I wouldn’t say it was impossible it just has to be from one side, using backing plates: which may still be the preferred practice if using wide flange beams especially if they lack depth. The Seismic requirements I cannot comment on.
Regards
B.Tech (mfg & mech), MIIE, gradTIEAust
mailto:sch.tectonic@bigpond.com
From: Joseph R. Grill [mailto:jrgrill@cableone.net]
Sent: Thursday, 14 August 2008 13:58
To: seaint@seaint.org
Subject: SDC D Ordinary Moment frame connection using HSS sections
Can HSS sections be used in an Ordinary Moment Frame in a SDC D. I can’t see, in the seismic design manual, where it is specifically excluded, but I can’t find any information for the HSS Beam to HSS column connection design. It seems that it can’t be done since a full pen weld is difficult if not impossible to do for a HSS beam to HSS Column face. If there is an example out there I would love to see it. I am doing some work for a fabricator and they are expecting HSS sections due to what is seen in the construction documents. I have to let him know real soon if he will need to go to wide flange members.
Thanks for the help,
Joe Grill
Joseph R. Grill, PE
Ph. (928) 600-5459
Fax (928) 649-3659
email: VVEng@cableone.net