Prediction of Buckling-Mode Interaction in Composite Columns

Barbero, Ever J.

doi:10.1080/10759410050031130

Cited by 41 publications

(25 citation statements)

References 14 publications

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“…which includes the contribution from all the parameters in Eq. (8). However, this 1-D approach is not easily adaptable for the comparison of the doubly-symmetric and monosymmetric cross-section imperfection profiles in the current case.…”

Section: Unified Local Imperfection Measurement Criterionmentioning

confidence: 94%

“…Buckling instabilities are the principal failure mode for structural members made from materials with high strength-to-weight ratios [1,2,3,4,5]. Moreover, compression members made from thin-walled plated elements are prone to suffer from a variety of different elastic instability phenomena [6,7,8,9,10]. Even though these modes may exhibit neutral or stable post-buckling behaviour when triggered individually, the interaction of these modes may lead to a dangerously unstable post-buckling behaviour [11,12,13,14,15].…”

Section: Introductionmentioning

confidence: 99%

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Sensitivity of elastic thin-walled rectangular hollow section struts to manufacturing tolerance level imperfections

Shen

Wadee

2018

Engineering Structures

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Finite element models for elastic thin-walled rectangular hollow section (RHS) struts with pre-defined local and global geometric imperfections are developed within the commercial package Abaqus. A unified local imperfection measurement based on equal local bending energy is proposed. The effects of imperfect cross-section profiles, imperfection wavelength in the longitudinal direction and the degree of imperfection localization on the ultimate load and equilibrium path are investigated and the most severe imperfection profiles are determined. A parametric study on the wavelength of the most severe local imperfection profile is conducted and a semi-empirical equation to approximate the corresponding wavelength is proposed. Moreover, an equation to calculate the global buckling load of thin-walled RHS struts with tolerance level doubly-symmetric cross-section local imperfections is proposed.

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Section: Unified Local Imperfection Measurement Criterionmentioning

confidence: 94%

Section: Introductionmentioning

confidence: 99%

Sensitivity of elastic thin-walled rectangular hollow section struts to manufacturing tolerance level imperfections

Shen

Wadee

2018

Engineering Structures

View full text Add to dashboard Cite

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“…(17). The Taylor expansion of this relationship can be written as g½d e ¼ g 1 ½d e þ 1 2 g 2 ½d e ; d e þ 1 6 g 3 ½d e ; d e ; d e þ 1 24 g 4 ½d e ; d e ; d e ; d e þ⋯ ð36Þ…”

Section: Koiter Asymptotic Finite Element Analysismentioning

confidence: 99%

“…Mode interaction often produces the most deleterious imperfection sensitive path with the larger drop in load carrying capacity [16][17][18]. The difficulty resides on how to select the set of modes that produces the worst behavior.…”

Section: Introductionmentioning

confidence: 99%

Imperfection sensitivity analysis of laminated folded plates

Barbero

Madeo

Zagari

et al. 2015

Thin-Walled Structures

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“…For PFRP structural struts of sufficient slenderness that they fail by global buckling, Barbero's group, Hashem and Yuan and Seangatith and Sriboonlue have demonstrated through experimental, numerical and analytical work that the critical global buckling load can be predicted with reasonable accuracy using the classical Euler formula given by Equation .

P_{E} = {π^{2} E_{L C} I_{min} (/) (K L_{e f f})}^{2} = π^{2} E_{L C} A_{g} / λ^{2}

Where E LC = longitudinal compressive modulus; I min = weak axis moment of inertia of section; A g = gross cross section area; K = end‐restraint coefficient; L eff = effective length; and λ = KL eff / r = slenderness ratio and r = weak axis radius of gyration of section.…”

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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Prediction of Buckling-Mode Interaction in Composite Columns

Cited by 41 publications

References 14 publications

Sensitivity of elastic thin-walled rectangular hollow section struts to manufacturing tolerance level imperfections

Sensitivity of elastic thin-walled rectangular hollow section struts to manufacturing tolerance level imperfections

Imperfection sensitivity analysis of laminated folded plates

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

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