Design Examples of Steel and Steel-Concrete Composite Bridges - Finite Element Analysis and Design of Steel and Steel-Concrete Composite Bridges - page 397

275 MP a

3

10 cm

249.1 MPa

125 cm

270 cm

y

y

260 cm

25

3

54

Figure 4.158 The field splice of the main plate girder.

subjected to horizontal shear from the bending moment distribution, assum-
ing the yield stress reached at the extreme and lower fibers of the flanges, and
vertical shear from the applied loads. Using a spacing of 10 cm between two
adjacent bolts, an edge spacing of 5 cm, and a hole of 3 cm (2.7 cm bolt
diameter plus 0.3 cm clearance), we can determine the horizontal shear force
( H ) per bolt and the vertical shear per bolt ( V ) as follows:

H ¼ Area from centrelines between bolts
average stress at the bolt location f a ðÞ
f av ¼ 125 275

= 138 ¼ 249 : 1MPa

5kN
V¼ maximum shear resisted by web/total number of bolts.
Maximum shear resisted by web was previously calculated in the check
of the safety of the plate girder against shear stresses and was 7482.5 kN. The
total number of bolts in one side of the splice is 52:

H ¼ 100 30 ð Þ 16 249 : 1 = 2 ¼ 139496N ¼ 139 :

V ¼ 7482 : 5 = 52 ¼ 143 : 9kN