基于变形与能量双重准则的钢筋混凝土结构地震损伤评估
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摘要
为了准确评估结构地震损伤,首先对能力谱法进行改进,考虑高阶模态及动力特性改变对结构地震反应的影响,采用基于能量准则的能力谱和弹塑性需求谱计算结构最大顶点位移。其次,推导多自由度体系(MDOF)与等效单自由度(ESDOF)体系的滞回耗能转化关系,利用多模态ESDOF体系的概念评估结构滞回耗能需求。在此基础上,同时引入结构地震变形与滞回耗能,改进模态往复pushover分析方法(MMCP),采用隐式双参数模型评估结构地震损伤。将该方法应用于两个三层钢筋混凝土框架,结果表明:MMCP分析在一定程度上模拟了地震作用,在精确的结构地震位移和滞洄耗能评估基础上,能够准确地预测结构整体和层间损伤。MMCP法还可以与设计反应谱相联系,使评估结果具有一定的普遍性和安全度。
In order to better assess the structural seismic damage,some improvements were made for the CSM(capacity spectrum method).The contributions of the high modals and the variable dynamic characteristics to the structural responses were considered,and an energy-based capacity spectrum and the inelastic demand spectrum were introduced to obtain the maximum roof deformation.The hysteresis energy relationship between the multi-DOF(MDOF) system and the equivalent single-DOF(ESDOF) system was deduced,and the multi-modal ESDOF method was incorporated to calculate the hysteretic energy demand of the structures.Based on the maximum deformation and the hysteretic energy,a modified modal cyclic pushover(MMCP) method was elaborated to evaluate the seismic damage with an implicit damage index.The method was applied for two three-storey reinforced concrete frames.The results indicate that,to some extent,the MMCP analysis may simulate the seismic action.Based on the accurate assessment of the deformation and the hysteretic energy of the structures,the real damage status of both the entire structure and the different stories may be determined.In addition,the MMCP method can also be associated with the design response spectrum,for the evaluation results to be reliable and safe.
In order to better assess the structural seismic damage,some improvements were made for the CSM(capacity spectrum method).The contributions of the high modals and the variable dynamic characteristics to the structural responses were considered,and an energy-based capacity spectrum and the inelastic demand spectrum were introduced to obtain the maximum roof deformation.The hysteresis energy relationship between the multi-DOF(MDOF) system and the equivalent single-DOF(ESDOF) system was deduced,and the multi-modal ESDOF method was incorporated to calculate the hysteretic energy demand of the structures.Based on the maximum deformation and the hysteretic energy,a modified modal cyclic pushover(MMCP) method was elaborated to evaluate the seismic damage with an implicit damage index.The method was applied for two three-storey reinforced concrete frames.The results indicate that,to some extent,the MMCP analysis may simulate the seismic action.Based on the accurate assessment of the deformation and the hysteretic energy of the structures,the real damage status of both the entire structure and the different stories may be determined.In addition,the MMCP method can also be associated with the design response spectrum,for the evaluation results to be reliable and safe.
