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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.

Your best bet would be isolators such as springs below the unit, from an ease of install perspective. Is the floor shaking now?

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.

Generally do what enable does, usually skip the bonding agent, the correct mortar and prep, and join geometry, is much more important.

That's a philosophical question. But by your definition, even a calculator does reasoning.

That's a pretty big stretch of the term reasoning - by that definition, any algorithm engages in reasoning.

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

Assuming the welds are the same stiffness should be conservative, as the weaker welds will attract more load than they would otherwise. I suspect the actual force distribution is going to be a function of the connected parts and not the welds, so you could look at that as well.

Elastic analysis and consider the weld group to fail when the first weld does, which could be the 3/16" weld in your case.

The harden paper puts stiffer springs on the "flanges" of the footing. There is a method in the paper to calculate the deficit as well so you could just add the rotational spring in the, i like to sanity check by applying a static twist at the center and seeing the rotation of the node to make...

Ref 3 had something on modeling the stiffness deficit but I never quite got it to work how I liked on my last project

1. You need additional rotational springs or need to adjust the base springs, to address the rotational stiffness deficit. I sometimes rigidly link the slab to a central spring with all DOF restrained, but if the slab can't be considered a rigid body, this isn't an adequate solution on its own...