I would like to demonstrate to my boss that a steel deck diaphragm can be supported with shear walls on 3 edges for a partially enclosed structure. In the past, I have done calcs to show the diaphragm deflection small enough to make this assumption (using wl^2/2 rather than wl^2/8 in the deflection equations.)
I don't own a copy of SDI's diaphragm design manual, and before I purchase or beg/borrow/steal one, I was wondering if anybody knows if this issue is addressed in the manual (steel deck supported laterally on 3 sides)?
(Structure is located in Colorado, Zone 1, using '97 UBC, w/ 80mph exposure C wind.)
I don't own a copy of SDI's diaphragm design manual, and before I purchase or beg/borrow/steal one, I was wondering if anybody knows if this issue is addressed in the manual (steel deck supported laterally on 3 sides)?
(Structure is located in Colorado, Zone 1, using '97 UBC, w/ 80mph exposure C wind.)
