环境激励下高层建筑模态识别及其对结构风效应的相关研究
|
摘要
随着科学技术及施工技术发展,城市开始涌现出一批超高层建筑,如广州西塔(432 m),台北101大楼(508 m),上海中心大厦(632 m)等。本文主要以前2栋超高层建筑为工程背景,根据广州西塔高层建筑台风风场特性和风致结构振动实测数据及台北101风致结构振动和地震振动的实测数据,对其广州西塔的风场特性、结构风致振动和台北101大楼模态参数识别进行一些分析和研究,主要内容包括以下几个方面:
(1)以台北101大楼为工程背景,根据结构振动现场实测数据,其中包括多次台风和地震作用下的实测数据,用随机子空间识别法(SSI)和加强频域分解法(EFDD)对台北101大楼在不同荷载工况进行了模态参数识别,识别出台北101大楼在不同荷载工况下的前6阶自振频率、振型、结构阻尼比,分析了SSI三种不同投影矩阵加权算法(SSI-UPC、SSI-PC和SSI-CVA)异同点。结果表明:SSI三种算法结果很接近,PC算法识别精度最高。讨论了应用SSI识别方法时,投影通道技术、稳定图最大状态空间维数,台风强度,荷载类别等因素对模态识别精度的影响。在应用EFDD识别方法进行模态识别时,分析了频率分辨率对识别精度的影响。结果表明:上述的因素对模态识别精度有较大影响。
(2)以广州西塔为例,在台风“鲇鱼”的影响下,对其结构振动进行现场同步监测,获得了其风场特性、结构动力特性以及风致结构振动响应等相关结果。结果验证了湍流强度随平均风速增大而减小、阵风因子随湍流强度增大而增大等规律,且实测的顺风向与横风向脉动风速谱均符合Von Karman谱。通过台风作用下楼层顶部加速度数据分析,结果表明测试的结构模态参数结果与有限元分析吻合。同时分析了楼顶平均风速和加速度均方根响应之间的关系。对其结构动力特性(频率及阻尼比)进行了辨识,用随机减量方法求得结构在两个主轴方向的第一振型对应的阻尼比与振幅的非线性关系,同时结果表明阻尼比随振幅增大而增大的特性。上述实测分析结果为超高层建筑设计及相关研究提供了参考。
(3)仍以广州西塔为例,通过对其三维有限元模型简化成集中质量“糖葫芦”串模型,采用时域法(改进Newmark-β法)对其利用风洞试验提供的风荷载进行了风致动力时程分析,同时用Matlab7.0编制其程序。根据日本和欧美国家对现有大量建筑实测阻尼的统计结果得到的非线性阻尼模型,讨论了不同结构固有阻尼模型(常阻尼和非线性阻尼模型)和气动阻尼模型对其风致动力时程分析的影响。结果表明:不同阻尼模型工况下进行风致动力时程分析得到结果存在差异,但是仍属于可以接受的范围。时程法的结果跟风洞试验结果具有可比性,说明风洞试验和理论分析结果具有很高可靠性。
With the development of science and construction technology, several super high-rise buildings emerges in the modern urban city, such as Guangzhou West Tower (432m), Taibei 101 Tower (508m) and Shanghai Center (632 m) etc. In this paper, typhoon characteristics and wind-induced responses of Guangzhou West Tower has been studied based on the field measurement data during typhoon Megi, and modal parameter identification of Taibei 101 Tower has been also studied by the measured wind-induced response data . The main content of this research work are shown as the following:
(1) First modal parameters (including natural frequencies , vibration modes and damping ratios) identification of Taibei 101 Tower was conducted by the SSI method and EFFD method. For the SSI method, the effects of different factors on the estimation accuracy of modal parameters, including excitation types、projection channel technique、the maximum state space dimension of stabilization diagram、the intensity of ambient excitation and selection of weighting projection matrix (SSI-UPC, SSI-PC and SSI-CVA), were analyzed and discussed in this study. Meanwhile the effect of selected frequency resolution on the actuary of modal identification was also studied in this study by EFDD method.
(2) The wind characteristics and wind-induced response of this tall building were simultaneously measured when Typhoon Megi affected this tall building. Some results for wind characteristics at about 440m height were obtained from the statistical analysis on the measured wind data: 1) The turbulence intensity decrease with the increasing mean wind speed, while gust factor increases with the increased turbulence intensity, 2) The measured power spectral density of fluctuation wind speed in longitudinal and transversal direction could be fitted very well by Von Karman spectrum. The statistical analyses on the measured wind-induced acceleration response atop the building have shown that the measured natural frequencies are very close to the numerical FEM analyzed results. Finally the relationship between the wind-induced acceleration response atop the building and mean wind speed were obtained from the measured data. 3) Based on the measured acceleration data, amplitude-dependent damping ratios of the building were also obtained by the random decrement method. The typhoon-generated wind characteristics and wind-induced structural vibrations were investigated in detail on the basis of the full-scale measurements.
(3) A simplified and reduced model was established based on the 3D finite element model of Guangzhou West Tower. By adopting the time history record of aerodynamic wind load acting on the center of mass at each floor, a modified Newmark-βmethod was developed in this study to evaluate the effect of different amplitude-dependent structural damping and aerodynamic damping models on the wind–induced response of this tall building. Comparing results showed that results obtained from amplitude-dependent structural damping models were some different from those obtained from constant damping assumption. Results from time-domain method were also compared with those from wind tunnel tests, and good agreement between them was found in this study.
