RE: Steel gusset plate design[Subject Prev][Subject Next][Thread Prev][Thread Next]
- To: "'seaint(--nospam--at)seaint.org'" <seaint(--nospam--at)seaint.org>
- Subject: RE: Steel gusset plate design
- From: Charlie Carter <carter(--nospam--at)aiscmail.com>
- Date: Fri, 2 Feb 2001 19:25:15 -0600
If you look at LRFD Volume II page 11-29, the Whitmore section is illustrated in Figure 11-11b. Essentially, the Whitmore width is determined by spreading the force out of the connection at it's start 30 degrees to each side. When you get to the end of the connection, the Whitmore width is the width to which it has spread. Multiply the width by the thickness and you have the area. To determine the appropriate critical buckling stress for use with that area, see the discussion under "Comments" on page 11-42.
A more simple illustration of the 30-degree spread for a Whitmore section is shown on page11-15 for a tee hanger connection.
Hope this helps.
From: Sherman, William [SMTP:ShermanWC(--nospam--at)cdm.com]
Sent: Thursday, February 01, 2001 1:37 PM
To: SeaInt Listserver (E-mail)
Subject: Steel gusset plate design
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.
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