Documentation Eurocode: Difference between revisions
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==Buckling== | ==Buckling== | ||
[[XFEM4U]] has a fully integrated Eurocode EN 1993 steel design module. Steel test / design rules according to the newest / latest European standards. You are up-to-date with the latest standards. In '''XFEM4U''' all Eurocode design checks are based on a geometrically non-linear analysis. Imperfections (initial sway imperfections) will be automatically included in calculating load combination(s). | |||
This is a very accurate calculation method and is applicable for every type of frame. Sway or braced/non-sway frames. Also, there is no need to calculate (error-prone) buckling lengths anymore. The geometrical non-linear analysis (Second-order analysis) ensures global buckling stability check. | This is a very accurate calculation method and is applicable for every type of frame. Sway or braced/non-sway frames. Also, there is no need to calculate (error-prone) buckling lengths anymore. The geometrical non-linear analysis (Second-order analysis) ensures global buckling stability check. | ||
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According to Eurocode EN 1993-1-1 art. 5.2.2 (7) a) no individual stability check for the members according to 6.3 is necessary if second order effects in individual members and relevant member imperfections (see 5.3.4) are totally accounted for in the global analysis of the structure. (Global initial sway imperfections and relatively initial local bow imperfections of members for flexural buckling). | According to Eurocode EN 1993-1-1 art. 5.2.2 (7) a) no individual stability check for the members according to 6.3 is necessary if second order effects in individual members and relevant member imperfections (see 5.3.4) are totally accounted for in the global analysis of the structure. (Global initial sway imperfections and relatively initial local bow imperfections of members for flexural buckling). | ||
In '''XFEM4U''', the global initial sway imperfections according to art. 5.3.2 (3) a) are taken into account automatically. However, the relatively initial local bow imperfections of members for flexural buckling according to art. 5.3.2 (3) b) are not. | In '''XFEM4U''', the global initial sway imperfections according to art. 5.3.2 (3) a) are taken into account automatically. However, the relatively initial local bow imperfections of members for flexural buckling according to art. 5.3.2 (3) b) are not. | ||
This means that the individual stability of the elements must be checked according to 6.3, whereby the buckling length may be set equal to the system length. According to art. 5.2.2 (7) b). By applying a geometric non-linear analysis, the moments and forces are of course including all second-order effects. | This means that the individual stability of the elements must be checked according to 6.3, whereby the buckling length may be set equal to the system length. According to art. 5.2.2 (7) b). By applying a geometric non-linear analysis, the moments and forces are of course including all second-order effects. | ||
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== Eurocode Timber == | == Eurocode Timber == | ||
EN 1995 is implemented. | |||
== Eurocode Concrete == | == Eurocode Concrete == | ||
EN 1992 is implemented. | |||
== National Annex == | == National Annex == | ||
Eurocode national annexes are implemented of the following countries. | |||
*The Netherlands | *[[The Netherlands]] | ||
*Germany | *[[Germany]] | ||
*United Kingdom | *[[United Kingdom]] | ||
*Belgium | *[[Belgium]] | ||
*Italy | *[[Italy]] | ||
Latest revision as of 08:31, 12 November 2022
Buckling
XFEM4U has a fully integrated Eurocode EN 1993 steel design module. Steel test / design rules according to the newest / latest European standards. You are up-to-date with the latest standards. In XFEM4U all Eurocode design checks are based on a geometrically non-linear analysis. Imperfections (initial sway imperfections) will be automatically included in calculating load combination(s).
This is a very accurate calculation method and is applicable for every type of frame. Sway or braced/non-sway frames. Also, there is no need to calculate (error-prone) buckling lengths anymore. The geometrical non-linear analysis (Second-order analysis) ensures global buckling stability check.
Eurocode Steel
Explanation
According to Eurocode EN 1993-1-1 art. 5.2.2 (7) a) no individual stability check for the members according to 6.3 is necessary if second order effects in individual members and relevant member imperfections (see 5.3.4) are totally accounted for in the global analysis of the structure. (Global initial sway imperfections and relatively initial local bow imperfections of members for flexural buckling). In XFEM4U, the global initial sway imperfections according to art. 5.3.2 (3) a) are taken into account automatically. However, the relatively initial local bow imperfections of members for flexural buckling according to art. 5.3.2 (3) b) are not. This means that the individual stability of the elements must be checked according to 6.3, whereby the buckling length may be set equal to the system length. According to art. 5.2.2 (7) b). By applying a geometric non-linear analysis, the moments and forces are of course including all second-order effects.
This approach has many advantages:
- There is no need to calculate (error-prone) buckling lengths anymore. Buckling lengths are not calculated correctly in all cases and are certainly not load independent.
- There is no need to make a choice for the type of framework, sway or non-sway. When the framework is sensitive to 2nd order, it follows directly from the analysis.
- By global initial sway imperfections of the framework, the calculation process (the iteration) also works well with a symmetrical construction and symmetrical load.
- Adjacent loads can easily be taken into account.
- Lateral stability is also included in the stability check according to 6.3.3.
Eurocode Timber
EN 1995 is implemented.
Eurocode Concrete
EN 1992 is implemented.
National Annex
Eurocode national annexes are implemented of the following countries.