长周期地震动下大跨空间结构空气弹簧-摩擦摆三维隔震体系振动控制分析

景铭; 韩庆华; 芦燕; 齐朋

doi:10.6052/j.issn.1000-4750.2022.01.0101

长周期地震动下大跨空间结构空气弹簧-摩擦摆三维隔震体系振动控制分析

doi: 10.6052/j.issn.1000-4750.2022.01.0101

景铭^1,,
韩庆华^{1, 2, 3,},
芦燕^{1, 2, 3, ,},
齐朋^{1, 4,}

1.
天津大学建筑工程学院，天津 300350
2.
中国地震局地震工程综合模拟与城乡抗震韧性重点实验室(天津大学)，天津 300350
3.
滨海土木工程结构与安全教育部重点实验室(天津大学)，天津 300350
4.
中建八局第一建设有限公司，山东，济南 250000

基金项目: 国家自然科学基金项目(U1939208，52022067)

详细信息

作者简介:
景　铭(1993−)，女，天津人，博士生，主要从事大跨空间结构振动控制的研究(E-mail: mjing@tju.edu.cn)

韩庆华(1971−)，男，山东人，教授，博士，主要从事钢结构及大跨空间结构的研究(E-mail: qhhan@tju.edu.cn)

齐　朋(1983−)，男，山东人，高工，学士，主要从事土木工程施工技术及管理研究(E-mail: 15398790@qq.com)

通讯作者:
芦　燕(1986−)，女，山西人，教授，博士，主要从事大跨空间结构抗震性能的研究(E-mail: yanlu86@tju.edu.cn)

中图分类号: TU352.1
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- 被引次数: 0
出版历程
- 收稿日期: 2022-01-21
- 修回日期: 2022-05-24
- 网络出版日期: 2022-06-25
- 刊出日期: 2023-11-25

VIBRATION CONTROL ANALYSIS OF THE AIR SPRING-FPS THREE-DIMENSIONAL ISOLATED STRUCTURE OF LARGE-SPAN SPATIAL STRUCTURE SUBJECTED TO LONG-PERIOD GROUND MOTIONS

JING Ming^1
,,
HAN Qing-hua^{1, 2, 3
,},
LU Yan^{1, 2, 3
, ,},
QI Peng^{1, 4
,}

1.
School of Civil Engineering, Tianjin University, Tianjin 300350, China
2.
Key Laboratory of Earthquake Engineering Simulation and Seismic Resilience of China Earthquake Administration (Tianjin University), Tianjin 300350, China
3.
Key Laboratory of Coast Civil Structure Safety of China Ministry of Education (Tianjin University), Tianjin 300350, China
4.
China Construction Eighth Engineering Bureau First Construction Co., Ltd, Jinan, Shandong 250000, China

摘要

摘要: 该文将新型空气弹簧-摩擦摆三维隔震支座应用于大跨单层球面网壳中，探讨了长周期地震动对三维隔震体系振动控制效果的影响规律。该三维隔震支座可有效降低结构在地震动作用下的响应，当地震动峰值加速度(PGA)相同时，普通地震动下的隔震效果最优，近断层脉冲型地震动下隔震效果次之，远场长周期地震动下隔震效果最差。该现象与长周期地震动与和长周期隔震结构之间的类共振效应有关。随着支座刚度的减小，普通地震动和近断层脉冲地震动作用下的隔震效果提高，远场长周期地震动作用下的隔震效果降低。远场长周期地震动低频分量丰富，其反应谱具有典型的双峰特性，导致结构响应在长周期段随结构周期的延长而增大。进行三维隔震设计时，建议传递比TR取值大于0.2，既保证隔震效果，又能控制三维隔震支座竖向位移响应在设计极限位移内。
- 三维隔震支座 /
- 长周期地震动 /
- 单层球面网壳 /
- 振动控制效果 /
- 节点加速度 /
- 杆件等效应力
Abstract: The seismic behavior of a large-span single-layer spherical reticulated shell with the novel air spring-FPS three-dimensional (3D) isolation bearing is investigated. The influence of long-period ground motions on the vibration control effect of the 3D isolated structure is discussed. The dynamic time-history analysis indicated that 3D isolation bearings can effectively reduce the structural seismic response under various ground motions. With the same peak ground acceleration (PGA), the isolation effect of ordinary ground motions is better than near-fault pulse-like ground motions and much better than far-field long-period ground motions. This phenomenon is related to the quasi-resonance effect between the long-period ground motions and the long-period isolated structures. With the decrease of the bearing stiffness, the isolation effect is improved for ordinary ground motion and near-fault pulse-like ground motion while it is reduced for far-field long-period ground motions. The abundant low-frequency characteristics of far-field long-period ground motion make its response spectra have bimodal characteristics, resulting in the increase of the structural response with the period prolongation. TR is suggested to be larger than 0.2 in order to not only obtain a good isolation effect but also limit the vertical bearing displacement with an allowable value for a three-dimensional isolated structure.
- three-dimensional isolation bearing /
- long-period ground motion /
- single-layer spherical reticulated shell /
- vibration control effect /
- nodal acceleration /
- member Mises stress

