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RE: old beams

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Thanks to all.

bks

> -----Original Message-----
> From: Lowen, Dave [mailto:Dave.Lowen(--nospam--at)amkc.ca]
> Sent: Thursday, April 24, 2003 9:18 AM
> To: seaint(--nospam--at)seaint.org
> Subject: RE: old beams
>
>
> Light Beam
> A-4.86
> d-12.00
> b-4.00
> t-.269
> w-.230
> Ix-105
> Sx-17.5
> rx-4.65
> Zx-20.6
>
>
> Dave
>
>
>
> -----Original Message-----
> From: Brian K. Smith [mailto:smithegr(--nospam--at)bellsouth.net]
> Sent: Thursday, April 24, 2003 11:41 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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