(1)以台北101大楼为工程背景,根据结构振动现场实测数据,其中包括多次台风和地震作用下的实测数据,用随机子空间识别法(SSI)和加强频域分解法(EFDD)对台北101大楼在不同荷载工况进行了模态参数识别,识别出台北101大楼在不同荷载工况下的前6阶自振频率、振型、结构阻尼比,分析了SSI三种不同投影矩阵加权算法(SSI-UPC、SSI-PC和SSI-CVA)异同点。结果表明:SSI三种算法结果很接近,PC算法识别精度最高。讨论了应用SSI识别方法时,投影通道技术、稳定图最大状态空间维数,台风强度,荷载类别等因素对模态识别精度的影响。在应用EFDD识别方法进行模态识别时,分析了频率分辨率对识别精度的影响。结果表明:上述的因素对模态识别精度有较大影响。
(2)以广州西塔为例,在台风“鲇鱼”的影响下,对其结构振动进行现场同步监测,获得了其风场特性、结构动力特性以及风致结构振动响应等相关结果。结果验证了湍流强度随平均风速增大而减小、阵风因子随湍流强度增大而增大等规律,且实测的顺风向与横风向脉动风速谱均符合Von Karman谱。通过台风作用下楼层顶部加速度数据分析,结果表明测试的结构模态参数结果与有限元分析吻合。同时分析了楼顶平均风速和加速度均方根响应之间的关系。对其结构动力特性(频率及阻尼比)进行了辨识,用随机减量方法求得结构在两个主轴方向的第一振型对应的阻尼比与振幅的非线性关系,同时结果表明阻尼比随振幅增大而增大的特性。上述实测分析结果为超高层建筑设计及相关研究提供了参考。
(3)仍以广州西塔为例,通过对其三维有限元模型简化成集中质量“糖葫芦”串模型,采用时域法(改进Newmark-β法)对其利用风洞试验提供的风荷载进行了风致动力时程分析,同时用Matlab7.0编制其程序。根据日本和欧美国家对现有大量建筑实测阻尼的统计结果得到的非线性阻尼模型,讨论了不同结构固有阻尼模型(常阻尼和非线性阻尼模型)和气动阻尼模型对其风致动力时程分析的影响。结果表明:不同阻尼模型工况下进行风致动力时程分析得到结果存在差异,但是仍属于可以接受的范围。时程法的结果跟风洞试验结果具有可比性,说明风洞试验和理论分析结果具有很高可靠性。
With the development of science and construction technology, several super high-rise buildings emerges in the modern urban city, such as Guangzhou West Tower (432m), Taibei 101 Tower (508m) and Shanghai Center (632 m) etc. In this paper, typhoon characteristics and wind-induced responses of Guangzhou West Tower has been studied based on the field measurement data during typhoon Megi, and modal parameter identification of Taibei 101 Tower has been also studied by the measured wind-induced response data . The main content of this research work are shown as the following:
(1) First modal parameters (including natural frequencies , vibration modes and damping ratios) identification of Taibei 101 Tower was conducted by the SSI method and EFFD method. For the SSI method, the effects of different factors on the estimation accuracy of modal parameters, including excitation types、projection channel technique、the maximum state space dimension of stabilization diagram、the intensity of ambient excitation and selection of weighting projection matrix (SSI-UPC, SSI-PC and SSI-CVA), were analyzed and discussed in this study. Meanwhile the effect of selected frequency resolution on the actuary of modal identification was also studied in this study by EFDD method.
(2) The wind characteristics and wind-induced response of this tall building were simultaneously measured when Typhoon Megi affected this tall building. Some results for wind characteristics at about 440m height were obtained from the statistical analysis on the measured wind data: 1) The turbulence intensity decrease with the increasing mean wind speed, while gust factor increases with the increased turbulence intensity, 2) The measured power spectral density of fluctuation wind speed in longitudinal and transversal direction could be fitted very well by Von Karman spectrum. The statistical analyses on the measured wind-induced acceleration response atop the building have shown that the measured natural frequencies are very close to the numerical FEM analyzed results. Finally the relationship between the wind-induced acceleration response atop the building and mean wind speed were obtained from the measured data. 3) Based on the measured acceleration data, amplitude-dependent damping ratios of the building were also obtained by the random decrement method. The typhoon-generated wind characteristics and wind-induced structural vibrations were investigated in detail on the basis of the full-scale measurements.
(3) A simplified and reduced model was established based on the 3D finite element model of Guangzhou West Tower. By adopting the time history record of aerodynamic wind load acting on the center of mass at each floor, a modified Newmark-βmethod was developed in this study to evaluate the effect of different amplitude-dependent structural damping and aerodynamic damping models on the wind–induced response of this tall building. Comparing results showed that results obtained from amplitude-dependent structural damping models were some different from those obtained from constant damping assumption. Results from time-domain method were also compared with those from wind tunnel tests, and good agreement between them was found in this study.
引文
[1]李秋胜,郅伦海,段永定,等.台北101大楼风致响应实测及分析[J].建筑结构学报,2010,33(3):25-26.
[2]任伟新.环境振动系统识别方法的比较分析[J].福州大学学报(自然科学版).2001,29(6):80-86.
[3]李中付,宋汉文,华宏星.基于环境激励的模态参数识别方法综述[J].振动工程学报.2000, 21(3):1-5.
[4]禹丹江.土木工程结构模态参数识别-理论、实现与应用[D].福州:福州大学,2006:2-3.
[5]张笑华.结构环境振动模态参数识别随机子空间法与应用[D].福州:福州大学,2005:1-2.
