The authors regret the use of α_p = 0.7 at the end of paragraph “4.6. Critical assessment of the results”. Where it reads “α_p=0.7 and λ₀=0.7” it should be “α_p=0.34 and λ₀=0.7”. This correction does not affect in any degree the conclusions made in the paper. Moreover, the EN1993-1-5, Annex B curve in Fig. 13a) is correctly plotted, i.e. using α_p = 0.34 and λ₀ = 0.7. The authors would like to apologise for any inconvenience caused.

Although the stochastic nature of several parameters, the application of the methodology given in EN1993-1-5:2006 for the determination of the resistance of class 4 cross-sections under direct stresses leads to the use of the effective area where each plate is individually assessed by a semi-empirical approach proposed by Winter in 1947. Once the level of reliability of this approach is not adequate in light of the rules given in EN1990, this paper aims at finding the actual safety level of the methodology given in EN1993-1-5. In order to achieved this, Monte Carlo simulations with a Latin Hypercube sampling strategy is performed in selected cross-sections under pure compression and pure bending with varying slenderness and aspect ratio of the web plate. All parameters are stochastically modelled, and each generated element (I- and H-section stubs) is numerically computed using a general-purpose finite element software. The final results are actual partial factors values and width reduction factors for each cross-section.

Selected, extended paper from the SDSS 2019 special session ECCS/TC8 – Structural Stability. Cable-stayed columns offer several advantages among traditional solutions. Owing to the additional restraint given by the prestressed cables and cross-arms, they can provide enhanced buckling resistance in comparison to conventional columns. They are also aesthetically appealing, combining a strong architectural effect with a top-notch engineering solution. This paper presents a design approach for the stability design of prestressed cable-stayed columns. This method is based on the well-known Ayrton-Perry format, combining first- and second-order effects. The imperfection factors were calibrated on the basis of experimental results. This method is consistent with design rules for uniform columns in Eurocode 3 and is easy to apply.

Pre-stressed stayed columns offer several advantages among traditional ones: they have enhanced buckling resistance in comparison to conventional columns provided by the prestressed cables and cross-arms; they are also aesthetically appealing, combining a strong architectural effect with a top notch of engineering solution. In this paper, design rule for stability design of pre-stressed cable-stayed columns is presented. It is based on the well-known Ayrton-Perry format, i.e., on a combination of first and second order effects. It is consistent with the design rules for uniform columns in Eurocode 3.

This paper presents an overview of the current design procedures for the buckling design of members, plates and curved panels. It highlights recent developments in these fields, namely methodologies for the evaluation of the buckling resistance of generic beam-columns with variable cross section, loading and boundary conditions, the evaluation of the reliability of the Winter curve in slender webs and the development of design guidance for curved panels. Finally, the incorporation of some of these developments in the current revision of Eurocode 3 is discussed.