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首页> 外文期刊>Earthquake Engineering & Structural Dynamics >Estimation of inelastic seismic deformations in asymmetric multistorey RC buildings
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Estimation of inelastic seismic deformations in asymmetric multistorey RC buildings

机译：非对称多层RC建筑物中非弹性地震变形的估算

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Four real buildings with three to six stories, strong irregularities in plan and little engineered earthquake resistance are subjected to inelastic response-history analyses under 56 bidirectional EC8-spectra-compatible motions. The average chord rotation demand at each member end over the 56 response-history analyses is compared to the chord rotation from elastic static analysis with inverted triangular lateral forces or modal response spectrum analysis. The storey-average inelastic-to-elastic-chord-rotation-ratio was found fairly constant in all stories, except when static elastic analysis is applied to buildings with large higher mode effects. Except for such buildings, static elastic analysis gives more uniform ratios of inelastic chord rotations to elastic ones within and among stories than modal response spectrum analysis, but generally lower than 1.0. With increasing EPA the building-average inelastic-to-elastic-chord-rotation-ratio decreases but scatter in the results increases. Static elastic analysis tends to overestimate the inelastic torsional effects at the flexible or central part of the torsionally flexible buildings and underestimate them at their stiff side. Modal response spectrum analysis tends to overestimate the inelastic torsional effects at the stiff or central part of the torsionally stiff buildings and underestimate them at the flexible side. Overall, for multistorey RC buildings that typically have fundamental periods in the velocity-sensitive part of the spectrum, elastic modal response spectrum analysis with 5% damping gives on average unbiased and fairly accurate estimates of member inelastic chord rotations. If higher modes are not significant, elastic static analysis in general overestimates inelastic chord rotations of such buildings, even when torsional effects are present.
机译：在56个双向EC8光谱兼容运动下，对四层具有三到六层楼高，计划上的不规则性很强且工程抗震性很小的真实建筑物进行非弹性响应历史分析。将经过56次响应历史分析的每个成员端的平均弦旋转需求与通过使用静力静力分析和反向三角侧向力或模态响应谱分析得出的弦旋转进行比较。在所有楼层中，发现楼层平均非弹性与弹性弦的旋转比率相当恒定，除非将静态弹性分析应用于具有较大较高模态效果的建筑物。除此类建筑物外，静态弹性分析提供的非弹性弦旋转与层内和层之间的弹性旋转之比比模态响应谱分析更均匀，但通常低于1.0。随着EPA的增加，建筑平均非弹性与弹性弦旋转比减小，但结果分散性增大。静态弹性分析往往会高估扭转柔性建筑中挠性或中心部分的非弹性扭转效应，而低估其刚性侧的非弹性扭转效应。模态响应谱分析倾向于高估抗扭刚度建筑物的刚性或中心部分的非弹性扭转效应，而低估挠性侧的非弹性扭转效应。总体而言，对于通常在频谱速度敏感部分中具有基本周期的多层RC建筑物，采用5％阻尼的弹性模态响应频谱分析可以平均无偏且相当准确地估计构件的无弹性弦旋转。如果较高的模式不重要，则即使存在扭转效应，弹性静力分析通常也会高估此类建筑物的无弹性弦旋转。

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