Shear tab connection to round HSS column

[spieng89]

See pic, I have a tube passing by a round hss and trying to figure a good connection from the square tube to the round column. Typically, I just use angle tabs to attach to the column which are typically square tubes themselves. Looked on the web, but nothing really popped up that showed a beam passing by as I have shown, just "t-ing" into the column.

 

[KootK]

Shear tabs will work if the numbers do. Seat bracket too if that's allowed.

I like to debate structural engineering theory -- a lot. If I challenge you on something, know that I'm doing so because I respect your opinion enough to either change it or adopt it.

 

[spieng89]

Yes this is for a short brick lintel support so the loading is relatively light, I'll run the numbers. Didn't want to propose a connection that would be too much work for the contractor if it could be avoided.

 

[JoshPlumSE]

This strikes me as a good example of where HSS sections lose some affordability. Whatever connection you come up, I have to believe it will be relatively expensive to fabricate.

Maybe a through plate for each HSS?

 

[DETstru]

What's the clearance between the two members?
Maybe a tab connected to each that you can bolt together.

 

[spieng89]

From face of rectangular tube to center line on 6" round pipe is 6", so about 3 1/4" face to face

 

[KootK]

Should work great as a mated pair of tabs. You getting your vert adjustment on the brick support via a field welded angle outboard of the HSS?

I like to debate structural engineering theory -- a lot. If I challenge you on something, know that I'm doing so because I respect your opinion enough to either change it or adopt it.

 

[spieng89]

KootK correct welding an angle to the rect. HSS to support the brick. I ended up using DESIGN GUIDE FOR STRUCTURAL HOLLOW SECTION COLUMN CONNECTIONS by Y. Kurobane, J. A. Packer, J. Wardenier, N. Yeomans Link and the provisions in chapter K of AISC (Eq. K1-3) to check the capacity of a shear tab connection. I only need about 4 kip of shear capacity which was easily met by the weld/plate. I just bumped up my column thickness from 3/16" to 3/8" to stay on safe side of shear plate punch though and to reduce my column deflections induced by the eccentricity of the brick load in case anyone revisits this thread in future.

 

[SAIL3]

besides controlling deflection of the HSS bm I would assume that rotation would also be a concern...to that end I would expect the ends of the HSS bm to have closure pls.....