桥梁竖向隔振球型支座开发及试验研究

王勇; 顾海龙; 艾宗良; 向律楷; 李小珍; 贾立志; 胡元宏; 宋建平

doi:10.3969/j.issn.0258-2724.20240203

桥梁竖向隔振球型支座开发及试验研究

doi: 10.3969/j.issn.0258-2724.20240203

1.
中船双瑞（洛阳）特种装备股份有限公司，河南洛阳 471000
2.
中铁二院工程集团有限责任公司，四川成都 610031
3.
西南交通大学土木工程学院，四川成都 611752

基金项目: 中国中铁股份有限公司科技研究开发计划（2023-重点-06）

详细信息

作者简介:
王勇（1983—），男，研究员，研究方向为工程力学，E-mail：wy19830711@126.com

通讯作者:
宋建平（1972—），男，研究员，研究方向为机械制造，E-mail：1953871598@qq.com

中图分类号: U443.36
计量
- 文章访问数: 24
- HTML全文浏览量: 15
- PDF下载量: 2
- 被引次数: 0
出版历程
- 收稿日期: 2024-04-30
- 修回日期: 2024-10-09
- 网络出版日期: 2025-10-22

Development and Experimental Research on Spherical Bearings for Vertical Vibration Isolation of Bridges

1.
CSSC Sunrui (Luoyang) Special Equipment Co., Ltd., Luoyang 471000, China
2.
China Railway Eryuan Engineering Group Co., Ltd., Chengdu 610031, China
3.
School of Civil Engineering, Southwest Jiaotong University, Chengdu 611752, China

摘要

摘要:
为降低高铁桥梁车致振动对周围环境的影响，首先，提出一种内置金属盘式隔振器的桥梁竖向隔振球型支座，给出支座力学本构模型和整体竖向刚度计算方法；结合仿真和试验对比研究金属盘式隔振器竖向刚度的设计符合性，并仿真分析不同摩擦支承面对金属盘式隔振器竖向刚度和应力的影响；其次，通过竖向隔振球型支座的系列试验，研究了支座的常规性能、竖向刚度、隔振荷载、动静刚度比和刚度稳定性；最后，以高速铁路32 m跨混凝土简支箱梁为背景，探究了列车作用下的支座隔振效果. 结果表明：3种不同竖向承载力设计的金属盘式隔振器的竖向刚度仿真与实测值偏差均在±10%以内；金属盘式隔振器的底部支承面摩擦系数在0.01～0.10内，竖向刚度增加2.1%，应力减小0.9%；竖向隔振球型支座样件的常规性能满足设计要求，竖向刚度和隔振荷载的试验值与设计值偏差均小于±10%；支座在过载卸载后竖向刚度保持稳定，对金属盘式隔振器起到保护作用；激励频率1～17 Hz时，支座动静刚度比的范围为1.00～1.15；支座1000万次疲劳后刚度增加量小于10%，各部件完好；竖向隔振球型支座支承下的桥梁满足列车安全性和乘坐舒适性指标要求，竖向隔振球型支座较普通球型支座的土体振动响应衰减量达4 dB左右.
- 高速铁路 /
- 简支梁桥 /
- 球型支座 /
- 盘式隔振器 /
- 竖向隔振 /
- 竖向刚度 /
- 隔振效果
Abstract:
In order to reduce the impact of vehicle-induced vibration on the surrounding environment of high-speed railway bridges, firstly, a spherical bearing with built-in metal disc isolators for vertical vibration isolation of bridges was proposed, and the mechanical constitutive model and overall vertical stiffness calculation method of the bearings were given. The design compliance of the vertical stiffness of the metal disc isolator was studied by combining simulation and experimental comparison. Simulation was also used to analyze the influence of different friction support surfaces on the vertical stiffness and stress of the metal disc isolator. Secondly, through a series of tests on spherical bearings for vertical vibration isolation, the conventional performance, vertical stiffness, isolation load, dynamic and static stiffness ratio, and stiffness stability of the bearings were studied. Finally, taking the 32-meter-span concrete simply supported box girder of high-speed railway as the background, the vibration isolation effect of the bearings under the action of trains was explored. The results show that the deviation between the simulated and measured vertical stiffness values of the metal disc isolator with three different vertical bearing capacity designs is within ±10%. The friction coefficient of the bottom support surface of the metal disc isolator ranges from 0.01 to 0.10, with a 2.1% increase in vertical stiffness and a 0.9% decrease in stress. The conventional performance of the spherical bearing for vertical vibration isolation meets the design requirements, and the deviation between the test values and the design values of vertical stiffness and isolation load is less than ±10%. The vertical stiffness of the bearing remains stable after overload and unloading, providing protection for the metal disc isolator. At an excitation frequency of 1–17 Hz, the range of the dynamic to static stiffness ratio of the bearings is 1.00–1.15. The stiffness increase of the bearings after 10 million fatigue cycles is less than 10%, and all components are intact. The bridge supported by spherical bearings for vertical vibration isolation meets the requirements of train safety and riding comfort indicators. The soil vibration response attenuation of the former bridge is about 4 dB higher than that of the bridge supported by ordinary spherical bearings.
- high-speed railway /
- simply supported beam bridge /
- spherical bearing /
- disc isolator /
- vertical isolation /
- vertical stiffness /
- vibration isolation effect

