] [Thread] [Date] [Author]

["Jason Emoto" <jemoto(--nospam--at)reidmidd.com>]

Try www.aisc.org then click on Free Downloads on the right side of the page.

Jason Emoto


>>> "Hood, Matthew O." <HoodMO(--nospam--at)ci.anchorage.ak.us> 06/30/04 05:15PM >>>
I've been trying to find a copy of the errata on the FEMA website, but I
haven't had any luck. Do you happen to have an electronic copy or know
where I could get one? What tables does it modify?

 

Thanks,

Matt

-----Original Message-----
From: THunt(--nospam--at)absconsulting.com [mailto:THunt(--nospam--at)absconsulting.com] 
Sent: Wednesday, June 30, 2004 2:52 PM
To: seaint(--nospam--at)seaint.org 
Subject: Re: OMF Connection Design

 


Matt, 

As a side note to this discussion be aware that there is an errata to
FEMA 350 that has added some clarification in the Tables for SMF vs OMF
panel zone strength. 

Thomas Hunt, S.E. 
ABS Consulting 





"Hood, Matthew O." <HoodMO(--nospam--at)ci.anchorage.ak.us> 

06/29/2004 01:39 PM 

Please respond to
<seaint(--nospam--at)seaint.org>

To

<seaint(--nospam--at)seaint.org> 

cc

 

Subject

OMF Connection Design

 

 

 





I am currently plan checking the connections of an OMF in a
Pre-engineered metal building. I have indicated to the Engineer that the
connections need to be designed in accordance with the '97 AISC seismic
provisions so that they resist a moment equal to 1.1*Ry*Mp of the beam
or the maximum moment that can be delivered by the system. The Engineer
has indicated that the maximum moment that can be delivered by the
system is governed by the panel zone shear strength of the column. The
Engineer cites the commentary to FEMA 350 section 3.2.1 as justification
where it states: "for Ordinary Moment Frame systems, fully restrained
connections that permit development of plastic hinges at locations other
than within the beam span, e.g. in the panel zone or in the column, are
permitted."

It is the opinion of my office that the panel zone is interior to the
connection and should, itself, be designed for the maximum moment, not
determine the maximum moment. Meaning that something else (e.g. Lateral
torsional buckling of the beam) should be the failure mode used to
determine the maximum moment. The panel zone should then be designed to
resist those forces. I'm reading FEMA 350 section 3.3.3.2 and section
3.6.1.1 specific to bolted end plate connections which says: "The
connection shall be designed so that yielding occurs either as a
combination of beam flexure and panel zone yielding or as beam flexure
alone."

Any thoughts/opinions?

-Matt



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