Civil Engineering Reference
In-Depth Information
The bolts in tension and compression flange lap joint splices are subjected to direct
shear in transferring flange forces from bending,
F
f
, between the girder flange and
splice plates. Depending on whether one or two plate splices are used, the bolts will
be in single or double shear, respectively.
9.3.4.3.6.2 Beam and Girder Web Splice Bolts
As outlined in Chapter 7,
Section 7.2.6, bolted splice elements in girder web plates should be designed
• To transfer the shear force,
V
, including moment,
Ve
, due to eccentricity,
e
,
of the centroid of the bolt group
• For the concurrent net flexural strength of the web plate.
The bolts in girder web lap joint splices are subjected to direct and torsional shear
in transferring web plate forces from shear and bending between the girder web and
splice plates. The web splice plates must be designed for the gross shear strength of
the web plate and have a net moment of inertia not less than that of the web plate.
Two web splice plates must always be used so that the bolts are in double shear.
The design of girder flange and web splice connection plates and bolts is outlined
in Example 9.9.
Example 9.9
Design the bolted flange and web splices for the girder shown in Figure E9.8
with flange splices located where
M
=
8800 ft-kips and web splices where
M
V
=
450 kips.
The girder has the following properties (see Example 7.1):
I
g
=
6000 ft-kips and
V
=
223,444 in.
4
4965 in.
3
S
g
=
53.13 in.
2
Allowable girder compressive bending capacity,
M
call
=
A
w
=
0.55
(F
y
)(S
g
)
=
0.55
(
50
)(
4965
)/
12
=
11,378 ft-kips (assuming fully laterally supported)
2-1/2"
V
85"
M
V
5/8"
2-1/2"
20"
FIGURE E9.8
