Flexural buckling resistance of welded HSS box section members

Somodi, B.; Kövesdi, Balázs

doi:10.1016/j.tws.2017.06.015

Cited by 35 publications

(32 citation statements)

References 10 publications

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“…Moreover, the yield strength has a remarkable effect on the buckling curve which is not considered in the current design methods. All these observed tendencies fit the experimental observations presented in [2][3][6][7][8][9][10][11]. Figure 3 b) shows that the buckling curve theoretically depends on the shape of the cross-section but practically the possible change in the parameter is small and it has a neglect able effect on the flexural buckling resistance.…”

Section: Evaluation Of the Modified Ayrton-perry Formulasupporting

confidence: 83%

“…It can be observed that the residual stress and the geometrical imperfection have significant impact on the buckling resistance. The character of effect of the residual stress has a good agreement with the results observed in the numerical simulations conducted by Somodi and Kövesdi [3]. Moreover, the yield strength has a remarkable effect on the buckling curve which is not considered in the current design methods.…”

Section: Evaluation Of the Modified Ayrton-perry Formulasupporting

confidence: 81%

“…However, this tendency is different from previous observations. Somodi and Kövesdi [2], [3] showed that the initial geometric imperfection is not greater for higher strength steel sections, moreover the compression residual stress also does not increase with the yield strength. These observations are valid for welded box sections and coldformed hollow sections as well.…”

Section: Evaluation Of the "Generalized Imperfection" Conceptmentioning

confidence: 98%

“…For hollow sections with nominal wall thickness of 2 mm the application of the buckling curve c was proposed. Somodi and Kövesdi [2], [3] experimentally investigated the flexural buckling behaviour of 49 welded box and 45 cold-formed hollow section columns. The test specimens are manufactured having steel grades between S235 -S960.…”

Section: Literature Reviewmentioning

confidence: 99%

“…However the current design rules of the EN 1993-1-1 [1] does not give design recommendation for higher steel grades than S460. Previous research results show that high strength steel columns have favourable flexural buckling behaviour than similar columns from normal strength steel, and the application of the current design rules gives uneconomic results [2], [3]. The main reason is that the typical residual stress in high strength steel sections is different than in case of normal strength steel sections [4], [5].…”

Section: Introductionmentioning

confidence: 97%

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05.20: Modified Ayrton‐Perry formula for flexural buckling of HSS welded box sections

Kövesdi

Somodi

2017

ce papers

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The residual stress in steel structural elements has significant influence on the flexural buckling behaviour of compressed members. This phenomenon causes that hot-rolled, cold-formed and welded sections with the same geometry have different flexural buckling behaviour and resistance. Previous research results showed that the residual stress pattern of members made from high strength steel (HSS) is different than for normal strength steel (NSS) structures, which results in different flexural buckling behaviour. The current design rules of the EN 1993-1-1 [1] for column buckling resistance is based on the Ayrton-Perry type formula taking the effect of the residual stress and geometric imperfections as generalized imperfections into account. The effect of the residual stress magnitudes is not implemented directly in the method, therefore its implementation could result a more precise column buckling curve, which can differentiate between hot-rolled, coldformed and welded sections, as well as NSS and HSS structures. The current paper introduces a method, which implements the effect of the residual stress pattern of welded box section columns into the Ayrton-Perry type formula. This new formulation results in a revised and improved column buckling curve. This new buckling curve is compared to the general buckling curves of the EN 1993-1-1 [1] and also compared to recent experimental and numerical results conducted by the authors. The parameters of the improved buckling curve are studied and evaluated in the details. The effect of the magnitude of the residual stress on the buckling resistance is studied and compared to the numerical results. Based on a detailed experimental and numerical research program an improved formulation of the Ayrton-Perry formula is proposed, which is validated for welded square box sections applicable for NSS and also for HSS grades.

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Section: Evaluation Of the Modified Ayrton-perry Formulasupporting

confidence: 83%

Section: Evaluation Of the Modified Ayrton-perry Formulasupporting

confidence: 81%

Section: Evaluation Of the "Generalized Imperfection" Conceptmentioning

confidence: 98%

Section: Literature Reviewmentioning

confidence: 99%

Section: Introductionmentioning

confidence: 97%

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05.20: Modified Ayrton‐Perry formula for flexural buckling of HSS welded box sections

Kövesdi

Somodi

2017

ce papers

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Stronger steels, higher penalties: Evaluation of flexural buckling experiments performed on welded high‐strength steel struts

2019

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Stability in a structural mechanics context has posed a continuous problem throughout history for mathematicians, engineers and architects. Flexural buckling is one of the main problems steel structures are faced with in order to ensure an economic design. Different equations have been derived to estimate critical loads that could lead to collapse of compressed members. The buckling resistance of compressed struts are calculated in Europe using the European buckling curves. The method of calculating the resistance implies the use of a reduction factor based on 5 different buckling curves. These buckling curves differ based on type of cross-section, fabrication method and steel grade. The method has been generally accepted since it proved to be reliable and versatile. The current design codes are assigning the same relevant buckling curve to the sections made of steels with yield stress of above 460 MPa. This conservative approach is one of the reasons that discourages the use of highstrength steels in common structural applications, since the designer does not see a direct benefit from the additional steel strength. The first part of the paper briefly describes the origin of the European buckling curves. The second part presents two analytical models for calculating flexural buckling limit loads. Flexural buckling experiments performed on welded box and I-sections made of highstrength steel, with the yield stress in the range of 690-960MPa. The third part analyses the existing buckling experiments and statistically evaluates the models proposed for estimating the resistance of high-strength steel struts subjected to pure compression. The final part addresses the potential future research in the context of developing adequate flexural buckling curves for high strength steel (HSS) members.

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Flexural buckling resistance of rectangular welded box section columns

Somodi¹,

Kövesdi²

2021

ce papers

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Application of high strength steel (HSS – S420 and higher steel grades) is growing nowadays in the civil engineering praxis due to the numerous advantages compared to the normal strength steel (NSS – S235‐S355). The accurate consideration of the flexural buckling resistance of HSS structures is highly important in the design. Higher yield strength indicates the applicability of smaller cross‐sections, which might be more sensitive for stability problems. The purpose of the current study is (1) to investigate the flexural buckling behaviour of HSS welded rectangular box section columns and (2) to propose a reliable column buckling curve. Residual stress in steel structural elements have significant influence on the flexural buckling behaviour of welded box section columns. This phenomenon causes that hot‐rolled, cold‐formed and welded sections have different flexural buckling behaviour and resistance. Previous research results of the authors proved that different buckling curves can be used for HSS or NSS welded square box section columns. Research is continued and extended to the investigation of rectangular box sections, which significantly increase the applicability of the design proposals. The buckling resistances for NSS and HSS rectangular welded box section columns are determined by using deterministic numerical simulation technique for a wide range of relative slenderness and steel grades. Based on the simulation results buckling curves are proposed for all the analysed steel grades and aspect ratios.

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Flexural buckling resistance of welded HSS box section members

Cited by 35 publications

References 10 publications

05.20: Modified Ayrton‐Perry formula for flexural buckling of HSS welded box sections

05.20: Modified Ayrton‐Perry formula for flexural buckling of HSS welded box sections

Stronger steels, higher penalties: Evaluation of flexural buckling experiments performed on welded high‐strength steel struts

Flexural buckling resistance of rectangular welded box section columns

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