Time Domain Buffeting Analysis And Program Realization Of Long-span Continuous Rigid Frame Bridge

Along with the development of economic and Progress of society,people ask for better and more convenient traffic, such as longer bridge span. For Continuous Rigid Frame Bridge,a long span creates convenience,while it can also bring up some problem,such as vibration caused by wind,which may threaten Construction security,bridge lifespan and operational safety. Besides,existing buffeting analysis method has a Complicated and fallible process,and many software must be known well before the method.so,it is quite necessary to develop a Simple,convenient and General Calculation software. So,using Matlab and C#as a tool,the author write a software for Buffeting analysis,then a project is analysed by this software.The main work and research results of this paper are as follows:1. According to the Buffeting analysis theory,software named "Haoge Buffeting Analysis System" is developed.This software has the function of establishing finite element model,modal analysis,wind field simulation, timing wind load and nonlinear iterative solution. Besides,Haoge has a simple operation,high precision and high speed.A example was represented to demonstrate the bias between the result calculated by Haoge and Ansys.The results indicate that the bais is less 2. than10%.On the other hand,both the calculation time and the space for the results file can reduce99%by Haoge.2. Based on the theory of CFD, by using the tool Fluent software, the model of wind field around the section of girder and pier of Beijiang Bridge are built,and their coefficients of three components of aerostatic force are calculated,which provide necessary data for the following analysis;3. By using Haoge Buffeting analysis system,time-domain buffeting nonlinear analysis model of Beijiang Bridge in operation and cantilever stage are established.The results are following:1) The maximal transverse displacement of the beam end in cantilever stage is5.00cm, the amplification coefficient of fluctuating wind reach7.25;2) The maximal Transverse displacement of the beam end in operation stage is1.61cm, the amplification coefficient of fluctuating wind is2.67;3) Contrasted with the result in operation stage,structure is more sensitive to fluctuating wind in in cantilever stage,and the maximal transverse displacement of the beam end in cantilever stage is3.11times larger.So,for continuous rigid frame bridge,it is the most unfavorable conditions in wind-resistant performance in cantilever stage.