框架-剪力墙结构基于地震强度的新一代抗震性能评估方法研究
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摘要
近几年来,在一些发达国家,基于概率理论的新一代抗震性能评估方法已开始用于特定建筑物的抗震性能评估。研究基于全概率理论的新一代抗震性能评估方法,并将其应用于我国建筑结构的抗震性能评估,对于减灾防灾和提高建筑结构的抗震性能有重要意义。以FEMA P-58的抗震性能评估流程为框架,结合我国建筑结构的特点和规范要求,以某一单个建筑物为对象,采用有限元分析软件PERFORM 3D和抗震经济性能评估分析软件PACT,用增量动力分析(IDA)方法进行建筑物各个强度状态的易损性分析;用基于强度的性能评估方法,依据构件易损性分组和人员流动模型,得到包括人员伤亡、修复和重建造价以及居住中断时间等建筑性能的概率分布,为我国建筑结构的抗震性能评估提供了参考。
Recently,a new generation of seismic performance evaluation method based on the total probability theory has been greatly developped in advanced countries and has been used in the evaluation of some specific buildings.The new seismic performance evaluation method is more scientific and reasonable than the existing methods,and is of good theoretical significance and practical value to mitigate the earthquake disaster and improve the seismic performance of structures.Based on the framework of seismic performance evaluation process in the FEMA P-58 and considering the characteristics of China 's building structures and specification requirements,the total probability evaluation idea was introduced and adopted in the seismic performance evaluation of an individual building.The vulnerability of the building was analyzed and evaluated using the incremental dynamic analysis(IDA) method with the finite element analysis software PERFORM 3D and seismic performance assessment analysis software PACT.Using intensity-based assessment methods,the building performance probability distributions with respect to the casualties,restoration and reconstruction cost and break period were achieved according to the component fragility performance grouping and population model.
Recently,a new generation of seismic performance evaluation method based on the total probability theory has been greatly developped in advanced countries and has been used in the evaluation of some specific buildings.The new seismic performance evaluation method is more scientific and reasonable than the existing methods,and is of good theoretical significance and practical value to mitigate the earthquake disaster and improve the seismic performance of structures.Based on the framework of seismic performance evaluation process in the FEMA P-58 and considering the characteristics of China 's building structures and specification requirements,the total probability evaluation idea was introduced and adopted in the seismic performance evaluation of an individual building.The vulnerability of the building was analyzed and evaluated using the incremental dynamic analysis(IDA) method with the finite element analysis software PERFORM 3D and seismic performance assessment analysis software PACT.Using intensity-based assessment methods,the building performance probability distributions with respect to the casualties,restoration and reconstruction cost and break period were achieved according to the component fragility performance grouping and population model.
引文
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[9]陈猛,沈祖炎.钢框架结构基于概率抗震性能评估[J].建筑结构,2012,42(3):57-60.CHEN Meng,SHEN Zuyan.Probabilistic performance-based seismic evaluation of steel frame[J].Building Structure,2012,42(3):57-60.
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[11]门进杰,史庆轩.竖向不规则钢筋混凝土框架结构基于性能的抗震评估方法[J].振动与冲击,2011,30(6):114-119.MEN Jinjie,SHI Qingxuan.New method for performance based seismic evaluation of vertically irregular reinforced concrete frame structures[J].Journal of Vibration and Shock,2011,30(6):114-119.
[12]北京金土木软件技术有限公司.SAP2000中文版使用指南[M].2版.北京:人民交通出版社.
[13]曾明.PERFORM-3D基本操作与实例[M].北京:中国铁道出版社.
[14]刘博文.PERFORM-3D在抗震弹塑性分析与结构性能评估中的应用[M].北京:中国建筑工业出版社,2014:188-214.
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[20]FEMA356.Prestandard And Commentary For The Seismic Rehabilitation Of Buildings.Federal Emergency Management Agency.FEMA 356/November 2000[S].Washington,D.C.
[21]FEMA(2012)Supporting Electronic Materials and Background Documentation Federal Emergency Management Agency No.FEMA P-58-3/September 2012[S].
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[23]NISTIR 6389,UNIFORMAT II Elemental Classification for Building Specifications,Cost Estimating and Cost Analysis(NIST,1999)[S].
[24]李赫,罗超英,刘军,等.中美抗震规范的差异对比研究[J].建筑结构,2011,41(3):123-126.LI He,LUO Chaoying,LIU Jun,et al.Analysis of differences between Chinese code and American code for seismic design[J].Building Structure,2011,41(3):123-126.
[25]ACIBuilding Code Requirements for Structural Concrete(ACI-318 11)[S].Americal Concrete Insitute,2011.
[26]邵辉.美国设计规范IBC2000和UBC97对抗震设计的差异浅析[J].建筑设计,2009,30(4):53-56.SHAO Hui.Analysis of differences between American design code IBC 2000[J].Pharmaceutical&Engineering Design,2009,30(4):53-56.
[2]FEMA(1997)Nehrp Commentary on The Guidelines for The SeismicRehabilitation of Buildings.Federal Emergency Management Agency.No.FEMA274/Octorber 1997[S].Washington,D.C.
