I've used it. Unless you specify that the framing is to be shored (jacked up) prior to installation the channels will only begin deflecting under any new dead load and live load.
Generally, I've just designed these as back-to-back channels, though I have went the transformed section route for...
This doesn't seem like a great idea but if you want to proceed you need to follow the load path. Check the wall for the existing loads plus the new additional out of plane moment, check top of wall connections for the out of plane loading, design plate to wall connections and of course design...
That is not a dual system. That's something you've made up.
A dual system has discrete shear walls or braced frames combined with discrete moment frames both acting in the same direction but in separate locations in the building. They are not some combined Frankenstein frame.
I'd recommend...
The reason you may feel you are getting blasted is that this is about as simple of a beam structure as you will come across. You are getting the same advise from me I would give a junior engineer in my office. If you're unsure about your model output verify it by hand. If you are unable to...
Agree with phamENG you dont' need a 3d model for this. Joists @12"oc is going to get you laughed at by the contractor. Also, the existing header over the double door on the first floor will need to be checked for additional loading from the ledger.
Why does your model have an "unsupported...
You could install a shaped ledger to the wall below the IJ's, (ie. IJ bears on the shaped top of ledger). The ledger could be jacked up slightly during install to take the DL. This would require the wall to be furred out the thickness of the ledger in order to flush out finishes.
I'd probably...
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...
