震损RC框架建模方法与剩余抗震能力评估
引用文献：
马高 刘欢. 震损RC框架建模方法与剩余抗震能力评估[J]. 建筑结构，2023，48（13）：13-20.
MA Gao LIU Huan. Modeling method and residual seismic performance assessment of earthquake-damaged RC frame structures[J]. Building Structure，2023,48（13）：13-20.
摘要：为给震后损伤建筑的处理决策提供理论依据，对损伤RC框架结构剩余抗震能力展开研究。通过对大量RC柱的拟静力试验数据进行回归分析，提出考虑强度、刚度和延性退化的损伤塑性铰三折线恢复力模型的确定方法。基于OpenSees仿真平台，建立损伤程度逐渐增大的D1～D5框架的数值模型，分别选取基于结构易损性的倒塌储备系数CMR和基于能力谱的性能冗余率SPI作为量化震损结构抗震能力残余率的指标进行分析。结果表明：RC框架结构抗震能力的降低速率与损伤程度呈正相关；框架由中等损伤D3转变为严重损伤D4～D5时，CMR分别为完好结构的0.92、0.85和0.76,SPI的残余率R分别为0.85、0.72和0.47;易损性分析与性能冗余率分析这两种方法相比，易损性分析时采用的层间位移角限值实质为衡量完好结构的指标，而性能冗余率分析直接以承载力和变形能力降低的损伤结构的能力谱为基础，对抗震能力残余率的评估更加准确且计算更简便。
关键词：震损钢筋混凝土框架结构；剩余抗震能力；塑性铰模型；易损性；性能冗余率；
基金：湖南省创新平台与人才计划项目(2021RC3041)；国家自然科学基金项目(52278498、51878268)。
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[17] 吕大刚，李晓鹏，王光远.基于可靠度和性能的结构整体地震易损性分析[J].自然灾害学报，2006,15(2):107-114.
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[3] CHUNG Y S,PARK C K,MEYER C.Residual seismic performance of reinforced concrete bridge piers after moderate earthquakes[J].ACI Structural Journal,2008,105(1):87.
[4] MARDER K,MOTTER C,ELWOOD K J,et al.Testing of 17 identical ductile reinforced concrete beams with various loading protocols and boundary conditions[J].Earthquake Spectra,2018,34(3):1025-1049.
[5] MARDER K,ELWOOD K J,MOTTER C J,et al.Post-earthquake assessment of moderately damaged reinforced concrete plastic hinges[J].Earthquake Spectra,2020,36(1):299-321.
[6] 黄义龙.既有损伤结构地震反应分析与抗震性能评估[D].上海：同济大学，2008.
[7] 周小龙，李英民.钢筋混凝土框架结构地震损伤分析模型确定方法[J].土木工程学报，2014,47(S2):280-285.
[8] DI LUDOVICO M,POLESE M,D’ARAGONA M G,et al.A proposal for plastic hinges modification factors for damaged RC columns[J].Engineering Structures,2013,51:99-112.
[9] 郝霖霏，前田匡树，谭平，等.基于性能冗余率的震损混凝土结构残余抗震性能评价[J].建筑结构学报，2020,41(8):29-39.
[10] 日本建築防災協会.震災建築物の被災度区分判定基準及び復旧技術指針[S].東京：日本建築防災協会，2015.
[11] PARK R.Ductility evaluation from laboratory and analytical testing[C]//Proceedings of the 9th world conference on earthquake engineering.Tokyo-Kyoto,1988,8:605-616.
[12] 曲哲，叶列平.基于有效累积滞回耗能的钢筋混凝土构件承载力退化模型[J].工程力学，2011,28(6):45-51.
[13] 马高，孙熠辉，李惠.单自由度体系残余位移分析及损伤评价[J].地震工程与工程振动，2017,37(5):109-117.
[14] FIB.Displacement-based seismic design of reinforced concrete buildings[M].Lausanne:International Federation for Structural Concrete,2003.
[15] PARK Y J,ANG A H S.Mechanistic seismic damage model for reinforced concrete[J].Journal of Structural Engineering,1985,111(4):722-739.
[16] TAKEMURA H,KAWASHIMA K.Effect of loading hysteresis on ductility capacity of reinforced concrete bridge piers[J].Journal of Structural Engineering,1997,43(43):849-858.
[17] 吕大刚，李晓鹏，王光远.基于可靠度和性能的结构整体地震易损性分析[J].自然灾害学报，2006,15(2):107-114.
[18] 叶列平，陆新征，赵世春，等.框架结构抗地震倒塌能力的研究——汶川地震极震区几个框架结构震害案例分析[J].建筑结构学报，2009,30(6):67-76.
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Modeling method and residual seismic performance assessment of earthquake-damaged RC frame structures
Abstract: In order to provide a theoretical basis for the treatment and decision of post-earthquake damaged buildings, the residual seismic capability of damaged reinforced concrete(RC) frame structures have been investigated. Based on the regression analysis of the pseudo-static test data of a large number of RC columns, a method for determining the three-fold restoring force model of the damaged plastic hinge considering the degradation of strength, stiffness and ductility was proposed. Based on the OpenSees simulation platform, the numerical models of the frames with increasing damage level from D1 to D5 were established. The collapse reserve coefficient CMR based on the structural fragility and performance redundancy rate SPI based on the capacity spectrum were selected to calculate the seismic capacity residual ratio of the structure with earthquake damage. The results show that the reduction rate of the seismic capability of the RC frame structure is positively correlated with the degree of damage. When the frame structural damage level varied from moderate damage D3 to severe damage D4～D5, the CMR is 0.92, 0.85 and 0.76 of that of the undamaged structure, and the residual rate R of SPI is 0.85, 0.72 and 0.47, respectively. Comparing the two methods of fragility analysis and performance redundancy rate analysis, the allowable value of inter-story drift ratio index used in the fragility analysis is essentially applicable to undamaged structure. While performance redundancy rate analysis is directly based on the capacity spectrum of damaged structures with reduced bearing capacity and deformation capacity, and the assessment of the seismic capacity residual ratio is more accurate and easier to calculate.
Keywords: earthquake-damaged RC frame structure; residual seismic capability; plastic hinge model; fragility; performance redundancy rate
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