带耗能腋撑型钢混凝土转换框架结构地震易损性分析
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摘要
综合利用钢-混凝土组合结构技术和耗能减震技术,提出带耗能腋撑型钢混凝土新型转换结构,利用耗能腋撑改善转换结构抗震性能差的问题。以普通和带耗能腋撑型钢混凝土转换框架结构为研究对象,进行增量动力分析,建立该新型转换结构地震易损性曲线方程,研究防屈曲耗能腋撑对型钢混凝土转换结构破坏机制的影响。分析结果表明:防屈曲耗能腋撑有效降低型钢混凝土转换结构在中度、重度损伤破坏及倒塌破坏状态的超越概率,可作为一道可靠的抗震防线。耗能腋撑的设置避免了普通型钢混凝土转换框架结构在转换层及其相邻楼层处形成层侧移机构,减小转换构件的塑性变形,有效地防止型钢混凝土转换结构发生整体或局部倒塌破坏。
By utilizing a steel-concrete composite structure and energy dissipation technology,a kind of new transfer structure-a steel reinforced concrete(SRC) transfer structure with energy dissipation haunch brace(EDHB) was proposed to improve the seismic performances of transfer structures.The incremental dynamic analysis of SRC transfer frame without and with EDHBs was carried out and the seismic fragility curve equations of the new transfer structure were established.The influences of buckling-restrained EDHBs on failure mechanism of the SRC transfer frame were studied.The results show that the probability of exceedance of the SRC transfer frame in moderate,severe damage and collapse states can be significantly decreased by adding buckling-restrained EDHBs,and the EDHBs can become a reliable seismic fortification line.The lateral drift mechanism in the transfer story and neighboring stories of the SRC transfer frame can be avoided bybuckling-restrained EDHBs and the plastic deformation of transfer components can be alleviated.The global and local collapse of the SRC transfer frame can be prevented effectively by EDHBs.
By utilizing a steel-concrete composite structure and energy dissipation technology,a kind of new transfer structure-a steel reinforced concrete(SRC) transfer structure with energy dissipation haunch brace(EDHB) was proposed to improve the seismic performances of transfer structures.The incremental dynamic analysis of SRC transfer frame without and with EDHBs was carried out and the seismic fragility curve equations of the new transfer structure were established.The influences of buckling-restrained EDHBs on failure mechanism of the SRC transfer frame were studied.The results show that the probability of exceedance of the SRC transfer frame in moderate,severe damage and collapse states can be significantly decreased by adding buckling-restrained EDHBs,and the EDHBs can become a reliable seismic fortification line.The lateral drift mechanism in the transfer story and neighboring stories of the SRC transfer frame can be avoided bybuckling-restrained EDHBs and the plastic deformation of transfer components can be alleviated.The global and local collapse of the SRC transfer frame can be prevented effectively by EDHBs.
引文
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[2]Moehle J P.Seismic response of vertically irregularstructures[J].Journal of Structural Engineering,1984,110(9):2002―2014.
[3]Valmundsson E V,Nau J M.Seismic response ofbuilding frames with vertical structural irregularities[J].Journal of Structural Engineering,1997,123(1):30―40.
[4]戴国亮,蒋永生,傅传国,等.高层型钢混凝土底部大空间转换层结构性能研究[J].土木工程学报,2003,36(4):24―32.Dai Guoliang,Jiang Yongsheng,Fu Chuanguo,et al.Experimental study on aseismic behaviors of transferstory with steel reinforced concrete in low stories of largespace[J].China Civil Engineering Journal,2003,36(4):24―32.(in Chinese)
[5]吴轶,何铭基,杨春,等.基于增量动力分析的带耗能腋撑钢筋混凝土转换结构抗震性能评估[J].地震工程与工程振动,2010,30(5):11―18.Wu Yi,He Mingji,Yang Chun,et al.Seismicperformance of reinforced concrete transfer structurewith energy dissipation haunch brace based onincremental dynamic analysis[J].Journal of EarthquakeEngineering and Engineering Vibration,2010,30(5):11―18.(in Chinese)
[6]何铭基.带耗腋撑型钢混凝土转换结构抗震性能研究[D].广州:广州大学,2010:75―76.He Mingji.Study on seismic behavior of steel reinforcedconcrete transfer structure with energy dissipationhaunch brace[D].Guangzhou:Guangzhou University,2010:75―76.(in Chinese)
[7]Singhal A,Kiremidjian A S.Method for probabilisticevaluation of seismic structural damage[J].Journal ofStructural Engineering,1996,122(12):1459―1467.
[8]Shinozuka M,Feng M Q,Lee J,Naganuma T.Statisticalanalysis of fragility curves[J].Journal of EngineeringMechanics,2000,126(12):1224―1231.
[9]Vamvatsikos D,Cornell C A.Incremental dynamicanalysis[J].Earthquake engineering and StructuralDynamics,2002,31(3):491―514.
[10]蔡健,周靖,方小丹.钢筋混凝土框架中震可修标准及简化抗震设计方法[J].地震工程与工程振动,2006,26(2):13―19.Cai Jian,Zhou Jing,Fang Xiaodan.Repairable levelunder moderate earthquake action and seismic designmethod for RC frame buildings[J].Journal ofEarthquake Engineering and Engineering Vibration,2006,26(2):13―19.(in Chinese)
[11]Gardoni P,Kiureghian A D,Mosalam K M.Probabilisticcapacity models and fragility estimates for reinforcedconcrete columns based on experimental observations[J].Journal of Engineering Mechanics,ASCE,2002,128(10):1024―1038.
[12]Cornell C A,Jalayer F,Hamburger R O.Probabilitybasis for 2000 SAC federal emergency managementagency steel moment frame guidelines[J].Journal ofStructural Engineering,2002,128(4):526―532.
[13]GB50011-2010,建筑抗震设计规范[S].北京:中国建筑工业出版社,2010.GB50011-2010,Code for seismic design of buildings[S].Beijing:China Architecture Industry Press,2010.(in Chinese)
[14]HAZUS99 User’s manual[S].Washington D C:FederalEmergency Management Agency,1999.
[15]Mander J B,Priestley M J N,Park R.Theoreticalstress-strain model for confined concrete[J].Journal ofStructural Engineering,1988,114(8):1804―1826.
[16]Martinez-Rueda J E,Einashai A S.Confined concretemodel under cyclic load[J].Materials and Structures,1997,30(3):139―147.
[17]Susantha K A S,Ge Hanbin,Tsutomu U.Uniaxialstress-strain relationship of concrete confined by variousshaped steel tubes[J].Engineering Structures,2001,23(10):1331―1347.
[18]Elnashai A S,Elghazouli A Y.Performance of compositesteel/concrete members under earthquake loading PartⅠ:Analytical model[J].Earthquake Engineering andStructural Dynamics,1993,22(4):315―345.
[19]Filippou F C,Popov E P,Bertero V V.Effects of bonddeterioration on hysteretic behavior of reinforcedconcrete joints[R].USA:Earthquake EngineeringResearch Centre,University of California Berkeley,1983.
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