beam field welded to column flange with stiffener at bottom

[delagina]

I'm field welding a WF beam to an an existing column flange. I need the beam to have as little deflection as possible. I'm thinking of putting a stiffener at the bottom because it's only 2' long. Is there a reference calculation regarding this type of moment connection.

 

[Agent666]

Easier to just go to a deeper section I would have thought until the deflections work? Then just weld to develop the forces you have. Can't imagine in only being 600mm long that even a relatively large load is going to have that much deflection that it's going to be an issue. You don't note what the load is?

Then you don't have to worry about the stiffener edge being stiffened as pretty large plate outstand for local buckling.

As 'little deflection as possible' isn't a particularly good limit (open to interpretation without any context). Is this span/100000000000 or span/1000?

 

[KootK]

X2 for Agent's recommendation that this thing isn't going to deflect a meaningful amount.

As for a design method, I'd disregard the lower flange of the beam and design it as a stiffened seat connection according to the provisions in the AISC manual.

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.