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[SEAOC] Re: [SEAOC] Steel Bracing Connection

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It seems that Blodgett's recommendations is allowing either the 
attaching plate or the attaching member to buckle and therefore you 
design the more rigid element for the eccentric moment.  What good is 
this if one of the elements has failed.  It seem to make more sense to 
design both for the applied forces including any eccentricity.

With the history of Northridge moment frame welds we need to remember 
that steel structures do not always perform the same as our design 
assumptions.  This is one reason I have never been excited with plastic 
design of steel structures.  I prefer to keep the stresses in the 
elastic range.

Jim Dane