考虑余震和耗能梁损伤的K-EBF结构抗震性能分析  

Seismic performance of K-EBF structures considering aftershock sequences and link failure

作　　者：于海丰[1] 朱怿凡 方斌 靳天姣 马康 李勇 YU Haifeng;ZHU Yifan;FANG Bin;JIN Tianjiao;MA Kang;LI Yong(School of Civil Engineering,Hebei University of Science and Technology,Shijiazhuang,Hebei 050018,China;Hebei Province Green Building Promotion and Construction Engineering Standards Compilation Center,Shijiazhuang,Hebei 050051,China)

机构地区：[1]河北科技大学建筑工程学院,河北石家庄050018 [2]河北省绿色建筑推广与建设工程标准编制中心,河北石家庄050051

出　　处：《河北科技大学学报》2024年第5期518-529,共12页Journal of Hebei University of Science and Technology

基　　金：国家自然科学基金(51208169);河北省自然科学基金(E2021208010,E2023208069,E2023208080);中央引导地方科技发展资金项目(236Z5408G)。

摘　　要：针对构件失效会改变结构原有受力状态,同时建筑物可能会因余震的影响而产生严重破坏甚至倒塌的问题,研究了耗能梁构件损伤失效和余震对K形偏心支撑钢框架(K-EBF)结构抗震性能的影响。对12层和18层K-EBF结构算例以最大层间位移角为地震需求参数,峰值地震加速度(PGA)为地震动强度参数进行了增量动力分析、结构易损性分析和抗倒塌性能评估。结果表明:同时考虑余震以及耗能梁损伤失效与均不考虑相比,12层和18层结构在设防地震时的最大层间侧移角θ_(max)分别增大2.3%和8.4%,重度损伤失效概率分别增大0.6%和2.8%;罕遇地震时的θ_(max)分别增大21.0%和42.1%,重度损伤失效概率分别增大11.6%和19.4%;另外,12层和18层结构的最小抗倒塌储备系数分别下降了32.1%和31.2%;总体上,余震会加剧结构损伤累积,其对结构的影响程度会随地震动强度的变大而增加;在考虑耗能梁构件损伤失效后,结构不同极限状态下失效概率会进一步增大,造成结构的最小抗倒塌储备系数进一步下降;因此,在K-EBF结构抗震性能分析时应充分考虑余震和耗能梁损伤失效所造成的影响,以真实反映结构地震作用下的响应。将耗能梁的损伤失效和余震的影响同时纳入考虑范围可更全面地分析K-EBF结构的抗震性能,为抗震设计提供更可靠的依据。Aiming at the problems that the failure of members can change the stress state of the structure,and the building may be severely damaged or even collapsed due to aftershock sequences,the effect of aftershock sequences and link failure on the seismic performance of K-eccentrically braced steel frames(K-EBF)was investigated.Incremental dynamic analysis,fragility analysis,and collapse-resistant performance evaluations of 12-story and 18-story K-EBF were conducted by using the maximum inter-story drift as the seismic demand parameter and peak seismic acceleration as the ground motion intensity parameter.The results show that compared with non-considering the effect of aftershock sequences and link failure,under the fortification earthquakes,the two factors(aftershock sequences and link failure)make theθ_(max) of the 12-story and 18-story K-EBF structures increase by 2.3%and 8.4%,and the probability of severe damage increase by 0.6%and 2.8%,respectively;Under rare earthquakes,theθ_(max) of the 12-story and 18-story K-EBF structures increase by 21.0%and 42.1%,and the probability of severe damage failure increase by 11.6%and 19.4%,respectively;In addition,the minimum structural collapse reserve factor decreases by 32.1%and 31.2%for 12-story and 18-story structures,respectively;Overall,aftershock sequences will aggravate the structure damage accumulation,and the negative effect on the structure increases with the intensity of the earthquakes;The failure probabilities of different limit state will further increase after considering the link failure,which will result in a further decrease with the minimum structural collapse reserve factor;Therefore,the effects caused by aftershock sequences and link failure should be fully considered in the seismic performance analysis of K-EBF to reveal the structural real dynamic response under earthquakes.Taking both the damage failure of link failure and the effect of aftershocks into consideration can comprehensively analyze the seismic performance of K-EBF structures,which provide

关 键 词：结构设计 偏心支撑结构 主余震 抗倒塌性能 易损性分析 耗能梁失效 

分 类 号：TU391[建筑科学—结构工程]