Firstly, because ACI does not write the ASTM specs so does not control what is in them, and secondly, you will probably meet these requirements just by specifying A706 instead of A615, but as the EOR you should confirm this.
So instead of lifting the unit, you are going to jack up the entire building? I don't see a world where this is cheaper. It also may not stop whatever is about the isolators from shaking, depending on what is being excited.
That would make more sense. There is a chance you are within tolerance near the middle of the beam, and the biggest offset is at the support then. In which case you may be able to show it works.
I like to get the holes for the rail clips shop drilled for this reason
The only real option will be to fix the beam. None of the proposed solutions address the additional torsion, so you either need more capacity in the beam (you said you have none, so you need to reinforce it), or straighten the rail. How did the rail even get installed that far off, did you not...
Using P delta does not mean K=1. To use K=1 you need to use a direct analysis approach, which includes some stiffness reduction as well as P little delta analysis.
I usually don't allow one, unless you can't really step on the cantilever (cantilever of say 6" below an 8" girt for example, but I'd still rather terminate with kick plate there).
The thing with 7" is it is just a weird spacing to lay out, since it only rolls into a foot nicely at 7' intervals. More regular spacings, you can get a tape on them say for 9" spacing, I make sure there are four spaces in a 3' length that I tape out when checking bar. I imagine that also makes...
I've never had issues with 6" c/c spacing, though don't go much bigger than #8. I prefer 6" spacing for large mats actually, it's easier to walk on, so a bit safer. 4" would be probably be my limit, as it gets harder to get the vibrator in.
That is pretty hefty for a pile for this application. I'd expect 600-900 diameter, which can be 3D apart, would work well enough. The main thing is to remember the wind acts in any direction, and for a typical pile arrangement wind on a diagonal may well be critical.
Sorry, I should have said the PEMB is only stitched, not only sealed. You're on the right track then, the intermittent weld with seal welds also reduces weld inspeciton vs a full length weld
Put "seal weld remainder" in the weld tail. The PEMB column is probably already only seal welded and generally they aren't coated for use in corrosive environments, so I'd doubt this is the first thing to go, but for corrosive environments I'd also reconsider the use of HSS
