Diaphragm evaluation
Diaphragm evaluation
(OP)
HI! I need some tips on how to handle lateral soil loads (15 kips x 1.7 per lineal ft? at base only) on a 2 story concrete cold storage building approx 75 x 100' with 3 interior shear walls -- to be built into an embankment, buried on 3 sides. Back wall is 30 ft deep,(possibly on bedrock) bottom floor 13 ft tall & top floor is 16. Is it feasable for the walls & poured-in-place floors to resist. How much axial load can a 30'x 30' plain concrete slab-on-grade handle, or the upper floor designed for 400 psf... or do I have to think about buttresses.
Any help will be greatly appreciated.!
Any help will be greatly appreciated.!






RE: Diaphragm evaluation
RE: Diaphragm evaluation
Mike McCann
MMC Engineering
RE: Diaphragm evaluation
I don't have a geotech report but was using a soil program which gives me 32 kip/ft for the total wall... not conservative enough? The embankment is cut back at 45° starting a few feet from the base, so the pressure will be mainly from the sandy backfill.
Does someone have any hints to where I can find on the web some guidelines or a program to help check the floors acting as diaphragms?
RE: Diaphragm evaluation
NO. My implication was that the pressure you have shown at the base may be too much...
Mike McCann
MMC Engineering