Management and Monitoring Suggestions for Beam-end Integration Device in Long-span High-speed Railway Bridge Based on Data Analysis and Physical Modeling
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摘要:
高速铁路大跨度桥梁梁端一体化装置结构复杂，易出现结构性轨道不平顺峰值，直接影响列车平稳运行，且目前缺乏针对性的相关管理标准. 为此，开展对梁端一体化装置监测管理值的研究，分析近年梁端监测数据，建立梁端一体化装置的有限元模型，并基于静态不平顺标准仿真得出梁端纵向伸缩、横向位移、下挠转角及固定钢枕抬升、钢轨空吊监测管理值建议，针对250 km/h行车速度，提出的Ⅰ级监测管理建议值分别为：梁端纵向压缩160 mm、横向位移7 mm、下挠转角3‰ rad，以及固定钢枕抬升3 mm、空吊2 mm. 结果表明：监测管理值能够判断装置是否出现异常，梁端纵向压缩对高低和轨距不平顺影响较大，横向位移对轨距影响较大，固定钢枕空吊和抬升会对轨道高低产生影响. 提出的梁端监测管理值可为高速铁路大跨度桥梁的运营维修提供参考依据.
Abstract:Beam-end integration devices in long-span high-speed railway bridges have complex structures and are prone to generating peak structural track irregularities, which directly affect train running stability. However, targeted monitoring and management criteria for such devices are currently lacking. In this study, monitoring management values for beam-end integration devices are investigated. Monitoring data collected in recent years are analyzed, and a finite element model of the beam-end integration device is established. Based on static irregularity standards, simulation analyses are conducted to propose monitoring management values for beam-end longitudinal displacement, lateral displacement, deflection angle, and fixed steel sleeper lifting and unsupported sleeper. For an operational speed of 250 km/h, the proposed Class Ⅰ monitoring management thresholds are as follows: beam-end longitudinal compression of 160 mm, lateral displacement of 7 mm, deflection angle of 3‰ rad, fixed steel sleeper lifting of 3 mm, and unsupported sleeper of 2 mm. The results show that the proposed monitoring management values can effectively identify abnormal conditions of the device. Longitudinal compression at the beam end significantly affects track profile and gauge irregularities; lateral displacement primarily influences gauge irregularity; both the fixed steel sleeper unsupported section and lifting impact track profile irregularity. The proposed monitoring management values provide a reference for the operation and maintenance of long-span high-speed railway bridges.
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图 1 桥梁孔跨布置及装置位置（单位：m）
Figure 1. Bridge span arrangement and device locations （Unit: m）
图 3 钢枕间距监测数据及间距偏差
Figure 3. Distance monitoring data and deviation of steel sleeper spacing
图 4 钢枕间距偏差与D值线性拟合
Figure 4. Linear fitting between steel sleeper spacing deviation and D-value
图 5 D值与支座位移和桥址温度的相关性
Figure 5. Correlation between D-value, bearing displacement and bridge site temperature
图 6 D值与支座位移和桥址温度的线性拟合
Figure 6. Linear fitting of D-value with bearing displacement and bridge site temperature
图 7 梁端竖向转角和桥址温度的相关性
Figure 7. Correlation between beam-end vertical angle and bridge site temperature
图 9 动检与计算不平顺数据对比
Figure 9. Comparison between dynamic inspection and calculated irregularity data
图 11 梁端横向位移及折角的轨向峰值
Figure 11. Track-direction peaks induced by beam-end transverse displacement and rotation angle
图 13 固定钢枕空吊和抬升评估结果
Figure 13. Evaluation results of fixed sleeper unsupported section and lifting
表 1 钢枕间距偏差与D值线性拟合结果
Table 1. Linear fitting results between steel sleeper spacing deviation with D-value
i $ {k}_{i} $ $ {b}_{i} $ ρ MSE R2 1 −0.20 448.94 −0.90 92.47 0.80 2 −0.09 191.31 −0.92 13.01 0.85 3 0.02 −41.44 0.62 5.36 0.39 4 0.11 −237.35 0.90 24.72 0.81 5 0.17 −361.46 0.93 40.94 0.86 
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表 2 动检和计算不平顺峰值对比
Table 2. Comparison of dynamic inspection and calculated irregularity peaks
mm 动检日期 实测高低 实测轨距 计算高低 计算轨距 高低误差 轨距误差 2022-11-06 1.41 2.64 0.78 2.40 0.03 0.24 2023-01-02 1.41 2.66 0.72 2.52 0.09 0.14 2023-03-06 1.53 2.53 0.80 2.40 0.13 0.13 2023-05-05 1.12 2.66 0.79 2.55 0.27 0.11 平均 0.13 0.16
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表 3 不同速度等级5 m弦控制标准
Table 3. 5m chord control standards for different speed classes
mm 速度等级/（km•h−1） Ⅰ级 Ⅱ级 Ⅲ级 Ⅳ级 200～250 5 6 9 12 250（不含）～350 3 4 6 9
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表 4 梁端附加不平顺分级评价指标（250 km/h）
Table 4. Grading evaluation indicators for beam-end additional irregularity （250 km/h）
mm
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表 5 梁端变形分级管理值建议（250 km/h）
Table 5. Recommended graded management values for beam-end deformation （250 km/h）
变形工况 Ⅰ级 Ⅱ级 Ⅲ级 Ⅳ级 纵向拉伸/mm 500* 800* 900 - 纵向压缩/mm 160* 240* 320 400 横向位移/mm 7* 11* 15 18 横向折角/‰ rad 3* 5* 7 9 下挠转角/‰ rad 3* 4* 8 11 注：Ⅰ级建议值取其与设计值的较小值，Ⅱ级取其与0.9倍设计值的较小值.
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表 6 固定钢枕空吊和抬升分级管理值建议（250 km/h）
Table 6. Recommended graded management values for fixed steel sleeper unsupported section and lifting （250 km/h）
mm 类型 Ⅰ级 Ⅱ级 Ⅲ级 Ⅳ级 固定钢枕抬升 3 4 8 12 固定钢枕空吊 2 3 7 10
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