Civil Engineering Reference
In-Depth Information
(a)
(b)
w
bi
(c)
(d)
(e)
(f )
(g)
FIGURE 9.10
Typical bolted joints in steel railway superstructures.
(including a reduction of 0.80 due to the approximation) is
(
0.80
)
0.62
F
bU
FS
0.50
F
bU
FS
f
bv
≈
≈
.
(9.19)
The allowable shear stress,
f
bv
, for A325 bolts is 30 ksi (considering the nominal
bolt diameter) if it is assumed that FS
120 ksi.
∗
The allowable
=
2.0 and
F
bU
=
shear stress,
f
bv
, for A325 bolts is 0.70
(
30
)
=
21 ksi if shear is assumed through the
threaded portion of the bolt.
∗
Typically the bolt ultimate tensile strength is taken as 120 ksi for the development of allowable bolt
stresses. This ignores the 12.5% reduction in ultimate tensile strength for A325 bolts with diameter
exceeding 1 in.
