Overstrength Omega & Overturning Factor of Safety for Foundations

[dm3415]

I'm in a debate right now with a software manufacturer, my stand is that the ASCE Omega overstrength factor is not applicable to finding a 1.5 or 1.3 factor of safety for overturning of a foundation.

Generally it's my contention that overstrength is only applied where specifically stated in the IBC/ASCE and not the default applied factor. I know Overstrength has been discussed at length on this forum and we don't need to rehash that, I know it is required when you have a slab supporting an irregularity.

I just want to find documentation and/or confirmation from my peers that specifically eliminates the use of overstrength from overturning. I've looked through FEMA 750 already too.

 

[Ron]

I consider that overturning resistance is only offered by the unfactored dead load.

 

[dm3415]

That's basically my stance, but the problem is: can you prove that Omega is not required as part of the overturning moment by citing something from ASCE or FEMA or another source?