[3]FEMA(2012)Seismic Performance Assessment of Buildings(Volume 1-Methodology),prepared by the Applied Technology Council for the Federal Emergency Management Agency,Report No.FEMA P-58-1/September 2012[S].Washington,D.C.
[4]FEMA(2012)Seismic Performance Assessment of Buildings(Volume 2-Implementation Guide),prepared by the Applied Technology Council for the Federal Emergency Management Agency,Report No.FEMA P-58-2/September 2012[S].Washington,D.C.
[5]陆新征,叶列平.基于IDA分析的结构抗地震倒塌能力研究[J].工程抗震与加固改造,2010,32(1):13-18.LU Xinzheng,YE Lieping.Study on seismic collapse resistance of structural system[J].Earthquake Resistant Engineering and Retrofitting,2010,32(1):13-18.
[6]雷拓,钱江,刘伯权.既有钢筋混凝土框架结构基于性能的抗震评估[J].工程抗震与加固改造,2013,35(3):113-120.LEI Tuo,QIAN Jiang,LIU Boquan.Performance-based seismic evaluation of existing RC frame structures[J].Earthquake Resistant Engineering and Retrofitting,2013,35(3):113-120.
[7]郑山锁,杨威,杨丰,等.基于多元增量动力分析(MIDA)方法的RC核心筒结构地震易损性分析[J].振动与冲击,2015,34(1):117-123.ZHENG Shansuo,YANG Wei,YANG Feng,et al.Seismic fragility analysis for RC core walls structure based on MIDA method[J].Journal of Vibration and Shock,2015,34(1):117-123.
[8]徐强,郑山锁,程洋,等.基于结构损伤的在役钢框架地震易损性研究[J].振动与冲击,2015,34(6):162-167.XU Qiang,ZHENG Shansuo,CHENG Yang,et al.Seismic vulnerability of steel framework in service based on structural damage[J].Journal of Vibration and Shock,2015,34(6):162-167.
[9]陈猛,沈祖炎.钢框架结构基于概率抗震性能评估[J].建筑结构,2012,42(3):57-60.CHEN Meng,SHEN Zuyan.Probabilistic performance-based seismic evaluation of steel frame[J].Building Structure,2012,42(3):57-60.
[10]崔杰.典型框剪结构基于IDA方法的地震易损性及经济性分析[D].重庆:重庆大学,2014.
[11]门进杰,史庆轩.竖向不规则钢筋混凝土框架结构基于性能的抗震评估方法[J].振动与冲击,2011,30(6):114-119.MEN Jinjie,SHI Qingxuan.New method for performance based seismic evaluation of vertically irregular reinforced concrete frame structures[J].Journal of Vibration and Shock,2011,30(6):114-119.
[12]北京金土木软件技术有限公司.SAP2000中文版使用指南[M].2版.北京:人民交通出版社.
[13]曾明.PERFORM-3D基本操作与实例[M].北京:中国铁道出版社.
[14]刘博文.PERFORM-3D在抗震弹塑性分析与结构性能评估中的应用[M].北京:中国建筑工业出版社,2014:188-214.
[15]中华人民共和国国家标准.混凝土结构设计规范:GB50010—2010[S].北京:中国建筑工业出版社,2010.
[16]SCOTT B D,PARK R,PRIESTIEY M J N.Stress-strain behavior of concrete confined by over lapping hoops at low and high strain rates[J].ACI Journal,1982,79(1):13-27.
[17]MOLA F,PELLEGRINI L M.The new model for creep of concrete in fip model code 2010[C]∥37th Conference on Our World in Concrete&Structures,2012.
[18]VULCANO A,BERTERO V.Analytical models for predicting thelateral response of RC shear walls-evaluation of their reliability[R].Report No.UCB/EERC-87/19.
[19]中华人民共和国国家标准.建筑抗震设计规范:GB50011—2010[S].北京:中国建筑出版社,2010.
[20]FEMA356.Prestandard And Commentary For The Seismic Rehabilitation Of Buildings.Federal Emergency Management Agency.FEMA 356/November 2000[S].Washington,D.C.
[21]FEMA(2012)Supporting Electronic Materials and Background Documentation Federal Emergency Management Agency No.FEMA P-58-3/September 2012[S].
[22]建筑设计资料集编委会.建筑设计资料集[M].2版.中国建筑工业出版社,1994.
[23]NISTIR 6389,UNIFORMAT II Elemental Classification for Building Specifications,Cost Estimating and Cost Analysis(NIST,1999)[S].
[24]李赫,罗超英,刘军,等.中美抗震规范的差异对比研究[J].建筑结构,2011,41(3):123-126.LI He,LUO Chaoying,LIU Jun,et al.Analysis of differences between Chinese code and American code for seismic design[J].Building Structure,2011,41(3):123-126.
[25]ACIBuilding Code Requirements for Structural Concrete(ACI-318 11)[S].Americal Concrete Insitute,2011.
[26]邵辉.美国设计规范IBC2000和UBC97对抗震设计的差异浅析[J].建筑设计,2009,30(4):53-56.SHAO Hui.Analysis of differences between American design code IBC 2000[J].Pharmaceutical&Engineering Design,2009,30(4):53-56.