高铁简支梁桥横向地震碰撞效应及减震研究

杨孟刚; 孟栋梁; 卫康华; 乔建东

doi:10.3969/j.issn.0258-2724.20180277

高铁简支梁桥横向地震碰撞效应及减震研究

doi: 10.3969/j.issn.0258-2724.20180277

基金项目: 国家自然科学基金（51678491，51478390）；四川省应用基础重大前沿项目（2017JY0003）

详细信息

作者简介:
杨孟刚（1976—），男，教授，研究方向为桥梁抗震，E-mail：mgyang@csu.edu.cn

中图分类号: U443.8
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- 被引次数: 0
出版历程
- 收稿日期: 2018-04-10
- 修回日期: 2018-09-13
- 网络出版日期: 2019-01-11
- 刊出日期: 2020-02-01

Transverse Seismic Pounding Effect and Pounding Reduction of Simply-Supported Girder Bridge for High-Speed Railway

摘要

摘要: 为了研究高铁简支梁桥横向地震碰撞效应及减隔震装置的减碰效果，以7跨32 m标准跨径简支梁桥为例，通过试验测定挡块的实际力-变形曲线，并基于SAP2000建立了考虑地震碰撞效应的有限元模型.在此基础之上，分析了轨道系统、挡块-垫石初始间距及挡块钢板厚度对桥梁地震响应的影响，并进一步探讨了橡胶垫层、铅芯橡胶支座（LRB）、摩擦摆支座（FPB）、高阻尼橡胶支座（HDR）及液体粘滞阻尼器的减碰效果. 研究结果表明：轨道系统的约束作用会显著改变各桥跨之间的地震力分配；在所考虑的最大地震激励下，碰撞力峰值达2.18 MN，挡块的非线性效应显著；对于本文算例而言，挡块-垫石间距设为3 cm，挡块钢板厚度取32 mm是一个较为合理的配置；减隔震装置能够有效地改善桥梁结构抗震性能，且其防碰减震效果受地震波频谱特性及自身作用机理的影响，其中，FPB支座具有较强的适用性，且安装FPB支座后各桥跨之间的地震力分配更加均匀.
- 高铁简支梁桥 /
- 轨道系统 /
- 挡块 /
- 地震 /
- 碰撞 /
- 减隔震装置
Abstract: A 32 m standard-span simply-supported girder bridge with 7 spans for high-speed railway was used as a prototype to study the effects of the earthquake-induced transverse pounding, as well as the pounding reduction effects of various isolation devices. The actual force-deformation curves of shear keys were determined experimentally and a finite element model considering pounding was established using SAP2000. On this basis, influences of the rail system, the initial gap between the shear keys and bearing padstones, and the thickness of shear-key plates on seismic responses of the bridge were analyzed. Then, the pounding reduction effects of rubber bumpers, lead rubber bearings (LRBs), friction pendulum bearings (FPBs), high damping rubber bearings (HDRs), and fluid viscous dampers were discussed. The results are as follows: the rail system can significantly alter the distribution of seismic forces between bridge spans. Under excitations of the maximum earthquakes considered, the nonlinear effect of shear keys is significant, with the maximum pounding force of 2.18 MN. For the sample bridge presented in this paper, it is a reasonable configuration to set the initial gap between the pounding members as 3 cm and the thickness of shear-key plates as 32 mm. The seismic isolation devices can improve the seismic performance of the bridge; their pounding reduction effects are affected by spectral characteristics of ground motions as well as their own mechanisms. Among them, the FPB has better applicability and the seismic forces between different spans become more uniform after the installation of FPBs.
- simply-supported girder bridge for high-speed railway /
- rail system /
- shear keys /
- earthquake /
- pounding /
- seismic isolation devices

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图 1 高铁简支梁桥总体布置

Figure 1. Overall layout of the simply-supported girder bridge for high-speed railway

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图 2 挡块布置

Figure 2. Layout of the shear keys

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图 3 挡块测试

Figure 3. Tests of the shear keys

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图 4 有限元模型

Figure 4. Finite element model

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图 5 支座力学模型

Figure 5. Mechanical models of the bearings

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图 6 轨道约束对地震响应时程的影响

Figure 6. Influence of the rail system on the time histories of seismic responses

