地震研究

大跨度上承式钢管混凝土拱桥抗震韧性评估

张季伟^1,2,杜轲^1,2

(1.中国地震局工程力学研究所地震工程与工程振动重点实验室,黑龙江哈尔滨 150080; 2.地震灾害防治应急管理部重点实验室,黑龙江哈尔滨 150080)

关键词：大跨度上承式CFST拱桥; 非线性结构响应分析; 性能组; 抗震韧性指标; 抗震韧性评级

Seismic Resilience Assessment of Long-span,Deck Concrete-filled Steel Tube Arch Bridge

ZHANG Jiwei^1,2,DU Ke^1,2

(1.Key Laboratory of Earthquake Engineering and Engineering Vibration,Institute of Engineering Mechanics,China Earthquake Administration,Harbin 150080,Heilongjiang,China)(2.Key Laboratory of Earthquake Disaster Mitigation,Ministry of Emergency Management,Harbin 150080,Heilongjiang,China)

Keywords：long-span,deck CFST arch bridge; nonlinear structural response analysis; performance group; seismic resilience index; seismic resilience rating

DOI: 10.20015/j.cnki.ISSN1000-0666.2024.0029

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参考文献

为评估大跨度上承式钢管混凝土(Concrete-filled Steel Tube,CFST)拱桥在不同地震动强度下的抗震韧性,以一座320 m上承式CFST拱桥为研究对象,利用Midas/Civil软件建立结构有限元模型并进行非线性结构响应分析,定义了拱桥的易损性组和性能组,开展地震易损性分析,分别评估在不同地震动强度作用下拱桥结构的维修费用和维修时间等抗震韧性指标,给出拱桥的抗震韧性评级方法和依据。结果表明:该结构最终抗震韧性评级为一星,其中维修时间是影响拱桥结构综合抗震韧性等级的关键指标,结构构件对拱桥结构的抗震韧性有较大的影响。

As a common type of highway bridge in China,the long-span,deck concrete-filled steel tube(CFST)arch bridge is greatly affected by earthquake disasters.In order to evaluate its seismic resilience subjected to different earthquake intensities,a 300-meter long,deck CFST arch bridge was studied.Midas/Civil software was used to establish the finite element model of the structure to analyze the structure's nonlinear structural response.The “fragility group” and the “performance group” of the arch bridge were defined,to analyze the bridge's seismic fragility.The seismic resilience indexes for the bridge—maintenance cost and maintenance time—were evaluated respectively according to different ground motion intensities.The method and basis of seismic resilience rating for arch bridges were given according to the Standard for Seismic Resilience Assessment of Buildings(GB/T 38591-2020f).The seismic resilience of the bridge is rated as “one star”,in this case the maintenance time is the key index affecting the comprehensive seismic resilience grade of the bridge.Meanwhile,the structural components significantly influence the seismic resilience of the bridge.

引言
1 桥梁模型
2 结构响应分析和易损性分析
3 抗震韧性评估
4 结论

图1 大跨度上承式CFST拱桥示意图<br/>Fig.1 A sketch of deck CFST arch bridgewith large span

图1 大跨度上承式CFST拱桥示意图
Fig.1 A sketch of deck CFST arch bridgewith large span

表1 钢材力学参数<br/>Tab.1 Mechanical parameters of the steel

表1 钢材力学参数
Tab.1 Mechanical parameters of the steel

表2 各钢管混凝土构件信息及约束混凝土力学参数<br/>Tab.2 Information of the concrete filled steel tube members and the mechanical parameters of the restrained concrete

表2 各钢管混凝土构件信息及约束混凝土力学参数
Tab.2 Information of the concrete filled steel tube members and the mechanical parameters of the restrained concrete

图2 拱桥结构1～6阶振型图<br/>Fig.2 The first six vibration modes of the arc bridge structure

图2 拱桥结构1～6阶振型图
Fig.2 The first six vibration modes of the arc bridge structure

表3 拱桥结构前6阶振型的自振周期和振型<br/>Tab.3 Natural vibration periods and the mode of the first sixvibration modes of the arc bridge structure

表3 拱桥结构前6阶振型的自振周期和振型
Tab.3 Natural vibration periods and the mode of the first sixvibration modes of the arc bridge structure