HTML全文

图 1 铰支座和三维隔震支座分布位置

Figure 1. Layout of hinged bearings and 3D isolation bearings

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图 2 空气弹簧-摩擦摆三维隔震支座

Figure 2. Air spring-FPS 3D isolation bearing

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图 3 摩擦摆分析模型

Figure 3. Analytical model of the FPS

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图 4 三维隔震支座水平力学模型

Figure 4. Mechanical model of the horizontal part of the 3D isolation bearing

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图 5 三维隔震支座竖向力学模型

Figure 5. Mechanical model of the vertical part of the 3D isolation bearing

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图 6 竖向隔震装置的理论模型

Figure 6. Theoretical model of vertical isolation device

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图 7 激励频率与支座竖向静位移关系

Figure 7. Relationship between the vertical static displacement and excitation frequency

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图 8 所选地震动基本特性

Figure 8. Basic characteristics of the ground motions

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图 9 反应谱对比

Figure 9. Comparison of the response spectra

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图 10 节点分布

Figure 10. Distribution of nodes

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图 11 普通地震动下平均节点峰值加速度

Figure 11. Mean of the nodal peak acceleration under ordinary ground motions

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图 12 近断层脉冲型地震动下平均节点峰值加速度

Figure 12. Mean of the nodal peak acceleration under near-fault pulse-like ground motions

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图 13 远场长周期地震动下平均节点峰值加速度

Figure 13. Mean of the nodal peak acceleration under far-field long-period ground motions

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图 14 不同地震动下平均杆件峰值等效应力

Figure 14. Mean of the member peak Mises stress under different ground motions

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图 15 El Centro、TCU068和ILA056作用下隔震支座水平位移时程曲线

Figure 15. Horizontal displacement time histories of the isolation bearing under El Centro, TCU068, and ILA056 ground motions

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图 16 滑面摩擦系数μ与滑面曲率半径R对节点峰值加速度的影响

Figure 16. Influence of friction coefficient of the sliding surface μ and radius of the sliding surface R on the nodal peak acceleration

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图 17 滑面摩擦系数μ与滑面曲率半径R对杆件峰值等效应力的影响

Figure 17. Influence of friction coefficient of the sliding surface μ and radius of the sliding surface R on the member peak Mises stress

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图 18 滑面摩擦系数μ与滑面曲率半径R对支座位移响应的影响

Figure 18. Influence of friction coefficient of the sliding surface μ and radius of the sliding surface R on the bearing displacement

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图 19 水平加速度反应谱及不同μ对应的结构水平自振周期

Figure 19. Horizontal acceleration response spectra and the values for the structural horizontal period corresponding to different μ

