Lateral–torsional buckling assessment of steel beams through a stiffness reduction method

Kucukler, Merih; Gardner, Leroy; Macorini, Lorenzo

doi:10.1016/j.jcsr.2015.02.008

Cited by 70 publications

(64 citation statements)

References 20 publications

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“…The discrepancies in the maximum strength values may result from the differences between the actual shapes and magnitudes of the geometrical imperfections of the specimens which were not reported by Van Kuren and Galambos [23] and those assumed in the finite element models. Additional validation studies of the shell finite element modelling approach adopted in this paper against different experiments from the literature can be found in Kucukler et al [27] and Kucukler [28]. by Kucukler et al [16,27].…”

Section: Validation Of Finite Element Modelsmentioning

confidence: 96%

“…Additional validation studies of the shell finite element modelling approach adopted in this paper against different experiments from the literature can be found in Kucukler et al [27] and Kucukler [28]. by Kucukler et al [16,27]. In the following section, these functions will be utilised in the derivation of a stiffness reduction function for the flexural-torsional buckling assessment of beam-columns.…”

Section: Validation Of Finite Element Modelsmentioning

confidence: 99%

“…In Kucukler et al [27], a stiffness reduction function for the LTB assessment of steel beams has been proposed and verified against a large number of GMNIA simulations. The proposed stiffness reduction function τ LT is provided by eq.…”

Section: Stiffness Reduction Function For Lateral-torsional Buckling mentioning

confidence: 99%

“…(1) and eq. (2) were originally derived from the Perry-Robertson equations that take into account the elastic and first yield mechanical flexural and lateral-torsional buckling response of geometrically imperfect steel members but involve imperfection factors α z and α LT calibrated to the GMNIA results for the consideration of residual stresses and the spread of plasticity [16,27].…”

Section: Derivation Of Stiffness Reduction Function For Flexural-torsmentioning

confidence: 99%

“…(13) may lead to uneconomic design. In Kucukler et al [27], two different approaches were proposed for the consideration of moment gradient effects on plasticity. The first one is based on factoring the largest bending moment along the length by an equivalent uniform moment factor and reducing the Young's E and shear moduli G at the same rate along the whole member length.…”

Section: Derivation Of Stiffness Reduction Function For Flexural-torsmentioning

confidence: 99%

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

Kucukler

Gardner

Macorini

2015

Engineering Structures

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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.

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Section: Validation Of Finite Element Modelsmentioning

confidence: 96%

Section: Validation Of Finite Element Modelsmentioning

confidence: 99%

Section: Stiffness Reduction Function For Lateral-torsional Buckling mentioning

confidence: 99%

Section: Derivation Of Stiffness Reduction Function For Flexural-torsmentioning

confidence: 99%

Section: Derivation Of Stiffness Reduction Function For Flexural-torsmentioning

confidence: 99%

See 3 more Smart Citations

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

Kucukler

Gardner

Macorini

2015

Engineering Structures

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05.06: Design of web‐tapered steel members through a stiffness reduction method

2017

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Stiffness reduction provides a practical means for the instability assessment of structural steel members. In this paper, a stiffness reduction approach for the design of web-tapered steel members fabricated through the welding of individual plates is presented. Stiffness reduction functions for welded members, which fully take into account the adverse influence of plasticity and imperfections on the strength and stability, are described. The proposed approach is implemented by (i) dividing the tapered member into prismatic segments along its length, (ii) reducing the flexural stiffness of each segment through the developed stiffness reduction functions considering the withstood forces and the cross-section properties of each segment, (iii) performing Geometrically Nonlinear Analysis using beam elements and (iv) making cross-section strength checks. The accuracy of the proposed approach is assessed against the results of nonlinear shell finite element modelling for a large number of tapered members, with various slenderness values, tapering ratios (i.e. the ratios between the cross-section depths of deep and shallow ends) and loading conditions. It is observed that the proposed stiffness reduction method provides a very accurate and efficient way to design web-tapered steel members.

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Out‐of‐plane Stability Design by GMNIA – Equivalent Imperfections and Strain Limits

et al. 2022

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An accurate and consistent approach to the out‐of‐plane stability design of steel beams and structures utilising geometrically and materially nonlinear analysis with imperfections (GMNIA) and strain limits is proposed. The method is implemented using computationally efficient beam elements, with the ultimate structural resistance defined either by (i) the ultimate load factor or (ii) the load factor at which a strain limit, determined on the basis of the continuous strength method (CSM), is attained, whichever occurs first. In the present paper, the scope of this method is extended from the in‐plane design of steel structures and structural components to scenarios in which out‐of‐plane stability effects, with a focus on lateral‐torsional buckling (LTB), govern. First, two shapes and corresponding amplitudes of equivalent imperfections, which consider the combined influence of both geometric imperfections and residual stresses, for the out‐of‐stability design of steel and stainless steel members by GMNIA are established. The existing CSM strain limits for in‐plane design are then extended to allow for the influence of shear, torsion and warping, to enable their general applicability to three‐dimensional buckling problems. It is shown that employing the proposed design method together with the proposed equivalent imperfections generally provides more accurate and consistent ultimate strength predictions than traditional Eurocode design calculations and also streamlines the design process by eliminating the need for cross‐section classification and individual member design checks.

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Lateral–torsional buckling assessment of steel beams through a stiffness reduction method

Cited by 70 publications

References 20 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

05.06: Design of web‐tapered steel members through a stiffness reduction method

Out‐of‐plane Stability Design by GMNIA – Equivalent Imperfections and Strain Limits

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