Overturning Moment Factor of Safety

[ars001]

The good old UBC use to allow us to design shear walls using 2/3 dead load of the wall for calculating overturning moment. Now it seems the new 2006 IBC doesn't specifically specify this anywhere that I can see. So does that mean I'm back to the basic load combination .6D + W ? Thanks

 

[Lion06]

that is correct. There is also a note in IBC ( I don't remember exactly where) that says you need a factor of safety of 1.5 for overturning. I don't know if that was meant to be used in conjunction with the 0.6D or in place of it.

 

[ars001]

StructuralEIT- I guess thats the question I'm asking. Is the IBC saying the overturning F.S. is now 1.66666 (.6 dead load) or does is still say somewhere 1.5 (2/3 dead load)?

 

[JAE]

I don't think there is still a 1.5 SF in the IBC. It is now covered by the 0.6D+W load combination for ASD and the 0.9D+1.6W for LRFD

 

[JAE]

Check out this thread -

thread507-183966

 

[ars001]

Thank you. That's kind of what I thought.

 

[Lion06]

Sorry, that F.S terminology is in there just for retaining walls, but I guess the same question still applies.