Just run the numbers on smooth-shanked nail withdrawal to see what’s plausible. It doesn’t matter whether the ceiling itself can bear the insulation if the connections themselves are inadequate. You don’t mention a truss spacing, but if it is truly the case that only 3 nails affix the furring at...
1. No matter how you “cut” the wall, equilibrium must be satisfied.
2. Shear is zero at free edges.
3. The more and larger openings you have, the more the wall behaves as a frame and can be approximated with a suitable portal frame analysis.
4. NEHRP No. 9 has some modeling guidance in...
There are a couple of ways to convert between wind regimes. The Durst curve is usually sufficient, but there are other models. You can find it in the Commentary of ASCE 7. It’s pretty straightforward to set up a spreadsheet with inputs for height, averaging time, and exposure.
There’s a nifty shrinkage equation somewhere in either the FPL handbook or some ASTM or both. I’ll dig it up tomorrow. You might start with 19% MC and anticipate an in-service drop to 9%.
Nvm found it in one of my old Mathcads.
The fact is that your new 6ft segment is not going to be at the...
You've got this covered, but I can't resist throwing out some crazy ideas:
1. Maybe you could embed specialty hardware to accommodate the splice (e.g., see below; not my project/photo). Owners tend to be more willing to pay when the solution is sexy.
2. In that same vein, you could knife the...
You wouldn’t otherwise. Some commercial owners prefer the exposed decking, and some contractors prefer not to muck about with topside insulation and membranes. It’s unfortunately all too common for rainwater or water residual from cleaning to become entrapped thereover as the roofing progresses...
Yep, tornadoes are explicitly excluded from consideration in ASCE 7-16 (26.14); however, the commentary provides limited design guidance for those seeking that additional resiliency. Remember that the commentary is not “mandatory.” The “option” is always there…
I’m pretty excited for the 7-22...
As an ACI-certified adhesive anchor installer, I can tell you that 5” is tough to screw up from a plumbness standpoint. There are other things I’d be more concerned about.
https://www.hilti.com/engineering/article/special-inspections-guidelines-for-post-installed-anchors/2jv5p4
I know of (and...
Yes, assuming the repair material needs to be loaded. Consider the cause before slapping more concrete on there, lest the spall recur (or worse). The bonding agent is not nearly as important as the surface prep. Lastly, I’ll add that the repair strategy changes greatly with spall depth and cause.
