Partial factor for local buckling of welded box sections

Somodi, B.; Kövesdi, Balázs; Hornyák, T.

doi:10.1016/j.istruc.2021.01.004

Cited by 5 publications

(7 citation statements)

References 17 publications

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“…The values of this imperfection can be taken from different academic sources, such as from Radwan and Kövesdi [42], where the plate slenderness and yield stress are taken into account to determine the imperfection value; this work considered different local imperfection values for normal-and high-strength steel using Equations ( 12) and (13), respectively. Somodi et al [50] studied the partial factor to the application of the Winter-type buckling curve in accordance with the safety requirements of Eurocode and made a differentiation between normal-strength steel and high-strength steel. In their studies, the imperfection based on Equation (11) was considered, defined based on experimental measurements.…”

Section: Geometrical Imperfectionmentioning

confidence: 99%

“…Additionally, investigation does not provide specifications about the hollow sections' manufacturing process nor consider residual stress distribution; values ranged between b/91 and b/1056. The model with the third-best result was presented by Somodi et al [50]; since this model was developed considering welded sections under pure axial loading process and stress patterns generated during the manufactured process, it will be considered in the next validation step. Values ranged between b/670 and b/1223.…”

Section: Evaluation Of Realistic Geometric Imperfection Modelsmentioning

confidence: 99%

“…Since the model presented by Radwan and Kövesdi [42] considers a separated computing processes to set a value for NSS and HSS members, modification of them cannot be performed without a deep analysis of the process they used. The model presented by Somodi et al [50] does not specify an upper limit value, but they do for the lower one. The adjustments of the model were to fix a new value for both the upper and lower bound.…”

Section: Evaluation Of Realistic Geometric Imperfection Modelsmentioning

confidence: 99%

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Overview of FEM-Based Resistance Models for Local Buckling of Welded Steel Box Section Columns

Quillupangui,

Somodi,

Kövesdi

2024

Applied Sciences

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The local buckling behavior of welded square box section columns subjected to pure compression is investigated. Local buckling represents a crucial failure mode in thin-walled structures, exerting a significant impact on their overall stability and load bearing capacity. The primary objective of this research is to perform an extensive literature review considering the theoretical background of buckling phenomena and encompassing key findings and methodologies reported in previous studies. Additionally, the development and validation of a novel numerical model is presented, capable of accurately predicting the ultimate buckling capacity. Two different calculation methods are applied in the present study: (i) a numerical model using equivalent geometric imperfections to cover the residual stresses and out-of-straightness of plates, (ii) realistic geometric imperfections combined with an assumed residual stress pattern which has an experimental-based background. The objective of the numerical investigation is to investigate the accuracy of the numerical model by using different residual stress and imperfection patterns taken from the international literature. Many test results are collected from the international literature, to which the computational results are compared, and the effect of the residual stresses and geometric imperfections are analyzed. Based on the numerical analysis, the accuracy of the imperfection models is assessed and the imperfection model leading to the most accurate resistance is determined. The calculated buckling capacities are also compared to analytical design approaches, in which accuracy is also analyzed and evaluated. The current investigation proved the buckling curve developed by Schillo gives the most accurate results to the numerically calculated buckling resistance.

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Section: Geometrical Imperfectionmentioning

confidence: 99%

Section: Evaluation Of Realistic Geometric Imperfection Modelsmentioning

confidence: 99%

Section: Evaluation Of Realistic Geometric Imperfection Modelsmentioning

confidence: 99%

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Overview of FEM-Based Resistance Models for Local Buckling of Welded Steel Box Section Columns

Quillupangui,

Somodi,

Kövesdi

2024

Applied Sciences

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“…In the analysis six different steel grades are used, namely: S235, S355, S460, S500, S700, S960. Originally, it is known that high-strength steels behave differently than columns made of normal strength steel; the linear behaviour of the stress-strain relationship ends before the yield strength is reached and even there is no yield plateau [6]. However, numerous recent studies show stress-strain curve of HSS steel grades can be similar to usual steel grades [7]- [10] depending on its manufacturing technique up to S700.…”

Section: Applied Materials Modelmentioning

confidence: 99%

Applicable Equivalent Bow Imperfections in GMNIA for Eurocode Buckling Curves – in Case of Box Sections

2022

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The flexural buckling resistance of compressed columns is typically determined using the flexural buckling curves of EN1993‐1‐1. With advances in computing capabilities, it has become possible to obtain the flexural buckling resistance as a result of a geometrically and materially nonlinear analysis (GMNIA) using imperfections. In design practice, equivalent geometric imperfections are usually used, but their values are calibrated against GNIA analysis. In the present research work, welded box‐section columns are investigated and a proposal for relative slenderness and yield strength dependent equivalent geometric imperfection magnitudes is developed. The required equivalent bow imperfection magnitude is determined to achieve the same resistance level as the calculation according to Eurocode‐based buckling curves. GMNIA analysis are conducted on simply supported columns subjected to concentrated force. The steel grade varied between S235 and S960. Several different section geometries are studied, the relative slenderness ratio is varied between 0.3 and 2.2. Design curve is fitted to the results and recommendation is given for applicable equivalent geometric imperfection magnitudes for steel welded box‐section columns.

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“…For HSS material grades a Ramberg-Osgood material model is applied, which is a non-linear elastic -plastic material model using von-Mises yield criterion. The Ramberg-Osgood model is verified by coupon tests, the verification process was made by Somodi and Kövesdi [10]. The S500 material grade is calculated by both material model because in the literature there are material tests showing HSS steel grades could behave as conventional mild steel (linear behaviour until a well-defined yield plateau) and also without yield plateau depending on the steel production method [10].…”

Section: Materials Modelmentioning

confidence: 99%

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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Partial factor for local buckling of welded box sections

Cited by 5 publications

References 17 publications

Overview of FEM-Based Resistance Models for Local Buckling of Welded Steel Box Section Columns

Overview of FEM-Based Resistance Models for Local Buckling of Welded Steel Box Section Columns

Applicable Equivalent Bow Imperfections in GMNIA for Eurocode Buckling Curves – in Case of Box Sections

Flexural buckling resistance of rectangular welded box section columns

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