2nd Floor Lobby Live Load
2nd Floor Lobby Live Load
(OP)
We are working on a small tenant improvement on an existing two-story office building which consists of infilling a small two-story element to allow for additional floor area at the 2nd floor.
The architect has this space labeled as "2nd Floor Lobby". In this area we are widening the space at the top of the stairs from 8' to 16' wide (it is 45' long). The usage of the building is office space.
What would the appropriate live load be for this space? 80 PSF for "Corridors above first floor", or 100 PSF for "Lobbies and First-Floor Corridors". The existing framing can work for the 80 PSF but not for the 100 PSF. The original 2nd floor framing was designed for 80 PSF.
The architect has this space labeled as "2nd Floor Lobby". In this area we are widening the space at the top of the stairs from 8' to 16' wide (it is 45' long). The usage of the building is office space.
What would the appropriate live load be for this space? 80 PSF for "Corridors above first floor", or 100 PSF for "Lobbies and First-Floor Corridors". The existing framing can work for the 80 PSF but not for the 100 PSF. The original 2nd floor framing was designed for 80 PSF.






RE: 2nd Floor Lobby Live Load
Dik
RE: 2nd Floor Lobby Live Load
RE: 2nd Floor Lobby Live Load
Dik
RE: 2nd Floor Lobby Live Load
I like to debate structural engineering theory -- a lot. If I challenge you on something, know that I'm doing so because I respect your opinion enough to either change it or adopt it.
RE: 2nd Floor Lobby Live Load
RE: 2nd Floor Lobby Live Load
If there's no other way and you wind up having to make your case to the building official here's some back up data, in case it's of use. It was generously provided by AELLC on the following thread: link
It's an article by Russle S. Fling, who was a practicing engineer, President of ACI and author of a concrete textbook. The following is a quote from it: