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高铁大跨双肢墩连续刚构桥减震系梁地震易损性分析

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为了解地震作用下减震系梁对高铁大跨双肢墩连续刚构桥的减震效果,以某主跨180 m的山区高铁双肢墩连续刚构桥为背景,分别建立采用钢筋混凝土(RC)系梁、2种新型减震系梁(可屈服钢系梁与斜交筒式黏弹性阻尼器系梁)方案的全桥有限元模型,对比分析不同系梁方案下的结构损伤、桥面平顺性指标等.结果表明:2种新型减震系梁均不会在地震作用下出现负刚度,新型减震系梁方案较RC系梁方案能有效降低系梁和主墩的结构损伤概率,主墩最大压应变降低83.3％;但减震系梁对震后桥面平顺性指标无明显改善,需采用更具针对性的技术措施.
Seismic Vulnerability Analysis of Dual-Column Piers with Damped Brace Beams in Long-Span Rigid-Frame Bridge Accommodating High-Speed Railway
To investigate the seismic mitigation effect of the damped brace beams installed in-between the two columns of each main pier of the long-span,rigid-frame,high-speed railway bridge in a seismic event,a bridge of such type with a main span of 180 m that is located in the mountainous area is used as a case.Computational modelling was performed to analyze the deteriorations and the deck smoothness indices of the bridge equipped with the reinforced concrete(RC)brace beams and two novel types of seismic mitigation brace beams(the yieldable steel brace beams and the diagonally-placed barrel viscoelastic beams),respectively.It is shown that no negative stiffness will occur in the two novel types of brace beams under the action of earthquakes.Compared with the RC brace beams,the damage risks of the novel-type brace beams and main piers are effectively lowered,and the maximum compressive strain in the main piers with the novel-type brace beams is reduced by 83.3％,but the deck smoothness indices after earthquakes do not show significant change,indicating that more specified technical measures should be considered.

high-speed railway bridgecontinuous rigid-frame bridgedouble-column pierdamped brace beamseismic vulnerabilitystructural deteriorationsmoothness indexfinite element method

邓开来、吴光源、远全闯、谢海清、何庭国

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西南交通大学土木工程学院,四川成都 610031

广西北投公路建设投资集团有限公司,广西南宁 530029

中铁二院工程集团有限责任公司,四川成都 610031

高速铁路桥 连续刚构桥 双肢墩 减震系梁 地震易损性 结构损伤 平顺性指标 有限元法

国家自然科学基金项目四川省科技计划项目四川省科技计划项目

520784362023ZDZX00102023YFG0064

2024

10.20051/j.issn.1003-4722.2024.03.009

桥梁建设
中铁大桥局集团有限公司

桥梁建设

CSTPCD北大核心
影响因子：1.428
ISSN：1003-4722
年,卷(期)：2024.54(3)
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