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RE: Commercial Bldg. - Second Floor Loads

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Hi Denise - it's been a long time since we have spoken. I believe that
Bill Allens response is correct. It is unlikely that there will be
partitions moved into a mezzanine area and therefore the live load of
100-psf is more than sufficient. Remember that this is an area that is
supposed to be designed for the occupation of human beings and this is
the reason for the high loading (100-psf). 
One of the responses stated that people and walls can't occupy the same
space and this is really the answer to the question. The space that the
walls would take would reduce the live load at that location.

Stick with the floor dead load and the 100-psf live load at the
mezzanine and you will be just fine.

Give me a call some time or e-mail me so we can catch up.

Best Regards,
Dennis

-----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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