高耸电视塔的风振响应及控制分析
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摘要
高耸电视塔结构的主要特点是高度较高,水平方向刚度较小,在风荷载作用下动力响应明显。因此高耸电视塔结构的抗风计算及风振控制,己成为高耸结构设计的重要内容和结构振动控制领域的研究热点。本文选用南方某高耸电视塔作为分析对象,计算了该电视塔结构在100年一遇的风荷载作用下结构的动力响应,并在该结构合适的部位加入了粘弹性阻尼器对其进行风振控制,以满足结构安全性和舒适度的要求。具体作了如下的研究工作：
1.根据M. Shinozuka方法,利用MATLAB编制了脉动风荷载时程模拟程序,并对风荷载样本曲线进行检验,使其符合实际风荷载记录,可用于结构风振响应计算与控制分析。
2.利用有限元分析软件ANSYS建立电视塔的三维有限元模型,分析其动力特性,并根据其动力特性建立适合于振动与控制分析的二维串联多自由度模型。
3.分别采用频域法和时域法对高耸电视塔结构进行风振响应计算,对比两种分析方法的计算结果,互相验证了计算结果的可靠性,以确定整个结构在风荷载作用下的动力响应。
4.设计粘弹性阻尼器,通过计算来确定阻尼器的个数及合适的安装位置,将风振对结构的影响限制在安全范围以内,满足结构安全性和人体舒适度的要求。
通过计算和分析表明,在100年一遇的风荷载作用下,该电视塔的位移和加速度响应均超出规范要求,影响结构的安全性、耐久性和舒适度要求。安装粘弹性阻尼器后,结构的位移响应和加速度响应大幅减小,满足规范要求。
The main features of high-rise tower are higher height, low horizontal stiffness and significantly dynamic response under wind load. So wind resistant calculation becomes an important part of high-rise structural design and wind vibration control becomes hotspot in the field of vibration control.Taking a high-rise TV tower as analysis object, the dynamic response of the high-rise tower under wind loads of 100 year frequency is calculated in this paper. In order to meet the structural safety and comfort requirements, viscoelastic dampers are installed in the appropriate parts of the structure for wind-induced vibration control.The main research works in this dissertation are as follows:
1 MATLAB is compiled to program fluctuating wind load time history simulation program based on M. Shinozuka method. Then test the wind load sample curves to make sure that they are in accordance with the wind load records and can be used in wind-induced response calculation and control analysis.
2 Using finite element software ANSYS to establish the three-dimensional finite element model of the high-rise TV tower and to analyze its dynamic characteristics. According to the dynamic characteristics of the high-rise TV tower to educe two-dimensional series multi-degree modal which is suitable for vibration and control analysis.
3 Frequency domain and time domain method are separately used to calculate wind-induced response of the high-rise TV tower. The reliability of the results can be verified by comparing the calculation results of two kinds of analysis methods. Then determine the dynamic response of the whole structure under wind load.
4 Design viscoelastic dampers and determine the number and appropriate installation position of viscoelastic dampers by calculation. The wind-induced responses of the high-rise TV tower using viscoelastic dampers are within the safety range, which meet the structural safety and human comfort requirements.
The calculation and analysis shows that the displacement and acceleration response of the high-rise tower under wind loads of 100 year frequency exceed the standard requirement and affect the safety, durability and comfort requirements of the high-rise tower. The displacement and acceleration responses can effectively reduced after viscoelastic dampers installed in the high-rise tower, which meet the standard requirement.
1.根据M. Shinozuka方法,利用MATLAB编制了脉动风荷载时程模拟程序,并对风荷载样本曲线进行检验,使其符合实际风荷载记录,可用于结构风振响应计算与控制分析。
2.利用有限元分析软件ANSYS建立电视塔的三维有限元模型,分析其动力特性,并根据其动力特性建立适合于振动与控制分析的二维串联多自由度模型。
3.分别采用频域法和时域法对高耸电视塔结构进行风振响应计算,对比两种分析方法的计算结果,互相验证了计算结果的可靠性,以确定整个结构在风荷载作用下的动力响应。
4.设计粘弹性阻尼器,通过计算来确定阻尼器的个数及合适的安装位置,将风振对结构的影响限制在安全范围以内,满足结构安全性和人体舒适度的要求。
通过计算和分析表明,在100年一遇的风荷载作用下,该电视塔的位移和加速度响应均超出规范要求,影响结构的安全性、耐久性和舒适度要求。安装粘弹性阻尼器后,结构的位移响应和加速度响应大幅减小,满足规范要求。
The main features of high-rise tower are higher height, low horizontal stiffness and significantly dynamic response under wind load. So wind resistant calculation becomes an important part of high-rise structural design and wind vibration control becomes hotspot in the field of vibration control.Taking a high-rise TV tower as analysis object, the dynamic response of the high-rise tower under wind loads of 100 year frequency is calculated in this paper. In order to meet the structural safety and comfort requirements, viscoelastic dampers are installed in the appropriate parts of the structure for wind-induced vibration control.The main research works in this dissertation are as follows:
1 MATLAB is compiled to program fluctuating wind load time history simulation program based on M. Shinozuka method. Then test the wind load sample curves to make sure that they are in accordance with the wind load records and can be used in wind-induced response calculation and control analysis.
