飞鸟式拱桥考虑系杆断索的防连续性垮塌设计

范冰辉; 邹金岐; 陈铿; 陈宝春; 陈康明

doi:10.19818/j.cnki.1671-1637.2025.05.027

飞鸟式拱桥考虑系杆断索的防连续性垮塌设计

doi: 10.19818/j.cnki.1671-1637.2025.05.027

范冰辉¹,
邹金岐¹,
陈铿¹,
陈宝春^{1, 2, ,},
陈康明¹

1.
福州大学土木工程学院，福建福州 350108
2.
福建理工大学土木工程学院，福建福州 350118

基金项目:

国家自然科学基金项目 52078137

福建省自然科学基金项目 2024J01355

详细信息

作者简介:
范冰辉(1982-)，男，福建永泰人，福州大学副教授，工学博士，从事桥梁评定与维护研究

通讯作者:
陈宝春(1958-)，男，福建罗源人，福州大学教授，工学博士

中图分类号: U448.22
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- 文章访问数: 41
- HTML全文浏览量: 21
- PDF下载量: 6
- 被引次数: 0
出版历程
- 收稿日期: 2025-03-28
- 录用日期: 2025-08-25
- 修回日期: 2025-06-19
- 刊出日期: 2025-10-28

Progressive collapse prevention design of fly-bird-type arch bridges considering tie bar failure

1.
School of Civil Engineering, Fuzhou University, Fuzhou 350108, Fujian, China
2.
School of Civil Engineering, Fujian University of Technology, Fuzhou 350118, Fujian, China

Funds:

National Natural Science Foundation of China 52078137

Natural Science Foundation of Fujian Province 2024J01355

More Information

Corresponding author: CHEN Bao-chun (1958-), male, professor, PhD, baochunchen@fzu.edu.cn

Article Text (Baidu Translation)

摘要

摘要: 为提高飞鸟式拱桥在系杆断索下的防连续性垮塌能力，基于强健性设计的备用路径法，结合相关工程案例与研究，提出了三角刚架区、钢管混凝土立柱、带斜压杆式立柱及立柱节点部分简支体系等4种局部加强结构体系；建立LS-DYNA显式动力学断索模拟方法，并基于室内试验数据与仿真结果进行了对比分析和验证；采用该断索模拟方法，对4种结构体系在系杆断索下的动力响应进行仿真，分别对主跨和边跨构件的内力极值进行了比较，并对结构承载力进行验算。研究结果表明：LS-DYNA动力分析法误差较小，适用于系杆拱桥中水平系杆断索的动力响应模拟分析；4种结构体系均有效降低了系杆断索下剩余结构的动力响应，其中钢管混凝土立柱体系对改善边拱肋弯矩和纵梁弯矩的动力响应最为显著，而立柱节点部分简支体系则最有利于降低主拱肋和立柱弯矩的动力响应；将钢管混凝土立柱体系应用于新建飞鸟式拱桥，从结构动力性能和外观协调性上综合效益最佳；将立柱节点部分简支体系应用于既有飞鸟式拱桥的改造，既能改善结构动力性能又能有效防止节点开裂，且施工成本低廉、简便易行，经济性最好，从而为该桥型的强健性设计和改造提供了各自适用、可行的途径。
- 桥梁工程 /
- 飞鸟式拱桥 /
- 强健性设计 /
- 防连续性垮塌 /
- 系杆断索 /
- 钢管混凝土立柱 /
- 立柱节点部分简支
Abstract: To enhance the progressive collapse prevention ability of the fly-bird-type arch bridges in the event of tie bar failure, four locally strengthened structural systems were proposed based on the alternative path method of robust design along with relevant engineering cases and studies: triangular stiffener zone system, concrete-filled steel tube column system, columns with diagonal compression bars system, and partially simply-supported column connection system. An explicit dynamic cable-breaking simulation method was established using LS-DYNA. Based on laboratory test data and simulation results, the method was compared and validated. The dynamic response of four structural systems under tie bar failure was simulated using this cable-breaking simulation method. The ultimate internal force indices of main-span and side-span members were compared, and the structural bearing capacity of each system under tie bar failure conditions was evaluated. According to the results, with smaller error, the LS-DYNA dynamic analysis is suitable for simulating the dynamic response of horizontal tie bar failure of the tied-arch bridge. All four structural systems effectively reduce the dynamic response of the rest structures under tie bar failure. Specifically, the concrete-filled steel tube column system is most advantageous for reducing the dynamic response of the bending moment of the side arch rib and longitudinal beam, while the partially simply-supported column connection system is most effective in minimizing the dynamic response of bending moment of the main arch rib and column. The application of concrete-filled steel tube column systems in the construction of new fly-bird-type arch bridges provides the best overall benefits in terms of structural dynamic performance and aesthetic coordination. Meanwhile, the application of partially simply-supported column joints in the reinforcement of existing fly-bird-type arch bridges not only enhances structural dynamic performance but also effectively prevents joint cracking. Additionally, this approach maintains a low construction cost with simplicity and practicality, achieving the optimal economic efficiency. Therefore, practical and viable approaches are provided for the robust design and reinforcement of this type of bridge.
- bridge engineering /
- fly-bird-type arch bridge /
- robustness design /
- progressive collapse prevention /
- tie bar failure /
- concrete-filled steel tube column /
- partially simply-supported column connection

HTML全文

图 1 堰江东桥总体布置(单位：mm)

Figure 1. General arrangement of Yanjiang East Bridge (unit: mm)

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图 2 飞鸟式拱桥三角刚架区体系

Figure 2. Triangular stiffener zones system of fly-bird-type arch bridge

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图 3 钢管混凝土立柱体系(单位: mm)

