混联Ⅱ型惯容耗能减震结构响应及减震性能研究

李创第; 柴一格; 樊新宇; 王瑞勃; 葛新广

doi:10.21656/1000-0887.440325

混联Ⅱ型惯容耗能减震结构响应及减震性能研究

doi: 10.21656/1000-0887.440325

1.
广西科技大学土木建筑工程学院, 广西柳州 545006
2.
柳州工学院土木建筑学院, 广西柳州 545616

基金项目:

国家自然科学基金 51468005

广西重点研发计划桂科AB19259011

详细信息

作者简介:
李创第(1964-), 男, 教授, 博士(E-mail: lichuangdi1964@163.com)

通讯作者:
葛新广(1977-), 男, 讲师, 博士(通讯作者. E-mail: gxgzlr.2008@163.com)

中图分类号: TU311.3;O324
计量
- 文章访问数: 81
- HTML全文浏览量: 35
- PDF下载量: 9
- 被引次数: 0
出版历程
- 收稿日期: 2023-11-01
- 修回日期: 2024-10-11
- 刊出日期: 2025-02-01

Study on the Responses and Damping Performances of Series-Parallel- Ⅱ Inerter Systems'Dissipation Damping Structures

1.
School of Civil & Architectural Engineering, Guangxi University of Science and Technology, Liuzhou, Guangxi 545006, P.R.China
2.
College of Civil and Architectural Engineering, Liuzhou Institute of Technology, Liuzhou, Guangxi 545616, P.R.China

摘要

摘要: 针对多自由度混联Ⅱ型惯容对结构减震效果和可靠度的影响较为复杂的问题，运用功率谱二次分解法对该耗能结构的动力响应进行了研究. 通过复模态法将重构后的运动方程进行解耦，获得了结构位移及速度、结构层间位移及速度、层间剪力、层间位移角和惯容力等响应的频域统一解表达式. 运用功率谱二次分解法，获得了上述响应量的功率谱及谱矩的解析解. 以一栋16层的实际结构为例，验证了功率谱及谱矩的正确性. 最后，基于位移标准差和谱矩解析解探究了惯容系统参数对减震效果的影响，并对动力可靠度进行了分析. 验证了布置混联Ⅱ型惯容耗能结构具有良好的减震效果及可靠度.
- 混联Ⅱ型惯容系统 /
- 随机地震响应 /
- 复模态法 /
- 0~2阶谱矩 /
- Clough-Penzien谱
Abstract: Aimed at the complexity of the effects of the multi-degree-of-freedom series-parallel-Ⅱ inerter system (SPIS-Ⅱ) on the damping and reliability of structures, the dynamic responses of the energy dissipation structure were studied with the power spectrum quadratic decomposition method. The reconstructed equations of motion were decoupled with the complex modal method to obtain unified solution expressions in the frequency domain for the responses of structural displacements and velocities, structural inter-storey displacements and inter-storey velocities, inter-storey shear forces and inter-storey displacement angles. The analytical solutions of power spectrums and spectral moments of the above responses were obtained with the quadratic decomposition method for the power spectrum. With a 16-storey actual structure as an example, the correctness of the power spectrums and spectral moments was verified. Finally, based on the displacement standard deviation and the analytical solution of the spectral moments, the effects of the inertial system parameters on the structural damping were explored, and the dynamic reliability was analyzed. The results show that, the proposed SPIS-Ⅱ structure has good vibration damping effect and reliability.
- series-parallel-Ⅱ inerter system (SPIS-Ⅱ) /
- stochastic seismic response /
- complex modal method /
- 0th~2nd order spectral moments /
- Clough-Penzien spectrum

HTML全文

图 1 结构计算简图

Figure 1. The structural calculation diagram

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图 2 混联Ⅱ型惯容系统的计算简图

Figure 2. The diagram of the arrangement of SPIS-Ⅱ

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图 3 地震加速度功率谱

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Figure 3. Seismic acceleration power spectrums

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图 4 结构位移功率谱

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Figure 4. Structural displacement power spectrums

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图 5 结构层间位移功率谱

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Figure 5. Structural inter-layer displacement power spectrums

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图 6 层间剪力功率谱

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Figure 6. Structural inter-layer shear power spectrums

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图 7 位移0阶谱矩

Figure 7. Zero-order spectral moments of displacements

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图 8 位移1阶谱矩

Figure 8. First-order spectral moments of displacements

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图 9 位移2阶谱矩

Figure 9. Second-order spectral moments of displacements

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图 10 层间位移0阶谱矩

Figure 10. Zero-order spectral moments of interlayer displacements

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图 11 层间位移1阶谱矩

Figure 11. First-order spectral moments of interlayer displacements

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图 12 层间位移2阶谱矩

Figure 12. Second-order spectral moments of interlayer displacements

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图 13 惯容力0阶谱矩

Figure 13. Zero-order spectral moments of inertial forces

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图 14 惯容力2阶谱矩

Figure 14. Second-order spectral moments of inertial forces

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图 15 质量比μ_m对结构位移的影响

Figure 15. Effects of mass ratio μ_m on structure displacements

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图 16 频率比μ_ω对结构位移的影响

Figure 16. Effects of frequency ratio μ_ω on structural displacements

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图 17 阻尼比μ_ξ对结构位移的影响

Figure 17. Effects of damping ratio μ_ξ on structural displacements

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图 18 设置与未设置混联Ⅱ型惯容系统对比

Figure 18. Comparison of SPIS-Ⅱ systems with and without setting

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表 1 结构动力可靠度

Table 1. Structural dynamic reliability

floor	zero-order spectral moment /(10^-5·m²)	1st-order spectral moment /(10^-5·m²·s^-1)	2nd-order spectral moment /(10^-4·m²·s^-2)	structural dynamic reliability
1	1.289 89	5.307 92	4.336 70	0.999 999 99
2	2.172 01	8.082 16	5.464 36	0.996 745 34
3	1.977 02	6.554 71	3.715 54	0.998 281 83
4	4.350 01	13.256 9	6.515 65	0.987 597 19
5	4.033 20	11.933 6	5.538 19	0.993 317 28
6	3.701 03	10.880 3	4.980 16	0.996 953 28
7	3.370 76	10.083 5	4.686 89	0.998 896 34
8	3.046 64	9.470 34	4.537 06	0.999 720 98
9	2.725 98	8.953 31	4.437 67	0.999 960 07
10	2.404 80	8.480 55	4.360 38	0.999 997 70
11	2.079 13	8.043 30	4.366 77	0.999 999 97
12	1.740 31	7.594 79	4.531 23	0.999 999 99
13	1.370 18	6.907 11	4.716 54	1
14	0.952 46	5.567 50	4.399 76	1
15	0.510 79	3.386 29	3.026 79	1
16	0.145 52	1.048 24	1.014 54	1

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