Analysis And Design Of Cable Stayed Bridge Pdf

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analysis and design of cable stayed bridge pdf

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Geometric nonlinearity GN and initial internal forces IIFs are the basic characteristics of cable-stayed bridges, but now there is no effective method for analyzing the effect of them on bridge-track interaction of continuous welded rail CWR on cable-stayed bridge. A method for reconstructing the displacement-force curve of ballast longitudinal resistance was put forward according to the deformation of cable-stayed bridges under the completed bridge state. With the multi-element modeling method and the updated Lagrangian formulation method, a rail-beam-cable-tower 3D calculation model considering the GN and IIFs of cable-stayed bridge was established. The results show that the method put forward to reconstruct ballast longitudinal resistance can prevent the impact of initial deformation of bridge and makes it possible to consider the effect of IIFs of cable-stayed bridge on bridge-track interaction. The GN and IIFs play important roles in the calculation of rail longitudinal force due to vertical bending of bridge deck under train load and the variance of cable force due to negative temperature changes in bridge decks and rails with rail breaking, and the two factors can reduce rail longitudinal force and variance of cable force by

Analysis of Cable Stayed Bridge for Different Structural Model

Abstract For longer span, cable stayed bridges are the first choice and to study its behavior under static and vehicle loading is important. Therefore, it becomes essential that the modelling of cable stayed bridge is more realistic and the analysis results are more satisfactory. There are different methods that can be used for structural model but in the present study two different types of structural model viz.

Spine Model and Area Object Model are used for analysis of cable stayed bridge. Static analysis and moving vehicle analysis have been done in which IRC Class A vehicle load is applied and their load combination is considered for evaluating the results. The analysis is conducted in CSi Bridge and analysis results are compared with tables and graphs to find out the best structure model for analysis. Cable Stayed Bridges have been most recognized and preferred for the span ranging from m to m.

For span of m to m, concrete girder is considered more economical and preferable. It is one of the most modern bridges, consists of a continuous strong beam girder with one or more pillars or towers in the middle.

Cables are stretched diagonally between these pillars or towers and the beam. These cables support the beam. The cables are anchored in the tower rather than at the end. The tower is responsible for absorbing and dealing with compression forces. The towers are the principle compression members transmitting the load to the foundations. Tension occurs along the cable lines. Cable stayed bridges are highly statically indeterminate structure in which stiffening girder behaves as a continuous beams supported elastically at the points of cable attachments.

In this study, cable stayed box girder bridge with two different structural models i. Spine model and Area object model are used to model for dead load and moving vehicle load. The finite element analysis is performed in CSi. Bridge and their results are compared to infer which model is more acceptable. Cable stayed bridge is modelled for two different types of structural model i. Spine model uses frame object whereas Area object model uses area object with preferred maximum submesh size of 1 m for modelling.

These two different modellings provide differ results. Bridge structure analysis software CSi. Bridge is used for the analysis of cable stayed bridge. In this study, the cables are arranged in a mixed or fan configuration which are supported by single pylon and that is built into the deck structure. The steel pylon is 50 mm thick with varying diameter of 1. Total 36 cables of diameter 60 mm are connected to the pylon with maximum height of 42 m and minimum height of 18 m spaced at 3 m intervals on the pylon and 10 m intervals on deck.

Concrete deck consist of box shape having two exterior longitudinal girder of thickness mm with top and bottom slab of mm thickness. The total length of bridge model is m with two lanes of width 5. Fe grade of steel for pylon is used and tendons are used as cables.

Elastic material properties of these materials are taken as per Indian Standard IS code. The dead load of the bridge is the bridge itself and all the parts and materials that are used in the construction of bridge.

The material and parts that are not self-modelled, their loads are modelled separately to cover entire or actual self-weight of the bridge. The dead loads which are modelled manually are below:. Indian Road Congress IRC: code is referred for the moving load analysis of these cable stayed bridge models.

According to IRC specification for two lanes, the live load combination of moving load for two lanes both way traffic is Class 70R W on one lane and Class A on both lanes. This condition of load is assigned as live load on both lanes of bridge models. Bridge are described on the basis of shear force, bending moment and displacement.

These results are evaluated due to the combination of dead load and live load. The below table and figures illustrates the comparison between both modellings of cabe stayed bridge. Cable stayed bridge is analyzed with spine model and area object model. This shear force is developed due to combination of dead load and live load. Figure 2 is showing the variation of shear force in spine model and area object model of cable stayed bridge.

