阻尼特性对组合结构地震反应的影响
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摘要
首先根据组合结构的特点,通过输入简谐波分别计算了3种等效振型阻尼比模型时组合结构的地震反应,并与非比例阻尼模型时的真实地震反应相比较,讨论了不同等效振型阻尼比模型对组合结构地震反应的影响;然后根据共振条件下结构动力反应的相对误差,推导了组合结构等效振型阻尼比的估算公式;最后通过输入简谐波和实际El Centro地震波验算了这一等效振型比例阻尼比模型的计算精度。结果表明:任意假定组合结构的等效振型阻尼比是不合理的,有时会低估组合结构的地震反应;该估算方法具有很高的计算精度。
Firstly,according to the characteristics of composite structures,the seismic responses of composite structure with three models of equivalent modal damping ratio were respectively calculated under the excitation of harmonic waves.The influence of different equivalent modal damping ratio models on the seismic responses was discussed by comparing with the real seismic responses of composite structure with non-proportional damping model.Then, an estimating formula to evaluate equivalent modal damping ratio was derived according to the relative errors of the structural dynamic responses under resonant condition.Finally,the calculation precision of the equivalent modal damping ratio was proved by the dynamic responses of composite structure under the excitation of harmonic waves and real El Centro seismic waves.The results show that the equivalent modal damping ratio assumed at will is not reasonable and will lead to underestimate the seismic responses of composite structure and the method has high precision.
Firstly,according to the characteristics of composite structures,the seismic responses of composite structure with three models of equivalent modal damping ratio were respectively calculated under the excitation of harmonic waves.The influence of different equivalent modal damping ratio models on the seismic responses was discussed by comparing with the real seismic responses of composite structure with non-proportional damping model.Then, an estimating formula to evaluate equivalent modal damping ratio was derived according to the relative errors of the structural dynamic responses under resonant condition.Finally,the calculation precision of the equivalent modal damping ratio was proved by the dynamic responses of composite structure under the excitation of harmonic waves and real El Centro seismic waves.The results show that the equivalent modal damping ratio assumed at will is not reasonable and will lead to underestimate the seismic responses of composite structure and the method has high precision.
引文
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[2]李惠,刘敏,欧进萍,等.斜拉索磁流变智能阻尼控制系统分析与设计[J].中国公路学报,2005,18(4):37-41.LI Hui,LIU Min,OU Jin-ping,et al.Design and A-nalysis of Magnetorheological Dampers with Intelli-gent Control Systems for Stay Cables[J].China Jour-nal of Highway and Transport,2005,18(4):37-41.
[3]瞿伟廉.MR阻尼器对高耸结构风振反应的智能控制[J].建筑科学与工程学报,2006,23(1):10-16.QU Wei-lian.MR Damper Intelligent Control on HighConstruction Wind-induced Vibration Response[J].Journal of Architecture and Civil Engineering,2006,23(1):10-16.
[4]邵旭东,李立峰,张伟.二次预应力组合结构试验研究[J].中国公路学报,2006,19(1):75-79.SHAO Xu-dong,LI Li-feng,ZHANG Wei.Test Studyof Double Prestressed Composite Structure[J].ChinaJournal of Highway and Transport,2006,19(1):75-79.
[5]王锁军,王元清,吴杰,等.组合梁刚度对组合框架的抗震性能影响分析[J].建筑科学与工程学报,2006,23(1):39-44.WANG Suo-jun,WANG Yuan-qing,WU Jie,et al.A-nalysis of Composite Beam Rigidity Influencing Seis-mic Properties of Composite Frame[J].Journal of Ar-chitecture and Civil Engineering,2006,23(1):39-44.
[6]杨璐,王元清,石永久,等.中国、欧洲钢-混凝土组合梁的设计规范比较[J].建筑科学与工程学报,2006,23(4):34-37.YANG Lu,WANG Yuan-qing,SHI Yong-jiu,et al.Design Code Comparison of Steel-concrete CompositeBeam of China and Europe[J].Journal of Architectureand Civil Engineering,2006,23(4):34-37.
[7]刘忠,沈蒲生,陈铖.惯性荷载和地震荷载作用下单桩横向非线性动力响应简化分析[J].中国公路学报,2005,18(3):66-69.LIU Zhong,SHEN Pu-sheng,CHEN Cheng.Simpli-fied Analysis for Lateral Nonlinear Dynamic Responseof Single Pile Under Inertial and Seismic Loads[J].China Journal of Highway and Transport,2005,18(3):66-69.
[8]黄侨,郑一峰,李光俊.预弯组合梁非线性全过程分析方法[J].中国公路学报,2006,19(4):88-93.HUANG Qiao,ZHENG Yi-feng,LI Guang-jun.Non-linear Whole-course Analysis Method of Preflex Com-posite Beam[J].China Journal of Highway andTransport,2006,19(4):88-93.
[9]易伟建,张颖.混凝土框架结构抗震设计的弯矩增大系数[J].建筑科学与工程学报,2006,23(2):46-51.YI Wei-jian,ZHANG Ying.Moment MagnificationFactor in Anti-seismic Design of Concrete FrameStructure[J].Journal of Architecture and Civil Engi-neering,2006,23(2):46-51.
[10]马玉平,马昕,崔建涛.高强度混凝土试验研究[J].建筑科学与工程学报,2005,22(3):67-69.MA Yu-ping,MA Xin,CUI Jian-tao.ExperimentalResearch on High-strength Concrete[J].Journal ofArchitecture and Civil Engineering,2005,22(3):67-69.
[11]邵长江,吴永红,钱永久.混凝土桥梁结构非线性地震损伤演化[J].中国公路学报,2006,19(5):41-45.SHAO Chang-jiang,WU Yong-hong,QIAN Yong-jiu.Evolution of Nonlinear Seismic Damage of Con-crete Bridge Structure[J].China Journal of Highwayand Transport,2006,19(5):41-45.
[12]黄本才.组合结构振动的等效阻尼比[J].上海力学,1998,19(2):141-145.HUANG Ben-cai.Equivalent Modal Damping Ratio ofVibration in Composite Structures[J].Shanghai Jour-nal of Mechanics,1998,19(2):141-145.
[13]廖晓璐,王松涛,陈向东.钢框架-混凝土筒结构阻尼实用计算方法[J].工程力学,1999,3(3):729-733.LIAO Xiao-lu,WANG Song-tao,CHEN Xiang-dong.An Approximate Method for Computing Damping inSteel Frame-concrete Tube Structure[J].EngineeringMechanics,1999,3(3):729-733.
[14]陈火红.Marc有限元实例分析教程[M].北京:机械工业出版社,2002.CHEN Huo-hong.Lecture for Example Analysis ofMarc Finite Element Software[M].Beijing:ChinaMachine Press,2002.
[15]CLOUGH R W,PENSIEN J.Dynamics of Structures[M].New York:McMraw-hill,1993.
[16]JGJ 3—2002,高层建筑混凝土结构技术规程[S].JGJ 3—2002,Technology Code of High-rise BuildingConcrete Structure[S].
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