基于环境激励的大跨度斜拉桥模态参数和索力识别
|
摘要
模态参数和索力是评估斜拉桥健康状态的关键参数。建立了崖门大桥的有限元模型并对其进行了基于环境激励的模态测试和拉索振动测试;提出了基于ERA的多参考点稳定图算法,设置不同的参考点,利用自然激励技术结合特征系统实现算法(NExT-ERA)识别模态参数,通过阻尼比、基于输出矩阵的一致模态指标(CMI_O)和模态置信度(MAC)作为判别标准,识别出崖门大桥的竖向和横向模态参数,通过和增强频域分解法(EFDD)识别结果的比较,可知该算法具有良好的识别效果;分析了斜拉索与主梁的共振频率范围,通过二次拟合识别较长拉索的低阶频率,根据两种不同方法的索力识别结果可知,该桥的索力分布比较均匀对称。
For health monitoring of long span cable-stayed bridge,modal parameters and cable tension are the key parameters to assess the condition of the bridge.A finite element model of Yamen bridge was built.Modal test and cable vibration test of the bridge were performed under ambient excitation.An improved multiple reference DOFs stabilization diagram algorithm based on ERA(Eignsystem Realization Algorithm) was presented.By setting different reference DOFs in each group of data,NExT(Natural Excitation Technique)-ERA was used to identify modal parameters.Damping ratio,consistent mode indicator from observability(CMI-O) and modal assurance criterion(MAC) were used as thresholds to identify the most accurate modal parameters.Lower order frequencies were estimated by quadratic fit method,and the cable tension was estimated by two different methods.Based on the analysis of deck and cable vibration,it is evident that the vertical vibration of the bridge deck is tightly coupled with the cable vibrations within the frequency range of 0～3Hz.
For health monitoring of long span cable-stayed bridge,modal parameters and cable tension are the key parameters to assess the condition of the bridge.A finite element model of Yamen bridge was built.Modal test and cable vibration test of the bridge were performed under ambient excitation.An improved multiple reference DOFs stabilization diagram algorithm based on ERA(Eignsystem Realization Algorithm) was presented.By setting different reference DOFs in each group of data,NExT(Natural Excitation Technique)-ERA was used to identify modal parameters.Damping ratio,consistent mode indicator from observability(CMI-O) and modal assurance criterion(MAC) were used as thresholds to identify the most accurate modal parameters.Lower order frequencies were estimated by quadratic fit method,and the cable tension was estimated by two different methods.Based on the analysis of deck and cable vibration,it is evident that the vertical vibration of the bridge deck is tightly coupled with the cable vibrations within the frequency range of 0～3Hz.
引文
[1]王卫锋,韩大建.斜拉桥的索力测试及其参数识别[J].华南理工大学学报(自然科学版),2001,29(1):18-21.
[2]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):2-5.
[3]王彤,张令弥.运行模态分析的频域空间域分解法及其应用[J].航空学报,2006,27(1):62-66.
[4]Peeters B,De Roeck G..Reference based stochasticsubspace identification for output-only modal analysis[J].Mechanical Systems and Signal Processing,1999,13(6):855-878.
[5]常军,孙利民,张启伟.基于两阶段稳定图的随机子空间识别结构模态参数[J].地震工程与工程振动,2008,28(3):47-51.
[6]Zui H,Shinke T,Namita Y.Practical formulas for estimationof cable tension by vibration method[J].Journal of StructuralEngineering,ASCE,1996,122(6):651-656.
[7]王卫锋.PC斜拉桥的施工监测[D].广州:华南理工大学建筑学院,2000.
[8]James G H,Carne T G,Lauffer J P.The natural excitationtechnique(NExT)for modal parameter extraction fromoperating wind turbines[R].Albuquerque:Sandia NationalLaboratory report,SAND92-1666.UC-261,1993.
[9]王济,胡晓.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.
[10]Juang J N,Pappa R S.An eigensystem realization algorithmfor modal parameter identification and model reduction[J].Journal of Guidance,Control and Dynamics,1985,8(5):620-627.
[11]Pappa R S,Elliott K B.Consistent-mode indicator for theeigensystem realization algorithm[J].Journal of GuidanceControl and Dynamics,1993,16(5):852-858.
[12]Yun G J.Modal identification and damage detection forstructural health monitoring under ambient vibrationenvironment[C]//Structures Congress 2009.Austin,USA:American Society of Civil Engineers,2009.
[13]Pappa R S,James G H,Zimmerman D C.Autonomousmodal identification of the space shuttle tail rudder[J].Journal of Spacecraft and Rockets,1998,35(2):163-169.
[14]Illinois SHM Project:http://shm.cs.uiuc.edu.
[15]侯立群,欧进萍,赵雪峰,等.哈尔滨四方台斜拉桥模态参数和索力识别[J].振动与冲击,2009,28(5):106-110.
[16]胡利平.崖门大桥主桥斜拉桥-工程检测试验报告[R].广东省交通建设工程质量检测中心,2002.
[2]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):2-5.
[3]王彤,张令弥.运行模态分析的频域空间域分解法及其应用[J].航空学报,2006,27(1):62-66.
[4]Peeters B,De Roeck G..Reference based stochasticsubspace identification for output-only modal analysis[J].Mechanical Systems and Signal Processing,1999,13(6):855-878.
[5]常军,孙利民,张启伟.基于两阶段稳定图的随机子空间识别结构模态参数[J].地震工程与工程振动,2008,28(3):47-51.
[6]Zui H,Shinke T,Namita Y.Practical formulas for estimationof cable tension by vibration method[J].Journal of StructuralEngineering,ASCE,1996,122(6):651-656.
[7]王卫锋.PC斜拉桥的施工监测[D].广州:华南理工大学建筑学院,2000.
[8]James G H,Carne T G,Lauffer J P.The natural excitationtechnique(NExT)for modal parameter extraction fromoperating wind turbines[R].Albuquerque:Sandia NationalLaboratory report,SAND92-1666.UC-261,1993.
[9]王济,胡晓.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.
[10]Juang J N,Pappa R S.An eigensystem realization algorithmfor modal parameter identification and model reduction[J].Journal of Guidance,Control and Dynamics,1985,8(5):620-627.
[11]Pappa R S,Elliott K B.Consistent-mode indicator for theeigensystem realization algorithm[J].Journal of GuidanceControl and Dynamics,1993,16(5):852-858.
[12]Yun G J.Modal identification and damage detection forstructural health monitoring under ambient vibrationenvironment[C]//Structures Congress 2009.Austin,USA:American Society of Civil Engineers,2009.
[13]Pappa R S,James G H,Zimmerman D C.Autonomousmodal identification of the space shuttle tail rudder[J].Journal of Spacecraft and Rockets,1998,35(2):163-169.
[14]Illinois SHM Project:http://shm.cs.uiuc.edu.
[15]侯立群,欧进萍,赵雪峰,等.哈尔滨四方台斜拉桥模态参数和索力识别[J].振动与冲击,2009,28(5):106-110.
[16]胡利平.崖门大桥主桥斜拉桥-工程检测试验报告[R].广东省交通建设工程质量检测中心,2002.
版权所有：© 2023 中国地质图书馆 中国地质调查局地学文献中心