Civil Engineering Reference
In-Depth Information
½"
X
AB
P
P
e
12"
C
4"
X
Section X-X
6"
Side elevation of beam
FIGURE E9.3
From
Table 9.1:
b
2
2
b
36
24
=
e
=
6
−
x
1
=
6
−
d
=
6
−
4.5 in.
+
Shear and bending on welds in Section X-X:
Bending stress on the welds:
From Table 9.1, the section modulus of the welds,
S
w
,is
t
e
d
2
3
48
t
e
in.
3
S
w
=
=
M
e
S
w
=
3
M
e
t
e
d
2
=±
M
e
48
t
e
.
σ
w
=±
Since, for a flexible connection,
M
e
=
0 there is no flexural stress in the weld
Shear stress on the weld
:
P
2
t
e
d
=
2.71
t
e
τ =
ksi
The stress resultant is
2.71
2
1
t
e
2.71
t
e
2
2
0
2
f
1
=
τ
+ σ
b
=
+
=
ksi
Therefore, the required weld thickness is
2.71
0.28
(
70
)
≥
t
e
≥
0.14 in for shear in the throat of welds or
2.71
(
17.5
)(
0.707
)
≥
t
e
≥
0.22 in for shear of equal leg welds on the end plate.
