Gap in End Plate Moment Connection 2

[SOL82]

Greetings,
There's approximately 6mm gap between the beam end plate and HSS column. The End Plate is supposed to be site welded to the steel column and the joint is subjected to moment and shear forces. What's the proper way to fill the gap and weld the beam to column?
Thanks

 

[andriver]

1/4in? Isn't this something a come-along could fix?

 

[Teguci]

I'm assuming the loosen bolts and come-along option has already been taken off the table. Have you considered welding in a shim plate?

 

[jayrod12]

And if not. Knock off the current end plate and put one 6mm thicker.

 

[SOL82]

Welding shims is the most feasible solution but welding shim plate to end plate will limit the fillet weld leg size to 4mm all around which will not develop the required moment capacity.
Shall i weld the shim with full penetration to the plate which in turn will be welded to the column with required fillet weld size (8mm all around). Is it a good practice? and do you have a better suggestion?

 

[andriver]

I think Jayrods idea is the way to go. Not sure what a full pen shim to end plate weld would look like (plug weld?)

If manhandling it into position is not an option, cut the original end plate off, add a thicker one.

 

[nutte]

Make your shim the same size as the end pate, and increase the weld you were going to use by the size of the shim (6 mm, or about 1/4"). This is permitted in the AISC Specification (section J5.1a).

 

[wannabeSE]

What does your welding code allow? AWS D1.1 seems to allows a 3/16" (5mm) root opening for fillet welds provided the fillet weld leg size is increased by the size of the root opening (see section 5.22.1).