近断层滑冲型地震动作用下框架-剪力墙高层结构的IDA研究
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摘要
近断层滑冲型地震动是一类特殊的长周期地震动,针对这一类地震动,现行抗震规范并未出台相应的条文,且有关单独考虑近断层滑冲型地震动作用下高层结构动力响应的研究成果很少。基于15条可靠的近断层滑冲型地震动,利用Perform-3D非线性分析软件进行建模,对一个30层框架-剪力墙高层结构进行了增量动力分析(IDA)。结果表明,近断层滑冲型地震动频率成分集中在0～2Hz范围段内,且其反应谱谱值在中、长周期段内明显大于普通地震动的。将最大层间位移角作为结构需求,得到正常使用(NO)、立即占用(IO)、生命安全(LS)、防止倒塌(CP)性能水平的量化指标限值依次为1/1 160、1/575、1/361、1/55。依据现行规范设计的框架-剪力墙高层结构,在近断层滑冲型地震动强度相当于多遇地震时,结构能够满足"小震不坏"的抗震设防目标;在相当于罕遇地震时,结构不能满足第三性能水准"大震不倒"的要求。
The near-fault fling-step-type ground motion is a special type of long-period ground motion.For this kind of special ground motion,the current seismic code does not introduce the corresponding provisions,and there are few studies on the dynamic response of high-rise structures under the near-fault fling-step-type ground motion.Based on fifteen reliable near-fault fling-steptype ground motions,the incremental dynamic analysis(IDA)of a 30-story high-rise frame-shear wall structure is carried out by using Perform-3 Dnonlinear analysis software.The results show that the frequency components of near-fault fling-step-type ground motion are concentrated in the range of 0～2 Hz,and the value of response spectrum is obviously larger than that of ordinary ground motion in the middle-period and long-period.The maximum inter-layer drift is taken as structural requirement,and the quantification index limits for normal operation(NO),immedi ate occupancy(IO),life safety(LS)and collapse prevention(CP)structural performance level are 1/1160,1/575,1/361,1/55.The high-rise frame-shear wall structure designed according to the current codes can satisfy seismic fortification target of"no damage under minor earthquakes"under the near-fault fling-step-type ground motion whose intensity is equivalent to frequent earthquake,but can not meet the third performance level requirements of"no collapse under strong earthquakes"under the near-fault fling-step-type ground motion whose intensity is equivalent to rare earthquake.
The near-fault fling-step-type ground motion is a special type of long-period ground motion.For this kind of special ground motion,the current seismic code does not introduce the corresponding provisions,and there are few studies on the dynamic response of high-rise structures under the near-fault fling-step-type ground motion.Based on fifteen reliable near-fault fling-steptype ground motions,the incremental dynamic analysis(IDA)of a 30-story high-rise frame-shear wall structure is carried out by using Perform-3 Dnonlinear analysis software.The results show that the frequency components of near-fault fling-step-type ground motion are concentrated in the range of 0～2 Hz,and the value of response spectrum is obviously larger than that of ordinary ground motion in the middle-period and long-period.The maximum inter-layer drift is taken as structural requirement,and the quantification index limits for normal operation(NO),immedi ate occupancy(IO),life safety(LS)and collapse prevention(CP)structural performance level are 1/1160,1/575,1/361,1/55.The high-rise frame-shear wall structure designed according to the current codes can satisfy seismic fortification target of"no damage under minor earthquakes"under the near-fault fling-step-type ground motion whose intensity is equivalent to frequent earthquake,but can not meet the third performance level requirements of"no collapse under strong earthquakes"under the near-fault fling-step-type ground motion whose intensity is equivalent to rare earthquake.
引文
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[15]Peratandard and commentary for the seismic rehabilitation of buildings:FEMA 356[S].Washington,D.C:Federal Emergency Management Agency,ASCE,2000.
