Assuming you meet any prescriptive code requirements and connection design requirements etc how do you optimize a moment frame? It seems to make sense to me that you would want the moment of inertia of the beam and column to be roughly equal except in high seismic areas where you need strong column weak beam design. I am looking at 2 story building currently though and with that design my roof beams are stressed around 30% and my second floor beams are around 75% (deflection controls). It seems like I would want the stiffness to be similar for the entire structure. So I'm curious how others perform this task and optimize the structure. I am looking more for rules of thumb from experience than code requirements here.
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