Civil Engineering Reference
In-Depth Information
18.9 m
9.75 m
0.37 m avg.
7.32 m max.
2.74 m min.
2.44 m
0.51 m
Girder
Pier
8.84 m
1.07 m max.
0.23 m min.
7.32 m
(a)
(b)
Figure 5.39
Cross section of the (a) pier and (b) main girder.
distinction between the 2D and 3D models, except that the 3D model can be
used for other purposes such as wind-load and stability analyses, which will
be discussed later.
The modulus of elasticity of the prestressing tendon is 1.9 × 10
5
MPa.
The modulus of elasticity of the concrete girder is 2.86 × 10
4
MPa. The
geometry properties for the girder cross section, pier cross section, and
tendons are listed in Table 5.4.
The unit weight of the concrete of this bridge is 24.8 kN/m
3
. In total,
37.2 kN/m will be imposed along the deck after closure. For comparison
purposes, the live loading is four lanes of AASHTO HS-20 without any mul-
tilane deduction. If the design is based on the AASHTO LRFD specifications
(2013), HL-93 can be employed. The modified ACI 209 creep and shrinkage
Table 5.4
Segmental bridge section properties
Moment of inertia
(m
4
)/area (m
2
)
Moment of inertia
(m
4
)/area (m
2
)
Component
Component
S 22,23
173.9/20.7
S 21,24
155.1/20.2
S 20,25
131.9/19.5
S 19,26
111.6/18.8
S 18,27
94.0/18.0
S 17,28
78.8/17.3
S 16,29
65.7/16.5
S 15,30
54.6/15.9
S 14,31
45.1/15.1
S 13,32
37.1/14.4
S 12,33
30.4/13.7
S 11,34
24.7/13.0
S 10,35
20.0/12.4
S 9,36
16.1/11.7
S 8,37
13.5/11.3
S 7,38
12.2/11.2
S 6,39
11.5/11.1
S 1
15.3/13.3
S 2
12.1/11.5
S 3,4
11.2/11.1
S 5,40
11.2/11.1
T 1-16,25-28
0/0.008292
T 17-18
0/0.0166
T 19-24,29-53
0/0.004146
Pier (rigid zone)
180.0/20.9
Pier
10.7/21.6
S for girder segment; T for tendon.
Search WWH ::
Custom Search