Civil Engineering Reference
In-Depth Information
core slabs. The author has an already published paper dealing with the behavior
of shear connection in composite slabs with profiled steel sheeting [2.71]. This
design example presents the design of composite plate girders with haunched
slab decks. The design example does not favor one construction technique over
the other.
4.4.1 Calculation of Loads Acting on the Composite Bridge
To design the composite bridge, we need to calculate the dead and live loads
acting on the bridge in the longitudinal direction, which is addressed as follows.
Dead Loads
Weight of steel structure for part of bridge between main trusses:
0003
L
2
m
2
w
s
1
¼
1
:
75 + 0
:
04
L
+0
:
3
:
5kN
=
0003
48
2
w
s
1
¼
1
:
75 + 0
:
04
46 + 0
:
¼
4
:
38
m
2
taken as 3
m
2
>
3
:
5kN
=
:
5kN
=
Weight of steel structure for part of bridge outside main trusses:
m
2
w
s
2
¼
1+0
:
03
L
kN
=
m
2
w
s
2
¼
1+0
:
03
48
¼
2
:
44 kN
=
w
s
¼
3
:
5
11
=
5+2
:
44
2
1
=
5
¼
8
:
7kN
=
m
Weight of reinforced concrete decks and haunches:
w
RC
¼
0
m
Weight of finishing (assume weight of finishing is 1.75 kN/m
2
):
ð
:
25 + 0
:
05
Þ
25
2
:
5
¼
18
:
75 kN
=
m
We can now calculate the total dead load acting on an intermediate com-
posite plate girder in the longitudinal direction (see
Figure 4.108
)
as follows:
w
F
¼
1
:
75
2
:
5
¼
4
:
375 kN
=
m
Since the main composite plate girders are simply supported, we can cal-
culate the maximum shear force and bending moment due to dead loads
on an intermediate composite plate girder (see
Figure 4.108
)
as follows:
w
D
:
L
:
¼
8
:
7+18
:
75 + 4
:
375
¼
31
:
825 kN
=
Q
D
:
L
:
¼ g
vk
L
=
2
¼
31
:
825
48
=
2
¼
763
:
8kN
M
D
:
L
:
¼ g
vk
L
2
825
48
2
=
8
¼
31
:
=
8
¼
9165
:
6kNm
Search WWH ::
Custom Search