[16]梁兴文.混凝土结构非线性分析[M].北京:中国建筑工业出版社,2015.Liang X W.Nonlinear analysis of concrete structures[M].Beijing:China Building Industry Press,2015.(in Chinese)
[2]刘启方,袁一凡,金星,等.近断层地震动的基本特征[J].地震工程与工程振动,2006,26(1):1-10.Liu Q F,Yuan Y F,Jin X,et al.Basic characteristics of near-fault ground motion[J].Earthquake Engineering and Engineering Vibration,2006,26(1):1-10.(in Chinese)
[3]建筑抗震设计规范:GB 50011-2010[S].北京:中国建筑工业出版社,2010.Code for seismic design of buildings:GB 50011-2010[S].Beijing:China Building Industry Press,2010.(in Chinese)
[4]周颖,吕西林,卜一.增量动力分析法在高层混合结构性能评估中的应用[J].同济大学学报(自然科学版),2010,38(2):183-187.Zhou Y,Lyu X L,Bo Y.Application of incremental dynamic analysis to seismic evaluation of hybrid structure[J].Journal of Tongji University(Natural Science),2010,38(2):183-187.(in Chinese)
[5]张令心,徐梓洋,刘洁平,等.基于增量动力分析的超高层混合结构地震易损性分析[J].建筑结构学报,2016,37(9):19-25.Zhang L X,Xu Z Y,Liu J P,et al.Seismic vulnerability analysis of super high-rise hybrid structures based on incremental dynamic analysis[J].Journal of Building Structure,2016,37(9):19-25.(in Chinese)
[6]周奎,林杰,祝文.基于增量动力分析(IDA)方法的地震易损性工程实例分析[J].地震工程与工程振动,2016,36(1):135-140.Zhou K,Lin J,Zhu W.Case study of seismic fragility analysis based on the incremental dynamic analysis(IDA)method[J].Earthquake Engineering and Engineering Dynamics,2016,36(1):135-140.(in Chinese)
[7]吕西林,苏宁粉,周颖.复杂高层结构基于增量动力分析法的地震易损性分析[J].地震工程与工程振动,2012,32(5):19-25.Lyu X L,Su N F,Zhou Y.IDA-based seismic fragility analysis of a complex high-rise structure[J].Earthquake Engineering and Engineering Vibration,2012,32(5):19-25.(in Chinese)
[8]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 Sh S,Yang W,Yang F,et al.Seismic fragility analysis for RC core walls structure based on MIDAmethod[J].Journal of Vibration and Shock,2015,34(1):117-123.(in Chinese)
[9]周颖,苏宁粉,吕西林.高层建筑结构增量动力分析的地震动强度参数研究[J].建筑结构学报,2013,34(2):53-59.Zhou Y,Su N F,Lyu X L.Study on intensity measure of incremental dynamic analysis for high-rise structures[J].Journal of Building Structure,2013,34(2):53-59.(in Chinese)
[10]韩建平,石金辉.特殊长周期地震动作用下超限高层建筑结构地震响应分析[J].建筑结构,2017,47(5):72-76.Han J P,Shi J H.Seismic response analysis of an outof-code high-rise building structure under special longperiod ground motion[J].Building Structure,2017,47(5):72-76.(in Chinese)
[11]王博.多类型长周期地震动作用下高层结构的动力行为与设计方法研究[D].西安:西安建筑科技大学,2013.Wang B.Study on dynamic behavior and design method of high-rise structures under multi-type long-period ground motions[D].Xi’an:Xi’an University of Architecture and Technology,2013.(in Chinese)
[12]贾俊峰,杜修力,韩强.近断层地震动特征及其对工程结构影响的研究进展[J].建筑结构学报,2015,36(1):1-12.Jia J F,Du X L,Han Q.A state-of-the-art review of near-fault earthquake ground motion characteristics and effects on engineering structures[J].Journal of Building Structures,2015,36(1):1-12.(in Chinese)
[13]李雪红,李晔暄,吴迪,等.地震动强度指标与结构地震响应的相关性研究[J].振动与冲击,2014,33(23):184-189.Li X H,Li Y X,Wu D,et al.Correlation between ground motion intensity and structural seisimic response[J].Journal of Vibration and Shock,2014,33(23):184-189.(in Chinese)
[14]高层建筑混凝土结构技术规程:JGJ 3-2010[S].北京:中国建筑工业出版社,2011.Technical specification for concrete structure of tall building:JGJ 3-2010[S].Beijing:China Building Industry Press,2011.(in Chinese)
[15]Peratandard and commentary for the seismic rehabilitation of buildings:FEMA 356[S].Washington,D.C:Federal Emergency Management Agency,ASCE,2000.
[16]梁兴文.混凝土结构非线性分析[M].北京:中国建筑工业出版社,2015.Liang X W.Nonlinear analysis of concrete structures[M].Beijing:China Building Industry Press,2015.(in Chinese)