Limit States Per AISC (360-05 Specs Section F):
If you're using the angle for flexure (as a beam):
-channel bent about major axis (rotated 90 degrees from your picture):
1. Yielding: Mn=Mp=Fy*Zx
2. Lateral Torsional Buckling:
a) L<Lp, the limit...
I really can't answer with certainty, because I haven't inspected your model, but I do know some versions of ETABS had some problems when assigning shear forces, especially from earthquake loads (although I'm not sure if this problem was also happening for Gravity loads). I think you should...
Actually, I don't think codes will permit not having a height limit even with R=1. If you check IBC 2006 section 1613.6.2, it says that you can you can take the height limit for OMFs and OCBFs to 160ft in seismic categories D,E or F, provided the following conditions are met:
1. The value of R...
I would say, if it's multi-disciplinary and versatile what you need, SAP2000 is the answer. You have almost the full versatility of highend FEA programs, but can use it for pretty much everything without it taking three hours to analyze a simple model.
Sorry it took so long, I was away for a couple of days.
The frame is made up by W14 X 109 columns, same section for girders supporting the joists, and 22K7 steel joists. The beams connecting the frame in the direction of the joists are W12 X 65. I uploaded a small drawing showing one bay.
The...
I hadnt seen the drawings before I answered the question, but now that I see it, there is definitely a problem there, since normally codes let you assume fully fixed, but the rebar must be fully developed (a length ld for ACI), or else the full capacity of the rebar cannot be acquired.
Baltalli, unless your doing nonlinear, plastic analysis, you should assume the connection to be rigid (full moment transmission). If you need to take into consideration cracked or semi rigid sections, normally codes use decreased Inertia factors (like 0.35 for beams and 0.7 for columns), but...
Thanks Jike,
The connection has to be discontinuous, since the connection between the girder and the lower column already exists, and it would be very difficult to change it. The problem is that the girder is a built up truss girder and I really dont see how to add stiffeners in order maintain...
I'm trying to design a column splice over an existing 8" diameter steel tube column. The problem is that the top of the column supports the end of a joist sit on a cap plate above the existing column. Normally Id splice new column with old by end plates, but since the girder is connected by cap...
