单圆管CFST拱桥面外弹性分支屈曲临界荷载计算方法

doi:10.13229/j.cnki.jdxbgxb.20221582

吉林大学学报(工学版) ›› 2024, Vol. 54 ›› Issue (10): 2930-2940.doi: 10.13229/j.cnki.jdxbgxb.20221582

• 交通运输工程·土木工程 • 上一篇

单圆管CFST拱桥面外弹性分支屈曲临界荷载计算方法

黄卿维^1,²(),吴庆雄^1,²(),陈宝春^2,³,陈康明^1,²,叶智威¹

^1.福州大学土木工程学院，福州 350108
^2.福州大学可持续与创新桥梁福建省高校工程研究中心，福州 350108
^3.福建工程学院土木工程学院，福州 350118

收稿日期:2022-12-10 出版日期:2024-10-01 发布日期:2024-11-22
通讯作者: 吴庆雄 E-mail:huangqingwei@fzu.edu.cn;3390351686@qq.com
作者简介:黄卿维（1982-），男，副研究员，博士. 研究方向：大跨度桥梁与组合结构. E-mail： huangqingwei@fzu.edu.cn
基金资助:
国家重点研发计划项目(2017YFE0130300);国家自然科学基金项目(52078137);福建省自然科学基金杰青项目(2019J06009)

Calculation method of out-of-plane elastic stability bearing capacity for concrete-filled steel tubular arch bridges with circular tube ribs

Qing-wei HUANG^1,²(),Qing-xiong WU^1,²(),Bao-chun CHEN^2,³,Kang-ming CHEN^1,²,Zhi-wei YE¹

^1.College of Civil Engineering，Fuzhou University，Fuzhou 350108，China
^2.Sustainable and Innovative Bridge Engineering Research Center of Fujian Province University，Fuzhou University，Fuzhou 350108，China
^3.College of Civil Engineering，Fujian University of Technology，Fuzhou 350118，China

Received:2022-12-10 Online:2024-10-01 Published:2024-11-22
Contact: Qing-xiong WU E-mail:huangqingwei@fzu.edu.cn;3390351686@qq.com

摘要/Abstract

摘要：

单圆管钢管混凝土（CFST）拱桥常采用稀疏的横撑布置形式，面外失稳时具有较大的剪切变形，不适合采用现有基于不考虑剪切变形假定的计算方法。本文以缀板稀疏布置的格构柱为研究对象，推导得到考虑剪切变形后格构柱弹性分支屈曲临界荷载计算公式，并以格构柱弹性分支屈曲临界荷载计算公式为基础，采用等效梁柱法推导得到考虑剪切变形的单圆管钢管混凝土拱桥面外弹性分支屈曲临界荷载计算公式。开展了单圆管钢管混凝土标准拱桥有限元参数分析，并将有限元分析结果与考虑和不考虑剪切变形计算公式、现有规范与参考文献推荐计算公式的计算结果进行对比分析。研究结果表明：在工程常用的结构尺寸范围内，现有规范和文献推荐公式计算结果比有限元计算结果小了1个数量级，不适用于计算单圆管钢管混凝土拱桥面外弹性分支屈曲临界荷载。本文提出的考虑剪切变形的单圆管钢管混凝土拱桥面外弹性分支屈曲临界荷载计算公式与有限元计算结果的误差在15%之内，具有较大的精度提升和较好的适用性。

关键词: 桥梁工程, 钢管混凝土拱桥, 单圆管, 面外, 弹性稳定, 极限承载力算法

Abstract:

The concrete-filled steel tubular （CFST） arch bridges with circular tube ribs usually adopt the sparsely arranged transverse braces， which have a large shear deformation in the out-of-plane instability， it is not suitable to use the existing calculation method based on the assumption that shear deformation is not considered. Taking the lattice columns with sparsely battened plates as the research object， the calculation formula of elastic stability bearing capacity of lattice columns considering the shear deformation is derived. Based on the calculation formula of elastic stability bearing capacity of lattice column and by employing the equivalent beam-column method， the calculation formula of out-of-plane elastic stability bearing capacity considering shear deformation for CFST arch bridge with circular tube ribs is proposed. The parameter analysis on the standard CFST arch bridges with circular tube ribs are carried out by finite element （FE） method， the results are compared with the calculation results according to formulas considering and without considering shear deformations， and formulas recommended by the existing codes and references. The results of research show that in the scope of structure dimensions commonly used in engineering， the results obtained by recommended formulas in existing codes and references are one order of magnitude smaller than those obtained by finite element method， they are not suitable for the calculation of out-of-plane elastic stability bearing capacity of CFST arch bridge with circular tube ribs. The error between FE analysis and proposed calculation formula of out-of-plane elastic stability bearing capacity considering shear deformation for CFST arch bridge is within 15%， which has a large precision improvement and good applicability.

Key words: bridge engineering, concrete-filled steel tube arch bridge, single circular tube, out-of-plane, elastic stability, bearing capacity calculation

中图分类号:

TU391

黄卿维,吴庆雄,陈宝春,陈康明,叶智威. 单圆管CFST拱桥面外弹性分支屈曲临界荷载计算方法[J]. 吉林大学学报(工学版), 2024, 54(10): 2930-2940.

Qing-wei HUANG,Qing-xiong WU,Bao-chun CHEN,Kang-ming CHEN,Zhi-wei YE. Calculation method of out-of-plane elastic stability bearing capacity for concrete-filled steel tubular arch bridges with circular tube ribs[J]. Journal of Jilin University(Engineering and Technology Edition), 2024, 54(10): 2930-2940.

图/表 18

图1

表1

标准拱桥尺寸汇总表"

跨径/m	D $l 1$ /m	D $l 2$ /m	矢跨比f/l	钢管管径/mm	钢管壁厚/mm	横撑管径/mm	横撑壁厚/mm
50	15	10	1/5	850	16	425	16
65	19.5	13	1/5	1000	16	500	16
75	22.5	15	1/5	1100	16	550	16

表1

图2

图3

图4

图5

图6

图7

表2

50 m标准拱桥弹性分支屈曲临界荷载计算结果汇总"

项目		计算公式
项目		考虑剪切变形	不考虑剪切变形	JTG 3362—2018	吴恒立
剪切系数μ		770.39	770.39	—	—
剪切影响系数α₀		1.140×10^-2	1.315×10^-4	1.313×10^-4	1.319×10^-4
弹性分支屈曲临界荷载P_cr/N		5.405×10⁷	4.986×10⁶	4.979×10⁶	5.001×10⁶
有限元结果P $c r F E M$ /N	拱肋模型	4.656×10⁷
有限元结果P $c r F E M$ /N	全桥模型	4.735×10⁷

表2

图8

图9

图10

图11

图12

图13

图14

图15

图16

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单圆管CFST拱桥面外弹性分支屈曲临界荷载计算方法

Calculation method of out-of-plane elastic stability bearing capacity for concrete-filled steel tubular arch bridges with circular tube ribs

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