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RE: Steel Tips and Deep Columns for SMRF

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We have accepted this in the past with input from independent peer
reviewers. I believe we required stabilization of column flanges by bracing
them, using kickers, near the moment connection area. I personally agree
that this deserves further study also and could be a potentially economical
solution to SMRF design. It could also lead to better connection design
concepts since it provides more room for alternate ways of connecting the
beam to the column.

Ben Yousefi, SE
San Jose, CA

-----Original Message-----
From: Gerard Madden, PE [mailto:gmadden(--nospam--at)attbi.com]
Sent: Tuesday, October 29, 2002 11:07 AM
To: seaint(--nospam--at)seaint.org
Subject: RE: Steel Tips and Deep Columns for SMRF


I just wonder if plan checkers will accept this because no physical
tests were performed in this article. It is computer modeling, but the
rationale is very sound in my opinion.

-gerard
Santa Clara, CA

-----Original Message-----
From: John Diebold [mailto:Jdiebold(--nospam--at)SanDiego.gov] 
Sent: Tuesday, October 29, 2002 11:00 AM
To: seaint(--nospam--at)seaint.org
Subject: RE: Steel Tips and Deep Columns for SMRF

Thanks for this update!

Its good to see that Deep Columns are being given
the credit they deserve!  I suspect that the testing results 
will be at least as good as that for the 14" columns, once
the proper test model is used.

I designed a SMRF project with deep columns 
approximately 3 years ago, prior to the restrictions of
FEMA 350, and used Dr. Uang's limited test data and 
input in working through the design.   I've always felt 
that the limited funds spent under SAC and FEMA gave the 
deeper columns the shaft.   I'm looking forward to the 
future test data being published!
 


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