[6]曹树谦,张文德,萧龙翔.振动结构模态分析-理论、试验与应用[M].天津:天津大学出版社,2000:7-8.
[7]李中付,宋汉文,华宏星.基于环境激励的模态参数识别方法综述[J].振动工程学报.2000, 21(3):1-5.
[8]申建红.强风作用下高层建筑风场实测及模态参数识别研究[D].上海:上海大学,2010:18-19.
[9]Kareem A,Gurley K.Damping in structures:its evaluation and treatment of uncertainty[J].Journal of Wind Engineering and Industrial Aerodynamics,1996,59(2-3):131-157.
[10]Jeary,A.P.Establishing non-linear damping characteristics of structures from on-stationary response time-histories[J].Strucl.Eng.1992,70(4):61-66.
[11]Naoki Satake,Ken-ichi Suda &Toshiharu Arakawa,etal. Damping Evaluation Using Full-Scale Data of Buildings in Japan[J]. Journal of Structural Enineering,2003(12):475-476.
[12]Davenport, A. G., and Hill-Carroll, P.‘‘Damping in tall buildings:Its variability and treatment in design.’’[C]. Proc., American Society of Civil Engineers (ASCE) Spring Convention, Seattle,ASCE, 1986,42–57.
[13]Akaile H. Power Spectrm Estimation though Autogressive Model Fitting [J].Annals of the Institute of Statistical Mathematics ,1969 ,21:407.
[14]Ibrahim S.R., Random decrement technique for modal identification of structures [J].Journal Spacecraft,1977,14(11):696-698.
[15] Bedewi N E.The mathematical foundation of the auto and cross—random decrement techniques and the development of a system identification technique for the detection of structural deterioration[D].Maryland:Department of Mechanical Engineering,University of Maryland,1986:15-108.
[16]Huang C.S.,Yeh C.H., Some prophecies of randomdec signatures[J].Mechanical Systems and Signal Processing,1999,13(3):491-507.
[17]Akaile H. Power Spectrm Estimation though Autogressive Model Fitting [J].Annals of the Institute of Statistical Mathematics ,1969 ,21:407.
[18]Kareem A.,Gurley K., Damping in structures:its evaluation and treatment of uncertainty[J].Journal of Wind Engineering and Industry Aerodynamics,1996,59:131-157.
[19]Li Q.S.,Fang J.Q.,Jeary A.P., Full scale measurements of wind efects on tall buildings[J].Journal of Wind Engilleering and Industry Aerodynamics,1998(74-76):741-750.
[20]Kijews L., Kareem A., On the reliability of a class of system identification techniques:insights from bootstrap theory[J].Structural Safety,2002,24:261-280.
[21]Chiu J.K., Random decrement based method for param eter identification of wind—excited building models using acceleration responses[D].Colorado:Department of Civil Engineering, Colorado State University, 2004:35-89.
[22]史文海,李正农,陈联盟.随机减量技术的研究现状及进展[J].防灾减灾工程学报,2008,28(增刊):52-57.
[23]Bonato B ,Ceraavolo R ,A De Stefano. Use of Cross- Time- Frequency Estimators for Structural Identification in Non-Stationary Conditions and Under Unknowm Excitation[J].Journal of Sound and Vibration. 2000 ,237(5) :775– 791.
[24]Dyke S J ,Fu Yi. Structural control system:performance assessment[C].The Proceedings of the 2000 America Control Conference ,Chicago,2000:1024-1205.
[25]Overschee, P.V., Moor, B.D. Subspace identification for linear systems [M]. Belgium: Kluwer academic publishers, 1996:3.
[26]Peeters, B., Branden, B.V.D., Laquière, A., Roeck, G.D.Output-only modal analysis: Development of a GUI for MATLAB[C]. Proceedings of the 17th International Modal Analysis Conference, 1999, 23: 1049-1055.
[27]Harik, I.E., Hu, J.D., Ren, W.X., Zhao, T., Campbell, J.E., Graves, R.C.Maysville cable-stayed bridge over the Ohio River[R]. Kentucky: University of Kentucky,2005.
[28]Peeters,B.. System identification and damage detection in civil engineering[D]. Belgium: Katholieke Universiteit Leuven, 2000.
[29]李慧,周晶,杜永峰,张博.随机子空间法参数识别与有限元分析[J].低温建筑技术,2008(5): 46-48.
[30]王雄江,顾明,秦仙蓉.桥梁断面气动导数识别的改进随机子空间法[J].振动工程学报, 2009, 22(2):156-161.
[31]常军,张启伟,孙利民.结构模态参数识别的随机子空间法[J].苏州科技学院学报(工程技术版), 2006,19(3):9-14.
[32]谷雨,范菁,张天军.基于随机子空间法的多Agent分布式入侵检测[J].计算机工程, 2007,33(14): 121-123.
[33]刘兴汉,王跃宇.基于Cholesky分解的改进的随机子空间法研究[J].宇航学报, 2007,28(3):608-612.
[34]秦仙蓉,顾明,全涌,黄鹏.高层建筑气动阻尼识别的随机方法[C].第八届全国振动理论及应用学术会议论文集,上海,2003:103.
[35]续秀忠,华宏星,陈兆能.基于环境激励的模态参数辨识方法综述[J].振动与冲击,2002,21(3):3-4.
[36]Bendat J.S.,Piersol A.G.Engineering Application of Correlation and Spectral Analysis[M].Second Edition.New York:John Wiley&Sons;1993.
