基于颗粒阻尼器的多鼓型古柱抗震性能研究

周占学; 于爽; 郭帅; 黄晓峥; 周小龙

doi:10.11899/zzfy20220219

基于颗粒阻尼器的多鼓型古柱抗震性能研究

doi: 10.11899/zzfy20220219

周占学^{1, 2,},
于爽¹,
郭帅¹,
黄晓峥¹,
周小龙¹

1.
河北建筑工程学院, 河北张家口 075000
2.
河北省土木工程诊断、改造与抗灾重点实验室, 河北张家口 075000

基金项目: 住房和城乡建设部项目（2016-K5-007）；河北省高等学校青年拔尖人才计划（BJ2020010）；校研究生创新基金（XY2021170）；张家口科技局项目（2121042D）

详细信息

作者简介:
周占学，男，生于1973年。教授。主要从事结构抗震与振动控制方面的研究。E-mail：zhanxuez@163.com

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出版历程
- 收稿日期: 2021-11-05
- 刊出日期: 2022-06-30

Research on Seismic Performance of Multi-drum Ancient Columns Based on Particle Dampers

1.
Hebei University of Architecture, Zhangjiakou 075000, Hebei, China
2.
Hebei Key Laboratory of Diagnosis, Reconstruction and Anti-disaster of Civil Engineering, Zhangjiakou 075000, Hebei , China

摘要

摘要: 为保护地震作用下历史遗迹帕特农神庙多鼓石柱，提出将破损的石鼓替换为填充颗粒的空鼓，以减轻多鼓石柱动力响应。本文基于PFC3D与FLAC3D软件，实现了离散-有限耦合作用，模拟了附有颗粒阻尼器帕特农神庙多鼓型石柱，研究了颗粒阻尼器对帕特农神庙石柱的减震效果，并分析地震强度、频率、阻尼器位置等因素对减震效果的影响。研究结果表明，将颗粒阻尼器替换破损的空鼓，PFC3D与FLAC3D耦合计算结果与试验结果基本一致，减震效果显著，说明耦合分析方法研究颗粒阻尼器抗震性能具有较高的可靠性；地震强度不同时，分层颗粒阻尼器仍可较好地耗散能量；颗粒阻尼器对结构的减震性能受激励频率的影响显著，频率越高，减震效果越好；颗粒阻尼器布置在古柱中上部减震效果优于布置在古柱下部。
- 古建筑 /
- 多鼓石柱 /
- 颗粒阻尼器 /
- 减震控制 /
- 抗震性能
Abstract: In order to protect the multi drum stone column of Parthenon temple under earthquake, it is proposed to replace the damaged stone drum with an empty drum filled with particles to reduce the dynamic response of the multi drum stone column. Based on PFC3D and FLAC3D platforms, this paper realizes the discrete finite joint action, simulates the multi drum stone column of Parthenon temple with particle damper, explores the damping effect of particle damper on the stone column of Parthenon temple, and studies the factors affecting the damping effect of particle damper, such as seismic intensity, frequency, damper position and so on. The results show that the coupling results of PFC3D and FLAC3D are basically consistent with the experimental results, and the damping effect is remarkable, which shows that the coupling analysis method has high reliability in studying the seismic performance of particle damper; When the earthquake intensity is different, the layered particle damper can still dissipate energy better; The damping performance of particle damper is significantly affected by the excitation frequency. The higher the frequency, the better the damping effect; The damping effect of the damper arranged at the upper end of the ancient column is better than that arranged at the lower part of the ancient column. The results of the study are of reference to the earthquake-resistant protection of similar stone-type ancient buildings in China.
- Historic buildings /
- Multi drum stone column /
- Particle damper /
- Damping control /
- Seismic performance

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图 1 附着于FLAC3D模型元素上的1个wall单元

Figure 1. A wall element attached to the elements of the FLAC3D model

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图 2 帕特农神庙及古柱模型

Figure 2. Temple of Parthenon and model of Stone Column

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图 3 Kalamata地震波

Figure 3. Kalamata wave

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图 4 仿真分析与试验结果对比

Figure 4. Comparison between simulation analysis and experimental results

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图 5 顶鼓滞回曲线

Figure 5. Bulging hysteretic curve

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图 6 傅里叶幅值谱

Figure 6. Fourier amplitude spectrum

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图 7 不同地震波作用下的损耗能量分布

Figure 7. Energy loss distribution under different seismic waves

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图 8 模型各层结构加速度响应

Figure 8. Acceleration response of each layer of the model

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图 9 模型各层结构位移响应

Figure 9. Displacement response of each layer of the model

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图 10 A、B柱（单位：毫米）

Figure 10. Ancient pillars A and B（Unit：mm）

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图 11 A柱各层峰值加速度和峰值位移响应曲线

Figure 11. Response curve of peak acceleration and peak displacement of each layer of column A

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图 12 B柱各层峰值加速度和峰值位移响应曲线

Figure 12. Response curve of peak acceleration and peak displacement of each layer of column B

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表 1 不同地震强度下结构顶鼓加速度和位移响应

Table 1. Acceleration and displacement response of the structure with different earthquake intensity

地震波类型	加速度幅值/g	阻尼器位置	加速度峰值/$ \mathit{g} $	加速度均方根/$ \mathit{g} $	位移峰值/ mm	位移均方根/mm	无阻尼器加速度均方根/$ \mathit{g} $	无阻尼器位移均方根/mm	加速度均方根减震率/%	位移均方根减震率/%
Kalamata1986	0.245	顶鼓	1.044 49	0.212 76	13.526 0	1.926	0.264 42	2.889 0	13.9	33.3
	0.200	顶鼓	0.694 80	0.100 40	7.717 2	1.718	0.166 30	2.583 9	39.6	31.0
	0.100	顶鼓	0.458 66	0.084 55	5.885 0	0.942	0.114 54	1.318 8	26.2	28.5
	0.050	顶鼓	0.250 91	0.047 46	3.451 0	0.093	0.064 07	0.126 2	25.9	25.8

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表 2 不同激励频率下结构顶鼓加速度和位移响应

Table 2. Acceleration and displacement responses of the structure with different excitation frequencies

地震波类型	加速度幅值/g	阻尼器位置	加速度峰值/$ \mathit{g} $	加速度均方根/$ \mathit{g} $	位移峰值/ mm	位移均方根/mm	无阻尼器加速度均方根/$ \mathit{g} $	无阻尼器位移均方根/mm	加速度均方根减震率/%	位移均方根减震率/%
宁河波	0.2	顶鼓	0.589 5	0.089 9	7.100 8	1.621 0	0.119 3	2.133 0	24.6	24.0
Kobe波	0.2	顶鼓	0.621 3	0.094 6	7.487 8	1.513 7	0.146 8	2.300 8	35.5	34.2
Kalamata波	0.2	顶鼓	0.694 8	0.100 4	7.717 2	1.718 2	0.166 3	2.583 9	39.6	31.0

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