Force Analysis Of Asymmetric Continuous Rigid Frame Bridge

As the development of the span capacity of continuous rigid frame bridge, especially in mountain areas, high piers are built simply because the tremendous undulate of topography. Then more piers will be built if the continuous bridges are built. It will not only increases project cost but also adds new temporary anchorage between the girder and the piers during the cantilever construction of the continuous bridges, which will greatly increase the difficulty of construction. Therefore the continuous rigid frame bridge due to its many advantages is widely used. But sometimes because of the terrain and the navigation requirements, we need to make the pier or span asymmetry, comparing with the symmetrical structure, the girder will have different degrees of asymmetric internal forces and deformation. In this paper, for the purpose of reaching the difference between the symmetric and asymmetric continuous rigid frame bridge, according to the Sinan Wujiang second bridge to analyze the internal forces and deformation of asymmetric continuous rigid frame bridge under external loads through the Finite Element program. Specific study as follows:(1) The internal forces and deformation variation rules of the girder can be reached through analysis of the asymmetry continuous rigid frame bridge which the piers high is 25m, 40m,60m and 80m respectively in one side, but it is the same as 25m in the other by the Finite Element program. What's the point of doing this is to provide the basis for the asymmetric structure design.(2) The variation rules of internal forces and deformation of the girder can be got through the analysis of the span asymmetry continuous rigid frame bridge under the load by the Finite Element program.(3) The stress of the girder is analyzed to get all prestressed strand dosage and closure segments prestressed strand dosage data through the analysis of continuous rigid frame bridges which have been built. At the same time, checking and analyzing the data by the Finite Element program. The result show that it not only meets the demand of the Code but also has about 1OMPa stress reserve of the girder.