IDK why people are being obtuse here.
The fact of the matter is: there is too much we don't know to even give you advice. Windows are important. If a few windows blow out, the internal pressures in your house increase concurrently increasing the required loads for the rest of the structure...
Where I'm at, permits aren't technically required for non-structural retaining walls up to 4'. That's the official code. However, I've had to design multiple 3' landscape retaining walls because the BD says they want permits for it. I only bring this up because you're putting a blanket 5'...
There is! In the ASCE 7: Balconies and decks are recognized as often having distinctly different loading patterns than most interior rooms. They are often subjected to concentrated live loads from people congregating along the edge of the structure (e.g., for viewing vantage points). This...
So I did a little code digging on this and here is what I found:
*IBC-R 2024 Section 301.5 Live Load: Table R301.5 Balconies and decks: 40 psf**e; e = See R507.1 for decks attached to exterior walls... R507.1 just refers back to R301.5. Seems like a circular reference.
*IBC-B 2024 Section 1607...
This would indicate that you're using a live load of 40 PSF for decks. The live load for decks is 1.5 x the area served. Assuming residential, your live load for the home would be 40 and your live load for the deck would be 60.
Standard in my area in Florida is (2) #5 bars... However, I've seen a few engineers actually go higher. I've been seeing some plans with #6s and #7s. I haven't seen a project that was built in the last 30 years with anything less than #5s.
I was reading this thread: Link
Multiple engineers were using infinite edge distance when running their analysis. At what point/dimension does this become acceptable?
When I tried to recreate their calculations using my software, I was only able to get their designs to work if we treat the...
I can't speak for Eurocode but we do a lot of wind design in FL using ASCE 7-22. I do residential and commercial mostly. We use the worst case wind pressures to design the whole structure. For our practical purposes, there is no point in splitting up the orthogonal directions to justify a...
Thanks for the response. The Zone 3_OHS you are referencing is 4x8 which we use for our sheathing nail pattern. The one that needs to be looked at is on the last page under "wind pressure summary." I will go back and check the Meca output just to be sure but from what it seems, you're looking at...
I guess where I'm having a hard time understanding why we're talking about alternate details is because Epicore was specifically designed to eliminate these alternate bearing conditions. That was how it was explained to me a few years ago by the prez of a shell company we deal with. He was...
Maybe that's a "better detail" but I don't know how you can say its not acceptable if it's designed for it. They do it with slab beams.https://files.engineering.com/getfile.aspx?folder=555eac76-e8ec-4e97-994e-cd65eff621bb&file=Epicore_Details_Slab_Beam.pdf
Those cracks at the peak are usually caused by shoddy workmanship with the drywall seam and/or insulation problems at the peak. Typically not a truss design issue.
