[1]申哲会,陈淮,胡锋..湛河斜靠式拱桥静力性能分析[J].郑州大学学报(工学版),2009,30(03):22-25.[doi:10.3969/j.issn.1671-6833.2009.03.006]
　Shen Zhehui,CHEN Huai,Hu Feng.Analysis of static performance of Zhanhe reclining arch bridge[J].Journal of Zhengzhou University (Engineering Science),2009,30(03):22-25.[doi:10.3969/j.issn.1671-6833.2009.03.006]

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湛河斜靠式拱桥静力性能分析()

分享到：

《郑州大学学报(工学版)》[ISSN:1671-6833/CN:41-1339/T]

卷:

30卷

期数:

2009年03期

页码:

22-25

栏目:

出版日期:

1900-01-01

文章信息/Info

Title:

Analysis of static performance of Zhanhe reclining arch bridge

作者:

申哲会; 陈淮; 胡锋.

江苏省交通科学研究院,江苏,南京,210017, 郑州大学,土木工程学院,河南,郑州,450001, 河南省交通科学技术研究院,河南,郑州,450006

Author(s):

Shen Zhehui; CHEN Huai; Hu Feng

关键词:

斜靠式拱桥;  静力性能;  有限元法

Keywords:

reclining arch bridges;  static performance;  Finite element method

DOI:

10.3969/j.issn.1671-6833.2009.03.006

文献标志码:

A

摘要:

采用Midas/civil有限元软件建立了平顶山市城东河湛河桥主桥--120 m跨径的斜靠式拱桥的空间有限元计算模型,计算了该桥在恒载和恒载+活载作用下的静力特性.计算结果表明,全桥各混凝土构件总体处于受压状态,杆梁最大正应力值为6.28 MPa,拱肋最大正应力值为12.0 MPa,均小于C50混凝土设计抗压强度:主拱吊杆安全系数为2.94,稳定拱吊杆安全系数为2.70,满足拱桥设计要求最小安全系数不得小于2.5的规定:系杆梁最大竖向位移为0.039 m,拱肋最大竖向位移为0.03 m,最大横向位移为0.101 m,满足桥梁设计规范正常使用极限状态下的变形要求.

Abstract:

The spatial finite element calculation model of the 120 m span reclining arch bridge of the main bridge of Chengdonghe Zhanhe Bridge in Pingdingshan City was established by using Midas/civil finite element software, and the static characteristics of the bridge under constant load and constant load + live load were calculated. The calculation results show that the concrete components of the whole bridge are generally in a compression state, the maximum positive stress value of the rod beam is 6.28 MPa, and the maximum positive stress value of the arch rib is 12.0 MPa, both of which are less than the C50 concrete design compressive strength: the safety factor of the main arch boom is 2.94, the safety factor of the stable arch boom is 2.70, and the minimum safety factor that meets the design requirements of the arch bridge shall not be less than 2.5: the maximum vertical displacement of the tie beam is 0.039 m, and the maximum vertical displacement of the arch rib is 0.03 m. The maximum lateral displacement is 0.101 m, which meets the deformation requirements under the normal service limit state of the bridge design code.

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