It's the blue foam under the sill plate (not the tape). It comes in a roll and is mostly for sealing out air/bugs. If you use a PT sill plate I don't think it really matters for rot prevention.
Make the contractor caulk along the sill on the outside to help seal air and bugs.
In my opinion there are more than hints in the code that you cannot alter pre-qualified connections, it's explicitly stated, read chapter K1. I think the code is correct in this one. Ensuring ductility in moment frame connections is unlikely to be successful without full scale laboratory...
The top flange at the ends are not braced only the bottom flange.
@MIKE_311 Can you not touch the top flange at the ends at all? How far down from the top flange before you can brace? You are showing web stiffeners, can you add diagonal braces going down, near the top flange?
No need to have a custom hanger. Many of Simpson's light gauge top flange hangers can be welded directly to the beam. Image shows an IJ but you get the idea for solid sawn PT lumber.
Use both HDG fasteners and nails. Then sleep like a baby.
I'd be more likely to specify galvanized flashing cap over the nailer or more like specify the hanger to be welded on the beam before being HDG.
You are overthinking this.
You don't need software, use ASCE 7-16 chapter 29.3.1 for your loading. You don't reduce your wind speed for working stress (ASD), you use the appropriate load factors for the demand. In this case 0.6 time wind load. Converting the wind speed is an old approach.
For the post you can use a...
Tough to say if the improvement of pads would result in enough of a reduction in vibration.
I'd expect that the pads would be significantly less effective than an iso-curb.
What do you mean it's not connected at the bottom? Is it bolted to the beam?
Regardless, yes I would get a T/C for overturning. Still not clear what other way this would go? This is just a simple statics problem unless I'm missing something....
I don't really get the purpose of the question. Are you trying to avoid using the appropriate load combos?
Apply the loads (with code required load factors), get the reactions, and apply those reactions to the steel frame.
Agreed with a typical pipe hanger but I'd just use a double or triple section of slotted Unistrut P1001T. No fabrication required and fire sprinkler installers are used to working with Unistrut.
This is bridging it's used all the time for wood IJ's (Simpson tension bridging, TB or similar). Also used for cold formed CFS purlins functionally the same idea. No need for the strap to be continuous.
When I last checked out the cheaper ones (couple of years ago) I thought they were not accurate enough for me for hot rolled steel and even the expensive ones were not accurate enough if I need to measure cold formed.
Obviously it's not going to be a pinhole but you can offset the ends when you insert it. If you are careful you might be able to make a 1/4" diameter hole work. Though a 1/2" hole is plenty. We keep a box of these metal plugs for when we need to drill. If you want something completely...
There is an inexpensive tool for this. Drill a hole, and use a hi-lo gauge to accurately measure the thickness. If you are concerned about the burr inside the hole affecting your measurement use a deburring tool (in red below) before measuring. I've done this multiple times.
AASHTO has a very thorough section on the design of MSE walls that will take you through all the necessary checks. Curious why are you evaluating 40 year old retaining walls that have presumably not failed?
Functionally, it's not much different from an unblocked plywood sheathed diaphragm. It's not as if all those sheets of plywood are attached together either, APA recommends a 1/8" gap between sheets.
