Linear Buckling analysis for steel connection design

During this webinar, we will use IDEA StatiCa connection models to explain how to use the linear buckling analysis during your design process.
The Buckling load factors and their associated buckling mode shapes are derived from linear buckling analysis (sometimes called Eigenvalue Buckling or Euler Buckling analyses). It is mathematically similar to a modal analysis. However, it does not give stresses or displacements. The buckling modes are an indication of the shape of the structure when it buckles because buckling is a state of collapse, not a deformation.
From the results of the linear buckling analysis, we will help you to identify where the buckling is predicted and how serious is.
The designer needs engineering judgment, and IDEA StatiCa provides numerical results to let the user make informed design decisions.
Go to the following link to download the presentation slides: www.ideastatic...

[@dejanmatic4290]

Thank you, this is probably the best presentation so far by the IDEA StatiCa.

[@thangba-w5e]

thks

[@ideastatica_en]

Thanks for watching!

[@mohamedmounir6944]

i have a question related to first connection example, in your solved connection, we see that red stresses transferred from connection plate to the members at different buckling modes, and then you began after that to talk about sigma cr that it have to be more than 3 , does this mean that buckling limit factor will be compared to limitations of local buckling case instead of global ? and why ? is not it supposed to be the same connection which has the same global characteristics !!

[@andreacastelo-]

Hello, first of all, we don't see stresses when I look at the buckling shapes. We look at the deformed buckle shape. The red spots are the plates that will buckle if we reach the buckling load. Then, when we stiffened the connection (solved connection) one buckling mode is at the beam and then in the brace member. In that case, the buckling limit factor changes as now is not on the gusset plate, but in one of the members, that is why we modify our limit factor. Does it makes sense? Thank you for the feedback.

[@mohamedmounir6944]

@@andreacastelo- yes i understand this point , you mean that we will cancel the last comparison point on the slide that was made between global & local buckling related to these number of sides of the plate that are connected. and this was basically the reason why i inquire about this, because simply the gusset plate remains connected only from one side, but now i understand that what is prior for me as you clarified that i will jump to local limits of buckling when the worst case of buckling and red spots transferred to the members after stiffening the plate ,,,, very good