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RE: Commercial Bldg. - Second Floor Loads

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The vast majority of commerical floors I've designed has been with an 80psf live + 20 psf partitions, not a 100psf live load.  There is an important distinction in this criteria since partition loading is not reducable under gravity loading conditions.

It's also important to note that this type of loading is driven by the building owner.  For standard office space, the code in our area only requires a 50 psf live + 20 psf partition.  This is typically considered the bare bones minimum for a flexible floor space.

Hope that helps.

Tim Spengler PE,SE

-----Original Message-----
From: DRPFLY(--nospam--at)aol.com [mailto:DRPFLY(--nospam--at)aol.com]
Sent: Wednesday, September 25, 2002 9:33 AM
To: seaint(--nospam--at)seaint.org
Subject: Commercial Bldg. - Second Floor Loads


Hello all you engineers who design commercial buildings all day long.  

I am designing the beams for a mezzanine in a commercial building and I am 
confused about what loads I should use. 
        Floor DL = 14 psf
        Floor LL =  100 psf
        Partitions = 20 psf
The floor framing is 14" TJL (open-web) at 16" o.c..  I talked to the 
Trus-Joist rep. yesterday and he said he designs the trusses using only (14 + 
100) psf (no partition load) because live load and partitions cannot occupy 
the same space.  Makes sense to me.  So do I design my beams with the same 
load criteria or use (14 + 20 + 100) psf ??  Don't laugh.  This is serious.  
I usually design one-story residences and it's been a long time since my last 
commercial job.
Plus, I called another engineer in the area and got conflicting information.

TIA,
Denise Poeltler, P.E.
The Flying Buttress

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