Determining framing system of a building from drawings 3

In the plane of the walls, it's a reinforced concrete moment frame. Might be special, might not be.

In the plane of the roof span, it's a cantilever column system.

Thank you Lomarandil.
Does the steel roof need to comply detailing requirements of any framing system? Say of any project specific moment frame or other.

I really doubt it's a cantilever column system, that's what you see on gas station canopies, where the moment resistance is in the roof and the based are more-or-less pinned. The steel columns typically would not be part of the seismic or wind LFRS as the roof takes the loads into the concrete perimeter frames, via the roof diaphragm, the concrete columns have restraint at the base (if they are cast in place) that is comparable to the restraint they get from the beams at the top, if you ask me. If those are precast columns (which seems highly unlikely) then you could perhaps consider that a cantilever column, because the base fixity would be tough to justify via analysis.

The RC column bases are not fixed at base, most of the columns have single pile supporting them. However, the columns are tied by foundation beams. So the columns have some bending stiffness at base, I think.
The columns are not precast.

lexpatrie said:

I really doubt it's a cantilever column system

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So what does the framing system look like?
Is it like, perimeter columns (or sidewall cols) behave like a moment frame in the long direction, and Windwall RC columns behave like moment frames in short direction? And in the orthogonal directions they are not seismic load resisting, just as like "not part of lateral load resistance"??

For Seismic analysis, Reinforced Concrete Cantilever Columns require much of the same detailing as moment frames. If you have a good grade beam connecting your columns at the base, then it is essentially a concrete moment frame that is upside-down.

The roof members and detailing make up a diaphragm system (horizontal truss). So for example the loading of these members could be based on ASCE7-16 Section 12.10. The roof framing is not assigned an R factor and associated detailing.

driftlimiter said:

If you have a good grade beam connecting your columns at the base, then it is essentially a concrete moment frame that is upside-down

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Sounds logical.
Thanks driftlimter