Connection b/w collector / column and braced frame

I'd have a look at the comments phamENG made in your other thread. He gave you a bunch of good things to look at.

I'm also a tad confused by your last line. You don't need to design it as a moment connection to provide a continuous path. I mean if the load goes where you want it'll be continuous, right?

In general you have to look at each connection individually (so both sides of the column) for the relevant checks and then the column itself. If you are putting a good amount of axial force into the middle of an HSS column it may want to buckle especially if it's thin-walled. So you want to check that. And if it's not so great you may want to consider a through-plate (expensive) or lowering the column so your collectors meet on top of it.

CWB (W47.1) Div 1 Fabricator
Temporary Works Design

Thank you for the response. I have checked the column to make sure that it doesn't buckle (I had to increase the thickness of the post to 1/2" to make this work). I understand that it doesn't need to be a moment connection. But what I am not completely sure about is how the localized force (red arrow in the screenshot) get transferred to the other side of the HSS and continue the load there as blue arrow)

Depends on what the connection looks like. Let's say, for example, it's just a simple shear tab. Then the load goes from beam to shear tab, shear tab to HSS wall, wall bending to side walls in compression, from side walls back to wall bending on the blue arrow side, wall bending into blue arrow shear tab, into the beam.

For HSS columns, and the magnitude of load you're talking about, a through plate connection may be easiest and most robust.