2 Using finite element software ANSYS to establish the three-dimensional finite element model of the high-rise TV tower and to analyze its dynamic characteristics. According to the dynamic characteristics of the high-rise TV tower to educe two-dimensional series multi-degree modal which is suitable for vibration and control analysis.
3 Frequency domain and time domain method are separately used to calculate wind-induced response of the high-rise TV tower. The reliability of the results can be verified by comparing the calculation results of two kinds of analysis methods. Then determine the dynamic response of the whole structure under wind load.
4 Design viscoelastic dampers and determine the number and appropriate installation position of viscoelastic dampers by calculation. The wind-induced responses of the high-rise TV tower using viscoelastic dampers are within the safety range, which meet the structural safety and human comfort requirements.
The calculation and analysis shows that the displacement and acceleration response of the high-rise tower under wind loads of 100 year frequency exceed the standard requirement and affect the safety, durability and comfort requirements of the high-rise tower. The displacement and acceleration responses can effectively reduced after viscoelastic dampers installed in the high-rise tower, which meet the standard requirement.
引文
[1]王肇民.高耸结构振动控制[M].上海：同济大学出版社,1996.
[2]王肇民,马人乐等编著.塔式结构[M].北京：科学出版社,2004.
[3]Yao J.N. Concept of structural control. Journal of the Structural Division[J], ASCE,1972, Vol.98(7):1567-1574.
[4]滕军著.结构振动控制的理论、技术和方法[M].北京：科学出版社,2009.
[5]欧进萍.结构振动控制——主动、半主动和智能控制[M].北京：科学出版社,2003.
[6]吴谨,夏逸鸣,张丽芳编.土木工程结构抗风设计[M].北京：科学出版社,2007.
[7]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.
[8]张相庭.工程抗风设计计算手册[M].北京：中国建筑工业出版社,1997.
[9]张相庭.结构风工程——理论·规范·实践[M].上海：同济大学出版社,2006.
[10]胡卫兵,何建.高层建筑与高耸结构抗风计算及风振控制[M].北京：中国建材工业出版社,2003.
[11]Davenport A G. The Relationship of Wind Structure to Wind Loading[C]. Symposium on Wind Effect on Building and Structures 1965: 54-102.
[12]建筑结构荷载规范(GB50009-2001)[S].北京：中国建筑工业出版社,2002.
[13]孙东科.长跨桥梁三维风振分析[D].大连：大连理工大学博士学位论文,1999.
[14]黄本才,汪丛军编著.结构抗风分析原理及应用[M].上海：同济大学出版社,2008.
[15]Lin N, Letchford C, Tamura Y, Liang B. Characteristics of wind forces acting on tall building[J]. Journal of Wind Engineering and Industrial Aerodynamics.2005, 93,217-242.
[16]埃米尔·希缪,罗伯特·H·斯坎伦.风对结构的作用——风工程导论[M].上海：同济大学出版社,1992.
[17]李国豪.桥梁结构稳定与振动[M].北京：中国铁道出版社,1997.
[18]张志强.合肥电视塔风振及地震响应的振动控制研究[D].南京：东南大学博
士学位论文,1993.
[19]刘锡良,周颖.风荷载的几种模拟方法[J].工业建筑,2005,35(5)：81-84.
[20]Shinozuka M, Jan C M. Digital simulation of random process and Application[J]. Journal of sound and vibration,1972.
[21]王富生,张洵安,岳珠峰.M.shinozuka方法在风荷载模拟中的应用[J].强度与环境,2007,34(5)：29-35.
[22]叶丰.高层建筑顺、横风向和扭转方向风致响应及静力等效风荷载研究[D],上海：同济大学博士学位论文,2004.
