From: Edward Arrington <Earringt(--nospam--at)ENG.CI.LA.CA.US>
Date: Mon, 21 Feb 2000 10:47:26 -0800
I guess you will need to determine if you can justify having some kind of a
space frame, although it doesn't sound so. However, assuming you can
assume/justify distributing the load based on tributary area,
Vi = Shear/frame (say V/12 for now)
rmax = (Vi/2+Vi/2)/V = (V/24+V/24)/V = (V/12)/V = 1/12
(my comments and not necessary those of my employer)
>>> <npitera(--nospam--at)mmm.com> 02/21/00 10:18AM >>>
Actually I have a dozen frames.
To complicate things even more is that the roof is a standing seam roof,
virtually no roof diaphragm action.
Where is the redundancy?
There are horizontal brace rods but only every third bay.