Page 323 - Handbook of Structural Steel Connection Design and Details

Partially Restrained Connections

308 Chapter Four

There are six bolts so the capacity is 6 28.3 169 kips > P , so shear does
u
not govern. Bearing will control in the angles and not in the column flange
which is much thicker. The minimum angle thickness is therefore:
R n sbearingd $ s2.4F u d 3 d 3 t $ 28.3 kips
28.3
t f min $ $ 0.27 in
s0.75ds2.4ds58ds1d
S use 2L 3 4 3 4 3 5/16 3 1 ft- 0 in
Number of required bolts:
112
N 5 5 3.95 bolts 1 use 4 bolts
28.3/bolts
Check shear in net section:
1
A ns 5 tc12 in 2 5a1 1 bd 5 6.6875t
16
112>2
required t $ $ 0.32 in 1 use t 5 3>8 in
0.75 3 0.6 3 58 3 6.6575
S use 2L 4 3 4 3 3>8 3 1 ft- 0 in
9. Check if stiffeners in column are required: To avoid stiffeners, the column web
must be checked for
a. Compression zone
(1) K 1.3—local web yielding:
$ s1.0d s5 3 1.625 1 0.65ds36ds0.51d
P bf 5 s5k 1 t fb dF y c 3 t w c
5 161.1 kips

(2) K 1.4—web crippling:
1.5
2
P bf 5 135t we c11 3a t fb ba t we b d F ye t ye
d t fe B t we
0.65 0.51 36 ? 0.55
2
5 0.75 ? 135s0.51d c1 1 3a ba 151 bd $ 174.39 k ips
14.31 0.855 B 0.51
(3) K 1.5—compression buckling of the web:
3 4100s0.51d3236
R n 5 4100 t w 2F yc 5 5 267 kips
d c 11
Thus none of the capacities are exceeded and no stiffeners are required!
b. Tension zone:
(1) K 1.2—local flange bending:
2
2
P bf 5 b 6.25 ? t fc ? F yc 5 0.9 ? 6.25s0.855d ? 36 5 148.0 kips
Thus P equals the required strength and no tension stiffener are required!
bf
The final design is shown in Fig. 4.17.

Downloaded from Digital Engineering Library @ McGraw-Hill (www.accessengineeringlibrary.com)
Copyright © 2009 The McGraw-Hill Companies. All rights reserved.
Any use is subject to the Terms of Use as given at the website.