Per ACI 318-05 Chapter 10.13, if I understand correctly, you allowed to use one of 3 methods to determine your Moments due to sway. If I'm using formula 10-18, what moment am I multiplying the factor by? Will this be my moment produced by eccentric loading?
If this is not the case then what is...
I am a little rusty on steel design. I have some old plans which state the building was designed using ASTM A36. I've been using LFRD but realized that the manual uses 50ksi for wide flange only. What resources are there for checking moment resistence for A36 of this shape?