[23]米曦亮.高耸电视塔结构风振控制研究[D],同济大学硕士论文,2007.
[24]克莱斯·迪尔比耶,斯文·奥勒·汉.结构风荷载作用[M].北京：中国建筑工业出版社,2006.
[25]瞿伟廉.高层建筑和高耸结构的风振控制设计[M],武汉测绘科技大学出版社,1991.
[26]Houghton E L, Carrathers N B. Wind forces on building and Structures[M]. London:Edward Arnold,1976.
[27]李国强,李杰.高层建筑舒适度的验算[J],工业建筑,1991,11(4)：29-31.
[28]Chang, F.K.. Wind and movement in tall buildings, Civil Engineering, ASCE, 1967, Vol.37(8):70-72.
[29]徐赵东.抗震加固的粘弹性阻尼减振(震)新技术[J].建筑技术,2009,40(6)：527-530.
[30]欧进萍,邹向阳.粘弹性耗能器的性能试验研究[J].振动与冲击,1999,18(3)：19-24.
[31]胡卫兵,何建.粘弹性阻尼器控制的框架结构弹塑性地震响应分析[J].振动与冲击,2004,23(1)：78-82.
[32]Samali B, Kwok K C S. Use of viscoelastic dampers in reducing wind and earthquake induced motion of building structures[J]. Engineering Structures, 1995,17 (9):639-654.
[33]邹向阳,欧进萍.粘弹性耗能器的性能与结构减振试验研究[J].振动工程学报,1999,12(2)：237-241.
[34]周云著.粘弹性阻尼减震结构设计[M].武汉：武汉理工大学出版社,2006.
[35]陈星.粘弹性阻尼器在钢桁架电视塔振动控制中的应用分析[D].西安：西
安建筑科技大学硕士论文,2008.
[36]Tsai C S, Lee H H. Applications of viscoelastic dampers to high-rise buildings[J]. Journal of Structural Engineering ASCE,1993,119(4):1222-1233.
[37]徐赵东,周洲等.粘弹性阻尼器的计算模型[J].工程力学,2001,18(6)：88-93.
[38]曲激婷,李宏男.粘弹性阻尼器在结构减震控制中的位置优化研究[J].振动与冲击,2008,27(6)：88-91.
[39]王呼佳,陈洪军主编.ANSYS工程分析进阶实例[M].北京：中国水利水电出版社,2006.
[40]徐赵东,郭迎庆.MATLAB语言在建筑抗震工程中的应用[M].北京：科学出版社,2004.
[41]王济,胡晓编著.MATLAB在振动信号处理中的应用[M].北京：中国水利水电出版社,2006.
[42]戴得沛.阻尼技术的工程应用[M].北京：清华大学出版社,1991.
[43]李媛萍,张卫.粘弹性阻尼器减震系统对单层球壳动力稳定性的影响分析[J].建筑结构,2010,40(1)：47-49.
[44]刘棣华著.粘弹性阻尼减振降噪应用技术[M].北京：宇航出版社,1990.
[45]李飞舟,秦少军.钢框架中粘弹性阻尼器的参数优化[J].低温建筑技术,2009,34(6)：58-60.
[2]王肇民,马人乐等编著.塔式结构[M].北京：科学出版社,2004.
[3]Yao J.N. Concept of structural control. Journal of the Structural Division[J], ASCE,1972, Vol.98(7):1567-1574.
[4]滕军著.结构振动控制的理论、技术和方法[M].北京：科学出版社,2009.
[5]欧进萍.结构振动控制——主动、半主动和智能控制[M].北京：科学出版社,2003.
[6]吴谨,夏逸鸣,张丽芳编.土木工程结构抗风设计[M].北京：科学出版社,2007.
[7]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.
[8]张相庭.工程抗风设计计算手册[M].北京：中国建筑工业出版社,1997.
[9]张相庭.结构风工程——理论·规范·实践[M].上海：同济大学出版社,2006.
[10]胡卫兵,何建.高层建筑与高耸结构抗风计算及风振控制[M].北京：中国建材工业出版社,2003.
[11]Davenport A G. The Relationship of Wind Structure to Wind Loading[C]. Symposium on Wind Effect on Building and Structures 1965: 54-102.
[12]建筑结构荷载规范(GB50009-2001)[S].北京：中国建筑工业出版社,2002.