The maximum positive and negative shear force in the. It has been observed that the maximum shear force in spine model is at center of the bridge and in area object model it is at ends of the bridge, the reason behind the change in position of maximum shear force is the selection of the structural model for analysis.

In spine model, the maximum positive shear force is differ from negative shear force, because spine model is based on frame object whereas the maximum positive and negative shear force in area object model is same because it is based on area object. Figure 4 shows the comparison of moment about horizontal axis in spine model and as well as in area object model.

In spine model and area object model the maximum positive bending moment is almost same i. The maximum negative moment about horizontal axis for spine model and area object model are It has been observed that the maximum negative bending moment in both model is at center of the bridge. The moving vehicle load considered in the modelling for analysis is two lanes of Class A with impact factor of 8. The maximum deflection is found along the span of bridge for the combination of dead load and live load.

Figure 4 shows the variation of vertical displacement of cable stayed bridge models due to combination of both loads.

The maximum negative vertical displacement in spine model is The increase in vertical displacement is due to structural model that used in cable stayed bridge i. The analysis and comparison of modelling of cable stayed bridge between spine model and area object model have provided the following conclusions:. The shear force produced in area object model is at ends of the bridge which is more acceptable than that produced at center in spine model.

The maximum positive moment about horizontal axis for both model is approximately same and no much deviation is observed but the maximum negative moment about horizontal axis for area object model is less as compared to the spine model.

The maximum deflection in area object model is comparatively more than spine model. Hence increase of deflection in area object model is more adequate. Spine model and Area Object model are the structure model that can be used for the modelling of cable stayed bridge, both structure model have their own significance according to the need. But according to the conclusion, for the modelling of cable stayed bridge, the structure model that gives satisfactory results is Area Object model.

Siddharth G. Shah, Desai. Mycherla Chaitanya, M. Ramakrishna, G. Praneeth Surya, P. Tarun kumar, A. Kumudbandhu Poddar and Dr. PDF Version View. Bridge is used for the analysis of cable stayed bridge Geometric Description of Cable Stayed Bridge Model In this study, the cables are arranged in a mixed or fan configuration which are supported by single pylon and that is built into the deck structure.

Material Properties grade of concrete and Fe grade of reinforcing steel are used for members of bridge. The maximum positive and negative shear force in the spine model is Bending Moment Figure 4: Variation in Bending Moment for Cable Stayed Bridge Figure 4 shows the comparison of moment about horizontal axis in spine model and as well as in area object model. Vertical Displacement or Deflection The moving vehicle load considered in the modelling for analysis is two lanes of Class A with impact factor of 8.

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Bridge is an important part of infrastructure of land transportation, both roadway and railway. In a length of roadway or railway absolutely will pass rivers, valleys, or will pass seperated of roadway or railway intersection. To be able to pass those obstructions, bridges must be build. Bridge construction must be srongth enough to withstand heavy truck which pass over the bridge, must be strongth enough to withstand side wind blow, and must be strongh enough to withstand shake of earthquick. From the materials use, there are known woode bridge, steel bridge, concrete bridge and composite bridge, the bridge consist of steel and concrete.

Abstract For longer span, cable stayed bridges are the first choice and to study its behavior under static and vehicle loading is important. Therefore, it becomes essential that the modelling of cable stayed bridge is more realistic and the analysis results are more satisfactory. There are different methods that can be used for structural model but in the present study two different types of structural model viz. Spine Model and Area Object Model are used for analysis of cable stayed bridge. Static analysis and moving vehicle analysis have been done in which IRC Class A vehicle load is applied and their load combination is considered for evaluating the results. The analysis is conducted in CSi Bridge and analysis results are compared with tables and graphs to find out the best structure model for analysis.

DESIGN UPPER STRUCTURE OF CABLE STAYED BRIDGE

The cable stayed bridge is an elegant, economical and efficient structure. Virtually unknown 40 years ago, these bridges have become increasingly important as their properties have been more fully understood. They have recently proved to be highly cost-effective for short to medium spans. The second edition of this extremely popular book has been updated and enhanced to cover the rapid technological progress in this field.

The influence of the stiffness of piers, pylons and deck in the behaviour of multi-span cable-stayed bridges under alternate live loads is analysed. The variation of these parameters is discussed considering both a harp cable system and a fan cable system. Different types of connections between pier-pylon and deck are also considered.

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