To: "'seaint(--nospam--at)seaint.org'" <seaint(--nospam--at)seaint.org>
Subject: RE: Welding Code AWS D1.1
From: Dee Henrie <dee(--nospam--at)adamsmithinc.com>
Date: Mon, 19 Apr 1999 02:55:13 -0600
If your column is subject to tensile stress then a taper into the smaller
member could be required. But as a column, there should be little reason,
unless the Engineer has indicated that there is a significant tensile
component, to require that the larger column be clipped. The weld should be
smooth and carefully done and the step in the column flange left alone in my
opinion. I would like some more comments on others experience with this
common welded splice in a moment frame.
Dee Henrie PE
From: J. Karim Hosseinzadeh [mailto:jamkar(--nospam--at)earthlink.net]
Sent: Friday, April 16, 1999 12:24 PM
Subject: Welding Code AWS D1.1
I would like to have some opinions on the following:
We have a current job under construction which has a steel rigid frame with
a col. splices at 3' above the floor. The transition is from W14x120,
flange width 14 5/8 to W 14x43, flange width 8".
AWS D1.1-98 SECTION 2.29.3 states" Butt joints between parts having unequal
width and subject to tensile stress shall have a smooth transition between
offset edges at a slope of no more than 1 in 2 1/2 with the edge of either
part or shall be transitioned with a 2 ft minimum radius tangent to the
narrower part of the center of the butt joints . ........................."
What basically this says is to clip the corners of the wider plate. I have
difficulty to understand the reasoning behind this.
I realize that there is certain stress concentration, but so what. My
belief always is that " MORE IS NOT LESS "
Another words why not just leave the parts as they are without lessening
them unless it is visually undesirable.
I would appreciate any comment.
Karim Hosseinzadeh, SE