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- To: seaint(--nospam--at)seaint.org
- Subject: Re: Commercial Bldg. - Second Floor Loads
- From: Mlcse(--nospam--at)aol.com
- Date: Wed, 25 Sep 2002 14:54:56 EDT
I believe most engineers would design for 80 psf live load + 20 psf Partition. If you don't have partitions, than the floor has a live load of 100 psf. If you have partitions, then the live load is 80 psf which is significantly above code minimums (50 psf for office buildings). I believe alot of the low rise office buildings are designed for 80psf LL + 20 psf partition.
For joist design, you have to decide how to separate the loads depending on wheather you want the partition considered as part of the dead load or the live load.
Michael Cochran SE
In a message dated 9/25/02 9:42:24 AM Pacific Daylight Time, DRPFLY(--nospam--at)aol.com writes:
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
Plus, I called another engineer in the area and got conflicting information.
Denise Poeltler, P.E.
The Flying Buttress
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