Well I'm treating this as a pinned at bottom fixed at top column which gives me a k=2, and therefore a kl/r of 60 for a 30' column. This puts me above the kl/r=22 cut off for slenderness.I'm curious how slenderness is accounted for in my design, besides my k. Or is this where it's covered? I...
Thank you thank you. This clears things up. If I can pick you brain once more: it is my understanding that slenderness is partially accounted for in your kL/r. Is the other end of the story included in the reduced EI, and other factors?
Thank you JAE,
so this brings up another question. For this particular situation I am designing a Caisson. The client has provided a moment and axial load (worst case, both at top) for a round caisson. They claim that earth movement is quite frequent and substantial, thus large moment at the...
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...
Thanks for all inputs. Very helpful. Beam is 27x94 and fastened to concrete deck and 7.5' o.c. joist bracing so assuming continuous? Lateral-torsional buckling doesn't apply for this case, yielding only based on specs. Also checked shear based on specs. Beam does fail with proposed loading now...
O.k. I think I got it: Plastic Moment=Fy*Z, so I use 36 instead of 50 and reduce by 0.9 factor? Sorry Head Engineer is out. Been awhile but it's coming back slowly.
Thanks much for the info. So in supporting my calculations, what specifications should I reference. I've been told that I should be adjusting my allowable bending for A36 vs. grade 50. So correct me if I'm wrong, what you are saying is that my numbers are good for A36 if using the grade 50...
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?
