钢管混凝土提篮拱面外受力性能试验

韦建刚; 谢志涛; 杨艳; 吴庆雄; 陈宝春; 平建春

doi:10.19818/j.cnki.1671-1637.2022.01.004

钢管混凝土提篮拱面外受力性能试验

doi: 10.19818/j.cnki.1671-1637.2022.01.004

韦建刚^{1, 2, 3,},
谢志涛¹,
杨艳^{1, 3, ,},
吴庆雄^{1, 3},
陈宝春^{1, 3},
平建春⁴

1.
福州大学土木工程学院，福建福州 350116
2.
福建工程学院土木工程学院，福建福州 350118
3.
福州大学福建省土木工程多灾害防治重点实验室，福建福州 350116
4.
绍兴市住房城乡建设执法稽查支队，浙江绍兴 312030

基金项目:

国家自然科学基金项目 51878172

详细信息

作者简介:
韦建刚(1971-)，男，广西上思人，福州大学研究员，工学博士，从事拱桥计算理论、新型组合结构、大跨度桥梁稳定性能等研究

通讯作者:
杨艳(1979-)，女，福建邵武人，福州大学副研究员，工学博士

中图分类号: U441.4
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出版历程
- 收稿日期: 2021-10-01
- 刊出日期: 2022-02-25

Experiment on out-of-plan mechanical behavior of CFST X-type arches

WEI Jian-gang^{1, 2, 3
,},
XIE Zhi-tao¹,
YANG Yan^{1, 3
, ,},
WU Qing-xiong^{1, 3},
CHEN Bao-chun^{1, 3},
PING Jian-chun⁴

1.
College of Civil Engineering, Fuzhou University, Fuzhou 350116, Fujian, China
2.
College of Civil Engineering, Fujian University of Technology, Fuzhou 350118, Fujian, China
3.
Fujian Provincial Key Laboratory on Multi-Disasters Prevention and Mitigation in Civil Engineering, Fuzhou University, Fuzhou 350116, Fujian, China
4.
Shaoxing Housing and Urban-Rural Development Supervision and Law Enforcement Team, Shaoxing 312030, Zhejiang, China

Funds:

National Natural Science Foundation of China 51878172

More Information

Author Bio:
WEI Jian-gang(1971-), male, professor, PhD, weijg@fzu.edu.cn

YANG Yan(1979-), female, associate professor, PhD, yangyan@fzu.edu.cn

摘要

摘要: 为探究非保向力效应对钢管混凝土提篮拱桥平面外稳定性能的影响，开展了钢管混凝土(CFST)提篮拱空间受力性能试验和有限元分析; 基于某原型桥开展了考虑吊杆影响的钢管混凝土提篮拱空间受力性能试验，揭示了模型拱的破坏机理; 基于试验结果和实际工程构造参数建立了钢管混凝土标准提篮拱桥有限元模型，通过是否建立杆系吊杆的方式分别考虑吊杆的非保向力和保向力作用，分析了拱肋倾角、矢跨比、宽跨比等参数变化对是否考虑吊杆非保向力效应的钢管混凝土提篮拱面外极限承载力的影响; 基于材料与几何双重非线性有限元模型，以荷载比和位移比定量分析了不同参数下非保向力效应对拱肋空间受力性能的提高程度。研究结果表明：在空间受力过程中钢管混凝土提篮拱位移均关于拱顶截面呈对称分布，应变分布也具有良好的对称性，说明模型拱在空间受力过程中整体稳定性较好，且具有较低的初始几何缺陷敏感度; 模型拱最终发生面外极值点失稳破坏，拱肋以承受压力和面外弯矩为主，其中面外弯矩是模型拱稳定极限承载力的主要控制因素; 钢管混凝土提篮拱面外极限承载力均随拱肋倾角、矢跨比和宽跨比的增大呈先增大后减小的趋势，在拱肋倾角为9°，矢跨比为0.25，宽跨比为0.03时承载力均达到最大值; 在计算钢管混凝土提篮拱面外极限承载力时应考虑非保向力效应，否则计算结果将偏小22%。
- 桥梁工程 /
- 钢管混凝土 /
- 提篮拱 /
- 面外 /
- 试验 /
- 非保向力 /
- 吊杆
Abstract: To investigate the effects of non-conservative forces on the out-of-plane stability of concrete filled steel tubular (CFST) X-type arches, the structural spatial mechanical behaviors of CFST X-type arches were analyzed via experiment and finite element analysis. Based on a prototype bridge, the structural spatial mechanical behaviors of a CFST X-type arch with hangers were tested to elucidate the failure mechanisms of the arch model. A finite element model of a standard CFST X-type arche was created based on the experimental data and the actual structural engineering parameters. The conservative and non-conservative forces from hangers were considered respectively in models with or without tie hangers. The effects of arch rib inclination, rise-span ratio, and width-span ratio on the out-of-plane ultimate bearing capacities of CFST X-type arches considering the non-conservative force from hangers or not were analyzed. Based on a finite element model for combined material and geometric nonlinearities and in terms of load and displacement ratios, the improvement in the spatial mechanical behaviors of arch rib due to the non-conservative force was quantitatively analyzed under different parameters. Research results indicate that during the spatial mechanical process, the displacement of the CFST X-type arch is symmetrically distributed about the crown section, and the strain distribution is also highly symmetric. Therefore, the arch model has good overall stability and low sensitivity to initial geometric defects during the spatial mechanical process. The arch model ultimately failed due to an out-of-plane extreme point instability. The arch rib mainly bears compression and out-of-plane bending moment, and the out-of-plane bending moment is the main controlling factor for the stability and ultimate bearing capacity of the arch model. The out-of-plane ultimate bearing capacity of CFST X-type arches initially increases and then decreases with the increasing arch rib inclination, rise-span ratio, and width-span ratio. The arch model reaches its maximum ultimate bearing capacity when the arch rib inclination is 9°, the rise-span ratio is 0.25, and the width-span ratio is 0.03. The non-conservative force should be considered when calculating the out-of-plane ultimate bearing capacity of CFST X-type arches, as the omission of the force will lead to a 22% underestimation of the out-of-plane ultimate bearing capacity. 1 tab, 21 figs, 32 refs.
- bridge engineering /
- CFST /
- X-type arch /
- out-of-plan /
- experiment /
- non-conservative force /
- hanger

