Need a book?
Engineering books recommendations...
Return to index:
RE: Tapered Steel Beam
- To: <seaint(--nospam--at)seaint.org>
- Subject: RE: Tapered Steel Beam
- From: "Lowen, Dave" <Dave.Lowen(--nospam--at)amkc.ca>
- Date: Wed, 4 Jun 2003 07:29:43 -0230
technique the fabricator describes has been around for ages, usually noted "cut,
bend & weld" and it is used primarily to save a full pen. joint in the
flange. Re-welding the web can usually be accomplished with a pair of fillet
welds. As for the value of the beam in shear??????????
A local steel fabricator has asked
me to approve a beam spanning 56’-0” (w21x147) that was sized by others and
needs to have a pie-shaped section of the web removed. The web will be
cut down in height to as little as 12” remaining at the end, with a diagonal
slope extending for 74” along the longitudinal axis of the beam. The
fabricator would like to cut this pie-shaped section out of the web, fold the
top flange down along the new diagonal web and weld it in this location.
Assuming the beam was sized correctly for the loading conditions (by others)
my thoughts are that shear will control the design with this new beam (I
haven’t actually run the numbers yet). My questions to the list are does
anybody see any harm in performing the web modification as described? Is
this a poor technique and if so, what is a better recommendation? I’m
guessing I’ll have a lack of web material to carry the shear force and the
fabricator has suggested adding additional vertical plates between the tapered
flanges but showed them at the edge of the flange and not immediately adjacent
to the beam web. Has anybody done this before? Any specific
comments related to weld preparations and/or procedures that are specific to
this application are appreciated. Thanks in advance.