基于最优化理论的多阶段模型修正及其在桥梁安全评估中的应用
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摘要
在役桥梁的安全评估和加固分析往往采用原始桥梁模型,存在局限性。该文在传统的基于最优化理论的结构参数估计技术的基础上结合实际桥梁工程检测经验发展了一种多阶段模型修正法,其中采用了三步参数化技术进行结构参数化,根据待修正参数对误差指数EI的敏感性将其分级,然后采用分阶段方法实现有限元模型修正。该文比较了不同修正参数集以及不同方法的模型修正效率和效果,并将修正后的有限元模型运用于在役桥梁承载性能分析,结果表明:多阶段模型修正法较直接修正法有较高的效率和较好的效果,修正后模型能实现在役桥梁较为详尽系统的安全评定。
A baseline model is usually used in the safety appraisal and strengthening analysis of bridges on service,which is of defects.In this paper a multistage modal updating method,which caters to actual bridge inspecting experience,is presented based on traditional structural parameter estimation by optimization theory.Three-step parameterization is applied in it:parameters to be update are ranked according to their sensitivity to error index EI and the finite element model is updated stage by stage.The modal updating efficiency and effect are compared between different updating parameter ensembles and different updating methods and the updated finite element model is utilized in carrying capacity of bridge on service.The results show that multistage modal updating displays a higher efficiency and a better effect than straight modal updating and the updated model is able to realize systematically the specific safety appraisal of bridges on service.
A baseline model is usually used in the safety appraisal and strengthening analysis of bridges on service,which is of defects.In this paper a multistage modal updating method,which caters to actual bridge inspecting experience,is presented based on traditional structural parameter estimation by optimization theory.Three-step parameterization is applied in it:parameters to be update are ranked according to their sensitivity to error index EI and the finite element model is updated stage by stage.The modal updating efficiency and effect are compared between different updating parameter ensembles and different updating methods and the updated finite element model is utilized in carrying capacity of bridge on service.The results show that multistage modal updating displays a higher efficiency and a better effect than straight modal updating and the updated model is able to realize systematically the specific safety appraisal of bridges on service.
引文
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[2]刘自明,王邦楣.桥梁工程检测手册[M].北京:人民交通出版社,2002.Liu Ziming,Wang Bangmei.Inspecting handbook of bridge engineering[M].Beijing:China Communications Press,2002.(in Chinese)
[3]Hajela P,Soeiro F J.Structural damage detection based on static and modal analysis[J].AIAA Journal,1990,28(9):1110―1115.
[4]Hjelmstad K D,Shin S.Damage detection and assessment of Structures from static response[J].Journal of Engineering Mechanics,1997,123(6):568―576.
[5]Sanayei M,Imbaro G R,Jennifer A S,Brown L C.Structural model updating using experimental static measurements[J].Journal of Structural Engineering,ASCE,1997,123(6):792―798.
[6]Liang R Y,Hu J,Choy F.Quantitative NDE techniquefor assessing damages in beam structures[J].Journal of Engineering Mechanics,1992,118(7):1468―1487.
[7]Morassi A,Rollo M.Identification of two cracks in a simply supported beam from minimal frequency measurements[J].Journal of Vibration and Control,2001,7:729―739.
[8]Hajela P,Soeiro F J.Recent development in damage detection base on system identification methods[J].Structure Optimization,1989,2:1―10.
[9]Banan M R,Banan M R,Hjelmstad K D.Parameter estimation of structures from static response.I:Computational aspects[J].Journal of Structural Engineering,ASCE,1994,120(11):3243―3258.
[10]Kim H M,Bartkowicz T J.Damage detection and health monitoring of large space structures[J].Sound and Vibration,1993(6):12―17.
[11]Kim H M.A two-step structure damage detection approach with limited instrumentation[J].Transactions of the ASME,1997,119:258―264
[12]Vestroni F,Capecchi D.Damage evaluation in cracked vibrating beams using experimental frequencies and finite element models[J].Journal of Sound and Vibration,1996,2:69―86.
[13]Ruotolo R,Surace C.Damage assessment of multiple cracked beams:Numerical results and experimental validation[J].Journal of Sound and Vibration,1997,206(4):567―588.
[14]李国强,郝坤超,陆烨.框架结构损伤识别的两步法[J].同济大学学报,1998,26(5):483―487.Li Guoqiang,Hao Kunchao,Lu Ye.Two-step approach for damage identification of frame structures[J].Journal of Tongji University,1998,26(5):483―487.(in Chinese)
[15]瞿伟廉,黄东梅.高耸塔架结构节点损伤基于神经网络的两步诊断法[J].地震工程与工程振动,2003,23(2):143―149.Qu Weilian,Huang Dongmei.Two-step detection approach to joint damage in high-rise tower structures by using artificial neural network[J].Earthquake Engineering and Engineering Vibration,2003,23(2):143―149.(in Chinese)
[16]瞿伟廉,陈伟,李秋胜.基于神经网络技术的复杂框架结构节点损伤的两步诊断法[J].土木工程学报,2003,36(5):37―45.Qu Weilian,Chen Wei,Li Qiusheng.Two step approach for joints damage diagnosis of framed structures by artificial neural networks[J].China Civil Engineering Journal,2003,36(5):37―45.(in Chinese)
[17]瞿伟廉,黄东梅.大型复杂结构的两阶段损伤诊断方法[J].世界地震工程,2003,19(2):72―78.Qu Weilian,Huang Dongmei.Two-step damage diagnosis methods of large and complex structures[J].World Earthquake Engineering,2003,19(2):72―78.(in Chinese)
[18]高赞明,孙宗光,倪一清.基于振动方法的汲水门大桥损伤检测研究[J].地震工程与工程振动,2001,21(4):117―124.Gao Zanming,Sun Zongguang,Ni Yiqing.Simulation of damage identification using vibration-based method for KapShuiMun Bridge[J].Earthquake Engineering and Engineering Vibration,2001,21(4):117―124.(in Chinese)
[19]朱劲松,肖汝诚.桥梁损伤识别的使用模型修正方法研究[J].工业建筑,2006,36:219―224.Zhu Jinsong,Xiao Rucheng.Research on damage identification of bridges based on FE model updating[J].Industrial Construction,2006,36:219―224.(in Chinese)
[20]谢政,李建华,汤泽滢.非线性最优化[M].长沙:国防科技大学出版社,2006.Xie Zheng,Li Jianhua,Tang Zeying.Nonlinear optimization[M].Changsha:National University of Defense Technology Press,2006.(in Chinese)
[21]姚南,张天申,王元清,石永久.北京某景观桥钢结构的检测鉴定与加固设计[J].工程抗震与加固改造,2009,31(1):97―101.Yao Nan,Zhang Tianshen,Wang Yuanqing,Shi Yongjiu.Detecting,appraisal and strengthening design of steel structure of a certain sight bridge in Beijing[J].Earthquake Resistant Engineering and Retrofitting,2009,31(1):97―101.(in Chinese)
[22]JTG D60-2004,公路桥涵设计通用规范[S].北京:人民交通出版社,2004.JTG D60-2004,General code for design of highway bridges and culverts[S].Beijing:China Communications Press,2004.(in Chinese)
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