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Web Plate Buckling

Web Plate Buckling

Web Plate Buckling

(OP)
Hello everyone, I'm new to the forum. My questions is regarding the limit state checks on column splices. Is is necessary to check for web and flange plate buckling for a typical column splice? And if so, does anyone here have any experience with such a check... specifically in compliance with Eurocode 3.

Thanks you so much in advance

RE: Web Plate Buckling

Columns are usually detailed to bear upon one another directly such that compression loads do not need to be transferred through the splice plates. If that's not the case in your situation, let us know and we can discuss design methods.

I like to debate structural engineering theory -- a lot. If I challenge you on something, know that I'm doing so because I respect your opinion enough to either change it or adopt it.

RE: Web Plate Buckling

(OP)
Thanks of the reply KootK. The the column splice that I'm designing, it's common practice to use assume 30% of the compression load is carried by the splice plates. Reading Eurocode 1993 1-8 section 6.3, I find the equations for buckling resistance. However, unsure about what buckling curve is suggested for such an application. Can you provide any insight?

Thanks

RE: Web Plate Buckling

(OP)
Correction: Eurocode 1993 1-1 section 6.3

RE: Web Plate Buckling

KL = 0.7 x distance between nearest bolt lines either side of joint. Width = Whitmore section based on 30 degree spread from furthest bolts from joint. Then just straight up plate buckling.

I like to debate structural engineering theory -- a lot. If I challenge you on something, know that I'm doing so because I respect your opinion enough to either change it or adopt it.

RE: Web Plate Buckling

(OP)
Thanks for responding, I was way overthinking the problem.

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