Column eccentricity 2.0
Column eccentricity 2.0
(OP)
In reference to thread507-90689: column eccentricity, I have a follow up question for everyone. It seems that the general consensus is that unbalanced loading causes moments that ought to be considered. That makes sense for loads into the flange of a WF.
For beams framing into the web of a WF, does anyone consider eccentricity due to the connection? It seems like a column web would not have sufficient stiffness to transfer any substantial moment into a column. How does everyone out there handle it?
For beams framing into the web of a WF, does anyone consider eccentricity due to the connection? It seems like a column web would not have sufficient stiffness to transfer any substantial moment into a column. How does everyone out there handle it?






RE: Column eccentricity 2.0
If you're really pushing the capacity, have a long span without lateral support, or have a non-typical connection, it may be worth considering further. But most days, it can be neglected.
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The name is a long story -- just call me Lo.
RE: Column eccentricity 2.0
When checking existing I'll sometimes need to ignore it.
RE: Column eccentricity 2.0