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RE: Commercial Bldg. - Second Floor Loads

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I think your out to lunch.  You've got secondary floor members designed for less load than primary floor members.  It's usually the other way around.

You might want to back up a bit.  Start by reviewing your State's Engineering Ethics laws.  Pay special attention to the part where your only  supposed to practice in your "area of expertise".  

-Tim

-----Original Message-----
From: DRPFLY(--nospam--at)aol.com [mailto:DRPFLY(--nospam--at)aol.com]
Sent: Wednesday, September 25, 2002 4:18 PM
To: seaint(--nospam--at)seaint.org
Subject: Re: Commercial Bldg. - Second Floor Loads


Thanks for all your helpful and contradictory advice.

The commercial building with the new mezzanine is currently owned by  a TV 
station and the architect suggested the 100 PSF to cover all future uses 
including, I guess, moving the partitions.  There are a couple of stairways 
(exit facilities) plus a walkway around part of the mezzanine.  I think using 
a blanket LL = 100 PSF is okay for the all the intended uses.

According to the UBC 1606, partition loads are considered Dead Loads and if 
they are movable I am obligated to include this in the regular floor dead 
loads.  This assumes that partitions are stacked side-by-side the whole 
length and width of the tributary floor area.  Seems a bit heavy-handed to 
me, but I want to do the right thing. 

On the other hand, it seems to me a linear truss can carry LL=100 PSF and DL 
= 14 PSF but not partition load at the same time.

So this is what I'm going to do:

Truss design:  DL = 14 PSF
                      LL =  100 PSF

Floor beams:  DL = 14 + 20 PSF
                      LL = 100 PSF
I think that covers all the bases, don't you?  (Oh no, a sports cliche!)  
Come on Angels! 

Regards, 
Denise Poeltler
The Flying Buttress
Palm Desert, CA

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