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图 20 TR对节点峰值加速度的影响

Figure 20. Influence of TR on the nodal peak acceleration

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图 21 TR对杆件峰值等效应力的影响

Figure 21. Influence of TR on the member peak Mises stress

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图 22 TR对支座位移响应的影响

Figure 22. Influence of TR on the bearing displacement

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图 23 竖向加速度反应谱以及不同TR对应的结构竖向自振周期

Figure 23. Vertical acceleration response spectra and the values for the structural vertical period corresponding to different TR

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表 1 所选地震动

Table 1. Selected ground motions

地震动类型	编号	台站	地震
普通	1	El Centro	Imperial Valley, USA
	2	Kakogawa	Kobe, Japan
	3	Northridge	Whittier Narrows, USA
	4	Taft	Kern County, USA
	5	Whittier Narrows	Whittier Narrows, USA
近断层脉冲型	6	TCU049	Chi-Chi, China
	7	TCU054	Chi-Chi, China
	8	TCU067	Chi-Chi, China
	9	TCU068	Chi-Chi, China
	10	TCU120	Chi-Chi, China
远场长周期	11	ILA003	Chi-Chi, China
	12	ILA004	Chi-Chi, China
	13	ILA005	Chi-Chi, China
	14	ILA056	Chi-Chi, China
	15	TCU010	Chi-Chi, China

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表 2 所选地震动下支座峰值位移

Table 2. Peak bearing displacement under the selected ground motions /mm

地震动		0.07 g			0.4 g
地震动		x向	y向	z向	x向	y向	z向
普通	El Centro	43.0	47.0	1.1	229.1	221.3	7.3
	Kakogawa	42.3	41.1	1.7	182.9	164.4	7.3
	Northridge	31.9	31.8	0.4	49.4	42.9	2.1
	Taft	42.5	39.0	2.0	130.3	113.6	7.2
	Whittier Narrows	31.9	31.8	0.2	49.4	42.9	1.8
	平均	38.3	38.1	1.1	128.2	117.0	5.2
近断层	TCU049	42.7	48.2	1.5	144.8	171.6	6.8
	TCU054	58.0	54.4	2.4	252.2	268.1	8.4
	TCU067	54.6	54.5	2.5	388.1	216.9	11.3
	TCU068	66.9	72.5	1.5	348.2	528.5	11.0
	TCU120	71.7	49.7	2.7	539.5	209.5	12.0
	平均	58.8	55.8	2.1	334.6	278.9	9.9
远场	ILA003	55.3	78.3	3.0	384.2	566.6	11.4
	ILA004	78.4	102.2	4.2	543.9	967.5	19.1
	ILA005	68.3	75.4	4.0	414.6	547.3	15.0
	ILA056	105.6	115.5	3.5	529.2	978.9	19.2
	TCU010	61.4	57.1	2.6	653.6	312.4	11.4
	平均	73.8	85.7	3.4	505.1	674.5	15.8

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表 3 三维隔震支座水平刚度

Table 3. Horizontal stiffness of the 3D isolation bearing /(kN/m)

μ	初始刚度			屈服后刚度
μ	R=1 m	R=1.5 m	R=2 m	R=1 m	R=1.5 m	R=2 m
0.01	6720	6720	6720	1680	1120	840
0.02	13440	13440	13440	1680	1120	840
0.03	20160	20160	20160	1680	1120	840
0.04	26880	26880	26880	1680	1120	840
0.05	33600	33600	33600	1680	1120	840
0.06	40320	40320	40320	1680	1120	840
0.07	47040	47040	47040	1680	1120	840
0.08	53760	53760	53760	1680	1120	840
0.09	60480	60480	60480	1680	1120	840
0.1	67200	67200	67200	1680	1120	840
注：R为滑面曲率半径。

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表 4 三维隔震支座竖向刚度

Table 4. Vertical stiffness of the 3D isolation bearing /(kN·m⁻¹)

TR	0.05	0.1	0.2	0.3	0.4
竖向刚度	11358	21684	39754	55044	68150

TR	0.5	0.6	0.7	0.8	0.9
竖向刚度	79508	89446	98216	106010	112985

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