Toad:
From my perspective you’re still keeping to many secrets. This bracket supports a crane girder, therefore a potential fatigue problem? The cover pl., stitch welded, is full height of the W10 col.; or maybe 2' high as part of that awful bracket detail? What is the cover pl. intended to do, the stitch welding is awful in the region of your bracket?
If you have the option, I would remove the cover pl., but pay attention to its intended purpose, and make the bracket WF as deep as I practically could to lesson the T & C forces on the top and bot. flgs. for a given P, loading. I would cope the top and bot. flgs. on the bracket WF to fit btwn. the flgs. on the W10 column, that is {10" - 2(flg. thickness) - 1/16"}; and clip the corners of the flgs. to miss the col. flg./web radius. Now you can stuff the bracket back into the web of the column; and weld the bracket flgs to the col. flgs. and web; and weld the bracket web to the col. web for vert. load shear.
In your plan view, draw a 2" circle at the tips of the col. flgs. In a FEA that area would be flashing red, so hot it would burn a hole in your monitor screen in a few seconds. All of the flg. force is taken to that weld area until that weld area yields (fails, in a fatigue situation), then it will just unzip the bracket flg. weld to the cover pl. The cover pl. isn’t strong enough to take that kind of loading, in that orientation; the bracket flg. is very stiff and the stress at the 2" circle will be very high, and then infinite as the crack propagates to the middle. Connecteng called this same thing prying, and I’m trying to describe it a bit differently. And, you will have a fatigue problem right there in short order; tri-axial stresses, relatively high residual stresses from welding, through pl. tension on the cover pl., not a good thing on thicker pls., or with larger welds. I called this a hard spot, not unlike the beam flg. to col. flg. and web region in our old CJP moment connections, pre Northridge. They failed because of the high stress concentrations and that (hard spot) area’s inability to redistribute any high stresses without a cracking failure.