A Consteel 16-ban bevezettük a teherkombináció szűrés funkciót. A szűrés a teherkombinációk határállapota, a hozzátartozó teheresetek vagy akár a korábbi analízis eredmények és kihasználtságok alapján is lehetséges.  A cél különböző csomagok létrehozása az optimalizálási folyamat különböző lépéseire csökkentve ezzel a számítási időt, miközben biztosak lehetünk, hogy az összes releváns teherkombinációt figyelembe vettük. Lássuk, hogyan néz ki ez a tudatos munkafolyamat a gyakorlatban!  

The practical use of the ‘General method’ of EN 1993-1-1 6.3.4 for the buckling design of global structural models is still a challenging issue requiring several problems to solve. In this paper we propose a fully developed methodology presenting solutions for the application topics such as the suitable FE model, specific modeling issues to capture the true 3D behavior of the members and the whole model and the final evaluation of the design parameters. The presented methodology consistently uses a unique model for the evaluation of all analysis and design parameters and results and yields a fully automatic design process controlled solely by the properly created structural model.

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Szalai J.: Application of the ‘General method’ of EN 1993-1-1 6.3.4 for the buckling design of global structural models. XXVIII Congresso C.T.A. THE ITALIAN STEEL DAYS 29-30^th September – 1^st October 2022

The results of analyzes of frames with a span of 12, 15 and 18 m have been presented. Their minimum mass was assumed as the optimization criterion. The finite element method was used in the calculations. The results of calculations in the form of: structure mass, bar resistance coefficient and checking the SLS condition were presented in the tables.

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A. Wojnar, G. Wiatrowic: Analysis of steel comsumption of portal frames made of hot-rolled and cold-formed sections. Inżynieria i Budownictwo Nr 3/2021

Watch our user guide about How to use the Overall Imperfection Method to learn more.

Version: CS14.831

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The Overall Imperfection Method is an alternative way to carry out the buckling design for a structural member. With this method the buckling phenomenon is considered on the effect side of the equation, instead of on the resistance side, compared to the general method and the member check method. In the following video we explain the theoretical background for this calculation. After that we present application examples starting with the simplest ones, all the way to the most general case in a real-world building structure, showcasing the several extra capabilities and advantages of the Overall Imperfection Method.

The calculation of the critical temperature is available in Consteel since the release of version 14. As an introduction of this feature, we prepared a video that gives some theoretical background on the topic, and demonstrates its usage in Consteel. It is shown how to prepare the model, how to execute the analysis and design, and how to create documentation about the critical temperature results.

Consteel 14 is a powerful analysis and design software for structural engineers. Watch our video how to get started with Consteel.

Contents

• Build joint model based on the global model
• Bolted moment end-plate connection design
• Base plate connection design
• Apply connection stiffness in analysis

Consteel 14 is a powerful analysis and design software for structural engineers. Watch our video how to get started with Consteel.

Contents

• Set design parameters
• Perform cross section check
• Examine the design results in the Section Module
• Stability design according to the general method
• Member check – stability design for members
• Serviceability check

In our series we have shown in Part 1 and Part 2 how the spring stiffness „K” is determined for and edge and for an intermediate stiffener. In this part we will show how to proceed further.

The goal is to determine how efficiently can this stiffener support the connected compressed plate. To consider local buckling of the compressed plate the effective widths will be calculated. These widths can be either calculated for a plate supported at both ends or for a plate supported at one end only, using Table 4.1 and Table 4.2, respectively.