Analysis of Structural Response by Using Strong Ground Motion Recordings from Middle and Far-field Small Earthquake Events
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摘要: 近年来我国布设的强震动观测结构台阵越来越多，并在数次地震中捕获了一批宝贵的观测记录，这些记录既是对应用日益广泛的结构数值模拟结果的检验和参数标定的依据，也是结构健康监测的重要数据。本文选取昆明防灾减灾中心大楼观测台阵捕获的3次中远场小震记录作为研究对象，对比ANSYS结构数值模拟和观测值之间在时程以及谱特性等方面的响应差别，证明了在弹性范围下二者结果具有较好的一致性。最后，基于观测记录，采用高效简单的经验谱比法进行了结构模态参数快速识别，3次地震下的自振频率计算结果相对稳定，与数值建模计算结果的差值可控制在0.17Hz以内。Abstract: With the rapid development of structural strong ground motion observatory arrays in China, series of recordings in structure were obtained over the years. These records are the basis for checking and calibrating the results of structural numerical simulation, which is widely used nowadays, and also important data for structural health monitoring. With the finite element analysis software ANSYS, we simulate the dynamic structural response for one typical frame-shear structure under three middle and far-field earthquake events. Our results are consistent with observation results in the amplitude, acceleration time-history and spectrum shape, of which the response is within the elastic range. Then the structural nature frequency are identified with the empirical spectral ratio method using recordings from three different earthquake events. The identification results are in good consistency in using observation data from three earthquake events. The corresponding error between numerical simulation and observed data is less than 0.17Hz.
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图 4 姚安地震各层加速度值
Figure 4. Simulated and observed acceleration time-histories at different floors in the Yao'an earthquake
图 5 姚安余震地震各层加速度值
Figure 5. Simulated and observed acceleration time-histories at different floors in the Yao'an aftershock
图 6 楚雄地震各层加速度值
Figure 6. Simulated and observed acceleration time-histories at different floors in the Chuxiong earthquake
表 1 梁、柱截面尺寸
Table 1. Section size for column and beam
层数 梁/mm 外柱/mm 内柱/mm 1—5 350×650 600×600 700×700 6—9 350×650 500×500 600×600 
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表 2 各地震事件相关参数
Table 2. Earthquake parameters of three events
地震事件 震级 震源深度/km 震中距/km 发生时间 B1层EW向PGA/cm·s-2 B1层NS向PGA/cm·s-2 姚安 6.3 6 175 2009年7月9日19时19分14秒 4.8 6.6 姚安余震 4.7 13 175 2009年7月9日20时57分31秒 1.2 1.1 楚雄 5.2 20 93 2010年2月25日12时56分51秒 1.9 2.2
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表 3 基于经验公式结构自振频率
Table 3. Structure natural frequency with empirical formula
自振频率/Hz 模拟值 张相庭经验公式 公茂盛修正公式 1阶 1.180 0.946 1.206 2阶 2.237 2.056 3阶 2.425 3.051
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表 4 基于谱比法下的结构自振频率
Table 4. Structural natural frequency identification result by using spectra ratio method
姚安 姚安余震 雄楚 模拟值 EW/V NS/V H/V EW/V NS/V H/V EW/V NS/V H/V 自振频率/Hz 1.221 1.685 1.685 1.270 1.343 1.306 1.343 1.086 1.086 1.180 相差值/Hz 0.041 0.505 0.505 0.09 0.163 0.126 0.163 -0.094 -0.094
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