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RE: Joist Girder Moment Frames?

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The fundamental assumption of moment frames is that they dissipate energy 
through inelastic rotation of the plastic hinges in the girders.  I 
question whether this assumption has been tested with joist girders.  If 
not, then it cannot be applied.  The other alternative is to hinge the 
columns which is contrary to the strong girder weak column requirements. 
 Are you sure you want to do that?

-----Original Message-----
From:	Ghassem Khosrownia [SMTP:Ghassem.Khosrownia(--nospam--at)NWS01.usace.army.mil]
Sent:	Friday, February 13, 1998 3:50 AM
To:	Return requested; Return requested
Subject:	Re: Joist Girder Moment Frames?


Of course you should either design them or specify equivalent static loads
imposed. You don't know the chord sizes, so you really can't design the end
connections. If this is to be used in a serious situation, why not design a
truss yourself?

Ghassem Khosrownia

_______________________ Reply Separator _______________________

Subject: Joist Girder Moment Frames?
Author:  chrisp(--nospam--at)vlmk.mhsmail.com at Internet
Date:    2/13/98 1:31 AM

I'm curious,  does anyone have any experience with utilizing open web steel
joist girders as part of the lateral system in buildings?  Vulcraft will
design the girders for the loading specified on the Drawings, but leaves 
the
connection design to the EOR.  With the Northridge event, SAC
recommendations, etc. , is this even a viable lateral system for new
construction.  Any and all thoughts are appreciated.






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