The way I have done these is to combine the fb/Fb for loads in both axis and
making sure it is less than 1.33, (for wind), and then follow the load path
at the connection at each end. The connection can get hairy @ the end-
especially for a 22' span. Is it possible to brace with diagonals @ say
4'-0".c. back to the roof?
Larry Hauer, S.E.
>From: "Mark L. Puccio" <mpuccio@mpsqrd.com>
>Reply-To: <seaint@seaint.org>
>To: <seaint@seaint.org>
>CC: <solandt@mpsqrd.com>
>Subject: Wood header out of plane load
>Date: Wed, 23 May 2007 16:13:39 -0500
>
>We have a 22' long header across a store front which supports only the dead
>load from the infill wall above the header to the eave - a separate beam
>supports the roof load. The header frames into steel columns on either
>side.
>
>
>
>My question concerns addressing the wind load on the store front and
>transferring it back to the steel through the header. Do most of you in
>practice design wood headers for biaxial bending? If so what about torsion?
>What is the best method of transferring the out of plane reaction into the
>column - some kind of Simpson tie?
>
>
>
>Mark L. Puccio P.E.,S.E.
>
>
>
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