[37]Cole H.A.On-the-Line Analysis of Random Vibrations[J].AIAA Paper Number 68.1968:288-319
[38]谭冬梅,姚三,瞿伟廉.振动模态的参数识别综述[J].华中科技大学学报(城市科学版),2002,19(3):75-78
[39]Coyle,D.C. Measuring the behaviour of tall buildings[J].Engineering News-Record,1931,10:310–13.
[40]Rathbun,J.C.Wind forces on a tall building[J].Transactions of ASCE,1940,105:1–41.
[41]Dalgliesh.W.A.,Wright.W.and Schriever.W.R..Wind pressure measurements on afull-scale high-rise office building[C].Proc.Int.Res.Seminar on Wind Effects on Buildingsand Structures,Ottawa,1967:167-200.
[42]Dalgliesh.W.A. Experiences with wind pressure measurements on a full-scale building[C]. Proc.Techn- Cal Meeting concerning Wind Loads on Buildings and Structures,Natl.Bur.Stand.Building Sci.ser.30 Gaith- Ersburg,Maryland,Jan.,1969:61-71.
[43]Kawai,H.,Ishizaki,H. Wind pressure characteristics on a full-scale tall building[J].Proc.Regional conf.tall buildings.1976,161-173.
[44]Fujimoto.M.,Ohkuma.T.Full-scale measurement of pressure and vibration of a tallbuilding due to typhoon 7920 part1 characteristics of winds and pressures[C].Proc.of the 6th nat.symp.On wind engineering.1980:201-208.
[45]Ohkuma.T.,Marukawa.H. Niihori.Y.and Kato.N.A full-scale measurement of windpressure and response accelerations of a high-rise building[C].Proc.of the 8th colloquium onindustrial aerodynamics,Aachen,1989:155-166.
[46]Ohkuma.T.,and Marukawa.H. Full-scale measurement of wind pressures and response accelerations of a high-rise building[J].Journal of Wind Engineering and Industrial Aerodynamics.1990,36(1-3):1063-1071
[47] Kawabata.S,Ohkuma.T.,Kanda.J. Kitamura.H.,Ohtake.K.Chiba port tower:Full-scale measurement of wind actions Part 2.asic properties of fluctuating wind pressures[J].Journal of Wind Engineering and Industrial Aerodynamics.1990,33:253-262.
[48]Jun.Kanda,and Ohkuma.T. Recent developments in full-scale wind pressure Measurements in Japan[J].Wind Eng.Indust.Aerody,1990,33:243-252.
[49]Isyumov.N.and Davenport.A.G.Comparison of full-scale and wind tunnel wind speedmeasurements in the commerce court plaza[J].Journal of Wind Engineering and Industrial Aerodynamics.1975,(1):177-199
[50]Lee.Y,Tanaka.H.,Shaw.C.Y. Distribution of wind-and temperature-induced pressure differences across the walls of a twenty-storey compartmentalized building[J].Wind Eng.Indust.Aerody,1982,10:287-301.
[51]C.P.W.Geurts.,Rutten.H.S.,Wisse.J.A. Coherence of wind-induced pressures onbuildings in urban areas:Set up of a full-scale experiment[J].Journal of Wind Engineering and Industrial Aerodynamics.1996,(65):31-41.
[52]Geurts.C.P.W.Full-scale and wind-tunnel measurements of the wind and wind-induced pressures over suburban terrain[J].Journal of Wind Engineering and Industrial Aerodynamics.1996,(64):89-100
[53] Geurts.C.P.W. Rutten.H.S.,Wisse.J.A.Spectral characteristics of wind induced pressureson a full scale building in suburban terrain[J]. Journal of Wind Engineering and Industrial Aerodynamics.1997,(69-71):609-618
[54] Li Q S.Full scale measurements of wind effects on tall buildings[J].Journal ofWind Engineering and Industrial Aerodynamics,1998,74(1):741-750.
[55]Fang J Q,Li Q S.Random damping in building and its AR model[J].Journal ofWind Engineering and Industrial Aerodynamics,1999,79(1):159-167.
[56]Li Q S,Fang J Q,Jeary A P.Evaluation of Wind Effects on a Super Tall Building Based on Full Scale Measurements[J].Earthquake Engineering and Structural Dynamics,2000,29(2):1845-1862
[57]Li Q S,Yang K,Zhang N.Field Measurements of Amplitud Dependent:Damping in a 79-Story Tall Building and Its Effects on the Structural Dynamic Responses[J].The Structural Design of Tall Buildings,2002,11(4):129-153
[58]李正农、李秋胜.高层建筑动力反应实测中测点的优化布置方法的研究[J].地震工程与工程振动,2003,23(5):149-156
[59]Li Z N , Li Q S.Optimal sensor locations for structural vibration measurements[J].Applied Acoustics,2004,65(8):807-818.
[60]杨志勇,李桂青.随机阻尼对结构抗风抗震动力响应的影响[J].地震工程与工程振动,2000,20(2):25-28.
[61]杨志勇、李秋胜.用非线性映射方法对多因素影响下结构阻尼的研究[J].华中科技大学学报,2003,20(2):24-27.
[62]李国强,陈素文,李杰.上海金茂大厦结构动力特性测试[J].土木工程学报,2000,33(2):35-39
[63]徐安,吴玖荣,傅继阳.广州西塔风效应的风洞试验与现场实测研究[J].武汉理工大学学报,2010,32(9):161-165.
[64]汪文波.结构阻尼识别方法的研究[D].武汉:武汉理工大学, 2005.
