Page 84 - Handbook of Structural Steel Connection Design and Details

Design of Connections for Axial, Moment, and Shear Forces

Design of Connections for Axial, Moment, and Shear Forces 69

For tension, the bolts and end plate are checked together for pry-
ing action.
Since all of the bolts are subjected to tension simultaneously,
there is interaction between tension and shear. The reduced ten-
sile capacity is

170>14

B 5 r t 5 1.13 3 64 a1 2 b 5 29.1 kips/bolt
20.3
Since 29.1 kips > 218/14 15.7 kips, the bolts are ok for tension.
The bearing type interaction expression would also be checked if
the serviceability slip-critical limit state were used. Prying action
is now checked using the method and notation of the AISC Manual
of Steel Construction (2005), pages 9-10 through 9-13:
5.5 2 0.47
b 5 5 2.52
2
8.5 2 5.5
a 5 5 1.50
2
Check 1.25b 1.25 2.52 3.15. Since 3.15 > 1.50, use a 1.50.
1.0
br 5 2.52 2 5 2.02
2
1.0
ar 5 1.50 1 5 2.00
2
1.01
1.25
5 1 2 5 0.583
3
4.44 3 29.1 3 2.02
t 5 5 1.22
c
B 3 3 58
1 1.22 2
5 ca b 2 1d 5 1.40
0.583 3 2.01 0.75
Use 1.00
The design strength per bolt including prying is
0.75 2
T 5 29.1a b s1 1 0.583 3 1.00d 5 17.4 kips . 17.4 kips, ok
1.22
In addition to the prying check, the end plate should also be
checked for gross shear net shear and block shear. These will not
control in this case.
b. Weld of end plate to beam web: The weld is a double line weld
with length l 21 in, k a 0. From the AISC Manual of Steel

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.