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RE: old beams

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d = 12.00
b = 4.00
wt per foot = 16.5 plf
web thick = .230
A = 4.86 in^2
Ix = 105.3 in^4
Sx = 17.5 in^3

these are taken from the AISC Iron and Steel Beams 1873 to 1952 book.


Brian M. Spencer
Engineer
TGRWA, LLC
407 S. Dearborn, Suite 900
Chicago, IL 60605
p 312.341.0055x20
f 312.341.9966
bspencer(--nospam--at)tgrwa.com
http://www.tgrwa.com
 


-----Original Message-----
From: Brian K. Smith [mailto:smithegr(--nospam--at)bellsouth.net] 
Sent: Thursday, April 24, 2003 9:11 AM
To: seaint(--nospam--at)seaint.org
Subject: old beams


I am adding some RTUs and suspended transformers to an old structure.  Some of the beams are noted as 12B16.5.  If anyone can send me the properties of these beams I would greatly appreciate it.

Brian K. Smith, P.E.




> -----Original Message-----
> From: Andrew D. Kester [mailto:andrew(--nospam--at)baeonline.com]
> Sent: Wednesday, April 23, 2003 1:14 PM
> To: seaint(--nospam--at)seaint.org
> Subject: steel costs
>
>
> I have browsed through the AISC tips on economics, but some of them 
> are a bit old and I was just wondering if the following rules of thumb 
> still apply and if people agree:
>
> -Avoid stiffeners as much as possible, extra fabrication and welding. 
> An increase in the size to avoid them is worth the cost of the steel. 
> -If I have a small project with say, 10 steel beams or less, I should 
> try to use the same shape whether it is way more then required or not. 
> This way a fabricator can pull one shape of steel and cut from it 
> several pieces rather
> then several. Also this will make doing connections easier and
> more uniform,
> and avoid field confusion.
> -Avoid all around welds when not needed by design. Go with a 3"
> weld top and
> bottom for instance instead of 6" on all four sides... This would
> especially
> apply to columns with small uplift forces. (Our typical details
> always show
> a weld all around on a TS to BP connection.)
> -Try to use bearing bolt connections vs SC.
>
> -How much more is an in-field web connection vs bolt (%)?
>
> -Are tube steels any more then W shapes per pound? I like them a lot 
> because they are good in biaxial and torsion, and good as axial 
> braces. -Would a slotted connection with a plate in the middle of a TS 
> be cheaper then one plate on each side? I am guessing the two plate
> connection would be
> cheaper so they do not have to slot the TS...
>
> Any other tips or rules of thumbs that you don't think are in the AISC 
> info, feel free to mention. I think some of the things we have been
> doing may be a
> "standard practice" thing that may be a a bit too conservative
> and result in
> unnecessary costs. Also, sometimes it makes no difference which
> way we do it
> for us, but to the fabricator it makes a huge difference. I would like to
> save the client money and avoid field problems as much as possible without
> design integrity compromise..
>
> Thanks in advance for your valued opinions.
>
> Andrew D. Kester, EI
> Structural Engineer
> Bentley Architects & Engineers
> 665 W. Warren Ave.
> Longwood, FL 32750
> 1-407-331-6116
> andrew(--nospam--at)baeonline.com
> www.baeonline.com
>
>
>
>
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