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.
I've designed many repairs and additions to diagonal sheathed roofs. I use the allowables from the SDPWS as I practice in California and design it like any other flexible diaphragm. You will need to provide a typical detail showing how the joints are staggered, ie. the adjacent diagonal boards...
If it was very highly loaded I might but not in this case. I'd make sure I had a reasonable load path to resolve any torsion at the columns ie. full height bolted to the dbl top plate. I also wouldn't design the beam to 99% for stresses.
As it is it looks like most of the torsion from the...
Footnote #3 addresses this. I don't see the problem, as you as the engineer have to create a load path (DTT2z, cross bracing, etc.). Even if this was rated for pullout would you really load single wythe brick out of plane? I don't particularly like this product but not because it isn't a one...
