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.
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 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...
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'.
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.
That's a heck of a pipe. Purely out of curiosity, what's the application? Would definitely be custom made - that's a really inefficient section for most purposes.
These guys say they can roll up to 10" thick - but it depends on the diameter.
https://gbpipemill.com/processes/
I like the idea of beveling the channel flange so you're not landing a weld at just the outside corner of the leg. Seems like a better chance for good penetration and no blow/melt thru.
TIA Code for telecom towers has the same one bolt diameter threshold that BridgeSmith notes above.
Almost all towers are installed w/ leveling nuts.
One thing to consider with AB transferring the compressive forces is that there's adequate punching shear capacity out the bottom of the...
