I kind of agree with JAE. And I should have stated for WIND effects. Ron can you point where it talks about in the IBC? I can not find it, not even in the ASCE. There are requirements for seismic but not wind.
Thank yall for the comments. I have placed interior grade beams, with 2#5 top and bottom with #3 ties at 30"o.c. that connect the main frame columns together. I also have a perimeter grade beam that is integrated with the spread footings.
The bldg dims. are 100X60. SO you are saying if I am using the grade beams to connect the columns together then I don't need hairpins. My columns are supported by a 6X6 footing with a thickened grade beam at the column to accept the baseplate and anchor bolts.
I have a metal bldg foundation to design in Texas. The arch. is providing slab leave-outs for the tennants. Where do I place the hairpins in the area of the slab leave-outs? I do have grade beams connecting columns that are across from one another.
Why is there no allowance for the shearing of ties in the concrete breakout strength, in App. D? If you have a pier or pedastal with shear ties, don't the ties have to shear first before the concrete breaks out.
What if you have a drilled pier or pedastal, that has ties spaced close at the top. Why can't we account for the shear ties in helping out concrete blow out?
Got the P.E., and doing the cold calls. I guess that is the way to go until something comes around. And by the way before anyone says something I meant to put foot.
I worked for a company that did all the tract home designs in houston, like David Weekely, DR Horton, etc and they charged like $75 for each reprint, but we didn't have to provide calcs with those
