That's the number I've considered, although given some buildings are designed at H/100 for MWFRS loads fairly regularly I've wondered about backing down my requirement (lateral drift on the structure is from C&C lateral wind on column/beam/fascia faces only).
Just to be clear I'm talking about an exterior walkway rain cover canopy. Not a walkable surface; H/500 seems quite excessive for that purpose. My post may have been unclear.
Thanks
Agreed with dik. If you're worried they are misleading you, get it tested at a material testing lab. I've done this on projects to verify old PEMB steel purlin grades, etc. Most of the time it's a quick process and costs maybe $100-200 for a sample.
I have an aluminum freestanding canopy which is designed with cantilevered columns in caisson foundations. I have no fixity in my beam/column connections and solely rely on the cantilever action for bending. If no nearby structures would cause an issue for sidesway deflection due to wind...
I've got a metal building we're looking at putting building columns on turn-down foundations. Frames are ~90' long with 24' bay spacings. We will have internal columns so outward thrust will not be a major component.
I'm worried about potential issues with the eccentric column on the...