表4 本文选用的18条地震动记录信息<br/>Tab.4 Information of the selected ground-motion recordings

表4 本文选用的18条地震动记录信息
Tab.4 Information of the selected ground-motion recordings

图3 调幅后地震动加速度反应谱及目标谱<br/>Fig.3 Ground motion acceleration response spectrumsand the target spectrum after amplitude modulation

图3 调幅后地震动加速度反应谱及目标谱
Fig.3 Ground motion acceleration response spectrumsand the target spectrum after amplitude modulation

表5 位移敏感型构件损伤状态划分标准<br/>Tab.5 Criteria for damage state classification of the displacement-sensitive structural members

表5 位移敏感型构件损伤状态划分标准
Tab.5 Criteria for damage state classification of the displacement-sensitive structural members

表6 加速度敏感型非结构构件损伤状态划分标准<br/>Tab.6 Criteria for damage state classification of theacceleration-sensitive non-structural members

表6 加速度敏感型非结构构件损伤状态划分标准
Tab.6 Criteria for damage state classification of theacceleration-sensitive non-structural members

表7 易损性组非结构构件各损伤状态详细描述<br/>Tab.7 Detailed description of each damage state of non-structural members of the fragility group

表7 易损性组非结构构件各损伤状态详细描述
Tab.7 Detailed description of each damage state of non-structural members of the fragility group

表8 易损性组结构构件各损伤状态详细描述<br/>Tab.8 Detailed description of each damage state of structural members of the fragility group

表8 易损性组结构构件各损伤状态详细描述
Tab.8 Detailed description of each damage state of structural members of the fragility group

图4 B1051.001的构件易损性曲线<br/>Fig.4 Structural fragility curve of B1051.001

图4 B1051.001的构件易损性曲线
Fig.4 Structural fragility curve of B1051.001

表9 位移敏感型结构构件的易损性参数<br/>Tab.9 Fragility parameters of the displacement-sensitive components

表9 位移敏感型结构构件的易损性参数
Tab.9 Fragility parameters of the displacement-sensitive components

表10 加速度敏感型非结构构件的易损性参数<br/>Tab.10 Fragility parameters of the acceleration-sensitive components

表10 加速度敏感型非结构构件的易损性参数
Tab.10 Fragility parameters of the acceleration-sensitive components

表11 构件易损性函数质量等级评定依据<br/>Tab.11 Basis for quality grading of the component fragility function

表11 构件易损性函数质量等级评定依据
Tab.11 Basis for quality grading of the component fragility function

表12 拱桥结构易损性组和各性能组数量<br/>Tab.12 The number of fragility groups and performance groups of the arch bridge struture

表12 拱桥结构易损性组和各性能组数量
Tab.12 The number of fragility groups and performance groups of the arch bridge struture

图5 在不同地震动强度作用下拱桥结构的维修费用概率分布(a)和构件具有84%保证率的维修费用(b)<br/>Fig.5 Probability distribution of the maintenance cost on the long-span,arch bridge hit by different earthquake intensities(a)and the composition of the maintenance cost on components with 84% assurance rate(b)

图5 在不同地震动强度作用下拱桥结构的维修费用概率分布(a)和构件具有84%保证率的维修费用(b)
Fig.5 Probability distribution of the maintenance cost on the long-span,arch bridge hit by different earthquake intensities(a)and the composition of the maintenance cost on components with 84% assurance rate(b)

图6 各类组件维修费用占比<br/><br/>Fig.6 Maintenance cost ratios of the components

图6 各类组件维修费用占比

Fig.6 Maintenance cost ratios of the components

图7 在不同地震动强度作用下拱桥结构维修时间概率分布(a)和构件具有84%保证率的维修时间(b)<br/>Fig.7 Probability distribution of the maintenance time on the long-span,arch bridge hit by different earthquakeintensities(a)and the maintenance time composition on components with 84% assurance rate(b)

图7 在不同地震动强度作用下拱桥结构维修时间概率分布(a)和构件具有84%保证率的维修时间(b)
Fig.7 Probability distribution of the maintenance time on the long-span,arch bridge hit by different earthquakeintensities(a)and the maintenance time composition on components with 84% assurance rate(b)