The Influence of Equipment Location on Equipment-structure Interaction
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摘要: 为了研究设备所在楼层位置对设备-结构相互作用的影响，以某高层钢框架为例，将设备分别放置于结构顶层和底层设计了2种设备-结构体系模型，然后利用ANSYS有限元分析软件对整体模型进行地震响应时程分析。分析结果表明：在El Centro波、Taft波和人工波作用下，当设备频率与结构基频调谐时，设备-结构相互作用会令结构动力响应减小而设备动力响应显著增大；设备-结构相互作用的大小与设备所在楼层密切相关：顶层设备与结构间的相互作用比底层更加剧烈，这与位于不同楼层的设备间等效质量以及底端输入激励频谱的差异有关。Abstract: In order to study the influence of the location of equipment on equipment-structure interaction, a high-rise steel frame is taken as an example, in which the equipment is placed on the top of the structure and the bottom of the structure respectively. Two kinds of equipment-structure system models are designed, and the whole analytical model is established by using ANSYS program for the seismic response analysis. The results indicate that under the action of El Centro wave, Taft wave and artificial wave, the equipment-structure interaction reduces the dynamic response of the structure whereas the dynamic response of the equipment increases significantly when the equipment frequency and the structure fundamental frequency are tuned. The interaction between the equipment and the structure is closely related to the location of the equipment, and the interaction between the equipment located on the top floor and the structure is more intense than the equipment located at the bottom floor. This is because of the differences between the equivalent quality and the input excitation spectrum at the bottom of the equipment located on the different floors.
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图 4 地震动加速度时程曲线
Figure 4. Acceleration time history curves of earthquake ground motions
图 5 设备-结构体系前5阶自振频率
Figure 5. The first five-order frequencies of equipment-structure systems
图 6 结构顶层中心处最大水平位移响应曲线
Figure 6. Maximum horizontal displacement response curves at the top floor center of structure
图 7 设备顶点最大相对位移响应曲线
Figure 7. Maximum relative displacement response curves of equipment vertex
图 9 设备底部输入激励频率分析图
Figure 9. Frequency analysis of input excitation at the bottom of equipment
表 1 梁柱截面尺寸
Table 1. Sectional dimension of beam-column
构件 楼层 截面尺寸/mm 框架柱 1—4 H550×500×22×26 5—8 H500×450×18×22 9—10 H450×400×16×20 框架主梁 1—10 H500×450×20×22 次梁 1—10 H450×350×16×18 
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表 2 结构自振频率
Table 2. The natural frequency of structure
阶数 自振频率/Hz 1 0.8020 2 0.8992 3 1.0228 4 2.3037 5 2.6371
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表 3 El Centro波作用下λs1和λs2对比表
Table 3. Comparison of parameter λs1 and λs1 under El Centro wave
楼层 小震阶段 中震阶段 大震阶段 模型M1 模型M2 模型M1 模型M2 模型M1 模型M2 1 0.88 0.96 0.86 0.96 0.75 0.85 2 0.86 0.95 0.81 0.93 0.76 0.84 3 0.88 0.93 0.80 0.91 0.75 0.85 4 0.86 0.95 0.80 0.92 0.75 0.83 5 0.83 0.92 0.79 0.88 0.76 0.84 6 0.80 0.89 0.78 0.86 0.78 0.87 7 0.77 0.84 0.76 0.87 0.79 0.89 8 0.74 0.82 0.74 0.85 0.80 0.88 9 0.75 0.83 0.76 0.83 0.79 0.85 10 0.70 0.78 0.70 0.79 0.75 0.83
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