Re: Cost Analysis[Subject Prev][Subject Next][Thread Prev][Thread Next]
- To: Seaint(--nospam--at)seaint.org
- Subject: Re: Cost Analysis
- From: HAWNENG(--nospam--at)aol.com
- Date: Thu, 22 Mar 2001 22:27:35 EST
I believe spacing the wide flange girders @ 6'-0" to 8'-0" is greatly under
utilizing the system - materials. We engineer a lot of buildings of this
type of construction. Ideally, you want a 30'-0 x 30'-0 column grid (28'-0
to 32'-0 spacing range). Space W24 girders @ 30''-0 o.c. then uniformly
space the beams, W14 or W16's, @ 10'-0 between the W24 girders. Use 18ga -
W3 deck with 2.5" of lightweight concrete fill over the top of the flutes.
Total thickness of the deck and fill is 5.5". This also provides a 1 hour
fire-resistive assembly. The deck will span 10'-0 unshored. Anything much
less than this span is inefficient for the deck. We also typically design
for 52 to 55 psf dead load + 20 psf partition load + 80 psf live load. This
system works quite well. The column size is usually a W10, however, if you
are crunched for space, you can make W8's work (assuming this is only a two
I am also an engineer who "dislikes" open web joist systems so, admittedly, I
am quite biased. Please let me know the outcome of your cost analysis.
Greg Showerman, S.E.
- Prev by Subject: RE: Cost Analysis
- Next by Subject: RE: Cost Analysis
- Previous by thread: RE: Cost Analysis
- Next by thread: RE: Cost Analysis