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steel tee beam - unsymmetric bending

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Does anyone have any guidance or suggestions for the determination of a
limit state for a steel tee beam section that undergoes bending about its
unsymmetric axis? I could take an extremely conservative approach, but would
rather use soemthing a bit more defined. Please see below for a section view
of this problem. Does LRFD address this? I would appreciate any input.

Thank you,
Ruben Aya-Welland

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-----Original Message-----
From: Glauco <glauco(--nospam--at)cenpes.petrobras.com.br>
To: seaint(--nospam--at)seaint.org <seaint(--nospam--at)seaint.org>
Date: Monday, April 05, 1999 12:16 PM
Subject: Minimum column thickness


>Dear Sirs;
>
>
>What do you use for minimum thickness in a Concrete column?
>
>Would you use a 90 mm colunm thickness (the colunm is 90 mm x 200 mm and 3
m
>height, kL = 3 m) and carries 40 kN (the compressive strenght is 15 MPa)?
It
>is in a 2 stories house and is conected to beams (The moment of the
>conection to the beams is already considered in the calculations).
>
>
>Thanks,
>
>Glauco de Deus Ribeiro
>Civil Engineer
>
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