Page 95 - Handbook of Structural Steel Connection Design and Details

Design of Connections for Axial, Moment, and Shear Forces

80 Chapter Two

Figure 2.14d Deformation method
for yield-line analysis of column
web.

tension per bolt is 80/12 6.67 kips, but r must be reduced due to
t
interaction. Thus
90 6.67
r 0.75c1.3 3 90 2 a ba bd0.601
t 0.75 3 48 0.601
40.2 kips 40.6 kips
so use r 40.6 kips Since 40.6 6.67, the bolts are ok for shear and
t
tension.
End plate. This involves the standard prying action calculations as
follows:
b (5.5 0.375)/2 2.56, a (8 5.5)/2 1.25 1.25b
so use
a 1.25; b 2.56 0.875/2 2.12, a 1.25 0.875/2
1.69, b /a 1.25, 1 0.9375/3 0.69, p 3;
t c 5 2ss4.44 3 40.6 3 2.12>s3 3 58dd 5 1.48;

try an end plate 1/2 in thick.
Calculate

1 1.48 2
ca b 2 1d 5 4.94
0.698s1 1 1.25d 0.5

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