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RE: WT to HSS Out of Plane Moment Connection

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Title: WT to HSS Out of Plane Moment Connection



Not familiar with your abbreviations, but I guess HSS, is a hollow section. There have been a few research papers published in recent years concerning connections to hollow steel sections: IStructE Journal , and the Australian Institute of Steel Construction (AISC Now Australian Steel Institute ASI), the ASI has a specific publication on such connections. I would assume AISC(US) has similar publication.


From what I recollect of the recent research papers, yield-line theory was used to model the failure of the hollow section plate elements.




Steven CONRAD Harrison

B.Tech (mfg & mech), MIIE, gradTIEAust


Roy Harrison & Associates

Consulting Engineers (Structural)

PO Box 104

Para Hills

SA 5096

South Australia

tel: 8395 2177

fax: 8395 8477


From: Jim Lutz [mailto:Jim.Lutz(--nospam--at)]
Sent: Tuesday, 16 January 2007 08:55
To: seaint(--nospam--at)
Subject: 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.

Jim Lutz, P.E., S.E.

720 3rd Avenue, Suite 1200

Seattle, WA 98104-1820

206 505 3400 Ext 126

206 505 3406 (Fax)