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WT to HSS Out of Plane Moment Connection[Subject Prev][Subject Next][Thread Prev][Thread Next]
- To: <seaint(--nospam--at)seaint.org>
- Subject: WT to HSS Out of Plane Moment Connection
- From: "Jim Lutz" <Jim.Lutz(--nospam--at)bhcconsultants.com>
- Date: Mon, 15 Jan 2007 14:25:15 -0800
Title: WT to HSS Out of Plane Moment Connection
I am looking at a glass canopy which is cantilevered from a torsion beam. The glass canopy is supported on a series of parallel WT beams that frame into the long side of a rectangular HSS section which is supported at its ends. At the connection to the HSS, the WT has the same depth as the HSS, with the flange on top. I have some intuitive concerns about local buckling of the HSS because the WT will be delivering the compression load over a narrow width into the bottom flange of the HSS, which is unstiffened. There is a little bit of design guidance for out of plane moment connections for HSS to HSS in the AISC Steel Specification, but I don’t see anything that really applies to the situation I am looking at. Anybody got a good reference you can point me to? Oh yeah, and to make things more interesting, the WT’s are skewed to the HSS.
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