引文
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[2]Khashaee P.Energy-based seismic design and damage assess-ment for structures[D].Dallas,Texas:Southern MethodistUniversity,2004
[3]肖明葵.基于性能的抗震结构位移及能量反应分析方法研究[D].重庆:重庆大学,2004(Xiao Mingkui.Analysis method of displacement and energy responses forevaluating the performance of seismic structures[D].Chongqing:Chongqing University,2004(in Chinese))
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[6]Fajfar P.Equivalent ductility factors,taking into accountlow-cycle fatigue[J].Earthquake Engineering andStructural Dynamics,1992,21(10):837-848
[7]江近仁,孙景江.砖结构的地震破坏模型[J].地震工程与工程振动,1987,7(1):20-34(Jiang Jinren,SunJingjiang.Seismic damge model of brick structrue[J].Earthquake Engineering and Engineering Vibration,1987,7(1):20-34(in Chinese))
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[11]DiPasquale E,Cakmak A S.Identification of the serviceabilitylimit state and detection of seismic structural damage[R].NewYork:National Center for Earthquake Engineering Research,State University of New York,1988
[12]Ghobarah A,Abou-Elfath H,Biddah A.Response–baseddamage assessment of structures[J].Earthquake Engineeringand Structural Dynamics,1999,28(1):79-104
[13]Nakashima M,Saburi K,Tsuji B.Energy input and dissipationbehavior of structures with hysteretic dampers[J].EarthquakeEngineering and Structural Dynamics,1996,25(5):483-496
[14]Tjhin T,Aschheim M,Hernandez-Montes E.Estimates ofpeak roof displacement using‘equivalent’single degree offreedom systems[J].Journal of Structural Engineering,2005,131(3):517-522
[15]Chopra A K,Goel R K.A modal pushover analysisprocedure for estimating seismic demands for buildings[J].Earthquake Engineering and Structural Dynamics,2002,31(3):561-582
[16]Kalkan E,Kunnath S K.Adaptive modal combinationprocedure for nonlinear static analysis of buildingstructures[J].Journal of Structural Engineering,2006,132(11):1721-1731
[17]ATC-40 Seismic evaluation and retrofit of concrete buildings[R].Redwood City,California:Applied TechnologyCouncil,1996
[18]Fajfar P.Capacity spectrum method based on inelasticdemand spectrum[J].Earthquake Engineering andStructural Dynamics,1999,28(9):979-993
[19]Krawinklar H,Seneviratna G D P K.Pros and cons of apushover analysis of seismic performance evaluation[J].Engineering Structures,1998,20(4/5/6):452-464
[20]叶献国,种讯,李康宁,等.Pushover方法与循环往复加载分析的研究[J].合肥工业大学学报:自然科学版,2001,24(6):1019-1024(Ye Xianguo,Zhong Xun,LiKangning,et al.Study of pushover analysis procedure andreversal load pattern[J].Journal of Hefei University ofTechnology:Natural Science Edition,2001,24(6):1019-1024(in Chinese))
[21]汪梦甫,周锡元.高层建筑结构抗震弹塑性分析方法及抗震性能评估的研究[J].土木工程学报,2003,36(11):44-49(Wang Mengfu,Zhou Xiyuan.Modifiedpushover analysis and seismic performance evaluation fortall building[J].China Civil Engineering Journal,2003,36(11):44-49(in Chinese))
[22]Prasanth T,Ghosh S,Collins K R.Estimation of hystereticenergy demand using concepts of modal pushover analysis[J].Earthquake Engineering and Structural Dynamics,2008,37(6):975-990
[23]Mazzoni S,McKenna F,Scott M H,et al.OpenSeescommand language manual[EB/OL].http://opensees.berkeley.edu
[24]Mander J B,Priestley M J N,Park R.Theoretical stress-strain model for confined concrete[J].Journal of StructuralEngineering,1988,114(8):1804-1826
[25]GB 50011—2001建筑抗震设计规范[S].北京:中国建筑工业出版社,2001(GB 50011—2001 Code for seismicdesign of buildings[S].Beijing:China Architecture&Building Press,2001(in Chinese))
[2]Khashaee P.Energy-based seismic design and damage assess-ment for structures[D].Dallas,Texas:Southern MethodistUniversity,2004
[3]肖明葵.基于性能的抗震结构位移及能量反应分析方法研究[D].重庆:重庆大学,2004(Xiao Mingkui.Analysis method of displacement and energy responses forevaluating the performance of seismic structures[D].Chongqing:Chongqing University,2004(in Chinese))
[4]SEAOC Vision 2000.Performance-based seismic engineeringof buildings[R].Sacramento,CA:Structural EngineersAssociation of California,1995
