Deflection Amplification for Nonstructural Components
Deflection Amplification for Nonstructural Components
(OP)
I am adding a new steel HSS entry portal (50' wide x 26.5' tall x 10' deep) to the front of an existing building and want to make sure the drift is within allowable limits. The problem is that I have classified my portal frame as a nonstructural component, and am now trying to figure out how to find my total ineslastic drift. It's easy with building structures and the Cd given in Ch. 12 of the ASCE7, but now I don't see how to increase my deflaction in the same way in Ch. 13. Any thoughts out there?






RE: Deflection Amplification for Nonstructural Components
RE: Deflection Amplification for Nonstructural Components
Irrespective of how you have classified it, how does your structure know whether it is non-structural or not? And, what does this have to do with the lateral loads that it experiences? How far can it move before it starts wacking against the main bldg. How does it relate to people activity and safety? What is the definition of a structural or non-structural structure?
RE: Deflection Amplification for Nonstructural Components
dhengr : I agree that the structure doesn't know whether it's non-structural or not, but I'm using my engineering judgement to fit my structure (or non-structure) to the most appropriate analysis method so that I can apply forces to it.
You both raise good questions, but I am still curious about any deflection amplification factor when analyzing non-structural components.
RE: Deflection Amplification for Nonstructural Components