8
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http://doi.org/10.22214/ijraset.2020.5036
May 2020
International Journal for Research in Applied Science & Engineering Technology (IJRASET) ISSN: 2321-9653; IC Value: 45.98; SJ Impact Factor: 7.429 Volume 8 Issue V May 2020- Available at www.ijraset.com
Analysis and Design of Cable Stayed Bridge using STAAD-PRO Akshay Sagale1, Sandip Dongre2 1
P.G. Student, 2Assistant Professor, Department of Civil Engineering, G.H. Raisoni University,Amravati, Maharashtra, India
Abstract: The remaining bridge is a very statically undefined structure, which takes place as a continuous beam that is supported elastic in the points of cable attachments. Except for the cases of very simple cable-stayed bridge, the computer is necessary to solve this type of structure. Computer programs are needed to generate impact schemes for the cable forces, the rigidity of the beam, bending moments and scissors, as well as towers and pier reactions. Programs are also needed to quickly solve a variety of parametric efforts and loads, which should be taken into account when achieving a fairly effective design. Probably the most important problems are the definition of the optimum section of the rigidity section, as well as the configuration and cable size. The present work deals with the analysis and design of cable stayed bridge. This is carried out in STAAD-PRO software, the results obtained are in terms of displacement, reactions, forces and stresses. Keywords: Cable stayed Bridge, IRC loading, displacement and reactions I. INTRODUCTION Overcoming the gap remains a symbol of triumph of humanity over nature. The longer and unattainable the abyss, the more it is ADTA for the structure of the bridge. The cable remained bridges, a synonym of flown over a large open space, so has always been regarded as a tribute to human achievement. The idea of using cables to maintain the bridge spans is not new, and a number of examples of this type of construction were recorded long ago. Sloping stay were first introduced in England and widely used there in the early 19th century. Cable-remaining bridges have become effective alternatives in case of large bridges.
Figure No.1: Russky Bridge, Vladivostok, Russia Longitudinal cable behavior-The remaining bridge can be understood as the beam on discrete elastic poles and bending the beam will prevail. A number of methods can be used to analyze cable-the remaining bridges. There are many precise methods, such as the cross-matrix approach, as adopted by Tang, a mixed force displacement method, as is customary to Smith, and recently used finite element methods used to analyse the structure. These methods care about both material as well as geometric nonlinearity, because the cable-remained bridges exhibition of both types of linear behavior.
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International Journal for Research in Applied Science & Engineering Technology (IJRASET) ISSN: 2321-9653; IC Value: 45.98; SJ Impact Factor: 7.429 Volume 8 Issue V May 2020- Available at www.ijraset.com II. REVIEW OF LITERATURE Kao and Kou (2010) analyzed the symmetric, fan-shaped cable remained the bridge under sudden loss of cable, as this is the most critical phenomenon in the analysis of the cable left the bridge. Wolf and Starosek (2008) studied the behavior of the 3D cable-the remaining model of the bridge and found out that the initial failure (loss) of the three cables around the pylon could provoke a zipper type of collapse associated with large vertical deformation within the framework of the bridge deck. Jenkins and Hersten (2001) reports to the FTA report that about 58% of the terrorist attacks targeted the transport sector, including bridge structures. Mamed (2007) analyzed the typical bridges of the highway under explosive load. (Juan et al., 2011) studied significant damage and the collapse of several bridges that occurred as a result of major earthquake events in the past. Therefore, he recommends different guidelines for responding to seismic actions seen in the design of bridges. For example, the Xiaoyudong bridge in China was damaged during the May 12, 2008 venture earthquake with a magnitude of 8.0. (Kawashima et al., 2011, Goshikuma, 2011) is studying a strong earthquake in Japan in Fukushima, which has created significant losses in several bridges, caused by strong movement of the Earth, as well as tsunami pouring and thinners of dynamic cable reaction the remaining bridges are more critical due to the effects of earthquakes and wind loads compared to other types of bridges. However, with increasing the length of the span and the increase in slenderness on the rigidity of the beam much attention is paid not only to the dynamic reaction of bridges under the earthquake and the load on the wind. III. METHODOLOGY The modeling of the cable stayed bridge is carried out in STAAD-PRO as follows.
