西安建筑科技大学学报(自然科学版)

针对应用延性抗震理念设计的双层桥梁结构震后塑性损伤严重、功能恢复困难的现状,本文基于摇摆理念提出一种屈服消能摇摆双层框架墩结构体系,以控制结构地震损伤和提升结构震后功能可恢复能力。应用拉格朗日方程和动量矩定理建立了该类摇摆结构的刚体动力反应分析模型,并考虑了桥墩复位碰撞造成的能量损失和防屈曲阻尼器的失效。本文以常规双层桥梁结构尺寸的摇摆桥梁为研究对象,采用远场地震动、无脉冲近场地震动和脉冲近场地震动对屈服消能摇摆双层框架墩结构进行了地震反应分析和阻尼器参数分析。分析结果表明:分析屈服消能摇摆双层框架墩结构地震反应时需考虑阻尼器失效的情况,以防止低估结构地震反应的情况发生; 阻尼器刚度的增加可提升结构体系减隔震效果,而阻尼器失效伸长量过小不利于结构减隔震。

Double-deck viaducts based on traditional ductility design have been found vulnerable to severe earthquake-induced damage and difficult rapid function recovery. To control the seismic damage and improve the post-earthquake recovery capacity, a double-deck bridge is developed with the lower floor designed as a yielding energy dissipation rocking structure. A dynamic analytical model of rigid bodies was established by the Lagrange method and momentum conservation law, and the energy dissipation caused by pier reset collision and the failure of dampers was considered in the analytical model. The failure analysis and parameter analysis of dampers for the double-deck rocking bridge frame system were performed under far-field motions, non pulse near-field motions and pulse near-field motions excitation. The analysis results show that the failure of damper should be considered in the seismic response analysis of the structure, so as to prevent the underestimation of the seismic response of the structure. The increase of damper stiffness can improve the seismic isolation effect of structural system, while the too small damper failure elongation is not conducive to the seismic performance of the structure.

引言
1 动力分析模型
2 地震反应分析
3 结论

图1 屈服消能摇摆双层框架墩结构<br/>Fig.1 Double-deck rocking bridge system with additional yielding dampers

图1 屈服消能摇摆双层框架墩结构
Fig.1 Double-deck rocking bridge system with additional yielding dampers

图2 屈服消能摇摆双层框架墩结构的变形模式<br/>Fig.2 Deformation mode of double-deck rocking bridge system with additional yielding dampers

图2 屈服消能摇摆双层框架墩结构的变形模式
Fig.2 Deformation mode of double-deck rocking bridge system with additional yielding dampers

图3 上层墩柱地震漂移率时程<br/>Fig.3 Drift ratio time history of upper column under earthquake motion excitation

图3 上层墩柱地震漂移率时程
Fig.3 Drift ratio time history of upper column under earthquake motion excitation

图4 下层墩柱地震漂移率时程<br/>Fig.4 Drift ratio time history of downer column under earthquake motion excitation

图4 下层墩柱地震漂移率时程
Fig.4 Drift ratio time history of downer column under earthquake motion excitation

图5 屈服消能摇摆结构刚度系数ρbd对峰值漂移率均值的影响<br/>Fig.5 Effect of stiffness coefficient ρbd of rocking system with yielding dampers on average peak drifts

图5 屈服消能摇摆结构刚度系数ρbd对峰值漂移率均值的影响
Fig.5 Effect of stiffness coefficient ρbd of rocking system with yielding dampers on average peak drifts

图6 屈服消能摇摆结构失效伸长量Δbdu对峰值漂移率均值的影响<br/>Fig.6 Effect of elongation at failure Δbdu of rocking system with yielding dampers on average peak drifts

图6 屈服消能摇摆结构失效伸长量Δbdu对峰值漂移率均值的影响
Fig.6 Effect of elongation at failure Δbdu of rocking system with yielding dampers on average peak drifts

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备注

引言

1 动力分析模型

2 地震反应分析

3 结论

期刊信息