[65]Naoki Satake,Ken-ichi Suda &Toshiharu Arakawa,etal. Damping Evaluation Using Full-Scale Data of Buildings in Japan[J]. Journal of Structural Enineering,2003(12):475-476
[66]Jeary, A. P.‘‘Damping in tall buildings—A mechanism and a predictor.’’[J].Earthquake Eng. Struct. Dyn., 1986, 14:733–750.
[67]Davenport, A. G., and Hill-Carroll, P.‘‘Damping in tall buildings:Its variability and treatment in design.’’Proc.[C]. American Society of Civil Engineers (ASCE) Spring Convention, Seattle,ASCE, 1986,42–57.
[68]Van Overschee P. , De Moor B.Subspace Identification for Linear Systems: Theory, Implementation, Applications[M]. Dordrecht, the Netherlands: Kluwer Academic Publishers; 1996.
[69]Bart Peeters and Guido de Roeck. Refefence-based stochastic subspace identification for output-only modal analysis [J]. Mechanical Systems and Signal Processing, 1999, 13(6): 855-878.
[70]Chen Ailin, zhang Lingmi. Study of stochastic subspace system identification method [J]. Chinese Journal of Aeronautics, 2001, 14(4): 222-228.
[71]P. Van Overschee, B.De Moor. Subspace identification for linear systems: Theory- implementation-Applications [M]. Dordrecht, Netherlands: Kluwer Academic Publishers, 1996.
[72]L. Ljung. System identification - theory for the user [M]. Prentice-Hall, Englewood Cliffs, New Jersey, 1987.
[732]刘洋,田石柱.基于随机子空间的结构参数识别及振动台试验验证[J].地震工程与工程振动,2004,24(2):111-117.
[74]Cole H.A.On-the-Line Analysis of Random Vibrations[M].AIAA Paper Number 68.1968:288-319.
[75]GB 50009-2001.建筑结构荷载设计规范[S].
[76]Cole H.A.On-the-Line Analysis of Random Vibrations.AIAA Paper Number 68.1968:288-319.
[77]Gade, S., M?ller, N., Herlufsen, H. and Konstantin-Hansen, H.:“Frequency Domain Techniques for Operational Modal Analysis”[C].Proceedings of IOMAC Conference, Copenhagen, Denmark, 2005.
[78]Rune Brincker, Carlos E. Ventura&Palle Andersen. Output-Only Modal Testing is a Desirable Toolfor a Wide Range of Practical Applications[J]. Earthquake Engineering and Structural Dynamics,2003,40(12):2014-2017.
[79]Henrik Herlufsen ,Palle Andersen, Svend Gade,et.al. Identification Technigues for Operational Modal Analysis-an Overview and Practical Experiences[J]. Earthquake Engineering and Structural Dynamics,2000,20(1):1847-1845.
[80]Jeary AP. Establishing non-linear damping characteristics of structures from non-stationary time-histories[J]. The Structural Engineer, 1992, 70:61-66.
[81]Li Q S, Wu JR, Liang SG, Xiao YQ, Wong CK. Full-scale measurements and numerical evaluation of wind-induced vibration of a 63-story reinforced concrete super tall building[J]. Engineering Structures, 2004, 26:1779-1794.
[82]Li Q S, Xiao YQ, Wong CK. Full-scale monitoring of typhoon effects on super tall buildings[J].Journal of Fluids and Structures,2005,20:697-717.
[83]陈丽,李秋胜,吴玖荣,等.中信广场风场特性及风致结构振动的同步监测[J].自然灾害学报,2006,15(3):169-170.
[84]张相庭.工程结构风荷载理论和抗风计算手册[M].上海:同济大学出版社,1990.
[85]HolmesJ.D.Along-wind response of lattice towers-II.Aerodynamic damping anddeflections[J]. Engineering Structures. 1986, 18(7): 483-488.
[86]黄本才.结构抗风分析原理及应用[M].上海:同济大学出版社,2001.
[87]Shiau BS and Chen YB.Observation on wind turbulence characteristics and velocity spectra near the ground at the coastal region[J]. Journal of Wind Engineering and Industrial Aerodynamics, 2002, 90:1671–1681
[88]Holmes JD. Wind Loading of Structures[M]. London: Spon,2001.
[89]Solari G and Piccardo G.Probabilistic 3-D turbulence modeling for gust buffeting of structures[J].Probabilistic Engineering Mechanics, 2001,16:73-86.
[90]Jeary AP. Damping in tall buildings, a mechanism and a predictor[J]. Earthquake Engineering and Structural Dynamics, 1986, 14:773-750.
[91]刘晶波,杜修力.结构动力学[M].北京:机械工业出版社,2005:132-142.
[92]DEN HARTOG, J.P .Mechanical vibrations[M]. McGraw-Hill, New York, 4th Edition, 1956.
[93]全涌.超高层建筑横风向风荷载及响应研究[D].上海:同济大学博士论文,2002.
[94]广州珠江新城西塔风压、风力和风环境测试风洞试验报告[Z].汕头大学风洞实验室,2006.
[95]A.G. Davenport. The Application of Statistical Concepts to the Wind Loading of Structures[J].Proc. Instn. Civ. Engnrs, 1961,19(8):449-472.
[2]任伟新.环境振动系统识别方法的比较分析[J].福州大学学报(自然科学版).2001,29(6):80-86.
[3]李中付,宋汉文,华宏星.基于环境激励的模态参数识别方法综述[J].振动工程学报.2000, 21(3):1-5.
