Odd WT connection for Coped Beam-Girder Connection

[rharting]

I have a project where I have somewhat large shear forces going into W10 beams. We are trying to control depth and are restricted to using W10's or less. I am hoping to use a W10-W10 connection, however due to flexural yielding, flexural rupture, and local web buckling the connections are not working.

I will be reviewing deepening the girder and options with doubler plates, however we were discussing alternatives internally and someone came up with the idea of taking a WT and welding the stem of the tee to the girder and the flanges of the WT to the flanges of the girder and using the flange of the WT as the bolting surface.

One comment I know will be torsion due to eccentricity. In all cases where we would need to do this, there is a beam with a fairly equal component on the other side.

Has anyone seen this? It seems like a reasonable approach to me, however I haven't seen any examples of this.

 

[KootK]

It's been done. There was a thread here a while back to do with a shop drawing substitution that led to this condition. Apparently, it's quite erection friendly and common in some parts of the world. Even without the balanced load, the torsion should be readily resolved as additional moment in the supported beam.

KootK approved.

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.

 

[KootK]

Here you go: Link.

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.