Civil Engineering Reference
In-Depth Information
S
3
S
3
500
500
12,000
12,000
12,000
12,000
500
500
48,000 mm
Main plate girder elevation
2500
2500
2500
2500
48,000
Plan of lower wind bracing
Figure 4.107 General layout of a highway steel-concrete composite bridge (the third
design example).
lower wind K-shaped bracing as well as cross bracings of X-shaped truss mem-
bers as shown in
Figures 4.106
and
4.107
.
Figure 4.106
also shows the position
of the flange and web shop splices as well as the positions of the field splices,
while
Figure 4.107
shows the stiffeners of the plate girder web. The composite
action between the reinforced concrete slab deck and the steel plate girders was
achieved via headed stud shear connectors having a diameter of 25 mm and
an overall height of 300 mm. Two headed studs are welded on the top flanges
of the steel plate girders as shown in
Figure 4.106
.
The expected live loads on
the bridge conforms to Load Model 1, which represents the static and dynamic
effects of vertical loading due to normal road traffic as specified in EC1 [3.1].
The bolts used in different connections and field splices are M27 high-strength
pretensioned bolts. Assume the unit weight of reinforced concrete slab decks is
25 kN/m
3
. It is required to design the composite plate girder bridge adopting
the design rules specified in EC4 [3.6]. It should be noted that composite slabs
with metal decking (profiled steel sheeting) are commonly used nowadays in
bridges owing to the elimination of formwork. However, they are quite costly
compared with traditional haunched concrete slab decks. Designers therefore
have to compare the cost of both constructions for the project under investi-
gation.
Chapter 2
of this topic has detailed the shear connection with solid slabs,
haunched solid slabs, and composite slabs with profiled steel sheeting, which is
suggested by the reviewer, and shear connection in floors with precast hollow
Search WWH ::
Custom Search