CJP weld to column web

[BAGW]

Hi,

Just out of curiosity, have anyone seen a beam stub CJP welded to column web? The column web is 1 1/2'' thick. Is it possible to CJP weld the beam to column web with this thickness? Beam flange and web thickness is 1 3/4''. Will the weld rip off the column web?

I just want to understand if CJP shop weld is possible between these two?

Thanks

 

[spats]

The closest thing I know of is in "Design of Welded Structures" by Omer W. Blodgett where it shows a procedure for checking the face of a built-up box/tube column with a beam fully welded to the face of the tube. It should be the same thing for a web. It is a yield-line type of approach for the beam flange force effects on the column face.

 

[dhengr]

BAGW:
Those are really heavy W12, 14 or W18 sections in the +250 lbs./ft. range. My biggest issue would be that you likely don’t have enough room to get into the joint to make proper CJP welds. Between working inside the column flanges, and reaching into the joint 5, 6, 7" around the column flange tips, and then also working around a beam section which barely fits btwn. the column flanges or the column flg/web radius’ (the ‘k’ area). The beam web weld would be very difficult too.

 

[cliff234]

That sounds like an unusual connection. Aside from whether or not the weld can be installed, where does the flange force go after it gets into the web? Do you have a similar connection on the other side of the web? (If so, there's the load path.) But if you don't have a similar connection on the other side of the web, then the web will not be strong enough to resist the axial loads from the flanges. Can you turn the column 90 degrees and weld your stub to the flange? If it's a "beam stub" why is the moment so high? Is there column posting up on the end of the stub? Do you need a CJP weld? Why not fillet welds?

 

[OHIOMatt]

We have done a similar connection. We used full depth web stiffeners in the column section that were thicker than the beam flange (trimmed to miss the "k"". These were fillet welded to the column web and flanges. We also added a vertical plate between the two stiffeners, that mimicked the beam web (to allow for bolted shear plates). We then CJP'd the beam flange to the stiffeners. We had beams on each side of the column. We had a short cantilever to deal with, so our members were much smaller.

I would not suggest the CJP to the column web.