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I would limit it to the inside face of the block, the distribution would still likely be 45 but as you say it’s are is limited due to the depth. But I don’t agree with the load distribution for the lintel since the block thickness isn’t great enough and the load isn’t centered. A high likelihood...

Construction joint like precast uses

What does your truss look like? Maybe there’s an alternative method of connection. Could a gusset plate connection work better?

Are you running a frost wall? What depth are you running in your grade beam?

When solid it wouldn’t really have lateral load but there would be residual load as a result of the direct placement of the fill behind the wall, unless you pour the retaining wall afterwards.

Draw a free body diagram of your moment frame and share. You should always do a simple hand sketch when trying to figure things out and not be completely reliant on computer programs.

During placement: Short lifts, bracing, or deadman tie backs. Post placement it should have really minimal with unconfined strength since it is solid depending on how far back you go with it.

Reason why they can’t remove? If they are installing insulation follow shallow foundation design for frost protection Is this heated or unheated space? What is the function? Would the compressible foam compress under dead load or is there a foundation load path that spans the area?

https://ascelibrary.org/doi/abs/10.1061/IJGNAI.GMENG-7710 What is the intent of this? It’s best to remove frost susceptible soils.

Page 249 it starts

AISC design guide 24 discusses it a bit

https://www.structuremag.org/article/know-your-hss-welds/ See if this helps

Going to need some steel plates and cribbing to distribute that load. Seems like the column isn’t really the issue.

You want your walls to blow out?

Why not template and mag drill the holes

I think it is a best practice thing, I am not a big fan of RISA connection software, some of its error outputs are difficult to investigate or resolve. https://steeltubeinstitute.org/resources/welding-in-hss-corners/

Footing should rest on undisturbed soil. That material looks like it will settle a ton.

Could the 2x10 be rotating in the hangers and prying up the subfloor telegraphing through to over top center of the beam.

I’ve seen contractors just fill the blocks with concrete from the top, however 4” blocks might need a grout mix for this to work

The deck can’t span longitudinal hence why the steel girders. The load path is deck to superstructure to substructure. Only if you have a slab by itself spanning the long way would it do what you are asking.