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Thanks all. I can increase my premium to 1 mil and probably get at least 3 years from the client in fees. I only do smaller residential and commercial jobs, usually around 300-400K. I think I can make 1 mil work and have a good insurance even for what I little I do.

All i have data wise is that the adhesion between footing and soil is 2400 psf, and undrained cohesion is 3000pdf. I am trying to correlate that to a sliding coefficient. Whats the best approach to this? Thanks

Got a potential project wanting 1,000,000 E/O coverage for it. It’s a 1.2 mil project based on estimates. Having trouble getting a project specific policy, so was told I could just up my regular policy that high, and pay the balance to bring me up. That exceeds a lot of what I do cost wise...

Im using Michigan residential code.

Im going to look into the Simpson or GRK screws. I will ignore the code requirement and see if its flagged.

Ledger board to stud wall

Thanks, thats a good point. The code is specific on the fastener and size. Perhaps I need to re-read it to make sure.

If using the tables for a side member to 2x4 stud walls, I using side member 1.5 thick, main member 3.5 thick and coming up with 344 lbs capacity before reductions based on my spreadsheet. The tables I get 360lbs Im not confident thats correct. I use the AWC connector app and get 249 lbs...

Thanks. It’s an eye on a small column on top of the beam. The any direction answers my eccentricity question, it seems 5k left/right will impart a torsion on my beam.

For a 5000lb fall protection load, is that also lateral or just vertical? For a person falling over the edge, what amount of eccentricity do you use for torsion on the beam? Thanks

When detailing ICF forms and slabs. Do you have them remove the insulation to pour a slab up against it? I have some locations the slab is bracing the wall, so that seems like a no brainer. At other locations, any issue just pouring up to the form insulation?

Thanks everyone. They are going to do the taper pour in the top of the wall. They didnt realize that the form system had a "top block" to do this.

Contractor/owner doesnt want to bring ICF up to floor bearing for some reason. Perhaps this will convince htem to do that. jayrod12, what would be the issue on the bearing side, there the load is all transferred thru the trusses. They have them detailed at 4.5" bearing I believe.

Got a question about ICF details. I know the answer, but just want to get others thoughts. First floor bearing on ICF wall, 15" nominal (2.5" insul each side). Deck framing into outside. Detail as shown below. They have a taper option for bearing. Contractor wants to do left, I want to do right...

PhamENG, thanks. I thought about that. I can make sure its all mortared in with the brick around the perimeter to give it that support. Im still going to do a pin of some kind at the joint I think to give it alignment and out of plane redundancy.

Ok, sorry, I should have mentioned this would frame in from the outside of the house. Simpson hanger to support it. My worries would be the eccentricity on the rim board.

Thanks phamENG, the beams will be restrained w/ joist framing into the side.

Got a small precast circle supporting brick veneer. About a 6' span. Load is about 300 lbs/ft. For design sakes, I am assuming all the brick will be on the arch, no brick arching action. They want to do 4 pieces of precast, split in the quarter locations. My analysis shows moment obviously...

There would be a concrete wall below. Im already expecting a double rim board. I think I will just do a beam seat the more I think about it.

Yes, looks relatively new