Ok, it appears I was at least partly (mostly) wrong. The 0.6 D is indeed meant to be the factor of safety. In all cases when 0.6 times the resisting moment (where resisting moment is dead load * moment arm), you'll be good to go. Your factor of safety is 1 / 0.6 = 1.67
However, where you...
StructuralEIT:
You said:
""Required actual resisting moment capacity = 10 k-ft * 1.6 = 16 k-ft"
I agree with that. However, if you are looking at it from that perspective, then you needn't use the 0.6*D factor - you would use 1.0*D."
The key point is that what you call "1.0*D" is what the...
The bottom line is that the ASCE 7 wind loads are service loads.
If you were designing per LRFD, it is the classic:
Resistance Factor * Actual Capacity > Load Factor * Service Load
which is the same as:
Actual Capacity > (Load factor / resistance factor) * Service Load
Because the (Load...
The 0.75 factor doesn't apply to the 0.7 E earthquake load, even when there are two or more transient loads (IBC 2003 1605.3.1.1).
The 0.6D + W equation does not have a factor of safety included against overturning. The 0.6 D + W equation is part of the allowable stress design set of...
