Column Eccentricity 6

[ronstruc]

I would like to get some feedback from fellow structural engineers on what eccentricity is typically used for square tube steel columns (HSS's) that are concentrically loaded and are not part of a frame (resist gravity loads only). The columns would support steel beam(s) on one or both sides with equal or unequal spans. The steel beams are connected to the column with a through knife plate, so they are not connected to just one face of the column. The columns sizes would be anywhere from 4" to 10" square.
I typically use 1" eccentricity. I have heard others use 10% of the column size, (i.e. 6" col. would have 0.6" of eccentricity).

Your thoughts?
Thank you,

 

[spats]

Ronster, you're a real pistol, aren't you. That's a pretty big assumption that most engineers in the US agree with you, going back centuries no less. I'll put my experience designing buildings for 36 years up against your experience any time. End of my story.

 

[Gumpmaster]

What would Wooten say?

 

[COEngineeer]

I concur with dave. The bolts are so tight that the shear tab will act with the beam. It wouldnt hurt to check it if you only have connection on one side of the column.

Never, but never question engineer's judgement

 

[apsix]

Summing up;
There will be load eccentricity or induced moment in the column.
Some code(s) require that a nominal eccentricity is included in thge design.
Other code(s) allow you to ignore it, apparently with no ill effect.

Have I got it right?

 

[trainguy]

Guys,

This would make an interesting research project for a university grad, if not done so already. It may be that for certain design codes and building arrangements (single vs multi-story), the inclusion of the eccentricity has little to no effect on the chosen column section.

You may ALL be right...

tg

 

[csd72]

There has been a great of research into this in many countries.

http://www.modernsteel.com/Uploads/Issues/October_2006/30758_shear_conn.pdf

http://etd.library.vanderbilt.edu/E...82111/unrestricted/7-25-05WGoodrichThesis.pdf