Shaking Table Test of Model Structure with Viscous Dampers Subjected to Random Earthquake Ground Motions
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摘要:为研究随机激励作用时粘滞阻尼器在结构中的实际减振效果，开展了随机地震动作用下粘滞阻尼减震结构振动台试验研究. 振动台试验中，采用基于物理随机地震动模型生成的地震动样本作为台面输入. 通过对有控和无控模型结构响应的均值、标准差以及概率密度函数等进行比较，系统分析了粘滞阻尼器的消能减震效果. 结果表明：有控模型结构层间位移响应显著减小，楼层剪力均方根值取得一定的减振效果，而大多数楼层绝对加速度响应出现不同程度增大；随机地震动作用下模型结构动力响应的变异性显著，且不同试验地震动样本输入时粘滞阻尼器取得的减振效果不同；粘滞阻尼器-钢支撑系统工作时能给被控结构提供一定的附加刚度和附加阻尼，使得结构动力特性产生变化，进而改变结构地震响应；有控模型结构底层位移响应的均值及标准差在地震动作用时段内均显著减小，且底层位移响应在各时刻的概率密度函数的分布宽度及其形态较无控时发生明显变化.Abstract:To investigate the control efficiency of structures installed with viscous dampers subjected to random excitations, shaking table tests on vibration control of a randomly base-driven structure with and without dampers, were conducted. In the experiments, the base excitation was represented by a physical stochastic ground motion model. By comparing the probabilistic characteristics of the responses of the controlled and uncontrolled structures, such as the mean, standard deviation, and the probability density function, the seismic mitigation effect of viscous dampers was systematically analysed. The results show that the interstory drifts of the controlled structure are obviously smaller than those in the uncontrolled cases, and interstory shear forces are reduced to some extent in the root-mean-square sense, while absolute accelerations of most floors increase to different degrees. It was also found that the variability of dynamic responses of the model structure subjected to random earthquake ground motions is very significant, and the control efficiency is different when various representative time histories of ground accelerations are adopted as seismic inputs. Moreover, the working viscous damper-steel support system can provide additional stiffness and damping to the controlled structure, and thus make the structural dynamic characteristics change, which leads to a change in the structural seismic response. Finally, the mean and standard deviation of the bottom floor displacements of the controlled structure are considerably mitigated throughout the whole duration of ground motions, and the distribution width and shape of the probability density function of the displacements at each moment of time, change significantly compared with those in the uncontrolled cases.
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图 1两条典型地震动加速度时程及傅里叶幅值谱
Figure 1.Two typical histories of ground accelarations and their Fourier amplitude spectra
图 2均值参数地震动加速度时程及傅里叶幅值谱（W000）
Figure 2.Time history of mean-valued ground motion and its Fourier amplitude spectrum (W000)
图 6各楼层绝对加速度响应幅频特性曲线（工况1）
Figure 6.Amplitude-frequency curves of absolute acceleration responses of each story (Case 1 inTable 2)
图 10有控及无控时试验模型均方根响应
Figure 10.RMS responses of test structure with and without control
图 11W079输入时试验模型典型动力响应对比
Figure 11.Comparison of typical responses of test structure subject to ground acceleration W079
图 12W101输入时试验模型典型动力响应对比
Figure 12.Comparison of typical responses of test structure subject to ground acceleration W101
图 13顶层绝对加速度响应幅频特性曲线
Figure 13.Amplitude-frequency curves of absolute acceleration of the top floor
图 14典型峰值响应减振率的概率分布
Figure 14.Probability distributions of vibration-reduction ratios of typical peak responses
图 15典型均方根响应减振率的概率分布
Figure 15.Probability distributions of vibration-reduction ratios of typical RMS responses
图 16典型动力响应均值及标准差时程对比
Figure 16.Comparison of time histories of mean and standard deviation of typical responses
图 17底层位移在典型时段的概率密度演化曲面（3.4~3.8 s）
Figure 17.PDF surfaces of interstory drifts of the first floor in the interval 3.4~3.8 s
图 18底层位移在两个典型时刻的概率密度函数
Figure 18.PDFs of interstory drift of the first floor at two typical instants of time
表 1随机地震动模型的相关参数
Table 1.Parameters of the stochastic ground motion model
对象 基底幅值 场地基本频率 场地等价
阻尼比初始
相角均值 0.25 m•s–1/2 20.0 rad•s–1 0.7 π 变异系数 0.0 0.4 0.3 1.2 
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表 2振动台试验工况
Table 2.Experimental program of shaking table test
工况 地震动输入 地震动加速度峰值/(m•s–2) 备注 1 W000 1.00 无控 2~121 W001~W120 最小值0.39；最大值2.30；
均值1.09；标准差0.31有控 122~241 W001~W120 最小值0.39；最大值2.30；
均值1.09；标准差0.31无控 242 W000 1.00 无控 下载:
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表 3典型动力响应减振率的均值和标准差
Table 3.Means and standard deviations of vibration-reduction ratios of typical responses
典型动力响应 减振率 均值 标准差 底层位移峰值 0.731 0.045 顶层绝对加速度峰值 – 0.382 0.245 底层位移均方根值 0.801 0.032 顶层绝对加速度均方根值 – 0.071 0.141 下载:
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