Buckling Resistance of Longitudinally Stiffened Panels with Closed Stiffeners under Direct Longitudinal Stresses

Pourostad, Vahid; Kuhlmann, Ulrike

doi:10.1002/cepa.1762

Cited by 3 publications

(4 citation statements)

References 7 publications

(21 reference statements)

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“…It is important to note that a complete neglect of the torsional stiffness of longitudinal stiffeners leads to overly conservative results. To address this, the revision FprEN 1993-1-5 [13] gives a new interpolation equation based on the investigations of Pourostad [14,15], so that the positive influence of the torsional stiffness of longitudinal stiffeners can be considered.…”

Section: Enhancing Buckling Analysis By Considering Torsional Stiffne...mentioning

confidence: 99%

Steel and composite bridges – Enabling sustainable solutions

Kuhlmann,

von Arnim,

Gölz

et al. 2024

Steel Construction

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Sustainable bridges are characterised by three main aspects: saving resources by an efficient construction, allowing for a lifelong use of bridges by optimal detailing in view of fatigue and flexible design concepts for strengthening and adapting to changed user requirements. After a short introduction in the assessment of sustainability for bridges, an overview on recent bridge research in view of sustainability is given. The key point of efficient construction in future is the use of high strength steel (HSS): basic research and adaptation of rules are needed for welding of matching and mismatching connections. Joints and their relevant failure modes are to be investigated before hollow sections of HSS can be used in a wider range. And for steel and composite bridges, optimised plate buckling rules may serve for more efficiency in construction. Bridges are designed for a service life of 100 years. This can easily be achieved and even exceeded if the detailing is realised in view of fatigue. Research on welded details such as butt welds or joints of tubular bracings will be presented. Welds can be improved by post‐weld treatment such as high‐frequency mechanical impact (HFMI) treatment. Fatigue is also a key issue when steel and concrete or timber and concrete are combined for composite bridges. Reinforced composite slabs without prestressing require a fatigue verification for the transverse shear also in areas with cracked concrete. The notch forms an efficient connection in timber‐concrete composite (TCC) bridges, where, however, little has been known up to now on the fatigue behaviour.

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Section: Enhancing Buckling Analysis By Considering Torsional Stiffne...mentioning

confidence: 99%

Steel and composite bridges – Enabling sustainable solutions

Kuhlmann,

von Arnim,

Gölz

et al. 2024

Steel Construction

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“…If the deformation was greater than 0.5, the buckling mode was defined as the global buckling mode. More information on the methodology of the global buckling identification can be found in [11]. [6,11] 4…”

Section: Considering Torsional Rigidity Of Closed Longitudinal Stiffe...mentioning

confidence: 99%

“…If we assume a buckling shape with one half-wave in the transverse direction (n = 1), the buckling coefficient kσ,p is a function of m, α and the nondimensional parameters δ, γ and θ of the stiffener. Finally, by minimizing the function (11), kσ,p can be defined in two branches, the first part corresponding to the value of kσ,p for m = 1 and the second part representing the minimum value of the function:…”

Section: Considering Torsional Rigidity Of Closed Longitudinal Stiffe...mentioning

confidence: 99%

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Analytical and numerical calculation of the buckling stress for panels with closed‐section stiffeners

Piculin,

Pourostad,

Može

et al. 2023

ce papers

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The forthcoming second generation of EN 1993‐1‐5 is bringing changes in terms of buckling and interpolation curves that allow the positive effects of torsional stiffness of closed‐section stiffeners to be taken into account. Regarding the determination of the critical buckling stress for global plate buckling, analytical or numerical methods may be used. FprEN 1993‐1‐5 provides a simplified analytical equation for determining the critical buckling stress of an equivalent orthotropic plate, which can also be found in the informative Annex A of EN 1993‐1‐5. The given equation does not take into account the torsional stiffness of longitudinal stiffeners with closed cross‐sections. The latter are often used in plated structures due to fabrication and strength benefits. This paper compares two methods for determining the elastic critical plate buckling stress that consider the positive effect of the torsional stiffness of closed‐section stiffeners. First, a newly proposed analytical method that accounts for the torsional stiffness of closed‐section stiffeners is derived on the same basis as the current equation in Annex A. Secondly, a numerical linear buckling analysis is performed on a large number of stiffened panels. The advantages and disadvantages of both methods are pointed out. Finally, both values are used to determine the ultimate resistance of plates and with GMNIA results from previous studies.

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Buckling resistance of longitudinally stiffened panels with closed stiffeners under direct longitudinal stresses

Pourostad

Kuhlmann

2022

Steel Construction

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The buckling behaviour of panels may be determined according to EN 1993-1-5 [1]. Most of the design rules relating to stiffened panels in EN 1993-1-5 were derived on the basis of opensection stiffeners. Several recent investigations have shown that the application of the design rules according to EN 1993-1-5 considering the torsional stiffness of the stiffeners may overestimate the resistance of the panels. Therefore, the recent Amendment A2 to EN 1993-1-5 states that the torsional stiffness of stiffeners should generally be neglected in determining critical plate buckling stresses. In addition, prEN 1993-1-5 [2] provides rules for considering the torsional stiffness of stiffeners. However, in this article it is shown that even the rules of prEN 1993-1-5 are not sufficient to overcome the safety deficiencies. The article focuses on the investigation of the buckling behaviour of stiffened panels with closed-section stiffeners subjected to constant longitudinal compression stresses. Improved rules have been developed that allow to consider the torsional stiffness of the stiffeners. Based on an extensive numeri cal parametric study, a new interpolation equation be tween column-and plate-like behaviour is proposed. In comparison to [3], the investigations have been extended to the effec tive width method. They show that the proposal provides a safe and economic solution for the reduced stress method and the effective width method when considering the torsional stiffness of stiffeners by calculating the critical plate buckling stresses.Keywords bridge design; plate-like behaviour; column-like behaviour; stiffened panel; longitudinal; reduced stress method; effective width method; torsional stiffness of stiffenerThis is an open access article under the terms of the Creative Commons Attribution License, which permits use, distribution and reproduction in any medium, provided the original work is properly cited.

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Buckling Resistance of Longitudinally Stiffened Panels with Closed Stiffeners under Direct Longitudinal Stresses

Cited by 3 publications

References 7 publications

Steel and composite bridges – Enabling sustainable solutions

Steel and composite bridges – Enabling sustainable solutions

Analytical and numerical calculation of the buckling stress for panels with closed‐section stiffeners

Buckling resistance of longitudinally stiffened panels with closed stiffeners under direct longitudinal stresses

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