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The IBC has been adopted in a few countries outside the United States https://www.iccsafe.org/international-code-adoptions/

Have you double checked your calcs With 83" tributary to the beam and 37 psf, the load is 256 plf With a 15' span, I get 7200 lbs-ft or 86.4 kip-in

For structural steel, the standard practice is to show the size. However, I have seen general notes and specifications that say to use the minimum unless noted otherwise. Or, sometimes the notes or specs will say 3/16” or minimum per AWS D1.1 whichever is greater

My cynical outlook which may not be far form the truth: Change Order Cost = 10 x what you think it should cost. Reimbursement for VE or scope reduction changes after contract awarded = 10 cents on the dollar

ASTM C754, Standard Specification for Installation of Steel Framing Members to Receive Screw-Attached Gypsum Panel Products, has tables for selecting studs. The tables list maximum height based on stud size, spacing, deflection criteria, uniform pressure. The standard has tables for 18 mil, 30...

If you plan to specify Hilti anchors, contact Hilti. I prefer contacting the local engineering instead of contacting the US headquarters in TX

atrizzy, Perhaps, I don't understand the description of the building's shape. From a wind load perspective, wouldn't it be a typical hip roof with no walls.

I wouldn’t do it. I’d contact a contractor. The tools available typically dictate the method. I’m in a large metropolitan area with contractors that specialize in cutting and coring concrete.

Try contacting ICC Evaluation Service. They have many old reports, but they may charge a fee. My other suggestion is wait a little while and try contacting Hilti again. Seems like some of there people have better luck than others at finding old information. Also, if you know the approximate...

I have seen one or more adjacent bays with full moment frames with a fixed-pinned bay at one or both ends. I don’t recall any prohibitions in the code for SMFs. The pinned connection can be a shear tab provided it can handle the loads.

Have you tried contacting The American Wood Council or WoodWorks? https://www.awc.org/ https://www.woodworks.org/

Ask the person who made the model. Without a design intent, it can’t be modeled. However, it looks like it could be a fixed base moment frame.

This is common with mat foundations. The top slab is not structural (typical SOG) Like Hturkak said, the soil area between the mat and the SOG is for running utilities.

Through bolting isn't explicitly covered in the masonry code. Structure magazine published an article Hybrid Masonry Connections and Through Bolts Hybrid Masonry Connections and Through Bolts Part 2

How do you prevent water from filling the tube and rusting the HSS or rotting the post? There may be better options: https://www.nfba.org/view/download.php/resources/technical/technical-articles/rigid-connections-between-wood-posts-and-concrete...

Kom3 has some reasonable justification to let the sonotubes stay in place for this particular case. I question the general rule that sonotubes can be left in place above ground. Don't get me wrong, I have seen plenty of sonotubes left in place. I just question whether this is a good practice...

Intuitively, I don't like the idea of the exterior deck being relied upon to support the walls and roof above. Also, there doesn't appear to be any thermal break between the exterior deck and interior. Just spit-balling: I might start the design by assuming the exterior deck didn't provide any...

BridgeSmith, Auger-cast piles have grout placed through a hollow stem auger as it is withdrawn from the hole. The reinforcing is placed into the wet grout/concrete after the auger is removed.

AISC has some FAQs with information on thermal cutting with oxy-acetylene . See https://www.aisc.org/steel-solutions-center/engineering-faqs/2.2.-cutting-and-finishing-steel/

Often times the thickened slab edge is specified to prevent curling which is moot if it is also dowelled into the walls. I’m surprised they aren’t trying to VE the dowels. Since it doesn’t sound like a structural slab, I would educate the client as best as possible and let them decide.