[4]禹丹江.土木工程结构模态参数识别-理论、实现与应用[D].福州:福州大学,2006:2-3.
[5]张笑华.结构环境振动模态参数识别随机子空间法与应用[D].福州:福州大学,2005:1-2.
[6]曹树谦,张文德,萧龙翔.振动结构模态分析-理论、试验与应用[M].天津:天津大学出版社,2000:7-8.
[7]李中付,宋汉文,华宏星.基于环境激励的模态参数识别方法综述[J].振动工程学报.2000, 21(3):1-5.
[8]申建红.强风作用下高层建筑风场实测及模态参数识别研究[D].上海:上海大学,2010:18-19.
[9]Kareem A,Gurley K.Damping in structures:its evaluation and treatment of uncertainty[J].Journal of Wind Engineering and Industrial Aerodynamics,1996,59(2-3):131-157.
[10]Jeary,A.P.Establishing non-linear damping characteristics of structures from on-stationary response time-histories[J].Strucl.Eng.1992,70(4):61-66.
[11]Naoki Satake,Ken-ichi Suda &Toshiharu Arakawa,etal. Damping Evaluation Using Full-Scale Data of Buildings in Japan[J]. Journal of Structural Enineering,2003(12):475-476.
[12]Davenport, A. G., and Hill-Carroll, P.‘‘Damping in tall buildings:Its variability and treatment in design.’’[C]. Proc., American Society of Civil Engineers (ASCE) Spring Convention, Seattle,ASCE, 1986,42–57.
[13]Akaile H. Power Spectrm Estimation though Autogressive Model Fitting [J].Annals of the Institute of Statistical Mathematics ,1969 ,21:407.
[14]Ibrahim S.R., Random decrement technique for modal identification of structures [J].Journal Spacecraft,1977,14(11):696-698.
[15] Bedewi N E.The mathematical foundation of the auto and cross—random decrement techniques and the development of a system identification technique for the detection of structural deterioration[D].Maryland:Department of Mechanical Engineering,University of Maryland,1986:15-108.
[16]Huang C.S.,Yeh C.H., Some prophecies of randomdec signatures[J].Mechanical Systems and Signal Processing,1999,13(3):491-507.
[17]Akaile H. Power Spectrm Estimation though Autogressive Model Fitting [J].Annals of the Institute of Statistical Mathematics ,1969 ,21:407.
[18]Kareem A.,Gurley K., Damping in structures:its evaluation and treatment of uncertainty[J].Journal of Wind Engineering and Industry Aerodynamics,1996,59:131-157.
[19]Li Q.S.,Fang J.Q.,Jeary A.P., Full scale measurements of wind efects on tall buildings[J].Journal of Wind Engilleering and Industry Aerodynamics,1998(74-76):741-750.
[20]Kijews L., Kareem A., On the reliability of a class of system identification techniques:insights from bootstrap theory[J].Structural Safety,2002,24:261-280.
[21]Chiu J.K., Random decrement based method for param eter identification of wind—excited building models using acceleration responses[D].Colorado:Department of Civil Engineering, Colorado State University, 2004:35-89.
[22]史文海,李正农,陈联盟.随机减量技术的研究现状及进展[J].防灾减灾工程学报,2008,28(增刊):52-57.
[23]Bonato B ,Ceraavolo R ,A De Stefano. Use of Cross- Time- Frequency Estimators for Structural Identification in Non-Stationary Conditions and Under Unknowm Excitation[J].Journal of Sound and Vibration. 2000 ,237(5) :775– 791.
[24]Dyke S J ,Fu Yi. Structural control system:performance assessment[C].The Proceedings of the 2000 America Control Conference ,Chicago,2000:1024-1205.
[25]Overschee, P.V., Moor, B.D. Subspace identification for linear systems [M]. Belgium: Kluwer academic publishers, 1996:3.
[26]Peeters, B., Branden, B.V.D., Laquière, A., Roeck, G.D.Output-only modal analysis: Development of a GUI for MATLAB[C]. Proceedings of the 17th International Modal Analysis Conference, 1999, 23: 1049-1055.
[27]Harik, I.E., Hu, J.D., Ren, W.X., Zhao, T., Campbell, J.E., Graves, R.C.Maysville cable-stayed bridge over the Ohio River[R]. Kentucky: University of Kentucky,2005.
[28]Peeters,B.. System identification and damage detection in civil engineering[D]. Belgium: Katholieke Universiteit Leuven, 2000.
[29]李慧,周晶,杜永峰,张博.随机子空间法参数识别与有限元分析[J].低温建筑技术,2008(5): 46-48.
[30]王雄江,顾明,秦仙蓉.桥梁断面气动导数识别的改进随机子空间法[J].振动工程学报, 2009, 22(2):156-161.
[31]常军,张启伟,孙利民.结构模态参数识别的随机子空间法[J].苏州科技学院学报(工程技术版), 2006,19(3):9-14.
[32]谷雨,范菁,张天军.基于随机子空间法的多Agent分布式入侵检测[J].计算机工程, 2007,33(14): 121-123.
[33]刘兴汉,王跃宇.基于Cholesky分解的改进的随机子空间法研究[J].宇航学报, 2007,28(3):608-612.
[34]秦仙蓉,顾明,全涌,黄鹏.高层建筑气动阻尼识别的随机方法[C].第八届全国振动理论及应用学术会议论文集,上海,2003:103.
