Live load reduction on curved roof
Live load reduction on curved roof
(OP)
I am new to this so I hope my question does not seem too obtuse. I see the definition in ASCE 7 (4.8.2 - last two lines) stating that the "F" factor becomes rise to span ratio and will be multiplied by 32. Now above that, for non curvilinear structures it defines "F" as a inches of rise per horizontal foot (i.e F=4 if we have 4"/ft). So in case we have a span (that means the whole diameter of that dome ringt?) of let's say 30ft and the height at the midpoint is 5ft, that would make my "F" factor equal to ....(5/30)*32=5.3333. Please correct me if I am wrong. I am actually trying to simplify that to a simple factor that seems to be 1.3333 of the inches rise per feet run that the code defines for non curvilinear structures.
Thank you
Thank you






RE: Live load reduction on curved roof
F = R / L [non-dimensional] * 32 (As given in the code)
= (Number of inches of rise per foot} * 1.3333 - Your simplified formula
RE: Live load reduction on curved roof
We don't reduce roof tribitary area because snow loard is not reducible !
RE: Live load reduction on curved roof
Garth Dreger PE - AZ Phoenix area
As EOR's we should take the responsibility to design our structures to support the components we allow in our design per that industry standards.
RE: Live load reduction on curved roof
RE: Live load reduction on curved roof
Garth Dreger PE - AZ Phoenix area
As EOR's we should take the responsibility to design our structures to support the components we allow in our design per that industry standards.