Flexural-Torsional Buckling of Structures

Trahair, Nicholas S.

doi:10.1201/9781482271218

Cited by 325 publications

(242 citation statements)

References 0 publications

Supporting

Mentioning

227

Contrasting

Unclassified

Order By: Relevance

“…The nodes within the end sections of the members were constrained to a reference point located at the centroid of the cross-section where the boundary conditions were applied. The accuracy of this modelling technique was verified by comparing the elastic buckling moments obtained through the finite element models subjected to uniform bending with those obtained through the analytical formulae provided by Trahair [8] for fork-end supported members.…”

Section: Development Of Finite Element Modelsmentioning

confidence: 99%

“…Moreover, moment gradient effects, restraint type and position, the height of transverse loading and interactions between laterally unrestrained spans during buckling can directly be accounted for through LBA. Such an approach has been previously proposed by [8][9][10][11][12] for the determination of the inelastic flexural-torsional buckling resistances of steel beam-columns. Stiffness reduction functions have been put forward by Wongkaew [9] and Wongkaew and Chen [10] based on the AISC LRFD [13] member buckling equations, and by Trahair and Hancock [12] based on the AS 4100 [3] member instability assessment equations.…”

Section: Introductionmentioning

confidence: 99%

“…1, where the out-of-plane failure is a bifurcation form of buckling as the out-of-plane deformations are zero before instability occurs. Since the out-of-plane deformations prior to buckling are zero, the in-plane response of a member can be assessed separately from the out-of-plane response and the out-of-plane instability assessment can be performed considering member forces obtained from the in-plane analysis [8,14,15]. Based on this principle, in the design framework proposed in this paper, the in-plane analysis of a steel beam-column is initially carried out by performing Geometrically Nonlinear Analysis with reduced stiffness (GNA-SR) through the stiffness reduction functions developed in Kucukler et al [16].…”

Section: Introductionmentioning

confidence: 99%

See 2 more Smart Citations

Flexural–torsional buckling assessment of steel beam–columns through a stiffness reduction method

Kucukler

Gardner

Macorini

2015

Engineering Structures

View full text Add to dashboard Cite

In this paper, a stiffness reduction method for the flexural-torsional buckling assessment of steel beam-columns subjected to major axis bending and axial compression is presented. The proposed method is applied by reducing the Young's E and shear G moduli through the developed stiffness reduction functions and performing Linear Buckling Analysis. To account for second-order forces induced prior to buckling, the in-plane (in the plane of bending) and out-of-plane analyses of a member are separated and stiffness reduction for the out-of-plane instability assessment is applied on the basis of member forces determined from the in-plane analysis. Since the developed stiffness reduction functions fully take into account the detrimental influence of imperfections and spread of plasticity, the proposed method does not require the use of member design equations, thus leading to practical design. For the purpose of verifying this approach, the strength predictions determined through the proposed stiffness reduction method are compared against those obtained from nonlinear finite element modelling for a large number of regular, irregular, single and multispan beam-columns.

show abstract

Section: Development Of Finite Element Modelsmentioning

confidence: 99%

Section: Introductionmentioning

confidence: 99%

Section: Introductionmentioning

confidence: 99%

See 1 more Smart Citation

Flexural–torsional buckling assessment of steel beam–columns through a stiffness reduction method

Kucukler

Gardner

Macorini

2015

Engineering Structures

View full text Add to dashboard Cite

show abstract

“…In the design of thin-walled channel columns, it is important to fulfil different criteria of stability loss: overall, local and distortional conditions. The problems of different types of buckling and post-buckling, in sense of Generalized Beam Theory (GBT), in elastic range are well described in the literature [22][23][24][30][31][32]. In studies is also highlighted the influence of initial geometrical imperfections on buckling behaviour of structures [21,29].…”

Section: Introductionmentioning

confidence: 88%

Local buckling of composite channel columns

Szymczak

Kujawa

2018

Continuum Mech. Thermodyn.

View full text Add to dashboard Cite

The investigation concerns local buckling of compressed flanges of axially compressed composite channel columns. Cooperation of the member flange and web is taken into account here. The buckling mode of the member flange is defined by rotation angle a flange about the line of its connection with the web. The channel column under investigation is made of unidirectional fibre-reinforced laminate. Two approaches to member orthotropic material modelling are performed: the homogenization with the aid of theory of mixture and periodicity cell or homogenization upon the Voigt-Reuss hypothesis. The fundamental differential equation of local buckling is derived with the aid of the stationary total potential energy principle. The critical buckling stress corresponding to a number of buckling half-waves is assumed to be a minimum eigenvalue of the equation. Some numerical examples dealing with columns are given here. The analytical results are compared with the finite element stability analysis carried out by means of ABAQUS software. The paper is focused on a close analytical solution of the critical buckling stress and the associated buckling mode while the web-flange cooperation is assumed. Keywords Fibre composites · Channel column · Analytical solution · FEM List of symbols

show abstract

“…(9), based on gross cross sectional properties and takes into account the loading conditions, the real moment distribution and the restraints at supports and loading points (lateral displacement and axial rotation). This expression was calculated using the Ritz method, assuming the stationarity of the total potential energy [17], using the restraints of the experimental setup (four-point bending test with lateral displacement and axial rotation restraint at the supports and axial rotation restraint at the loading points).…”

Section: Bending Resistance Of Peb -Simple Calculation Methodsmentioning

confidence: 99%

Experimental bending tests of partially encased beams at elevated temperatures

Piloto

Gavilán

Gonçalves

et al. 2017

Fire Safety Journal

View full text Add to dashboard Cite

A B S T R A C TThis paper presents the result of an experimental research about the lateral torsional buckling instability during bending tests of Partially Encased Beams (PEB) at elevated temperature. A set of twenty seven four-point bending tests, grouped in ten series, were carried out to analyse the influence of relative slenderness, beam temperature and the shear bond conditions between concrete and steel in bending. In addition, this study compares the behaviour of PEB and bare steel beam under bending at room temperature. PEB specimens are based on IPE100 steel profiles, with two different lengths 2.4 m (medium series) and 3.9 m (large series), tested in bending using simple supporting conditions and exposed to different temperatures levels of 200 C, 400 C, and 600 C. Two different shear bond conditions, between steel profile and lateral concrete, were analysed at 400 C: one series with connectors formed by welded stirrups to the web and another series with natural adherence between steel and concrete, not welded stirrups. PEB attained lateral torsional buckling as deformed failure mode at the ultimate limit state, except for the case of PEB tested at 600 C that results in a plastic hinge failure. The bending resistance was determined for the maximum load event (F u ) and for the displacement limit corresponding to L/30 (F L/30 ) and compared with the results of the Eurocode 3 part 1-2 simple calculation method, considering an adaptation of its formulae to PEB. The expected reduction in bending resistance at elevated temperature is in good agreement with the experimental reduction factor, when the deformation criterion is used.

show abstract

Flexural-Torsional Buckling of Structures

Cited by 325 publications

References 0 publications

Flexural–torsional buckling assessment of steel beam–columns through a stiffness reduction method

Flexural–torsional buckling assessment of steel beam–columns through a stiffness reduction method

Local buckling of composite channel columns

Experimental bending tests of partially encased beams at elevated temperatures

Contact Info

Product

Resources

About