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Re: structural welding

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Jason.
 
Are there studs or shear connectors between the slab and the beam.  If not, simple replacement of the beam may be an option.
 
The idea of splicing new sections to the existing seems the "easiest" given the apparent site restrictions(?).
 
Daryl's idea of channels inside the existing flange space makes sense and the assembly can be bolted.  I would probably look at splicing the entire length of the beam, which would minimize moment requirements at the "cut".  I also would not accept the Architect's idea of making use of what's there (the arbitrary cut).  Whatever you put in, must conform to current requirements are closely as possible.  Hence my idea of a full-length splice.  I would also tend toward a bolted repair rather than a welded one.

Thor A Tandy  P.Eng, MIPENZ
Victoria BC
Canada
e-mail: vicpeng(--nospam--at)telus.net
 
----- Original Message -----
Sent: Thursday, December 19, 2002 12:53 PM
Subject: structural welding

I'm working on a renovation of an existing structure.  The building was
originally built about 1908.  It has one-and two-way CIP concrete slab
floors over steel beams and columns.  It appears as if there was the
intention of adding more floors to the building at t later date (this
happened to several of the buildings of similar construction in the area).
No plans of the existing structure are available.

At some time between 1908 and now, someone added a three-stop elevator
between the basement and the second floor.


Problem 1: This elevator happened to fall centered on a grid, so they simply
cut the beam and supported the free end on the shaft wall.  The architect
wants to remove the wall, infill the floor opening, and make it someone's
bedroom.  There isn't enough room to add another full-length beam under the
existing one.

Solution: The architect proposed "replacing" the missing beam with a simple
shear connection to the column and a full-pen weld to the end of the
existing beam.  I don't like this, so I'm thinking about taking some
detailed measurements and designing a bolted moment connection at the joint.
Any comments?


Problem 2: There wasn't quite enough headroom above the second floor, so
they took a torch and cut off the bottom half of the steel beam!!!

Solution:  Since the third floor hasn't fallen in yet, the architect
proposed replacing the "missing" T portion of the beam with a full-pen weld.
Does anyone have any other idea?  I'm stumped.


As for the welding idea, where can I get weldability data from that time
period?

----
Jason W. Kilgore, P.E.