AISC Design Guide 13..
AISC Design Guide 13..
AISC Design Guide 13..
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For shear strength in the column web and web doubler<br />
to connect the transverse stiffeners to the column web<br />
plate with each element checked against one-half of Rust,<br />
and web doubler plate.<br />
the 1/ 4 -in.-thick web doubler plate with Fy<br />
36 ksi is<br />
more critical than the 0.370-in.-thick column web with Summary A:<br />
Fy<br />
50 ksi. Using a rearranged form of the first term af-<br />
<br />
ter the equal sign in Equation 4.4-2,<br />
The use of a W14 53 column requires the use of a web<br />
doubler plate and a pair of transverse stiffeners at the lo-<br />
Rust<br />
cation<br />
of each beam flange. The web doubler plate required<br />
is a PL / 8 in. 12 / 16 in. 2’-1 / 4 with / 8-in.<br />
<br />
lmin <br />
clip<br />
5 9 1 5<br />
4(0. 9 0. 6 Fyt)<br />
5/ 8 -in. bevels on the column-flanges edges. It is welded to<br />
49 kips<br />
3/ 1 4 in. 3.27 in. the column flanges along the column-flange edges and to<br />
4[0.9 0.6(36 ksi)( / 4 in.)] the column web along the top and bottom edges with 1/ 4-<br />
Checking the second term after the equal sign in Equation<br />
in. single-sided fillet welds. The partial-depth transverse<br />
3 1<br />
4.4-2,<br />
stiffeners required are 4 PL / 8-in. 3 in. 0’-6 / 2 with<br />
one 3/ 3<br />
4-in.<br />
/ 4-in. corner clip each. Each transverse stiffener<br />
is welded to the column flange and the column web<br />
Rust<br />
tmin<br />
<br />
09 . 06 . Fydc<br />
2 or web doubler plate with 1/ 4 -in. double-sided fillet welds.<br />
49 kips<br />
This column-stiffening configuration is illustrated in Fig-<br />
<br />
ure 6-3.<br />
0.9 0.6(36 ksi)(<strong>13.</strong>92 in.) 2<br />
0. 0905 in. tp<br />
1/ 4 in. o.k.<br />
Summary B:<br />
The minimum transverse stiffener length, from LRFD The use of a W1453 column requires the use of a web<br />
Specification Section K1 (as summarized in Sections 4.1.2 doubler plate and a pair of transverse stiffeners at the loca-<br />
through 4.1.5), is<br />
tion of each beam flange. The web doubler plate required<br />
1 1 1<br />
4 2 4<br />
o<br />
d t<br />
<br />
1<br />
lmin<br />
<br />
is a PL / in. 11 / in. 2’-1 / . It is welded t the<br />
f<br />
<br />
o o o<br />
4<br />
2 2 c lumn flanges al ng the c lumn-flange edges with / -in.<br />
CJP groove welds and to the column web along the top and<br />
3<br />
630in. . governs<br />
bottom edges with / 16 -in. single-sided fillet welds. The<br />
partial-depth transverse stiffeners required are 4 PL 3/ 8 -<br />
Use 2 PL 3 / 8-in. 3 in. 0’-6 1 / 2 with one 3 / 4-in. / 4-<br />
in. 3 in. 0’-61/ 3 3<br />
2 with one / 4-in. / 4-in. corner clip<br />
in. corner clip each and / -in. double-sided fillet welds each. Each transverse stiffener is welded to<br />
the column<br />
3 16<br />
typ.<br />
1 / 4<br />
W14x53, F y = 50 ksi<br />
W18x50, F y = 50 ksi<br />
typ.<br />
1 / 4<br />
typ.<br />
1 / 4<br />
1<br />
/ 4 3 / 4<br />
typ.<br />
2 PL 3 / 1 8 × 3 × 0’-6 / 2 , F y = 36 ksi,<br />
1<br />
/ 4 at each beam flange with one<br />
1<br />
/ × 3 / 4 corner clip each<br />
4<br />
3 / 4<br />
PL 5 / 8 × 12 9 / 16 × 2’-1 , F y = 36<br />
ksi, with 5 / 8 × 5 / 8 bevels on<br />
vertical edges<br />
Figure 6-3 Framing arrangement for Example 6-3<br />
(Solution A).<br />
44<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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