土-结构群相互作用体系地震响应振动台试验研究

王国波; 王垚; 王建宁; 董正方

doi:10.11899/zzfy20220401

土-结构群相互作用体系地震响应振动台试验研究

doi: 10.11899/zzfy20220401

1.
温州大学, 建筑工程学院, 浙江温州 325035
2.
中国机械工业集团有限公司, 北京 100080
3.
河南大学, 土木建筑学院, 河南开封 475004

基金项目: 国家自然科学基金（52078386、51678465）

详细信息

作者简介:
王国波，男，生于1979年。教授。主要从事工程结构动力分析的研究。E-mail：20190337@wzu.edu.cn

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- 文章访问数: 261
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- 被引次数: 0
出版历程
- 收稿日期: 2022-08-06
- 刊出日期: 2022-12-31

Shaking Table Test Study on Seismic Response of Soil-structure Cluster Interaction System

1.
College of Civil Engineering and Architecture, Wenzhou University, Wenzhou 325035, Zhejiang, China
2.
China National Machinery Industry Co., Ltd., Beijing 100080, China
3.
School of Civil Engineering and Architecture, Henan University, Kaifeng 475004, Henan, China

摘要

摘要: 设计并开展一系列土-结构群相互作用体系振动台试验，考虑结构数量、地震动类型与幅值等参数，研究土-结构群相互作用对结构及场地土响应的影响，并对模型土参数确定方法进行分析。研究结果表明，地表建筑物的存在并不总是减小自由场地面运动，但地面运动随着地表结构数量的增加而降低；土-结构群相互作用对位于结构群中心的结构响应影响最大，且会放大土体卓越频率附近的响应成分；不同评价指标之间具有不同的侧重点，但均可较好地评价结构群之间的相互作用；输入地震动的总能量越高，土-结构群相互作用越明显。
- 振动台试验 /
- 土-结构相互作用 /
- 结构-土-结构相互作用 /
- 土-结构群相互作用
Abstract: A series of shaking table tests of soil-structure (group) interaction systems are designed and implemented in the paper, the parameters such as the number of structures, and the type and amplitude of ground motion are considered to explore the influence of the SSCI effect on the structure and site soil response. And the methods to determine model soil parameters are discussed. The comparative analysis based on the test results shows that: (1) the existence of surface buildings does not always reduce the ground motion of the free field, but the ground motion decreases with the increase of the number of surface structures. (2) The SSCI effect has the greatest impact on the structural response at the center of the structure group, and it also will amplify the response components near the predominant frequency of the soil. (3) Different evaluation indicators have different emphases, However, they both can evaluate the interaction between structural groups well; (4) the higher the total energy of the input ground motion, the more obvious the SSCI effect.
- Shaking table test /
- Soil structure interaction /
- Structure soil structure interaction /
- Soil structure cluster interaction

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图 1 模型箱

Figure 1. Model box

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图 2 模型结构设计与制作示意

Figure 2. Model structure design and schematic diagram

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图 3 共振柱试验结果与拟合曲线

Figure 3. Resonant column test results and fitting curves

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图 4 土-结构群试验体系测点布置示意

Figure 4. Monitor layout of soil-structure cluster test systems

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图 5 输入地震波时程及频谱曲线

Figure 5. Time histories and Fourier spectrums of the input seismic wave

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图 6 不同地震动激励下测点A5的峰值加速度对比

Figure 6. Comparison of the peak acceleration at the A5 under different seismic excitations

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图 7 不同地震动激励下测点A5的I_a值对比

Figure 7. Comparison of the Arias intensity at the A5 under different seismic excitations

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图 8 输入地震动I_a值

Figure 8. Arias intensity of input seismic waves

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图 9 不同地震动激励下测点A5的加速度响应谱

Figure 9. Acceleration spectrums of A5 under different excitations

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图 10 中心结构顶部峰值加速度对比

Figure 10. Comparison of the peak acceleration at the roof of central buildings under different excitations

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图 11 中心结构顶部傅里叶谱

Figure 11. Fourier spectrums of the central building roof

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图 12 中心结构顶部的位移时程曲线

Figure 12. Displacement time histories of the central building roof

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图 13 中心结构顶部的峰值位移对比

Figure 13. Comparison of peak displacements of the central building roof

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表 1 相似系数与相似关系

Table 1. Similarity coefficient and similarity relation

特征类型	物理量	相似关系	相似系数
几何特征	几何尺寸	S_L	1/30
材料特征	弹性模量	S_E	0.462
	等效密度	S_ρ=S_E/（S_aS_L）	6.923
	应变	S_ε= S_σ/ S_E	1
	应力	S_σ	0.462
	质量	S_m= S_σS_L²/ S_a	0.000 256
动力特征	时间	S_t = S_L/ （S_E / S_ρ）^−0.5	0.129
	频率	S_f = S_L^−0.5S_a^0.5	7.746
	位移	S_L	1/30
	速度	S_v= （S_L/ S_a）^0.5	0.258
	加速度	S_a	2

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表 2 加载工况

Table 2. Test loading cases

编号	自由场		土-1个地表结构		土-3个地表结构		土-5个地表结构
编号	输入波	地震动峰值加速度PGA/g	输入波	地震动峰值加速度PGA/g	输入波	地震动峰值加速度PGA/g	输入波	地震动峰值加速度PGA/g
1	WN	0.05	WN	0.05	WN	0.05	WN	0.05
2	EL	0.1	EL	0.1	EL	0.1	EL	0.1
3	BJ	0.1	BJ	0.1	BJ	0.1	BJ	0.1
4	NR	0.1	NR	0.1	NR	0.1	NR	0.1
5	EL	0.2	EL	0.2	EL	0.2	EL	0.2
6	BJ	0.2	BJ	0.2	BJ	0.2	BJ	0.2
7	NR	0.2	NR	0.2	NR	0.2	NR	0.2

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