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图 7 5# 挡块力-变形曲线

Figure 7. Force-deformation curve of the 5# shear key

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图 8 挡块-垫石间距对地震响应峰值的影响

Figure 8. Influence of the initial gap between the shear keys and bearing padstones on the maximum seismic responses

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图 9 挡块钢板厚度对地震响应峰值的影响

Figure 9. Influence of the thickness of shear-key plates on the maximum seismic responses

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图 10 减隔震装置的力学模型

Figure 10. Mechanical models of seismic isolation devices

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图 11 在PGA为0.3g的El-Centro波激励下FPB支座的减隔震效果

Figure 11. Seismic reduction of FPBs when subjected to the El-Centro ground motion at PGA = 0.3g

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表 1 两种模型横向自振频率比较

Table 1. Comparison of transverse natural frequencies between the two models Hz

模态阶数	忽略轨道	考虑轨道
1	3.268	3.523
2	4.382	4.905
3	4.878	6.164
4	5.539	7.406
5	6.179	9.054
6	7.750	10.846

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表 2 轨道系统对各项地震响应峰值的影响

Table 2. Influence of the rail system on the maximum seismic responses

桥墩编号	挡块编号	碰撞力/MN		碰撞次数/次		墩梁相对位移/cm		墩顶位移/mm		墩底剪力/MN
桥墩编号	挡块编号	忽略轨道	考虑轨道	忽略轨道	考虑轨道	忽略轨道	考虑轨道	忽略轨道	考虑轨道	忽略轨道	考虑轨道
1#	1#	1.80	0.57	3	1	5.12	3.05	12.8	14.2	4.27	4.79
1#	2#	1.62	—	3	—	5.12	3.05	12.8	14.2	4.27	4.79
2#	3#	2.12	1.77	4	4	7.48	4.86	17.6	17.3	5.30	5.41
2#	4#	1.75	1.66	4	4	7.48	4.86	17.6	17.3	5.30	5.41
3#	5#	1.87	2.18	3	4	5.57	7.96	17.6	24.3	5.12	7.88
3#	6#	1.68	2.09	4	4	5.57	7.96	17.6	24.3	5.12	7.88
注：“—”表示未发生碰撞.

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表 3 减隔震装置的防碰减震效果

Table 3. Pounding reduction effects of the seismic isolation devices

地震激励	减隔震装置	碰撞力/MN		墩梁相对位移/cm		墩顶位移/mm		墩底剪力/MN
地震激励	减隔震装置	峰值	减幅/%	峰值	减幅/%	峰值	减幅/%	峰值	减幅/%
El-Centro波	无	2.182		7.96		24.30		7.880
	橡胶垫层	1.695	22.3	5.42	31.9	16.90	30.5	4.998	36.6
	LRB支座	1.526	30.1	3.71	53.4	19.02	21.7	5.704	27.6
	FPB支座	1.545	29.2	3.72	53.3	14.18	41.6	4.764	39.5
	HDR支座	1.580	27.6	4.51	43.3	23.00	5.3	7.078	10.2
	粘滞阻尼器	1.494	31.5	4.50	43.5	16.78	30.9	5.091	35.4
Taft波	无	2.080		6.64		19.55		6.326
	橡胶垫层	1.520	26.9	4.87	26.7	14.83	24.1	4.698	25.7
	LRB支座	1.500	27.9	3.62	45.5	18.92	3.2	5.962	5.8
	FPB支座	1.482	28.8	4.09	38.4	16.77	14.2	4.919	22.2
	HDR支座	1.478	28.9	4.10	38.3	21.52	–10.1	6.590	–4.2
	粘滞阻尼器	1.362	34.5	3.60	45.8	14.96	23.5	4.720	25.4
汶川波	无	—		3.09		12.98		3.977
	橡胶垫层	0.796	—	1.57	47.6	15.80	–21.7	5.022	–26.3
	LRB支座	—	—	1.08	65.5	4.63	64.3	1.511	62.0
	FPB支座	—	—	1.14	63.6	2.94	77.3	1.015	74.5
	HDR支座	—	—	2.27	27.5	4.17	67.9	1.375	65.4
	粘滞阻尼器	—	—	2.18	30.4	14.68	–13.1	4.645	–16.8
注：“—”表示未发生碰撞；减幅为负值表示地震响应增大.

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