Figure No.2: Sectional properties of Cable stayed bridge
Figure 3: Modeling of cable stayed bridge
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International Journal for Research in Applied Science & Engineering Technology (IJRASET) ISSN: 2321-9653; IC Value: 45.98; SJ Impact Factor: 7.429 Volume 8 Issue V May 2020- Available at www.ijraset.com
Figure 4: IRC loading applied on Bridge IV. RESULTS The results of cable stayed bridge is obtained in the STAAD-PRO software and they are presented as follows. Table 1: Displacement of Cable Stayed Bridge
Node
L/C
Horizontal
Vertical
Horizontal
X mm
Y mm
Z mm
Resultant mm
Max X
7 1 DL
34.886
-22.327
-0.276
41.42
Min X
6 1 DL
-34.886
-22.327
-0.276
41.42
Max Y
66 1 DL
0
14.862
0.028
14.862
Min Y
14 1 DL
6.592
-96.046
0.031
96.272
Max Z
104 1 DL
-34.886
-22.327
0.276
41.42
Min Z
6 1 DL
-34.886
-22.327
-0.276
41.42
Max rX
67 1 DL
0
14.862
-0.028
14.862
Min rX
66 1 DL
0
14.862
0.028
14.862
Max rY
27 1 DL
-6.891
-80.368
-0.117
80.663
Min rY
26 1 DL
6.891
-80.368
-0.117
80.663
Max rZ
116 1 DL
3.796
-29.042
0.034
29.289
Min rZ
151 1 DL
-3.796
-29.042
0.034
29.289
Max Rst
14 1 DL
6.592
-96.046
0.031
96.272
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International Journal for Research in Applied Science & Engineering Technology (IJRASET) ISSN: 2321-9653; IC Value: 45.98; SJ Impact Factor: 7.429 Volume 8 Issue V May 2020- Available at www.ijraset.com Table 2: Reaction of Cable Stayed Bridge Node
Horizontal
Vertical
Horizontal
Moment
Fx kN
Fy kN
Fz kN
Mx kNm
My kNm
Mz kNm
Max Fx
9
91.215
30086.525
-2.948
-15.263
-1.193
-935.263
Min Fx
8
-91.215
30086.525
-2.948
-15.263
1.193
935.263
Max Fy
8
-91.215
30086.525
-2.948
-15.263
1.193
935.263
Min Fy
8
0
0
0
0
0
0
Max Fz
106
-91.215
30086.525
2.948
15.263
-1.193
935.263
Min Fz
8
-91.215
30086.525
-2.948
-15.263
1.193
935.263
Max Mx
106
-91.215
30086.525
2.948
15.263
-1.193
935.263
Min Mx
8
-91.215
30086.525
-2.948
-15.263
1.193
935.263
Max My
8
-91.215
30086.525
-2.948
-15.263
1.193
935.263
Min My
9
91.215
30086.525
-2.948
-15.263
-1.193
-935.263
Max Mz
8
-91.215
30086.525
-2.948
-15.263
1.193
935.263
Min Mz
9
91.215
30086.525
-2.948
-15.263
-1.193
-935.263
Beam
Fx kN
Table 3: Beam Forces of Cable Stayed Bridge Fy kN Fz kN Mx kNm
My kNm
Mz kNm
Max Fx
143
30086.525
91.215
2.948
1.193
15.263
-935.263
Min Fx
500
-1564.983
249.443
0
0
0
0
Max Fy
52
-67.895
852.08
-2.037
50.168
1.91
1482.286
Min Fy
339
-67.895
-852.081
2.037
-50.168
1.91
1482.287
Max Fz
7
26780.604
91.215
199.377
1.817
-1670.462
1345.11
Min Fz
141
26780.602
91.215
-199.377
-1.817
1670.462
1345.11
Max Mx
47
1009.006
170.344
0.232
132.122
-1.337
181.575
Min Mx
46
1009.006
170.344
-0.232
-132.122
1.337
181.575
Max My
141
26780.602
91.215
-199.377
-1.817
1670.462
1345.11
Min My
7
26780.604
91.215
199.377
1.817
-1670.462
1345.11
Max Mz
339
-67.895
-852.081
2.037
-50.168
1.91
1482.287
Min Mz
8
26780.604
-91.215
199.377
-1.817
-1670.462
-1345.11
Figure 5: Stress Graph of element of Bridge
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International Journal for Research in Applied Science & Engineering Technology (IJRASET) ISSN: 2321-9653; IC Value: 45.98; SJ Impact Factor: 7.429 Volume 8 Issue V May 2020- Available at www.ijraset.com
Figure 6: Bending Moment Diagram of Bridge V. CONCLUSION From the above study following conclusions are obtained : A. B. C. D.
The cable stayed bridge analysis is possible in STAAD-PRO. The different element of Bridge is to be given the properties with due care. The forces and stresses on the bridges are obtained. The IRC loading is applied on the bridge and the displacement is within the permissible limits
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