[13]孙东科.长跨桥梁三维风振分析[D].大连：大连理工大学博士学位论文,1999.
[14]黄本才,汪丛军编著.结构抗风分析原理及应用[M].上海：同济大学出版社,2008.
[15]Lin N, Letchford C, Tamura Y, Liang B. Characteristics of wind forces acting on tall building[J]. Journal of Wind Engineering and Industrial Aerodynamics.2005, 93,217-242.
[16]埃米尔·希缪,罗伯特·H·斯坎伦.风对结构的作用——风工程导论[M].上海：同济大学出版社,1992.
[17]李国豪.桥梁结构稳定与振动[M].北京：中国铁道出版社,1997.
[18]张志强.合肥电视塔风振及地震响应的振动控制研究[D].南京：东南大学博
士学位论文,1993.
[19]刘锡良,周颖.风荷载的几种模拟方法[J].工业建筑,2005,35(5)：81-84.
[20]Shinozuka M, Jan C M. Digital simulation of random process and Application[J]. Journal of sound and vibration,1972.
[21]王富生,张洵安,岳珠峰.M.shinozuka方法在风荷载模拟中的应用[J].强度与环境,2007,34(5)：29-35.
[22]叶丰.高层建筑顺、横风向和扭转方向风致响应及静力等效风荷载研究[D],上海：同济大学博士学位论文,2004.
[23]米曦亮.高耸电视塔结构风振控制研究[D],同济大学硕士论文,2007.
[24]克莱斯·迪尔比耶,斯文·奥勒·汉.结构风荷载作用[M].北京：中国建筑工业出版社,2006.
[25]瞿伟廉.高层建筑和高耸结构的风振控制设计[M],武汉测绘科技大学出版社,1991.
[26]Houghton E L, Carrathers N B. Wind forces on building and Structures[M]. London:Edward Arnold,1976.
[27]李国强,李杰.高层建筑舒适度的验算[J],工业建筑,1991,11(4)：29-31.
[28]Chang, F.K.. Wind and movement in tall buildings, Civil Engineering, ASCE, 1967, Vol.37(8):70-72.
[29]徐赵东.抗震加固的粘弹性阻尼减振(震)新技术[J].建筑技术,2009,40(6)：527-530.
[30]欧进萍,邹向阳.粘弹性耗能器的性能试验研究[J].振动与冲击,1999,18(3)：19-24.
[31]胡卫兵,何建.粘弹性阻尼器控制的框架结构弹塑性地震响应分析[J].振动与冲击,2004,23(1)：78-82.
[32]Samali B, Kwok K C S. Use of viscoelastic dampers in reducing wind and earthquake induced motion of building structures[J]. Engineering Structures, 1995,17 (9):639-654.
[33]邹向阳,欧进萍.粘弹性耗能器的性能与结构减振试验研究[J].振动工程学报,1999,12(2)：237-241.
[34]周云著.粘弹性阻尼减震结构设计[M].武汉：武汉理工大学出版社,2006.
[35]陈星.粘弹性阻尼器在钢桁架电视塔振动控制中的应用分析[D].西安：西
安建筑科技大学硕士论文,2008.
[36]Tsai C S, Lee H H. Applications of viscoelastic dampers to high-rise buildings[J]. Journal of Structural Engineering ASCE,1993,119(4):1222-1233.
[37]徐赵东,周洲等.粘弹性阻尼器的计算模型[J].工程力学,2001,18(6)：88-93.
[38]曲激婷,李宏男.粘弹性阻尼器在结构减震控制中的位置优化研究[J].振动与冲击,2008,27(6)：88-91.
[39]王呼佳,陈洪军主编.ANSYS工程分析进阶实例[M].北京：中国水利水电出版社,2006.
[40]徐赵东,郭迎庆.MATLAB语言在建筑抗震工程中的应用[M].北京：科学出版社,2004.
[41]王济,胡晓编著.MATLAB在振动信号处理中的应用[M].北京：中国水利水电出版社,2006.
[42]戴得沛.阻尼技术的工程应用[M].北京：清华大学出版社,1991.
[43]李媛萍,张卫.粘弹性阻尼器减震系统对单层球壳动力稳定性的影响分析[J].建筑结构,2010,40(1)：47-49.
[44]刘棣华著.粘弹性阻尼减振降噪应用技术[M].北京：宇航出版社,1990.
[45]李飞舟,秦少军.钢框架中粘弹性阻尼器的参数优化[J].低温建筑技术,2009,34(6)：58-60.