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图 1 试验模型示意

Figure 1. Schematic of model test

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图 2 横向加载装置

Figure 2. Lateral loading device

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图 3 竖向加载装置

Figure 3. Vertical loading device

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图 4 拱肋截面应变测点布置

Figure 4. Strain measuring points arrangement of arch rib section

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图 5 吊杆张拉阶段拱肋跨径-竖向位移曲线

Figure 5. Arch rib span-vertical displacement curves during hanger tensioning

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图 6 水平力加载阶段拱肋跨径-横向位移曲线

Figure 6. Arch rib span-lateral displacement curves during horizontal loading

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图 7 吊杆张拉阶段吊杆张拉力-拱肋竖向位移曲线

Figure 7. Hanger tensioning force-arch rib vertical displacement curves during hanger tensioning

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图 8 水平力加载阶段拱顶水平力-拱肋竖向位移曲线

Figure 8. Arch roof horizontal force-arch rib vertical displacement curves during horizontal loading

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图 9 水平力加载阶段拱顶水平力-拱肋横向位移曲线

Figure 9. Arch roof horizontal force-arch rib lateral displacement curves during horizontal loading

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图 10 吊杆张拉阶段拱肋上下缘应变

Figure 10. Strains of upper and lower edges of arch rib during hanger tensioning

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图 11 吊杆张拉阶段拱肋上钢管前后缘应变

Figure 11. Strains of front and rear edges of upper steel tube of arch rib during hanger tensioning

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图 12 水平力加载阶段加载侧拱肋上下缘应变

Figure 12. Strains of upper and lower edges of loading side arch rib during horizontal loading

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图 13 水平力加载阶段非加载侧拱肋上下缘应变

Figure 13. Strains of upper and lower edges of unloading side arch rib during horizontal loading

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图 14 水平力加载阶段加载侧拱肋上钢管前后缘应变

Figure 14. Strains of front and rear edges of upper steel tube of loading side arch rib during horizontal loading

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图 15 水平力加载阶段非加载侧拱肋上钢管前后缘应变

Figure 15. Strains of front and rear edges of upper steel tube of unloading side arch rib during horizontal loading

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图 16 水平力加载阶段加载侧拱肋下钢管前后缘应变

Figure 16. Strains of front and rear edges of lower steel tube of loading side arch rib during horizontal loading

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图 17 水平力加载阶段非加载侧拱肋下钢管前后缘应变

Figure 17. Strains of front and rear edges of lower steel tube of unloading side arch rib during horizontal loading

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图 18 拱顶水平力-拱肋竖向位移曲线有限元与试验结果对比

Figure 18. Comparison of finite element and experimental results of arch roof horizontal force-arch rib displacement curves

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图 19 不同拱肋倾角下拱的面外极限承载力

Figure 19. Out-of-plane ultimate bearing capacities of arches under different arch rib inclinations

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图 20 不同矢跨比下拱的面外极限承载力

Figure 20. Out-of-plane ultimate bearing capacities of arches under different rise-span ratios

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图 21 不同宽跨比下拱的极限承载力

Figure 21. Out-of-plane ultimate bearing capacities of arches under different width-span ratios

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表 1 非保向力效应系数

Table 1. Non-conservative force effect coefficients

试验参数	横向极限荷载效应系数	横向位移效应系数
拱肋倾角	1.08~1.22	0.96~1.47
矢跨比	1.01~1.13	0.90~1.54
宽跨比	1.03~1.14	0.91~0.97
拱肋刚度比	1.03~1.15	0.81~0.92

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