RESEARCH ON SEISMIC RESILIENCE ASSESSMENT METHOD OF COMPLEX BUILDINGS BASED ON COMPONENT DAMAGE STATES
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摘要: 传统建筑抗震韧性评价方法根据层间位移角判断结构构件损伤状态，适用于规则结构。为增强其对没有层概念的空间结构的适用性，提高楼层变形不均匀、扭转不规则结构的构件损伤状态判断的准确性，使之可以更灵活地适用于复杂建筑，该文采用基于材料应力-应变或构件转角的构件性能评价方法来判断构件损伤状态。以构件损伤状态为原始样本，通过对原始样本矩阵扩充产生大量构件损伤状态模拟样本，采用蒙特卡洛方法计算大量模拟样本的修复费用、修复时间及人员伤亡指标并进行概率分析得出韧性评价指标。为考虑地震动数目及非线性时程分析结果的离散性对抗震韧性评价指标的影响，评估韧性评价结果的可靠性，推导了韧性评价指标给定置信水平的置信区间的简化算法。通过一复杂框架剪力墙结构案例，验证了该文韧性评价方法的合理性与可行性。Abstract: Determining component damage states according to story drift ratio, the traditional seismic resilience assessment method of buildings is suitable for regular structures. In order to enhance its applicability to space structures without the concept of stories, improve the accuracy of determining component damage states of structures with uneven story deformation or irregular torsion, and make it more flexible for complex buildings, component performance evaluation methods based on material stress and strain or component rotation angle are adopted to determine component damage states. Taking the component damage states as the original samples, a large number of simulation samples of component damage states are generated by expanding the original sample matrix. Monte Carlo method is used to calculate the repair cost, repair time and casualties of the simulated samples, and the resilience assessment index is obtained by probability analysis. In order to consider the influences of the number of ground motions and the dispersion of nonlinear time-history analysis results on seismic resilience assessment index, and to evaluate the reliability of seismic resilience assessment results, a simplified confidence interval algorithm at a given confidence level of resilience assessment index is derived. Through a complex frame-shear wall structure case, the rationality and feasibility of the seismic resilience assessment method are verified.
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图 11 修复费用指标累积概率分布曲线
Figure 11. Cumulative probability distributions of repair cost index
表 1 统计特征对比
Table 1. Comparison of statistical characteristics
/(%) 时程分析 样本 对数均值 对数标准差 84分位值 4组人工模拟+7组
实际强震记录原始小样本 3.3608 0.4592 45.5 模拟大样本 3.3114 0.4184 41.6 11组人工模拟地震动 原始小样本 3.0711 0.193 26.1 模拟大样本 3.0193 0.1451 23.7 
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表 2 不同地震动数目的$ C $值和$ {C^S} $值
Table 2. The $ C $ and $ {C^S} $of different number of ground motions
参数 地震动数目 11 20 30 40 50 100 $ C $ 3.13 2.13 1.80 1.65 1.55 1.35 $ {C^S} $ $ S = 0.1 $ 1.12 1.08 1.06 1.05 1.04 1.03 $ S = 0.2 $ 1.26 1.16 1.13 1.10 1.09 1.06 $ S = 0.3 $ 1.41 1.25 1.19 1.16 1.14 1.09 $ S = 0.4 $ 1.58 1.35 1.27 1.22 1.19 1.13 $ S = 0.5 $ 1.77 1.46 1.34 1.28 1.25 1.16 $ S = 0.6 $ 1.98 1.57 1.42 1.35 1.30 1.20
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