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Concrete hight depth long beams flexural-torsional instability...

Concrete hight depth long beams flexural-torsional instability...

Concrete hight depth long beams flexural-torsional instability...

(OP)
I need help on the following...

For steel beams,the flexural-torsional instability is taken in consideration by the form of lambda= (My/Mcr)^.5 being My the yelding moment and Mcr the Elastical Critical moment, with which we can obtain a reduction factor for the final plastic or elastic resistance due to lateral-torsional instability.

If I have a concrete beam lets say, with 4.5m high and 30 meters long with only 30cm thick, which isn't braced in the mid span, how can I check if I have instability for flexural torsional mode?

I mean, the resistance of the beam is huge if it doesn't buckle, but if it does? How can I have it in consideration?

Ok, I can get the critical elastic moment, but how to use that information to get a reduction of plastic resistance?

I would prefer some guidance based on the eurocode, but some other code recomendation will work to if it's not a blackbox  information...

thanks in advance

RE: Concrete hight depth long beams flexural-torsional instability...

ACI in the US puts the maximum ratio of span to beam width at 50.

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