无背索曲塔曲梁斜拉桥参数敏感性分析(8页).doc

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1、-无背索曲塔曲梁斜拉桥参数敏感性分析刘世明1,2 刘永健1 （1.长安大学 桥梁与隧道陕西省重点实验室，陕西西安 710064；2.华北水利水电学院 土木与交通学院，郑州450011；）摘 要：为研究无背索曲塔曲梁斜拉桥施工中各参数变化的影响，对桥梁施工过程进行预控和参数误差识别，确保成桥时主梁变形、塔顶位移、主梁应力、塔底应力和拉索索力达到设计状态，以无背索曲塔曲梁斜拉桥东莞水道桥为工程背景，采用MIDAS/CIVIL空间有限元分析软件，考虑结构容重、混凝土弹性模量、拉索弹性模量、温度作用等参数变化的影响，进行了各参数的敏感性分析。结果表明：主梁在y方向上变形的敏感参数为整体温度作用，主梁在

2、z方向上变形、主梁应力、塔顶位移、塔底应力以及拉索索力的敏感参数是整体温度作用和容重；整体降温时，主梁z方向最大位移增量为-12.2mm，位于主跨1/4跨径附近，梁截面应力增量在上、下缘的左右侧相差较大，主梁的扭转明显，引起塔顶x、y、z方向的位移增量最值分别为7.4mm、3.2mm和-21.3mm，在塔底截面上、下缘均产生拉应力增量，拉应力增量最大值为7.28MPa，发生在左侧塔底部截面左下缘；整体降温和容重增加引起的索力增量最值分别为23.24kN和18.11kN，其中，整体降温时左、右侧对应拉索的索力增量表现出较大的差异，对应拉索的索力增量差值最大达6.05kN。关键词：桥梁工程；斜拉桥

3、参数敏感性分析；有限元分析；无背索；曲塔；钢-混组合梁中图分类号：U448.22 文献标识码：A Sensitivity Analysis of Parameters for Curved-pylon and Curved-girder Cable-stayed Bridge without Back-staysLIU Shiming，LIU Yongjian（1.Key Laboratory for Bridge and Tunnel of Shaanxi Province, Changan University, Xian 710064,china;2.North China Instit

4、ute of Water Conservancy and Hydroelectric Power, Zhengzhou 450011, China;）Abstract：In order to study the influence of parameters for curved-pylon and curved-girder cable-stayed bridge without back-stays during construction, to precontrol the construction process and identify the parameter error, to

5、 be sure the deformation of the beam and the top of the pylon, stress of beam and the pylon bottom, cable force of the stay cable which be corresponding to the design value at the completion of the bridge construction, according to the construction of Dongguanshuidao bridge, which is a curved-pylon

6、and curved-girder cable-stayed bridge, the analytical model is founded through the finite element analysis software MIDAS/CIVIL, and the parameters change such as structural unit weight and concrete elasticity modulus and cable elasticity modulus and temperature action are considered, sensitivity an

7、alysis of the parameters are carried out. The results show that the sensitive parameter of the deformation of the beam at the direction of y axis is temperature, and the sensitive parameters of the deformation of the beam at the direction of z axis and stress of the beam and the deformation of the t

8、op pylon and the stress of the pylon bottom are temperature and structural self-weight; the maximum deformation increment at the direction of z axis of the beam is -12.2mm caused by temperature drop, which is located at 1/4 point of the main span; temperature drop can cause the stress increment of t

9、he upper and lower beam and the stress differences of the left side and right side of upper and lower beam section are greater, torsion is obvious, the deformation increment caused by temperature drop of the top pylon at the direction of x axis, y axis and z axis are 7.4mm, 3.2mm and -21.3mm respect

10、ively, the tensile stress is occurrence at the upper and lower edge of pylon bottom section when temperature drop, the maximum tensile stress increment is 7.78MPa at the location lower edge of left pylon bottom section; the cable force increment caused by temperature drop and unit weight increment are 23.24kN and 18.11kN respectively, the force differences of the same number cable between the left and right are lager, the maximum difference of cable force increment is 6.05kN.