Standard architect. No reason for what he's doing and it comes down to the manufacturer/installer to make him change the detail. Nothing better than coordinating some slightly odd framing scheme to accommodate his assembly and then everything going "back to normal" once the contractors get...
Agreed, C&C loads for studs. Exposure C or worse leads to some interesting stud wall calculations. I've seen many simple tract home plans with a wall or two that wouldn't calc out.
I could dig some and probably find some trusses in for custom homes that have two step downs like that due to the roof having like 12 independent hips. Architects!
2:1 is to have non-reduced load values. Max is still 3.5:1 for seismic. At that point you are getting a sizeable reduction in capacity.
This is an interesting post. My first thought was you could justify the block being connected to the adjacent diaphragm and resisted in rotation, like a...
In CA in my experience, most 1/2-story residential plan checkers are "plans examiners" and not licensed/degreed engineers. They usually look at the calcs and point out anything that does not exactly match on the plans.
So if we have a 12' shear wall in the calcs but it's 14' long on the plans...
This piqued my interest because I remembered a project we had with a similarly long girder truss. However, I had nowhere near the supported span that you have (hell, we very rarely let the single span truss go over 40' and you have 44').
Anyway, the truss I had was also 33' long, but it...
Framing quality / adherence to plans depends on so many things. Quality goes down w/ population density and sale price of the homes for the most part (so most tracts are fairly meh). That's not to say that a nice custom home can't be completely butchered, it's just not as common.
Any detail...
Looks like you could do without the sheathing above the top plates, which seems to cause a construction sequencing problem. The sheathing has to go up after the perp trusses go up but before the parallel trusses? Just have the truss supplier design the drag truss for all the load.
I'd also swap...
I believe the 8" stem needed offset bars for moment capacity but yeah my mspaint sketch is probably exaggerated. Can you do me a favor and give me a reference for that (even though topic is now on tying the horizontal bars)? I'd appreciate it.
There's no way to edit posts here?
Anyway, the update is that the plan checker was apparently not asking for vertical bar ties. Instead, he wants the top horizontal bars (wherever we use two layers of reinforcement) tied together with seismic hooks each side.
The big design problem won't be diaphragm shear but dragging huge loads into the concrete walls and supporting uplifts from 4-story stacks of shear walls. Recently did prelims and was coming up with 20+ kip drags and uplifts, which would basically require pretty crazy connections (say a big...
I believe you're assuming the rim is continuous for the full length of the floor diaphragm or that it is strapped together at splices. But you are not saying that as far as I can tell. This isn't standard practice around me, either. I usually see rim in ~20ft lengths or so.
Also, in general...
Your posts are a bit confusing, but judging only by the picture attached, it looks like your detail shows sheathing extending to the rim from both shear walls. That's the way the top wall transfers loads to the bottom wall.
The 2nd story sole plate can just be nailed nominally to the rim.
As...
The question that always comes up with this is the potential for the buildings, which are now essentially separated, to hit each other. The air gap is never enough separation.
When we see this detail from architects, we ask them to revise to show the sheathing continuous. Sometimes they will...
AELLC - we hold down 1.5"
Just got off the phone with the plan checker. The ties aren't in any code because he's simply referring to tying the vertical bars in place.
