Local Buckling of Composite Fiber-Reinforced Plastic Wide-Flange Sections

Qiao, Pizhong; Zou, Guang Ping

doi:10.1061/(asce)0733-9445(2003)129:1(125)

Cited by 45 publications

(21 citation statements)

References 10 publications

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“…where sf and cf are given by (16a) and (16b). As shown in Figure 5, compared with the critical buckling load calculated by the FE approach, the critical buckling load computed by (19) is more conservative with a maximum error of only 2.18%. The closed-form solution of the critical buckling load coefficient presented in (19) demonstrates higher accuracy than (15) under the noncorrelation assumption, as well as simplicity for practical implementation in engineering applications.…”

Section: Numerical Approach Under Torsional Stiffener Restraintmentioning

confidence: 93%

“…Moreover, the structural form of the function is chosen to be as simple as possible for the convenience of obtaining corresponding explicit formula. Based on the recommendations of selecting shape functions in relevant studies [18,19], the shape function shown in (8) is used to simulate the buckling deformation of plate units…”

Section: Explicit Solutions Of the Local Buckling Of Elastically Restmentioning

confidence: 99%

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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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Section: Numerical Approach Under Torsional Stiffener Restraintmentioning

confidence: 93%

Section: Explicit Solutions Of the Local Buckling Of Elastically Restmentioning

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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“…The SHELL63 element which consists of four nodes having six degrees‐of‐freedom (DOF) per node was adopted. This element has the capacity to model the linear elastic response of orthotropic materials in thin‐walled sections . The FE mesh was created by dividing the cross section into 8–45 elements, depending of the type and dimension of cross sections.…”

Section: New Closed‐form Solutionsmentioning

confidence: 99%

Prediction of global buckling loads of doubly symmetric pultruded FRP columns subjected to concentric compression

Zhan

2019

Z Angew Math Mech

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This paper presents an improved closed-form solution to determine the global buckling capacity of axially loaded pultruded fiber-reinforced polymer (PFRP) columns with doubly symmetry cross sections based on the original solution recommended by Eurocode 3 (EC3). In this improved solution, a new closed-form equation to determine the reduction factor for global buckling of doubly symmetric PFRP members under axial compression is developed, based on the Ayrton-Perry formula and observed initial out-of-straightness of PFRP members measured by other researchers. Recognizing that data on initial imperfections may be unavailable, a second new empirical closed-form equation is derived to predict the global buckling loads of doubly symmetric PFRP columns based upon the experimental data. Validation of the two explicit solutions taking into account the influence of geometric imperfections of doubly symmetric PFRP shapes is performed by both comparison to experimental data and comparison with validated numerical simulations. In addition, compared with the five closed-form solutions available in the literature, the two proposed solutions exhibit higher accuracy in predicting the global buckling capacity of concentrically loaded PFRP columns with doubly symmetry cross sections. Parametric studies are further conducted, and the influences of the main parameters on the performance of corresponding solutions are discussed. The two proposed solutions can facilitate the global buckling analysis and design of doubly symmetric PFRP columns under concentric compressive loading. K E Y W O R D S closed-form solutions, doubly symmetric PFRP columns, global buckling loads, numerical simulations, prediction accuracy M S C ( 2 0 1 0 ) xxx INTRODUCTIONNowadays, pultruded fiber-reinforced polymer (PFRP) profiles and systems are being increasingly used as primary structural members in structural engineering applications such as pedestrian bridges, electricity transmission towers and offshore Nomenclature: A g , gross cross section area; E LC , longitudinal compressive modulus; F LC , longitudinal compressive strength; I min , weak axis moment of inertia of section; K, end-restraint coefficient; L eff , effective length; r, weak axis radius of gyration of section; S, section modulus; , cross section shape-dependent shear coefficient; 0 , relative initial bending (imperfection); , slenderness ratio = KL eff /r; n , universal slenderness ratio; v 0 , the maximum initial deflection at the midspan of the PFRP member; cr , critical buckling stress; E , Euler buckling stress.

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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 Composite Fiber-Reinforced Plastic Wide-Flange Sections

Cited by 45 publications

References 10 publications

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

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

Prediction of global buckling loads of doubly symmetric pultruded FRP columns subjected to concentric compression

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

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