[35]续秀忠,华宏星,陈兆能.基于环境激励的模态参数辨识方法综述[J].振动与冲击,2002,21(3):3-4.
[36]Bendat J.S.,Piersol A.G.Engineering Application of Correlation and Spectral Analysis[M].Second Edition.New York:John Wiley&Sons;1993.
[37]Cole H.A.On-the-Line Analysis of Random Vibrations[J].AIAA Paper Number 68.1968:288-319
[38]谭冬梅,姚三,瞿伟廉.振动模态的参数识别综述[J].华中科技大学学报(城市科学版),2002,19(3):75-78
[39]Coyle,D.C. Measuring the behaviour of tall buildings[J].Engineering News-Record,1931,10:310–13.
[40]Rathbun,J.C.Wind forces on a tall building[J].Transactions of ASCE,1940,105:1–41.
[41]Dalgliesh.W.A.,Wright.W.and Schriever.W.R..Wind pressure measurements on afull-scale high-rise office building[C].Proc.Int.Res.Seminar on Wind Effects on Buildingsand Structures,Ottawa,1967:167-200.
[42]Dalgliesh.W.A. Experiences with wind pressure measurements on a full-scale building[C]. Proc.Techn- Cal Meeting concerning Wind Loads on Buildings and Structures,Natl.Bur.Stand.Building Sci.ser.30 Gaith- Ersburg,Maryland,Jan.,1969:61-71.
[43]Kawai,H.,Ishizaki,H. Wind pressure characteristics on a full-scale tall building[J].Proc.Regional conf.tall buildings.1976,161-173.
[44]Fujimoto.M.,Ohkuma.T.Full-scale measurement of pressure and vibration of a tallbuilding due to typhoon 7920 part1 characteristics of winds and pressures[C].Proc.of the 6th nat.symp.On wind engineering.1980:201-208.
[45]Ohkuma.T.,Marukawa.H. Niihori.Y.and Kato.N.A full-scale measurement of windpressure and response accelerations of a high-rise building[C].Proc.of the 8th colloquium onindustrial aerodynamics,Aachen,1989:155-166.
[46]Ohkuma.T.,and Marukawa.H. Full-scale measurement of wind pressures and response accelerations of a high-rise building[J].Journal of Wind Engineering and Industrial Aerodynamics.1990,36(1-3):1063-1071
[47] Kawabata.S,Ohkuma.T.,Kanda.J. Kitamura.H.,Ohtake.K.Chiba port tower:Full-scale measurement of wind actions Part 2.asic properties of fluctuating wind pressures[J].Journal of Wind Engineering and Industrial Aerodynamics.1990,33:253-262.
[48]Jun.Kanda,and Ohkuma.T. Recent developments in full-scale wind pressure Measurements in Japan[J].Wind Eng.Indust.Aerody,1990,33:243-252.
[49]Isyumov.N.and Davenport.A.G.Comparison of full-scale and wind tunnel wind speedmeasurements in the commerce court plaza[J].Journal of Wind Engineering and Industrial Aerodynamics.1975,(1):177-199
[50]Lee.Y,Tanaka.H.,Shaw.C.Y. Distribution of wind-and temperature-induced pressure differences across the walls of a twenty-storey compartmentalized building[J].Wind Eng.Indust.Aerody,1982,10:287-301.
[51]C.P.W.Geurts.,Rutten.H.S.,Wisse.J.A. Coherence of wind-induced pressures onbuildings in urban areas:Set up of a full-scale experiment[J].Journal of Wind Engineering and Industrial Aerodynamics.1996,(65):31-41.
[52]Geurts.C.P.W.Full-scale and wind-tunnel measurements of the wind and wind-induced pressures over suburban terrain[J].Journal of Wind Engineering and Industrial Aerodynamics.1996,(64):89-100
[53] Geurts.C.P.W. Rutten.H.S.,Wisse.J.A.Spectral characteristics of wind induced pressureson a full scale building in suburban terrain[J]. Journal of Wind Engineering and Industrial Aerodynamics.1997,(69-71):609-618
[54] Li Q S.Full scale measurements of wind effects on tall buildings[J].Journal ofWind Engineering and Industrial Aerodynamics,1998,74(1):741-750.
[55]Fang J Q,Li Q S.Random damping in building and its AR model[J].Journal ofWind Engineering and Industrial Aerodynamics,1999,79(1):159-167.
[56]Li Q S,Fang J Q,Jeary A P.Evaluation of Wind Effects on a Super Tall Building Based on Full Scale Measurements[J].Earthquake Engineering and Structural Dynamics,2000,29(2):1845-1862
[57]Li Q S,Yang K,Zhang N.Field Measurements of Amplitud Dependent:Damping in a 79-Story Tall Building and Its Effects on the Structural Dynamic Responses[J].The Structural Design of Tall Buildings,2002,11(4):129-153
[58]李正农、李秋胜.高层建筑动力反应实测中测点的优化布置方法的研究[J].地震工程与工程振动,2003,23(5):149-156
[59]Li Z N , Li Q S.Optimal sensor locations for structural vibration measurements[J].Applied Acoustics,2004,65(8):807-818.
[60]杨志勇,李桂青.随机阻尼对结构抗风抗震动力响应的影响[J].地震工程与工程振动,2000,20(2):25-28.
[61]杨志勇、李秋胜.用非线性映射方法对多因素影响下结构阻尼的研究[J].华中科技大学学报,2003,20(2):24-27.
