脉动风作用下大跨斜拉桥上无砟轨道抖振响应OA
Buffeting Response of Ballastless Track on Long-Span Cable-Stayed Bridge under Fluctuating Wind Loads
[目的]大跨度斜拉桥因其柔度特性易在脉动风影响下出现桥梁抖振现象.为研究脉动风荷载作用下大跨斜拉桥上 CRTS 双块式无砟轨道无缝线路桥梁及轨道结构抖振响应规律,开展桥梁及轨道结构竖向与纵向力学特性分析.[方法]以某四线预应力混凝土斜拉桥工程为例,基于有限元法建立大跨斜拉桥上无砟轨道精细化空间耦合模型,模拟计算主梁截面三分力系数、脉动风速时程和抖振力时程,并将抖振力荷载作用于桥梁-轨道系统.[结果]桥梁及轨道结构的(应)力峰值和位移峰值主要分布在斜拉桥主墩、边墩和跨中部位.轨道板结构竖向应力峰值最大,约为纵向应力峰值的2.7 倍;桥梁结构纵向应力峰值最大,约为竖向应力峰值的3.5 倍;底座板结构竖向和纵向应力峰值相近.各结构竖向位移在斜拉桥主墩处最大,纵向位移在主墩两侧附近区域最大,竖向位移峰值约为纵向位移峰值的 25 倍.各结构竖向位移包络图中位移曲线变化趋势较为平缓,一、二号钢轨位置下各结构竖向、纵向位移曲线表现为位移数值相近、方向相反,脉动风作用下梁体呈现整体竖向倾覆,桥梁和轨道结构具有侧向弯曲倾向.[结论]研究结论为强风区大跨度铁路斜拉桥及桥上无砟轨道设计、监测和养护提供参考.
[Objective]Long-span cable-stayed bridges are prone to buffeting under fluctuating wind due to their flexibility.To investigate the buffeting response patterns of the bridge and track structures of the CRTS double-block ballastless track continuous welded rail on a long-span cable-stayed bridge under fluctuating wind loads,the vertical and longitudinal mechanical characteristics of the bridge and track structures are analyzed.[Methods]Taking a four-line prestressed concrete cable-stayed bridge as an example,a refined spatial coupling model of the ballastless track on the long-span cable-stayed bridge was established based on the finite element method.The three-component force coefficients of the main girder cross-section,fluctuating wind speed time histories,and buffeting force time histories were simulated and calculated,and the buffeting force loads were applied to the bridge-track system.[Results]The peak force(stress)and displacement of the bridge and track structures were mainly distributed at the main piers,side piers,and midspan of the cable-stayed bridge.The vertical stress peak of the track slab structure was the largest,approximately 2.7 times the longitudinal stress peak.The longitudinal stress peak of the bridge structure was the largest,approximately 3.5 times the vertical stress peak,and the vertical and longitudinal stress peaks of the base slab structure were similar.The vertical displacement of each structure reached the maximum at the main piers of the cable-stayed bridge,while the longitudinal displacement reached the maximum in the areas near both sides of the main piers.The vertical displacement peak was approximately 25 times the longitudinal displacement peak.In the vertical displacement envelope diagrams of each structure,the displacement curves varied relatively smoothly.The vertical and longitudinal displacement curves of the structures beneath Rail No.1 and Rail No.2 showed similar displacement values but opposite directions.Under fluctuating wind loads,the girder exhibited an overall vertical overturning tendency,and the bridge and track structures showed a tendency toward lateral bending.[Conclusion]The research findings provide a reference for the design,monitoring,and maintenance of long-span railway cable-stayed bridges and ballastless tracks in strong-wind areas.
张鹏飞;李冠霖;温月;胡伟成
华东交通大学轨道交通基础设施性能监测与保障国家重点实验室,南昌 330013华东交通大学轨道交通基础设施性能监测与保障国家重点实验室,南昌 330013华东交通大学轨道交通基础设施性能监测与保障国家重点实验室,南昌 330013华东交通大学轨道交通基础设施性能监测与保障国家重点实验室,南昌 330013
交通工程
高速铁路大跨度桥斜拉桥CRTS双块式无砟轨道脉动风荷载抖振
high-speed railwaylong-span bridgecable-stayed bridgeCRTS double-block ballastless trackfluctuating wind loadbuffeting
《铁道标准设计》 2026 (9)
59-68,10
国家自然科学基金项目(52178425,52368063)江西省自然科学基金重点项目(2025BAC250113)
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