Page 151 - Handbook of Structural Steel Connection Design and Details

Design of Connections for Axial, Moment, and Shear Forces

136 Chapter Two

3
Plate B (shear plate) gross shear. Try a / plate of A36 steel. Then
8
R 1.0 0.6 36 0.375 17 138 kips > 107 kips, ok
v
Weld of plate B to column web. This weld carries all of the beam shear R
107 kips. The length of this weld is 17.75 in. Thus
107
D 5 5 2.17
2 3 17.75 3 1.392
3
A / 16 fillet weld is indicated. Because this weld occurs on both sides
of the column web, the column web thickness should satisfy the rela-
tionship 0.75 3 0.6 3 65t $ 1.392 3 D 3 2 or t > 0.207. Since the
w
w
3
column web thickness is 0.485 in, the web can support the / fillets. The
16
same result can be achieved using AISC LRFD Manual Table 10.2.
Weld of plate B to plates A. There is a shear flow q VQ/I acting on this
interface, where V R 107 kips, Q is the statical moment of plate A
with respect to the neutral axis of the I section formed by plates A as
flanges and plate B as web. Thus
1 19.25 1 0.75 2
3
I 5 3 0.375 3 19.25 1 0.75 3 12.5 3 a b 3 2
12 2
2100 in 4
Q 0.75 12.5 10 93.8 in 3
and
107 3 93.8
q 5 5 4.78 kips/in
2100
Thus,
4.78
D 5 5 1.72
2 3 1.392
1
3
Since plate A is / in thick, the AISC minimum fillet weld is / in.
4
4
The total shear flow force acting on plate A is 4.78 6.25 29.9 kips.
This force does not affect the welds of stiffener A to the column. Rather,
stiffener A can be considered an extension of the beam flange, and the
shear flow force is taken as part of the flange force. Since the beam flange
is full penetration welded to the stiffener A, no further analysis is required.
2.4 Shear Connections

2.4.1 Introduction
Shear connections are the most common type of connections on every job.
They are generally considered to be “simple” connections in that the

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