Case study on seismic behavior of typical multistory light industrial building structures
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摘要:
立式轻工业建筑结构存在大跨度、高空重载及竖向质量分布不均匀等特点，为研究该结构形式的振动响应特征，以某典型立式轻工业生产车间为背景，建立了精细化三维非线性计算模型，通过有限元仿真技术对该结构形式开展抗震性能研究。结果表明：通过合理设计，立式轻工业建筑结构能满足结构抗震设计要求，结构损伤呈由外及里的发展过程，塑性铰分布规律表现为高层多，低层少，重载层多，非重载层少的特点，在抗震设计过程中，应将重载楼层视为薄弱层予以加固，对外侧抗风柱应设置水平及垂直支撑，以延缓内部承载构件的损伤破坏，提高结构的整体抗震性能。此外，当结构存在大质量比可变荷载时，应该考虑其质量变化对结构动力特性的影响；当设备质量占比较小时，可忽略设备与结构之间的相互作用，抗震分析时可采用设备-结构固结模型进行简化计算。
Abstract:Vertical light industrial building structures exhibit characteristics such as large spans, high-altitude loads, and uneven vertical mass distribution. In order to investigate the vibration response characteristics of this structural form, this paper takes a typical vertical light industrial production workshop as a background and establishes a refined three-dimensional nonlinear computational model. Seismic performance research on this structural form is conducted through finite element simulation technology. The results show that the structure can meet the structural seismic requirements through reasonable design. The structural damage spreads from the outside to the inside. The plastic hinges are distributed more at high levels and less in low levels, and more on heavy load layers and less on non-heavy load layers. In the seismic design process, the heavily loaded floors should be considered as weak floors to be reinforced, and the horizontal and vertical supports should be set in the outer wind-resistant columns to delay the damage of the internal load-bearing members and improve the seismic performance of the structure. In addition, when a large mass ratio variable load exists on the structure, the effect of mass variation on the structural dynamic properties should be considered. When the mass of the equipment is smaller, the interaction between the equipment and the structure can be ignored, and the consolidation model for equipment and structure can be used for simplified calculation during seismic analysis.
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图 1 某立式轻工业生产车间三维结构
Figure 1. Three-dimension graph of a multistory light industrial production workshop
图 2 某立式轻工业生产车间首层平面柱网
Figure 2. Planar column grid diagram of first floor of a multistory light industry production workshop
图 5 轻工业生产车间反应谱曲线对比
Figure 5. Comparison of response spectrum curves for light industry production workshops
图 6 轻工业生产车间地震下顶点A处位移时程曲线
Figure 6. Displacement response curves at point A in light industrial workshop under earthquake
图 7 生产车间顶点A、B处位移时程曲线对比
Figure 7. Displacement response curves at points A and B in light industrial workshop
图 9 轻工业生产车间在El波下第4层塑性铰分布
Figure 9. Plastic hinge distribution on the 4th floor under earthquake effects of El wave
图 10 3种地震波罕遇地震作用下顶点A处位移时程曲线对比
Figure 10. Comparison of displacement response curves at point A under rare earthquake effects of 3 seismic waves
图 11 El波形罕遇地震作用下结构塑性铰分布对比
Figure 11. Comparison of plastic hinge distribution in structures under rare earthquak effects with El wave
图 12 3种波作用下轻工业生产车间最大层间位移角
Figure 12. Maximus inter-story drift in light industrial workshop under 3 seismic waves
图 14 设备-结构固结模型与设备-结构弹簧模型振型对比
Figure 14. Comparison of modal analysis between equipment-structure fixed model and spring model
图 15 罕遇地震作用下顶点A处y方向的位移响应对比
Figure 15. Comparison of displacement response in y direction at point A under rare seismic excitation
图 16 设备-结构相互作用的最大层间位移角包络图
Figure 16. Envelop diagram of maximum inter-story drift due to equipment-structure interaction
图 17 罕遇地震作用下某处与设备相连梁的塑性铰分布
Figure 17. Distribution of plastic hinges in beams connected to equipment under rare seismic excitation
表 1 各层顶部楼板主要荷载分布
Table 1. Primary load distribution on top floors of each level
楼层 设备荷载/(kN·m−2) 生产资料等可变荷载/(kN·m−2) 设备区1 设备区2 设备区3 其他 设备区1 设备区2 设备区3 其他 1 30 25 20 15 3 3 3 3 2 10 5 3 25 20 15 3 3 3 4 10 3 
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表 2 生产线及电力厂房自振周期
Table 2. Natural period of vibration for production line and power plant
振型 自振周期/s 圆频率/Hz 振型 自振周期/s 圆频率/Hz 1阶 0.898 1.113 6 5阶 0.521 1.919 4 2阶 0.893 1.119 8 6阶 0.521 1.921 2 3阶 0.843 1.186 2 7阶 0.499 2.003 3 4阶 0.551 1.814 9 8阶 0.485 2.061 9
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表 3 不同工况下结构最大响应
Table 3. Maximum structural responses under various operating conditions
工况 最大顶层
位移/mm最大层间
位移/mm1/最大层间
位移角1/最大顶层
位角1/规范最大层间
位移角[23]是否满足
规范要求[23]薄弱
楼层Taft波（多遇地震） 12.09 5.78 2 684 3 674 800 是 2 El波（多遇地震） 12.13 5.79 2 675 3 663 800 是 2 人工波（多遇地震） 9.74 4.44 3 490 4 562 800 是 2 Taft波（罕遇地震） 57.42 30.88 516 774 50 是 4 El波（罕遇地震） 85.25 41.36 385 521 50 是 4 人工波（罕遇地震） 177.64 87.75 182 250 50 是 4
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表 4 罕遇地震作用下结构各层塑性铰数量
Table 4. Number of plastic hinges at each level of structure under severe earthquake
个 地震波 1层 2层 3层 4层 总数 梁 柱 梁 柱 梁 柱 梁 柱 Taft波 0 0 1 0 0 0 259 396 656 El波 0 0 23 0 10 0 187 451 671 人工波 10 0 71 0 84 0 203 173 541
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表 5 设备-结构固结模型与设备-结构弹簧模型频率、周期对比
Table 5. Comparison of frequency and period between equipment-structure fixed model and spring model
振型 频率/Hz 周期/s 设备-结构
固结模型设备-结构
弹簧模型设备-结构
固结模型设备-结构
弹簧模型1阶 1.113 6 1.113 3 0.898 0.898 2阶 1.119 8 1.119 5 0.893 0.983 3阶 1.186 2 1.185 3 0.843 0.844 4阶 1.814 9 1.814 7 0.551 0.551 5阶 1.919 4 1.918 5 0.521 0.521 6阶 1.921 2 1.919 0 0.521 0.521 7阶 2.003 3 2.002 9 0.499 0.499 8阶 2.061 9 2.061 2 0.485 0.485
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表 6 罕遇地震作用下结构各层塑性铰数量
Table 6. Number of plastic hinges at each level of structure under severe earthquake
个 地震波 1层 2层 3层 4层 总数 梁 柱 梁 柱 梁 柱 梁 柱 Taft波 0 0 1 0 0 0 245 396 642 El波 0 0 22 0 8 0 196 444 670 人工波 10 0 71 0 76 0 209 183 549
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