To: "'seaint(--nospam--at)seaint.org'" <seaint(--nospam--at)seaint.org>
Subject: RE: Steel gusset plate design
From: Mark Pemberton <Markp(--nospam--at)lbdg.com>
Date: Thu, 1 Feb 2001 14:18:41 -0800
Also see the sample problem in the Seismic Design Manual Vol. 3.
Although the example differs in that the compression strip
checked uses a different length. The Steel Tips uses the longest
distance from the end of the brace to beam/column while the
Seismic Design Manual Vol. 3 page 59 uses the length along the
brace axis from bend-line to beam/column (which gives a shorter
length). In some cases it could make a substantial difference.
I'm not sure which method would be considered more accurate.
Mark Pemberton, P.E.
Can anyone suggest a good reference for design of a steel gusset plate for a
AISC Seismic Provisions for Structural Steel Buildings Section 14.3d states
that "The design of gusset plates shall include consideration of buckling."
AISC Volume II Connections, Example 19 (ASD) on page 7-138 calculates a
buckling capacity of the gusset plate using "the length of the Whitmore
section" - but no reference or explanation is given for how to determine the
Whitmore section. LRFD Volume II Connections on page 11-27 states
"Additionally, the gusset must be checked on the Whitmore Section for
yielding and for column buckling under compressive brace loads." - but no
reference is given. I've looked thru a number of steel design references but
cannot find anything on the "Whitmore section" nor a description of how to
check buckling due to compressive brace loads.
William C. Sherman
Camp Dresser & McKee, Inc.