Strength reduction factor in ASD and LRFD?
Strength reduction factor in ASD and LRFD?
(OP)
Can we move the strength reduction factor from the capacity side to the load side? For example for LRFD, suppose a design criteria is 1.2D+1.6L > 0.9Mc, where Mc is the nominal moment capacity. Can we move 0.9 to the load side so that the design criteria becomes 1.33D+1.78L > Mc? I heard it is OK to do so for ASD, but not OK for LRFD. Is that true? Why? Thank you!






RE: Strength reduction factor in ASD and LRFD?
RE: Strength reduction factor in ASD and LRFD?
RE: Strength reduction factor in ASD and LRFD?
RE: Strength reduction factor in ASD and LRFD?
Phi for shear is different than for moment, axial, columns, etc.
RE: Strength reduction factor in ASD and LRFD?
RE: Strength reduction factor in ASD and LRFD?
RE: Strength reduction factor in ASD and LRFD?
Michael.
Timing has a lot to do with the outcome of a rain dance.
RE: Strength reduction factor in ASD and LRFD?
RE: Strength reduction factor in ASD and LRFD?
I agree though, why mix it up? Even if the algebra works out for that one case, you're just going to confuse people. At some point, someone (maybe even you 10 years from now) will ask "where did 1.78 load factor come from??"
RE: Strength reduction factor in ASD and LRFD?