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It is hard for me to believe sliding is an issue here. Are you adding the weight of the house on top? But, yeah, the floor framing can take this although your loads seem way too high for that much backfill.

My friend - who turned me on to ChatGPT is an unemployed Technical Writer. Says it is hard to get a job in that field right now as the current ones are so much more efficient now because of ChatGPT, that less are needed.

meh, 12k seems too low for this. You could get thrown into a lawsuit on any of these houses while under construction or afterwards - even if it was out of your scope. But like you say, some bottom feeder will likely do this for 4k.

Thanks TBE.

Sounds like overkill on the steel. If you install the tiebacks around 6 ft. O.C., I imagine you should be able to get a single MC6x18 channel flatwise running horizontal to work. That is usually what we do on basements around here.

I am talking about helical tiebacks.

I also wonder if there are any clauses in our PL coverage about things like this. Say you are using the same design for 1000 units and you only charge 20k. There is a disproportionate risk on the PL provider as they have a large exposure (up to your policy limits) but did not have the liberty to...

I think you are making a mistake. I doubt coring 8"Ø holes, 5 ft- ish O.C. is going to have any effect on the existing wall. The repair you are specifying would be 20 times more costly if not more and way more risky. I'm not sure"means and methods" would keep you out of court on this one.

Helical tiebacks do not require excavation behind the wall.

Probably should have just continued your earlier post. I assume it is the same 60 ft. long retaining wall? This repair looks like a total CF. What happened to the tie-back idea? Seems a lot cheaper.

Thank you ChatGPT...

I agree. Please send a memo to the EOR's! Also, include verbage to let them know i am not responsible for computing the lateral loads on their buildings.

Ok, What I am finding is that seismic plate tipping is unlikely to be affecting North Carolina. Subsidence is part of it though, but so is sea level rise.

So no other work than to just size 2 beams and a laterally un-supported wall? What does a laterally un-supported wall mean? What is your work product/deliverable?

Probably a segmented wall is the only thing that is going to work

Since I have no idea what you are talking about, do you have a reference for this?

Erosion is occurring but they replenish it. High tide is basically going all the way to the dunes now and it used to not even come close.

There may be decent engineers in that industry but they must get neutered by the customer's requirements because there are alot of frame/shackle failures. I'd actually be curious how many Lippert employs - probably the largest frame manufacturer. My guess is (1) maximum.

Another case of a "wet" belt failing LOL.

I was heavily involved in that space earlier in my career. Getting anything built properly was always a challenge. For me, the biggest issue is alignment—which usually means they’ll only install half the fasteners—and how much of the flange gets mangled in the process. Load-bearing studs were...