Page 114 - 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 99

AISC 13th Manual (2005). The slip resistance per bolt can be cal-
culated as
R 5 mD h T 5 1.0s0.50ds1.13ds1.0ds51d 5 28.8 kips
n
u sc b
The tensile strength per bolt, excluding prying, from Table 7-2 is
53.0 kips.
5.5 2 0.75
b 5 2.375
2
9 2 5.5
a 5 1.75 , 1.25 3 2.375 ok
2
b 2.375 0.5 1.875
a 1.75 0.5 2.25
1.875
0.833
2.25
1.0625
1 0.646
3
Shear per bolt V 250/14 17.9 28.8 kips, ok. Tension per
bolt T 87/14 5 6.21 kips. Thus
17.9
r 1.13 51 a1 2 b 5 21.8 kips . 6.21 kips, ok
n 28.8
1
Try / plate
2
4.44 3 21.8 3 1.875
t 5 5 1.02
c
B 3 3 58
1 1.02 2
r 5 ca b 2 1d 5 2.67
0.646 3 1.833 0.5
Use 1

0.5 2
T 21.8 a b 3 1.833 5 9.60 kips . 6.21 kips ok
d 1.02
1
Use the / -in plate for the end plate.
2
c. Truss vertical flange: The flange thickness of the W14 61 is
0.645 in which exceeds the end plate thickness as well as being
Grade 50 steel. The truss vertical flange is therefore, ok by inspec-
tion, but a calculation will be performed to demonstrate how the
flange can be checked. A formula (Mann and Morris, 1979) for an
effective bolt pitch can be derived from yield-line analysis as

psn 2 1d 1 b 1 2a
p
eff n

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