I am working for a soil testing firm in Charleston, West Virginia. We have made a lot of recommendations on the choice of HP sections based on ASD. The Factor of Safety (phi value) we used was 0.25.
That is, Design strength = .25 x fy x A
where phi=0.25 fy = yield strength A = cross section of H-pile but this was for ASD.
If it was for LRFD, I want to know what will the phi factor be ?
or is there a completely different approach to obtain the design strength ??? I do have the Manual of Steel Construction (LRFD) with me that suggests phi=0.85 for limit states involving compression buckling but I want to confirm whether or not the "phi" is different for H-piles.
I would appreciate if u will be able to get some references.