Recent content by azcats

Sorry - Gemini.

I've successfully used it to quickly generate complex, multi-layered if formulae in excel. Just kept feeding it a word salad of what I wanted and we eventually got it tailored to work perfectly. Done in 5 minutes what would have taken me an hour to organize the logic in excel myself.

I have different thoughts on this depending on the use of the foundations. If they're primarily/only vertically loaded and the expected use is the same, I'd be more lenient than if they're part of some lateral system for a load they likely have not yet seen in their lifetime.

If it's close to the building, see section 29.3.2.

IBC Section 1807.3 has the formulae. 1807.3.2.1 Note that the soil characteristic here is passive pressure - not vertical bearing. I'd expect to see something more like 200 psf/ft. Using that I get 5.78' deep...

I'd generally put the wall height at the elevation of the drag strut or collector. And if that's the top plate at the top of wall, so be it. In that case you've probably (hopefully) got shear transfer from diaphragm to top plate the length of the wall. If not, I could be talked out of my...

I've not worked much with rock anchors - are they ever battered?

I've said it before on this subject, I do ignore the 0.6D combinations for soil pressure calculations on isolated foundations resisting overturning. I do ensure that any 0.9D combinations have a OT FoS of at least 1.5. And I ensure the structure is still stable at 0.6D combinations. These...

Side face blowout is more of a pseudo-pressure failure than a tensile cone failure. It appears as a cone-ish because of how it fails. If your scale is accurate I'd likely ignore based on it not really being a free edge and where the 'pressure' originates is well restrained by a significant...

Best wishes. ETA - Am I reading that you've been in the hospital for a month?

Appears that entire sections between GLB were pulled off and tossed aside. https://www.youtube.com/watch?v=kzHK8AHbqyY&t=49s

I'm betting uplift removed the diaphragm and any chance those walls had to stay standing. Those panelized roofs were spongy - worked on a couple of them right out of school in the early 90s. I don't remember considering uplift. 2x4 joists spanning 8'.

Panelized wood roof structure w/ open web roof truss purlins?

https://www.azfamily.com/2024/07/25/employee-missing-after-phoenix-building-roof-collapse-during-storm/ https://www.12news.com/article/news/local/valley/storms-cause-roof-collapse-phoenix-commercial-building/75-0a28669d-1671-4a3f-b1b0-f8b7c1669116 Second link has some weather radar of the...

This thread has some options for the backer. https://www.eng-tips.com/viewthread.cfm?qid=483279 Would a PJP w/ backup fillet be an alternative? Not sure your material thickness.