Figure 3. Steel-concrete composite columns system (unit: mm)

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图 4 带斜压杆式立柱体系

Figure 4. Columns system with diagonal compression bars

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图 5 立柱节点部分简支体系

Figure 5. Partially simply supported column-node system

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图 6 系杆破断LS-DYNA模拟过程

Figure 6. LS-DYNA simulation process for tie bar breakage

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图 7 试验模型

Figure 7. Test model

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图 8 不同工况下拱墩水平位移动力响应

Figure 8. Dynamic responses of horizontal displacement of arch abutment under different working conditions

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图 9 不同工况下剩余系杆轴力动力响应

Figure 9. Dynamic responses of residual tie bar axial force under different working conditions

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图 10 不同工况下拱肋应力动力响应

Figure 10. Stress dynamic response of arch rib under different working conditions

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图 11 主拱肋内力动力响应

Figure 11. Dynamic response of internal forces in main arch rib

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图 12 边跨构件内力动力响应

Figure 12. Dynamic responses of internal force of members in side span

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表 1 非线性本构材料损伤参数

Table 1. Damage parameters of nonlinear constitutive materials

参数	*MAT_172	*MAT_003	*MAT_174	*MAT_096
密度/(kg·m^-3)	2 600	7 500	2 600	2 600
初始卸载弹性模量/GPa	30.0	200.0	34.5	30.0
泊松比	0.2	0.2	0.2	0.2
屈服强度/MPa	20.1	400.0	20.1	20.1
极限强度/MPa	2.01	620.0	2.01	2.01
达到抗压强度时应变	0.002 0	0.200 0	0.002 2	0.002 2

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表 2 下游侧动力响应的试验与模拟数据对比

Table 2. Comparison of experimental and simulation data of dynamic response on the downstream side

指标	工况Ⅰ			工况Ⅱ			工况Ⅲ			工况Ⅳ
指标	实测下游	模拟下游	实测与模拟之比	实测下游	模拟下游	实测与模拟之比	实测下游	模拟下游	实测与模拟之比	实测下游	模拟下游	实测与模拟之比
拱墩水平位移/mm	12.23	13.15	0.93	25.20	26.38	0.96	28.65	28.05	1.02	105.22	110.20	0.95
拱肋应力/MPa	22.70	23.70	0.96	53.56	57.30	0.93	55.24	54.74	1.01	212.71	235.00	0.91
系杆轴力/MN	24.83	24.87	0.99	37.69	42.75	0.88	56.48	57.68	0.98

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表 3 上游侧动力响应的试验与模拟数据对比

Table 3. Comparison of experimental and simulation data of dynamic response on the upstream side

指标	工况Ⅰ			工况Ⅱ			工况Ⅲ			工况Ⅳ
指标	实测上游	模拟上游	实测与模拟之比	实测上游	模拟上游	实测与模拟之比	实测上游	模拟上游	实测与模拟之比	实测上游	模拟上游	实测与模拟之比
拱墩水平位移/mm	3.39	3.39	1.00	26.39	25.20	1.04	9.94	9.77	1.02	108.98	106.00	1.03
拱肋应力/MPa	5.70	5.94	0.96	47.20	47.80	0.99	16.88	15.20	1.10	219.00	226.00	0.97
系杆轴力/MN	13.97	13.90	1.07	39.04	44.01	0.89

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表 4 原结构动力响应极值

Table 4. Dynamic extreme responses of original structure

指标	主拱肋轴力/MN	立柱轴力/MN	边拱肋轴力/MN	纵梁轴力/MN	主拱肋弯矩/(MN·m)	立柱弯矩/(MN·m)	边拱肋弯矩/(MN·m)	纵梁弯矩/(MN·m)
数值	14.59	-2.81	-7.69	1.72	-1.77	1.17	12.9	6.1

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表 5 全部动力响应指标对比

Table 5. Comparison of overall dynamic response indicators

分析指标	三角刚架区体系		钢管混凝土立柱体系		带斜压杆式立柱体系		立柱节点部分简支体系
分析指标	数值	变化幅度/%	数值	变化幅度/%	数值	变化幅度/%	数值	变化幅度/%
主拱肋轴力/MN	-11.98	-18.10	-14.38	-1.40	-14.56	-0.21	-14.57	-0.34
立柱轴力/MN	-2.25	-19.90	-2.97	-15.70	-2.62	-6.70	-2.67	-5.10
边拱肋轴力/MN	-4.33	-43.70	-3.50	-56.70	-2.78	-82.90	-6.57	-14.60
纵梁轴力/MN	1.13	-34.30	-1.58	-83.10	-1.63	-83.70	1.45	-15.70
主拱肋弯矩/(MN·m)	-1.23	-30.51	-1.42	-19.77	-1.44	-18.64	-1.03	-41.80
立柱弯矩/(MN·m)	0.76	-35.04	1.45	23.93	0.89	-23.93	0.37	-68.38
边拱肋弯矩/(MN·m)	1.35	-89.53	1.07	-91.71	2.17	-83.18	12.13	-5.97
纵梁弯矩/(MN·m)	0.30	-95.08	0.11	-98.20	0.56	-90.82	0.6	-90.16

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表 6 各体系安全余度对比

Table 6. Comparison of safety margins among various systems

结构体系	三角刚架区体系	钢管混凝土立柱体系	带斜压杆式立柱体系	立柱节点部分简支体系
安全余度	1.08	1.10	1.22	1.07

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表 7 各体系增加费用对比

Table 7. Comparison of additional costs across different systems

结构体系	三角刚架区体系	钢管混凝土立柱体系	带斜压杆式立柱体系	立柱节点部分简支体系
增加费用/万元	970.2	514.0	440.0	372.0

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