AISC 348/RCSC spec gives the amount of rotation for turn of the nut based on the bolt length. Is this the length of the bolt itself or the length of connected parts between the bolt head and nut? It doesn't make sense to me that the length of bolt past the nut affects the amount of pretension...
Guess it depends on the spans and materials of construction. In industrial I've certainly come across structures with natural frequencies in the 1-2 Hz range. Some long slender galleries, sometimes I low tune a tower to support vibrating equipment. Having seen how these bounce with just a few...
I've taken supplementary reinforcement in your case as being the ties, which also need to be restrained by something. So rarely is there supplementary bar in a pedestal
Equipment or used for maintenance but never occupied by people. I normally see these not called floors. Though how they are getting away with no fire rating on the office levels is odd, especially since it is change in occupancy.
What kind of industrial building and what kind of floors? We are generally not calling floor levels floors where they are for maintenance only. If the floors are occupied by workers they should be fire separations though, and maybe you should message the AHJ.
Not sure that it being uniform is the reason it is of little importance, but it is pretty thin (probably 50 or 100 thick) relative to the soil, so most deflection should still come from the soil, even if the soil is stiffer.
I'd like to hear from others. Haven't got any push back from contractors, clients or concrete plants doing this but I'll confess I just invented putting multiple classes on the drawing on my own, in lieu of some verbose requirements copy pasted from A23.1
I put both in the notes - since for sulphate and chlorides you won't necessarily have one be critical. I guess you could just write out the requirements otherwise