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What providences do you have a license in? 😎

If this pole footing is defective in resisting horizontal load, then the retrofit should have at least 3 ties Why? Curious as to the code you are referencing.

You’re steel is failing? Your design should be concrete failure in my eyes. Optimize the design.

You’re asking what weld size should be called out? Check a fillet and a flare bevel. What’s the problem?

Why wouldn’t that bolt/screw see any forces? Something will get transferred there.

AKA, buy software and do it. You'll learn a lot from it. Be prepared to read a ton of crap.

dik, The wood will still be in contact with the cement. There will be moisture there seeping in. You have to seal that. Cement grout will not do that.

What Ron said. What process is being used? SMAW, GTAW, FCAW? This is the depending factor. Also the position.Longer welds are better than bigger welds FYI. What do you mean one element needs to be designed for yield? Are you talking about the welding of the base metal?

I would find your natural frequency and see if you need to apply dynamic loads. If you're rigid (>30Hz for me) don't worry about it. FYI Iv'e never designed a bridge, just grandstands ect.

Why not make the support a gravity connection only? Are you resisting shear at the connection? If you put bolts there, I'd say it will take uplift loading no matter what you put between the base plate and the wall.

Hurricane peak season is May to September. I would definitely account for this temp + wind event.

You need a barrier. Period. Wood is not going to cut it in the hole unless its sealed. I would think about using BASF or SIKA epoxy grout to embed the post. No moisture is going to penetrate that.

I would consider a prying affect(overturning). reference applicable codes to determine this affect.

How much thread engagement do you need? why would tacking welding either take away from your threads for thread engagement. Use a weld stud?

Building Code Requirements and Specification for Masonry Structures and Companion Commentaries There is no blanket statement for four question....

Mostly, removable aluminum structures. A lot of the comments I’ve seen have been lateral force requirements(non code required lateral live load) and seismic Anchorage (lateral loads at supports cannot be resisted by friction).

What do they reference? I’ve had multiple jobs with same type structures and different reviewers comment/reference different codes. They are never on the same page. If I’m trying to bid a job, what can I expect?

I would think bond failure between epoxy and concrete would fail before the yield of the bar. In any event, I would test to 2.5x expected ASD force per IBC.

I would butter weld material to cover the gap or cut the rafter back and make a splice. Dik is right though, it's on them.

Shotzie is correct. I use multiple aluminum shapes daily and using the massprop is ideal.