[5]Park Y J,Ang A H S.Mechanistic seismic damage modelfor reinforced concrete[J].Journal of StructuralEngineering,1985,111(4):722-739
[6]Fajfar P.Equivalent ductility factors,taking into accountlow-cycle fatigue[J].Earthquake Engineering andStructural Dynamics,1992,21(10):837-848
[7]江近仁,孙景江.砖结构的地震破坏模型[J].地震工程与工程振动,1987,7(1):20-34(Jiang Jinren,SunJingjiang.Seismic damge model of brick structrue[J].Earthquake Engineering and Engineering Vibration,1987,7(1):20-34(in Chinese))
[8]欧进萍,牛荻涛,王光远.多层非线性抗震钢结构的模糊动力可靠性分析与设计[J].地震工程与工程振动,1990,10(4):27-37(Ou Jinping,Niu Ditao,WangGuangyuan.Fuzzy dynamical reliability analysis and designof muti-storey nonlinear aseismic steel structures[J].Earthquake Engineering and Engineering Vibration,1990,10(4):27-37(in Chinese))
[9]Chai Y H,Romstad K M,Bird S M.Energy-based lineardamage model for high-intensity seismic loading[J].Journal of Structural Engineering,1995,121(5):857-864
[10]牛荻涛,任利杰.改进的钢筋混凝土结构双参数地震破坏模型[J].地震工程与工程振动,1996,16(4):44-54(Niu Ditao,Ren Lijie.A modified seismic damage modelwith double variables for reinforced concrete structures[J].Earthquake Engineering and Engineering Vibration,1996,16(4):44-54(in Chinese))
[11]DiPasquale E,Cakmak A S.Identification of the serviceabilitylimit state and detection of seismic structural damage[R].NewYork:National Center for Earthquake Engineering Research,State University of New York,1988
[12]Ghobarah A,Abou-Elfath H,Biddah A.Response–baseddamage assessment of structures[J].Earthquake Engineeringand Structural Dynamics,1999,28(1):79-104
[13]Nakashima M,Saburi K,Tsuji B.Energy input and dissipationbehavior of structures with hysteretic dampers[J].EarthquakeEngineering and Structural Dynamics,1996,25(5):483-496
[14]Tjhin T,Aschheim M,Hernandez-Montes E.Estimates ofpeak roof displacement using‘equivalent’single degree offreedom systems[J].Journal of Structural Engineering,2005,131(3):517-522
[15]Chopra A K,Goel R K.A modal pushover analysisprocedure for estimating seismic demands for buildings[J].Earthquake Engineering and Structural Dynamics,2002,31(3):561-582
[16]Kalkan E,Kunnath S K.Adaptive modal combinationprocedure for nonlinear static analysis of buildingstructures[J].Journal of Structural Engineering,2006,132(11):1721-1731
[17]ATC-40 Seismic evaluation and retrofit of concrete buildings[R].Redwood City,California:Applied TechnologyCouncil,1996
[18]Fajfar P.Capacity spectrum method based on inelasticdemand spectrum[J].Earthquake Engineering andStructural Dynamics,1999,28(9):979-993
[19]Krawinklar H,Seneviratna G D P K.Pros and cons of apushover analysis of seismic performance evaluation[J].Engineering Structures,1998,20(4/5/6):452-464
[20]叶献国,种讯,李康宁,等.Pushover方法与循环往复加载分析的研究[J].合肥工业大学学报:自然科学版,2001,24(6):1019-1024(Ye Xianguo,Zhong Xun,LiKangning,et al.Study of pushover analysis procedure andreversal load pattern[J].Journal of Hefei University ofTechnology:Natural Science Edition,2001,24(6):1019-1024(in Chinese))
[21]汪梦甫,周锡元.高层建筑结构抗震弹塑性分析方法及抗震性能评估的研究[J].土木工程学报,2003,36(11):44-49(Wang Mengfu,Zhou Xiyuan.Modifiedpushover analysis and seismic performance evaluation fortall building[J].China Civil Engineering Journal,2003,36(11):44-49(in Chinese))
[22]Prasanth T,Ghosh S,Collins K R.Estimation of hystereticenergy demand using concepts of modal pushover analysis[J].Earthquake Engineering and Structural Dynamics,2008,37(6):975-990
[23]Mazzoni S,McKenna F,Scott M H,et al.OpenSeescommand language manual[EB/OL].http://opensees.berkeley.edu
[24]Mander J B,Priestley M J N,Park R.Theoretical stress-strain model for confined concrete[J].Journal of StructuralEngineering,1988,114(8):1804-1826
[25]GB 50011—2001建筑抗震设计规范[S].北京:中国建筑工业出版社,2001(GB 50011—2001 Code for seismicdesign of buildings[S].Beijing:China Architecture&Building Press,2001(in Chinese))
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