Interaction formulae for members subjected to bending and axial compression in EUROCODE 3—the Method 2 approach

Greiner, Richard; Lindner, Joachim

doi:10.1016/j.jcsr.2005.11.018

Cited by 65 publications

(47 citation statements)

References 6 publications

Supporting

Mentioning

Contrasting

Order By: Relevance

“…The pre-buckling effects may also be of importance for beam-columns laterally restrained along the length. An example, which was also investigated by Greiner and Lindner [31], where the pre-buckling effects are of great significance is shown in Fig. 10.…”

Section: Tapering Approachmentioning

confidence: 91%

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: Tapering Approachmentioning

confidence: 91%

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

“…An evaluation of the design rules of the biaxial bending of beam-columns is presented in Bradford (1995). The background information for the recommendations of the current Eurocode 3 (EN 1993(EN -1-1 2005 with regard to combined compression and bending is presented in Boissonnade et al (2004 andLindner (2006) and in the ECCS design manual (da Silva et al 2010b). Further improvements for the revision of LT buckling assessment are the focus of Taras and Greiner (2010), and Greiner and Taras (2010).…”

Section: Introductionmentioning

confidence: 99%

Buckling Resistance Criteria of Prismatic Beams Under Biaxial Moment Gradient

et al. 2018

View full text Add to dashboard Cite

Laterally and torsionally unrestrained steel I-section beams are susceptible to torsional deformations between supports; therefore, according to Part 1-1 of Eurocode 3, they need to be designed to resist lateral-torsional buckling. Eurocode's steelwork design criteria require safety checking based on two stability interaction formulae utilizing the so-called equivalent uniform moment factors and the cross-section resistance formula that, in the case of moment gradient, refer to the beam end section. Uncoupling the beam stability resistance criterion and the cross-section resistance criterion may result in a nonuniform safety assessment of I-section beams. Finite element simulations of the beam resistance for different moment gradient ratios are performed. Verification of the buckling resistance is conducted by varying the following parameters: the slenderness ratio, the location of maximum end moments about both axes and the section depth-to-width ratio (i.e., considering rolled I-and H-sections). The variation in the accuracy of the current Eurocode resistance evaluation method is identified, and an approach for a better equalization of the safety predictions is suggested by considering different values of the most important factors influencing the stability performance of steel I-section beams.

show abstract

“…These interaction factors may be evaluated according to analytical formulation presented in Annexes of [5] (see Annex A for a more accurate calculations of the so-called alternative method 1 or Annex B for the so-called alternative method 2) or the ECCS Design Manual [6]. The values of these factors were calibrated on the basis of numerical simulations [1,4]. As a result, the alternative method 1 is more laborious but closer to the results of finite element simulations.…”

Section: Introductionmentioning

confidence: 99%

On LTB Resistance Assessment of Prismatic I-Section Beams According to Eurocode 3

Giżejowski

Stachura

2017

ZNPRzBiS

View full text Add to dashboard Cite

The lateral-torsional buckling resistance (LTB resistance) of beams bent about the major axis is dealt in Eurocode 3 twofold: a) directly in clause 6.3.2, referring to the lateral-torsional buckling curves of the so-called General case in 6.3.2.2 and of Special case of rolled sections and equivalent welded sections in 6.3.2.3, and indirectly in 6.3.3 as a special case of beam-columns in bending and compression (provided that the axial force and the bending moment about z-z axis vanish). In the latter, interaction factors are evaluated either from Annex A (alternative method 1) or from Annex B (alternative method 2). This paper discusses the issue of interrelations of mentioned above direct and indirect approaches for the evaluation of the lateral-torsional resistance of beams under moment gradient.

show abstract

Interaction formulae for members subjected to bending and axial compression in EUROCODE 3—the Method 2 approach

Cited by 65 publications

References 6 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

Buckling Resistance Criteria of Prismatic Beams Under Biaxial Moment Gradient

On LTB Resistance Assessment of Prismatic I-Section Beams According to Eurocode 3

Contact Info

Product

Resources

About