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Re: Joist Girder Deflection at CMU wall[Subject Prev][Subject Next][Thread Prev][Thread Next]
- To: seaint <seaint(--nospam--at)seaint.org>
- Subject: Re: Joist Girder Deflection at CMU wall
- From: "Will Haynes" <gtg740p(--nospam--at)gmail.com>
- Date: Sat, 22 Jul 2006 12:50:25 -0400
I am currently working with a large retail client who has a set of prototypical drawings that I am supposed to adapt to the specifics of each project. The general building system is a light metal deck and bar joist/joist girder roof with an approximate 50 foot by 50 foot bay. The lateral system for the building is CMU shearwalls and the building is in seismic design category D per the IBC 2003/ASCE 7. I have an issue with one of the details included in the set and was hoping to get additional thoughts on it.
I would think that some sort of vertical slip connection would be needed to allow the joist girder to deflect, but still allow out of plane wall loads and in plane shear loads to be transferred. I have spoken with the joist manufacturer that typically supplies the joists and joist girders and they have led me to believe that this is a very standard method of accomplishing the connection for this condition. They added that there is no history of failures that would indicate a problem. I would prefer to avoid anything that is a potential failure issue. Has anyone seen this before and been able to justify that what I am talking about is not a problem? Are there any studies or testing to show that this is ok? Any thoughts would be appreciated.
Greg M. PE, SE
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