gerrycan
Active Member
I used some screen captures and some outputs fom the standard analysis simulations to try and show where the hat truss connections were and had to be overcome in order to allow the antanna to drop independently of the whole roofline.Also, you @gerrycan have clearly introduced your FEM model to provide some kind of evidence, but I have not understood for what, and you refuse to explain it.
I have no intention of having anyone carry out any analysis that has already been done on a FE model. Waste of time and money.
Source for the above analysis https://www.thorntontomasetti.com/project/world-trade-center-forensic-investigation (section DD16 from 285/600 on)
Note the demand capacity ratios at the perimeter columns where the hat truss connects in the following analysis from 2002.
On the East and West faces which are stiffer because of the significantly shorter span, the 1.0 means that any increases in stress ratio would be passed to and in the end overcome the truss to perimeter connections on the long span faces, North and South.
I'll ask about isolating the hat truss and getting the mass specific to that model, but I don't know if it's worth the time to get it done. The files I have shots of are where the other elements have been hidden rather than removed. Im more interested in having analysis and simulations based on replicating the observed structural events, and don't have access to the resources. The structural databases are out there in excel format for anyone who wants to go do a dimensional analysis of the steel and slab above floor 107 and come up with a mass. I'm sure NIST have, and others.
ADD - I should have added for clarity, that 100, 200, 300, 400 refer to N, E, S and W faces