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RE: Design of Double Angle Shear Connection for Extreme Ductility

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The analysis for progressive collapse has not been vetted as well as the more traditional structural design methods like seismic, wind, etc.  Basically, if you make the catenary forces work, you are pretty much in business.  The studies in which I have been involved make normal span structural steel buildings fairly resilient in regard to progressive collapse. 
 
There will be a study published later this year called FEMA 439B that is worth a look.  I would also advise that you study the UFC 4-023-03.
http://www.wbdg.org/ccb/DOD/UFC/ufc_4_023_03.pdf

Regards, Harold Sprague


 

Subject: Design of Double Angle Shear Connection for Extreme Ductility
Date: Thu, 19 Feb 2009 21:10:43 -0500
From: bfelker(--nospam--at)mmmdesigngroup.com
To: seaint(--nospam--at)seaint.org

I am currently trying to design a double angle connection for ductile response to catenary loads induced by support removal.  This is for a progressive collapse avoidance design.  In order to achieve the assumed catenary structural response assumed in the tie forces design method, the beam end connections for structural steel members utilized as ties must be designed to undergo 0.20-radians of rotation, and still maintain the required capacity.  I think I have figured out a way to do this, but would like to see if any research has been done on this type of behavior, and/or if a text has been written which addresses this issue.  Any direction would be much appreciated, as I’m not sure where to start looking.  Thanks.

 

Brian P. Felker, PE

Building Section Manager

Structural Department

MMM DESIGN GROUP

bfelker(--nospam--at)mmmdesigngroup.com

757.623.1641

 



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