Dynamic Response of Cable-Stayed Bridge and Trains on Bridge Under Cable Breaking Conditions
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摘要:
为研究大跨度公铁两用斜拉桥断索状态下，风、列车动力作用时的动力响应特性，以实际斜拉桥为研究对象建立全桥3维计算模型. 使用非线性隐式动力时程算法，分析突然断索时全桥结构的动力响应；研究列车-桥梁耦合作用下，不同突然断索工况发生时，桥梁结构与桥上行驶列车的动力响应；讨论在少量拉索断索后，结构处于静力平衡状态时，风-列车-桥梁耦合动力作用下，桥梁结构与桥上行驶列车的动力响应；使用非线性显式有限元动力时程算法，研究拉索在横向风作用下的断裂下坠状态. 研究结果表明：大跨度公铁两用斜拉桥具有较高的安全冗余，跨中双侧较长拉索超过12根断裂后才可能导致连续断索垮塌；单根拉索断裂时其余拉索最大动应力增幅约为100 MPa，对桥梁结构安全性影响较小；列车在桥上行驶时，若发生突然断索，会导致列车加速度响应发生较为明显变化，各个工况计算结果中，最大约为1.5 m/s2；单根最长拉索断裂后，列车过桥竖向位移响应增加小于0.01 m，对桥梁刚度影响较小，可保持列车通行；当最长拉索发生断裂时，若横向风速达到30 m/s，可能使断裂拉索坠落在主梁上层车道内，入侵距离约为5 m，影响上层车道的通行安全.
Abstract:In order to study the dynamic response characteristics of long-span highway-railway cable-stayed bridges with broken cables under the dynamic actions of wind and train, an actual cable-stayed bridge was taken as the research object, and a 3D computational model of the whole bridge was established. The nonlinear implicit dynamic time history algorithm was used to analyze the dynamic response of the whole bridge in the case of sudden cable breaking. The dynamic response of the bridge structure and the train running on the bridge under different sudden cable breaking conditions was studied under the coupling effect of the train and bridge. In addition, the dynamic response of the bridge structure and the train running on the bridge under the coupling effect of wind, train, and bridge was discussed when the structure was in a static equilibrium state after a few cables were broken. The nonlinear explicit dynamic time history algorithm was used to study the cable breaking and falling state under the action of lateral wind. The results show that long-span highway-railway cable-stayed bridges have high safety redundancy, and it is only possible for continuous cable breaking and collapse to occur when more than 12 longer cables of the mid-span break. When a single cable breaks, the maximum increase in dynamic stress for the remaining cables is approximately 100 MPa, which has a minor impact on the safety of the bridge structure. When a sudden cable breaking occurs while a train is running on the bridge, it will cause a noticeable change in the acceleration response of the train, or in other words, the calculated maximum acceleration under various conditions is approximately 1.5 m/s2. After the breaking of a single longest cable, the vertical displacement response of the train running on the bridge increases by less than 0.01 m, resulting in a small impact on the stiffness of the bridge, and the bridge can still accommodate train traffic. When the longest cable breaks, if the lateral wind speed reaches 30 m/s, it may cause the broken cable to fall into the upper deck lane of the girder, invading a distance of approximately 5 m, which affects the safety of traffic on the upper deck lane.
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Key words:
- bridge engineering /
- cable-stayed bridge /
- cable breaking /
- finite element method /
- dynamic response
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图 1 平潭大桥3维有限元模型（拉索使用分段模型）
Figure 1. 3D finite element model of Pingtan Bridge （segmented cable model was used）
图 2 右侧34# 拉索断裂后各个节点振动时程
Figure 2. Vibration time history diagram of each node after the right-side cable 34# was broken
图 3 右侧拉索34# 断索后第11 s全桥振动形状（主梁位移放大200倍）
Figure 3. Vibration shape of the whole bridge after the right-side cable 34# was broken at 11 s (main girder displacement amplification of 200 times)
图 4 斜拉桥右侧34# 拉索断索作用下各个拉索的应力变化
Figure 4. Stress variation of each cable of cable-stayed bridge under the action of broken right-side cable 34#
图 5 右侧32#～37# 拉索断裂后剩余各个拉索最大应力
Figure 5. Maximum stress of each cable after right-side cables 32#–37# were broken
图 6 工况1中拉索发生断裂时主梁与列车1、4、8车厢动力响应
Figure 6. Dynamic responses of main girder and carriages 1, 4, and 8 of train when cable breaks under condition 1
图 7 工况2、3、4、5中列车1、4、8车厢动力响应以及各个拉索最大应力
Figure 7. Dynamic responses of carriages 1, 4, and 8 of train under working conditions 2, 3, 4, and 5 and the maximum cable stress
图 8 工况2中断索位置主梁下层右侧节点与列车动力响应
Figure 8. Dynamic responses of lower deck right node of the main girder and train at cable breaking position under working condition 2
图 9 右侧34# 拉索断裂、不断裂列车过桥主梁跨中1/2点动力响应
Figure 9. Dynamic responses of 1/2 point of main girder of train running on bridge under the condition of normal and broken right side cable 34#
图 10 右侧34# 拉索断裂后，风-车桥耦合动力作用下，斜拉桥主梁与列车动力响应
Figure 10. After cable 34# on the right side was broken, the dynamic responses of main girder and train of cable-stayed bridge under wind-vehicle-bridge coupling dynamic action
图 11 横向风场作用下右侧34# 拉索断裂下坠运动轨迹
Figure 11. Breaking and falling motion trajectory of right-side cable 34# under lateral wind field
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