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Fwd: Moment Connection Design

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I designed a moment resisting frame couple of years ago.  It was designed
for an 18 feet high metal deck roof canopy using WF members and A36 steel.
The contractor has just notified me that steel sections have been purchased
but not fabricated, and they want to enlarge the area of the structure.

In redesigning the moment frame using FEMA 267 Interim Guidelines the
following question arose:

In Section,  when determining the probable plastic moment in the
beam, it is advised to use yield value of ASTM 572 grade 50 steel for
nominal A36 steel. 
When checking the Strong Column - Weak Beam requirement can I use 50 ksi
for Fyc (minimum specified yield stress for the column) as well as the beam?

Your comments will be appreciated.

Sasha Itsekson
Huntington Design Associates, Inc.
Oakland, CA

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