Originally Posted by Doug Plumb
I don't think you've read ASCE7 which defines what those loads are.
Originally Posted by ASCE7-02 Section 4.1
You may think you're hot stuff in EE, you may even be the best EE in the world. But you still don't even know basic definitions of loading for structural. The perimeter columns are moment frames, their design is not controlled by vertical loads, but rather bending moments.
If YOU had read the NIST report, you would have learned that the core columns had a demand to capacity ratio (DCR) of less than 1.0 in some areas in modern allowable stress design (ASD) and a dead + live load combination. The current "Factor of Safety" for ASD with a DCR of 1.0 is 1.65. The deadload near impact was about
50 psf and the design live load was 100 psf. Due to the area, the live load was reduced to 50psf for column design, hence, live load is approximately equal to dead load. You can do the arithmetic and figure out that the structure could actually handle THREE times the dead load.
Stop making things up.