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RE: Steel Beam Reinforcing

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Randy,

I agree with Jim's comments.  I assume you have verified the columns and
foundations for the additional load.

I also limit the combined stresses from the dead load stress plus live load
stress to 20 ksi (A36) to account for some of the residual stresses from
welding.

As you can tell, the selection of a WT is by trial and error.  As a rule of
thumb, I start with a WT the same depth as the original beam.  Say for a
W12, I start with a WT12 and work from there.

I seriously doubt that you can begin to get rebar welded to the flanges to
come close to solving your problem.


Ron Hill, P.E.
HILL Consulting Engineering
Birmingham, Alabama  USA
Phone: 205.823.4784
FAX: 205.823.4145
Email: ronhill(--nospam--at)hillce.com
Efax: 509.275.8095
http:\\www.hillce.com

-----Original Message-----
From: Jim Kestner [mailto:jkestner(--nospam--at)somervilleinc.com]
Sent: Wednesday, July 19, 2000 8:36 AM
To: seaint(--nospam--at)seaint.org
Subject: Re: Steel Beam Reinforcing


Randy:

My usual first choice is a Tee (flange down) welded to the bottom flange
of the beam. The choice, however, is dependent upon.......

The amount of the overstress
The accessability to various locations on the beam
Clearances
Continuity of the beam
etc.

I do not recommend using rebar because of the welding problems. I have,
however, used rods and bars.

Don't forget to put only the DL in the original beam and then the LL in
the new composite reinforced section. Use VQ/I for the intermittent
welds and MQ/I for the end welds.

I think it makes sense to weld the reinforcement so it can develop its
full capacity.


Jim Kestner, P.E.
Green Bay, Wi.



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