Moment connection WF beam to HSS 1

[RabitPete]

Any recommendations/references on how to calculate capacity for one of the connections pictured below or any better ways to design a connection between 6 x 6 x 1/4 HSS column and W6-15 beam for a full moment? With a beam height of only 6" and only a couple inches to spare under the beam, the best solution I found so far was a column with an end plate and a beam bolted on top of it, but it is still no match for a full moment capacity of the column.

 

[RabitPete]

The version with through bolts seems more erection friendly but is it looking neat ?

I think I will leave the "neatness" and "cost" for the client to decide as both versions meet design load capacity.

Still do not know the reason for 'full' moment capacity ?

That came from the earlier version of the design, before client agreed on upsizing the beam. Full capacity is no longer necessary.