beams

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

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