To: "'SEAINT List'" <seaint(--nospam--at)seaint.org>, "'carter(--nospam--at)aiscmail.com'" <carter(--nospam--at)aiscmail.com>
Subject: Tranverse stiffeners at MC
From: BILL PULYER <WPULYER(--nospam--at)steelfab-inc.com>
Date: Mon, 26 Feb 2001 09:24:47 -0500
The design of transverse column stiffeners for a welded beam-to-column
moment connection (see AISC Chapter K) requires that the stiffeners be
welded to the column flange to develop the welded portion of the stiffener,
when the stiffener is needed to resist a tensile force (local flange bending
or local web yielding). If the transverse stiffeners provided are thicker
than required by analysis (due to a weak axis moment connection at the same
location or due to standardization of stiffener thicknesses) do they still
need to be welded to develop the strength of the provided thickness or can
the welds be sized to develop the actual required thickness? Also, what is
the reason behind this requirement?
Thanks for your help.
William Pulyer PE