Compressive strength equation for GFRP square tube columns

Cardoso, Daniel C.T.; Harries, Kent A.; Batista, Eduardo de Miranda

doi:10.1016/j.compositesb.2013.10.057

Cited by 63 publications

(34 citation statements)

References 15 publications

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“…However, there are several problems related to its use that demands in-depth studies (Akbulut, Gundogdu and Sengül, 2010). Due to its importance, the buckling of columns of fiber-reinforced composite materials has been extensively studied (Barbero and Tomblin, 1994;Barbero, 2000;Puente, Insausti and Azkune, 2006;Kollár, 2002aKollár, , 2002bKollár, , 2003Kollár, , 2014Qiao and Shan, 2005;Cardoso, 2014, Cardoso, Harries and Batista, 2014, 2015.…”

Section: Introductionmentioning

confidence: 99%

Local buckling and post-critical behavior of thin-walled composite channel section columns

D’Aguiar

Parente

2018

Lat. Am. j. solids struct.

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This work presents a study of the behavior, performance and failure of thinwalled composite channel section columns. The study is carried-out using nonlinear finite element models of laminated columns, including geometric imperfections and material failure, as well as approximate analytical solutions based on the Classical Lamination Theory. The accuracy of the numerical model is assessed using experimental results available in the literature and very good results were obtained. The results show the influence of the column layup and wall thickness on the structural behavior of laminated columns, including the buckling mode and ultimate failure load. Finally, the numerical model is used to assess the accuracy of approximate closed-form expressions for evaluation of the local buckling loads of composite channel section columns.

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Section: Introductionmentioning

confidence: 99%

Local buckling and post-critical behavior of thin-walled composite channel section columns

D’Aguiar

Parente

2018

Lat. Am. j. solids struct.

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“…Previous studies of axial behaviour of pultruded GFRP have identified the following general conclusion as summarized by Cardoso et al [3].…”

Section: Introductionmentioning

confidence: 79%

Numerical and Analytical study on Axial Compression behaviour of Pultruded GFRP members

2020

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“…Note: G / P = glass fiber / polyester; G / V = glass fiber / vinyl ester; G / E = glass fiber / epoxy; M = manufacturer; P Exp = global buckling load obtained from experiment; C = Creative Pultrusions Inc.; F = Fiberline Composites; A = ALTO Perfis Pultrudidos, Lda; b = []; c = []; d = []; e = []; f = []; g = []; h = []; i = []; j = []; k = []; l = [].…”

Section: Supporting Experimental Databasementioning

confidence: 99%

“…Previous studies of axial behavior of PFRP have identified the following general conclusions as summarized by Cardoso et al. : a) short columns, those having plate relative slenderness ratios, λ p = ( F c / F crl ) 0.5 ≤ ≈0.7, where F c is the material compressive strength, and F crl is the local buckling critical stress, are dominated by local buckling of plate elements (e.g., []); b) long columns, those having λ p ≥ ≈1.3, are dominated by global buckling (e.g., []); and c) so‐called intermediate columns, having slenderness falling between short and long columns, exhibit a complex interaction between local and global buckling (e.g., []). The focus of the present study is long columns with doubly symmetric cross sections which are widely used in civil engineering structures and their behavior is dominated by global buckling.…”

Section: Introductionmentioning

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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Compressive strength equation for GFRP square tube columns

Cited by 63 publications

References 15 publications

Local buckling and post-critical behavior of thin-walled composite channel section columns

Local buckling and post-critical behavior of thin-walled composite channel section columns

Numerical and Analytical study on Axial Compression behaviour of Pultruded GFRP members

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

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