Towards a standardized procedure for the safety assessment of stability design rules

Tankova, Trayana; Silva, Luís Simões da; Marques, Liliana; Rebelo, Carlos; Taras, Andreas

doi:10.1016/j.jcsr.2014.09.010

Cited by 41 publications

(25 citation statements)

References 4 publications

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“…A first-order reliability method (FORM) similar to that used for concrete-filled EHS columns [12], hot-rolled steel sections [38] and stainless steel sections [39][40][41] was employed in the present study; a detailed description of the theoretical background of the methodology can be found in [39,42]. The general form of the resistance function rt for slender EHS in either bending or compression is:…”

Section: Reliability Analysismentioning

confidence: 99%

Numerical analysis and design of slender elliptical hollow sections in bending

McCann

Gardner

2019

Thin-Walled Structures

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The local buckling behaviour and ultimate cross-sectional resistance of slender tubular elliptical profiles in bending are examined by means of numerical modelling. After successful validation of the numerical model against previous experimental results, a parametric study comprising 240 simulations was conducted in order to investigate the influence of cross-section aspect ratio, axis of bending, geometric imperfections and local slenderness on structural behaviour. The ultimate moments, moment-curvature relationships and failure modes obtained are discussed. It was found that, overall, postbuckling stability increases and imperfection sensitivity decreases with increasing elliptical hollow section (EHS) aspect ratio. A design method is proposed for Class 4 EHS members that reflects the reduction in resistance due to local buckling with increasing slenderness and extends the range of applicability of existing provisions. A reliability analysis was performed in accordance with EN 1990,

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Section: Reliability Analysismentioning

confidence: 99%

Numerical analysis and design of slender elliptical hollow sections in bending

McCann

Gardner

2019

Thin-Walled Structures

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“…Note that when experimental resistances are considered in Table 8, as the interaction expressions codified in SEI/ASCE-8 [7] and AS/NZS [8] The statistical analysis presented herein has been derived according to EN1990, Annex D [10] specifications. Since the steps to be followed and the coefficients have been extensively described in Tankova et al [23], a summary of the parameter values will be presented herein.…”

Section: Assessment Of Beam-column Design Approachesmentioning

confidence: 99%

Experimental study on ferritic stainless steel RHS and SHS beam-columns

Arrayago

Real

Arrizabalaga

2016

Thin-Walled Structures

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“…The framework for the statistical assessment of the steel members was presented and discussed in Tankova et al [9]. The procedure proposed in Annex D of EN 1990 is summarized in Figure 1:…”

Section: Basis Of Designmentioning

confidence: 99%

“…In this section it is proposed to discuss the adoption of a single global γM1 for flexural buckling of columns that is in line with the failure probability in EN 1990 and incorporates all the viewpoints that support code drafting and the choice of safety factors [23], [9]. In Annex B, Table B5 and Table B6, a further division into subsets according to slenderness is performed in order to be able to compare the different slenderness ranges.…”

Section: Assessment Of the Partial Factormentioning

confidence: 99%

Safety Assessment of Eurocode 3 Stability Designrules for the Flexural Buckling of Columns

Silva¹,

Tankova²,

Marques³

et al. 2016

Volume 12 Number 3

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This paper presents the safety assessment of Eurocode 3 -part 1-1 [1] rules for the flexural buckling columns using hot-rolled cross-sections (I and H cross-sections).The safety assessment follows the procedure presented in Annex D of EN 1990 [2]. It is based on a large number (7332) of numerical simulations (GMNIA) covering various relevant parameters. Firstly, it is concluded that the level of safety is consistent across the various types of I and H cross-sections and steel grades (maximum variation of 6.3%) except for S460 and minor axis buckling. It is therefore proposed to adjust the buckling curves for minor axis buckling for S460.Secondly, the magnitude of the partial factor γM1 is assessed. It is shown that depending on the random variables included in the analysis (just yield stress fy; yield stress fy and cross-section geometry; or yield stress fy, cross-section geometry and modulus of elasticity E) the average value of γM1 varies from 0.941 to 1.049 with c.o.v varying from 4.3% to 6.3%.

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Towards a standardized procedure for the safety assessment of stability design rules

Cited by 41 publications

References 4 publications

Numerical analysis and design of slender elliptical hollow sections in bending

Numerical analysis and design of slender elliptical hollow sections in bending

Experimental study on ferritic stainless steel RHS and SHS beam-columns

Safety Assessment of Eurocode 3 Stability Designrules for the Flexural Buckling of Columns

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