AISC Design Guide 13..
AISC Design Guide 13..
AISC Design Guide 13..
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stiffener. In high-seismic applications, the transverse stiff- transferred locally intothe column flanges. These concen-<br />
ener must be welded to the loaded flange to develop the trated forces spread through the column flange and flangestrength<br />
of the welded portion of the transverse stiffener. to-web fillet region intothe web, transverse stiffener(s), if<br />
The weld to the column web must be sized to develop used, and web doubler plate(s), if used. Shear is dispersed<br />
the unbalanced force in the transverse stiffener into the between them in the column panel-zone. Ultimately, axial<br />
column panel-zone.<br />
forces in the column flanges balance this shear.<br />
4.1.6 Flange Stiffness 4.2.1 Required Strength for Transverse Stiffeners<br />
In wind and low-seismic applications, flange stiffness is<br />
The following discussion is applicable to<br />
the required<br />
addressed by the local flange bending limit state (Section<br />
strength of the ends of the transverse stiffener in tension<br />
4.1.2). In high-seismic applications, transverse stiffeners<br />
and/ or compression. The required strength of the transwill<br />
normally be required (see Section 2.3) in pairs with<br />
verse stiffener in shear to transmit an unbalanced load to<br />
welding as described in Sections 4.3.4 and 4.3.5.<br />
the column panel-zone is covered in Section 4.3.2.<br />
4.2 Force Transfer in Stiffened Columns<br />
In wind and low-seismic applications, transverse stiffeners<br />
are required only when the concentrated flange force<br />
In a stiffened column, the load path is similar to<br />
that deumn<br />
(Section 2.1.1) exceeds the design strength of the col-<br />
scribed in Section 2.1, except that the added stiffening<br />
flange or web (Sections 2.2.2 through 2.2.5). In an<br />
elements share in a portion of the force transfer. Concen-<br />
exact solution, this force would be apportioned between<br />
trated forces from the beam flanges or flange plates are<br />
the web and transverse stiffeners on the basis of relative<br />
web doubler plate beveled and fillet<br />
welded to column flanges<br />
Section A-A<br />
web doubler plate groove welded to<br />
column flanges<br />
B<br />
transverse<br />
stiffeners fillet<br />
welded to column<br />
flanges<br />
See note below<br />
transverse<br />
stiffeners fillet<br />
welded to web<br />
doubler plate<br />
A<br />
transverse<br />
stiffeners groove<br />
welded to column<br />
flanges<br />
A<br />
web doubler<br />
plates fillet welded<br />
to column web<br />
(top and bottom)<br />
B<br />
Section B-B<br />
transverse<br />
stiffeners groove<br />
welded to web<br />
doubler plate<br />
Note: 2.5k minimum for directly welded flange and flange-plated moment<br />
connections, 3k + t p minimum for extended end-plate moment<br />
connections (top and bottom)<br />
Figure 4-4 Column with partial-depth transverse stiffeners<br />
and web doubler plate(s) (extended).<br />
20<br />
© 2003 by American Institute of Steel Construction, Inc. All rights reserved.<br />
This publication or any part thereof must not be reproduced in any form without permission of the publisher.
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