[62]李国强,陈素文,李杰.上海金茂大厦结构动力特性测试[J].土木工程学报,2000,33(2):35-39
[63]徐安,吴玖荣,傅继阳.广州西塔风效应的风洞试验与现场实测研究[J].武汉理工大学学报,2010,32(9):161-165.
[64]汪文波.结构阻尼识别方法的研究[D].武汉:武汉理工大学, 2005.
[65]Naoki Satake,Ken-ichi Suda &Toshiharu Arakawa,etal. Damping Evaluation Using Full-Scale Data of Buildings in Japan[J]. Journal of Structural Enineering,2003(12):475-476
[66]Jeary, A. P.‘‘Damping in tall buildings—A mechanism and a predictor.’’[J].Earthquake Eng. Struct. Dyn., 1986, 14:733–750.
[67]Davenport, A. G., and Hill-Carroll, P.‘‘Damping in tall buildings:Its variability and treatment in design.’’Proc.[C]. American Society of Civil Engineers (ASCE) Spring Convention, Seattle,ASCE, 1986,42–57.
[68]Van Overschee P. , De Moor B.Subspace Identification for Linear Systems: Theory, Implementation, Applications[M]. Dordrecht, the Netherlands: Kluwer Academic Publishers; 1996.
[69]Bart Peeters and Guido de Roeck. Refefence-based stochastic subspace identification for output-only modal analysis [J]. Mechanical Systems and Signal Processing, 1999, 13(6): 855-878.
[70]Chen Ailin, zhang Lingmi. Study of stochastic subspace system identification method [J]. Chinese Journal of Aeronautics, 2001, 14(4): 222-228.
[71]P. Van Overschee, B.De Moor. Subspace identification for linear systems: Theory- implementation-Applications [M]. Dordrecht, Netherlands: Kluwer Academic Publishers, 1996.
[72]L. Ljung. System identification - theory for the user [M]. Prentice-Hall, Englewood Cliffs, New Jersey, 1987.
[732]刘洋,田石柱.基于随机子空间的结构参数识别及振动台试验验证[J].地震工程与工程振动,2004,24(2):111-117.
[74]Cole H.A.On-the-Line Analysis of Random Vibrations[M].AIAA Paper Number 68.1968:288-319.
[75]GB 50009-2001.建筑结构荷载设计规范[S].
[76]Cole H.A.On-the-Line Analysis of Random Vibrations.AIAA Paper Number 68.1968:288-319.
[77]Gade, S., M?ller, N., Herlufsen, H. and Konstantin-Hansen, H.:“Frequency Domain Techniques for Operational Modal Analysis”[C].Proceedings of IOMAC Conference, Copenhagen, Denmark, 2005.
[78]Rune Brincker, Carlos E. Ventura&Palle Andersen. Output-Only Modal Testing is a Desirable Toolfor a Wide Range of Practical Applications[J]. Earthquake Engineering and Structural Dynamics,2003,40(12):2014-2017.
[79]Henrik Herlufsen ,Palle Andersen, Svend Gade,et.al. Identification Technigues for Operational Modal Analysis-an Overview and Practical Experiences[J]. Earthquake Engineering and Structural Dynamics,2000,20(1):1847-1845.
[80]Jeary AP. Establishing non-linear damping characteristics of structures from non-stationary time-histories[J]. The Structural Engineer, 1992, 70:61-66.
[81]Li Q S, Wu JR, Liang SG, Xiao YQ, Wong CK. Full-scale measurements and numerical evaluation of wind-induced vibration of a 63-story reinforced concrete super tall building[J]. Engineering Structures, 2004, 26:1779-1794.
[82]Li Q S, Xiao YQ, Wong CK. Full-scale monitoring of typhoon effects on super tall buildings[J].Journal of Fluids and Structures,2005,20:697-717.
[83]陈丽,李秋胜,吴玖荣,等.中信广场风场特性及风致结构振动的同步监测[J].自然灾害学报,2006,15(3):169-170.
[84]张相庭.工程结构风荷载理论和抗风计算手册[M].上海:同济大学出版社,1990.
[85]HolmesJ.D.Along-wind response of lattice towers-II.Aerodynamic damping anddeflections[J]. Engineering Structures. 1986, 18(7): 483-488.
[86]黄本才.结构抗风分析原理及应用[M].上海:同济大学出版社,2001.
[87]Shiau BS and Chen YB.Observation on wind turbulence characteristics and velocity spectra near the ground at the coastal region[J]. Journal of Wind Engineering and Industrial Aerodynamics, 2002, 90:1671–1681
[88]Holmes JD. Wind Loading of Structures[M]. London: Spon,2001.
[89]Solari G and Piccardo G.Probabilistic 3-D turbulence modeling for gust buffeting of structures[J].Probabilistic Engineering Mechanics, 2001,16:73-86.
[90]Jeary AP. Damping in tall buildings, a mechanism and a predictor[J]. Earthquake Engineering and Structural Dynamics, 1986, 14:773-750.
[91]刘晶波,杜修力.结构动力学[M].北京:机械工业出版社,2005:132-142.
[92]DEN HARTOG, J.P .Mechanical vibrations[M]. McGraw-Hill, New York, 4th Edition, 1956.
[93]全涌.超高层建筑横风向风荷载及响应研究[D].上海:同济大学博士论文,2002.
[94]广州珠江新城西塔风压、风力和风环境测试风洞试验报告[Z].汕头大学风洞实验室,2006.
[95]A.G. Davenport. The Application of Statistical Concepts to the Wind Loading of Structures[J].Proc. Instn. Civ. Engnrs, 1961,19(8):449-472.