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Column eccentricity 2.0

Column eccentricity 2.0

Column eccentricity 2.0

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?

RE: Column eccentricity 2.0

Typical connections into the web of a WF will rotate/slip before transmitting any significant torsional moment into the supporting member.

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.

The name is a long story -- just call me Lo.

RE: Column eccentricity 2.0

On new design I'll account for 3" of eccentric load when framing into the web. But I'll also allow the new column to go to 99% utilization. Some of the designers I work with ignore it but don't take a column higher than 85%. We end up with the same column size more often than not.

When checking existing I'll sometimes need to ignore it.

RE: Column eccentricity 2.0

Beams framing into the column web - Size the connection to handle the eccentricity and not the column. The beam in its strong axis will be a lot stiffer than the column in its weak axis.

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