huangyhg

overturning moment factor of safety
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
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that is correct. there is also a note in ibc ( i don't re
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)?
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

check out this thread -
thank you. that's kind of what i thought.
sorry, that f.s terminology is in there just for retaining walls, but i guess the same question still applies.

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