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Ridge board design will typically come with tension ties, aka truss without webbing. Why the doubt in ridge boards to provide vertical restraint? Regardless... I agree with post #39, if the boundary conditions shown below were present, both diaphragms would engage. I don't understand the jump...

I work out of Google Drive for desktop, but I imagine it'd be the same for OneDrive or Dropbox. I'm not sure what the frequency is or if you can control it, but it will record file history and allow you to download previous versions.

https://www.cbc.ca/news/canada/new-brunswick/helene-theriault-engineer-buildings-john-richardson-1.7244456 Summary: A structural engineer was called in to assess foundation cracks in a 63 unit apartment under construction back in December and concluded there were deficiencies in the design. He...

I'm confused, is this what you're proposing? You're doing all this to save 2" of ceiling height at the ridge?

I don't know. It's hard to get up in there to see and the fix is the same regardless. In the few I have seen directly, it's been a failure of the joist/rim to sill connection, which is just a few toenails.

It does though, in my area. I wouldn't be surprised if it isn't at least a quarter of houses in my area that have foundation walls that have popped their top connections and started to learn inward. One could provide college tuition for a family of 6 by just running around town spec'ing out wall...

milkshakelake, I am a few months behind you. Have you found a system you're satisfied with?

My opinion is hiring out a design for this is overkill. It's stood for decades, is unfortunately common, but easily remedied with any sort of connection between the two elements. Any sort of bracket, post cap, angle, plate, or even toe-screw will provide positive connection and if my house...

I agree, never seen it brought up nor be a problem before. But now that it's here with some FBDs drawn... My thoughts on why it's not been a problem: • ye olde conservative load cases, especially with simultaneous wind lateral and uplift. The uplift per calcs negates wall DL, which likely isn't...

A34 on top of the beam?

reference: https://www.eng-tips.com/viewthread.cfm?qid=458198 1.5.2 ASCE 7. They're not independent structures, so make them RC III.

PandaDoc. It's free, I don't know why, but has worked exactly how I want for years. I just upload my contract, put in the areas for the client to fill out, and create a link to send out. Tells me when it's been opened and completed.

I've been specifying concealed flange hangers recently. Don't have to interrupt shearwall chords or corner studs, and for existing structures where you know where the studs are, you don't have to have to tear into the wall.

Craig_H, would you be willing to share? I unfortunately routinely delete my downloads folder. Edit - nevermind, I found a way. Sorry for unnecessary thread revival.

yes

Yes, Fig. 30.8-1 only gives you loads on the parapets. The only reason it mentions the roof wind load (p7) is to tell you what to use for the leeward side of the windward parapet. Use Fig. 30.3-2A for CC wind loads on the roof. Also, Chapter 29 should have all you need, you don't need to get...

I'd use 30.11 for "attached canopies" Ah, you beat me to it DL

How did this go for you Ben?

Those bolts look to be way too close to the end of the brace.