Civil Engineering Reference
In-Depth Information
200 kN
200 kN
14.34 kN/m
A
Case of loading 1
B
3.8
1.2
5 m
Y
A
= 387.85 kN
Y
B
= 83.85 kN
Figure 4.169 Cases of loading for the maximum shear force acting on a stringer.
multiplied by 1.2 at the ultimate limit state, while the permanent actions of
concrete weight should be multiplied by 1.35. Therefore, the total dead load
is calibrated and multiplied by 1.3. On the other hand, variable actions com-
prising road traffic actions are multiplied by 1.35 at the ultimate limit state.
Once again, it should be noted that the load factors adopted in this study are
that of the ultimate limit state. This is attributed to the fact that the finite
element models presented in
Chapters 6 and 7
can be used to analyze the
bridges and provide more accurate predictions for the deflections and other
serviceability limit state cases of loading.
Shearing Force Due to Dead and Live Loads with Dynamic Effect Added (Q
Ed
)
Q
Ed
¼Q
D
:
L
:
g
g
+
Q
L
:
L
:
g
q
¼
38
:
75
1
:
:
85
1
:
35
¼
574 kN
3 + 387
Design Bending Moment (M
Ed
) and Shear Force (Q
Ed
)
M
Ed
¼
645
3kNm
Q
Ed
¼
574 kN
:
Design of Stringer Cross Section
W
pl
f
y
g
M0
M
c
,
Rd
¼
for classes 1 and 2
W
pl
275
1
3
10
6
645
:
¼
:
0
¼
2346
:
5cm
3
ChooseUB533
210
92 (equivalent toAmericanW21
62), shown in
W
PL
¼
2,346,545
:
5mm
3
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