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图 1 竖向隔振球型支座结构示意

Figure 1. Structure of spherical bearing for vertical vibration isolation

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图 2 竖向隔振球型支座力学本构

Figure 2. Mechanical constitutive relationship of spherical bearings for vertical vibration isolation

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图 3 支座盘式隔振器结构示意

Figure 3. Structure of disc isolators of bearings

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图 4 1000 kN盘式隔振器竖向荷载-变形曲线

Figure 4. Vertical load–deformation curve of 1 000 kN disc isolator

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图 5 5 MN支座竖向荷载-变形曲线（11 Hz）

Figure 5. Vertical load–deformation curve of 5 000 kN bearing （11 Hz）

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图 6 成品支座5000 kN竖向荷载-变形曲线

Figure 6. Vertical load–deformation curve of 5 000 kN finished bearings

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图 7 支座竖向荷载-变形曲线

Figure 7. Vertical load–deformation curve of bearings

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图 8 不同支座刚度下的土体表面加速度响应

Figure 8. Surface acceleration response of soil under different bearing stiffness

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图 9 地面振动随距离变化对比

Figure 9. Comparison of ground vibration variation with distance

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表 1 不同规格盘式隔振器竖向刚度仿真与实测结果比较

Table 1. Comparison of simulation and measurement results of vertical stiffness of disc isolators of different specifications

竖向承载力/kN	仿真竖向刚度/ （kN·mm⁻¹）	实测竖向刚度/ （kN·mm⁻¹）	偏差/%
1000	250.2	230.3	−7.9
2500	726.5	719.0	−1.0
5000	2077.2	1938.5	−7.6

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表 2 不同摩擦工况下的盘式隔振器性能

Table 2. Performance of disc isolators under different friction conditions

摩擦工况	摩擦系数	仿真计算刚度/ （kN·mm⁻¹）	最大应力/ MPa
1	0.01	1543	646
2	0.03	1550	645
3	0.05	1557	644
4	0.07	1564	643
5	0.10	1576	640
6	0.20	2155	589

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表 3 不同基频下的支座仿真计算刚度与设计值比较

Table 3. Comparison of calculated stiffness by simulation and design values of bearings under different fundamental frequencies

基频/Hz	K/（kN·mm⁻¹）	仿真竖向刚度/ （kN·mm⁻¹）	刚度偏差/%
10	1180	1174	−0.5
11	1440	1424	−1.1
12	1700	1743	2.5
13	2000	2046	2.3
14	2320	2329	0.4

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表 4 成品支座5000 kN型式检测结果

Table 4. 5 000 kN-type inspection results of finished bearings

项目	竖向承载力	水平静摩擦系数	转动力矩/ （kN·mm）	竖向刚度/ （kN·mm⁻¹）	隔振荷载/kN
设计值	外观良好	≤0.03	≤94500	1440	5000
试验值	外观良好	0.015	48667	1545.4	5439.7
偏差/%				+ 7.31	+ 8.79

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表 5 不同激励频率下的支座动、静刚度比测试结果

Table 5. Test results of dynamic and static stiffness ratio of bearings under different excitation frequencies

频率/Hz	动刚度/（kN·mm⁻¹）	动、静刚度比
1	187	1.15
3	188	1.15
5	187	1.14
7	186	1.14
9	185	1.13
11	182	1.12
13	174	1.07
15	171	1.05
17	166	1.02

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表 6 不同疲劳次数下的刚度测试

Table 6. Stiffness testing under different fatigue cycles

疲劳次数/ 万次	刚度/ （kN·mm⁻¹）	疲劳次数/ 万次	刚度/ （kN·mm⁻¹）
100	612.2	600	638.3
200	620.7	700	647.5
300	621.8	800	647.5
400	638.3	900	647.5
500	647.5	1000	652.2

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表 7 列车运行安全性及乘坐舒适性评价

Table 7. Evaluation of train operation safety and riding comfort

评价指标	计算结果	效果
脱轨系数≤0.8	0.111～0.115	满足
轮重减载率≤0.6	0.32～0.43	满足
车辆竖向舒适性sperling值	1.798～1.804	优良
车辆横向舒适性sperling值	2.400～2.427	优良

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表 8 2种地质下支座隔振效果

Table 8. Vibration isolation effect of bearings under two different geological conditions

地质	与桥墩距离/m
地质	10	20	30
砂卵石地质	4.10	3.90	3.90
基岩地质	3.65	3.92	3.90

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