预应力混凝土部分斜拉桥的阻尼特性
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摘要
以塔梁固结、墩梁分离的预应力混凝土部分斜拉桥为对象,通过桥梁的振动试验分析这类结构的阻尼特性,在此基础上应用非正交阻尼理论研究构件阻尼与振型阻尼比之间的关系,验证在小阻尼条件下结构振型阻尼比可以通过构件阻尼效果线性叠加得到的假定.讨论应变能比例阻尼理论计算结构振型阻尼比的特性,并利用实测和理论结果的对比探讨这类结构的构件阻尼比.结果表明,预应力混凝土部分斜拉桥的竖弯和扭转振型的阻尼比约为1%,小于普通预应力混凝土连续梁桥;应变能比例阻尼理论可近似估算结构的振型阻尼比,预应力混凝土主梁、混凝土墩塔、钢拉索和场地的材料阻尼比建议分别在1.0%、1.2%、0.1%、4.0%附近取值.
Taking a PC partial cable-stayed bridge with tower beam consolidation and pier beam separation system as an example,the damping characteristics of such structures was investigated in bridge vibration test.Based on non-orthogonal damping theory,the relationship between component damping and modal damping ratio was studied,and the assumption that the modal damping ratio can be obtained by superposition of component damping under small damping condition was verified.The characteristics of damping ratio which was calculated by strain energy proportional damping theory was discussed,and the component damping ratio was talked over by comparison of experimental and theoretical results.The results show that the damping ratios of vertical bending mode and torsional mode are about 1%,which is less than that of ordinary PC continuous beam bridge.The damping ratio can be obtained by linear superposition of component damping according to non-orthogonal damping theory.It also can be approximately estimated with strain energy proportional damping theory,while the material damping ratios of PC beam,concrete pier and tower and steel cable are around 1.0%,1.2%,0.1% and 4.0% respectively.
Taking a PC partial cable-stayed bridge with tower beam consolidation and pier beam separation system as an example,the damping characteristics of such structures was investigated in bridge vibration test.Based on non-orthogonal damping theory,the relationship between component damping and modal damping ratio was studied,and the assumption that the modal damping ratio can be obtained by superposition of component damping under small damping condition was verified.The characteristics of damping ratio which was calculated by strain energy proportional damping theory was discussed,and the component damping ratio was talked over by comparison of experimental and theoretical results.The results show that the damping ratios of vertical bending mode and torsional mode are about 1%,which is less than that of ordinary PC continuous beam bridge.The damping ratio can be obtained by linear superposition of component damping according to non-orthogonal damping theory.It also can be approximately estimated with strain energy proportional damping theory,while the material damping ratios of PC beam,concrete pier and tower and steel cable are around 1.0%,1.2%,0.1% and 4.0% respectively.
引文
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[8]彭涛.基于环境激励的大跨度桥梁模态分析与应用研究[D].长沙:长沙理工大学,2007.4.PENG Tao.Research on modal analysis and application oflong-span bridges based on ambient excitation[D].Chang-sha:Changsha University of Science&Technology,2007.4.
[9]章关永,刘进明.上海卢浦大桥主桥动力特性测试研究[J].振动与冲击,2008,27(9):167-170.ZHANG Guan-yong,LIU Jin-ming.Measurement of Lupuarch bridge vibration characteristics[J].Journal of Vi-bration and Shock,2008,27(9):167-170.
[10]蔡登山,党志杰.军山长江公路大桥主桥静动力特性试验研究[J].世界桥梁,2003,(1):38-41.CAI Deng-shan,DANG Zhi-jie.Experimental study ofstatic and dynamic characteristic of Junshan Changjianghighway bridge[J].World Bridges,2003,(1):38-41.
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[12]韦勇,陈国平.结构非比例阻尼矩阵的建模和识别[J].南京航空航天大学学报,2004,36(6):740-743.WEI Yong,CHEN Guo-ping.Modeling and identifying ofnon-proportional damping of structure[J].Journal ofNanjing University of Aeronautics&Astronautics,2004,36(6):740-743.
[13]MIYAMOTO A,MORIKAWA H,KUBOTA Y.Damageevaluation of concrete bridges based on modal parametersconsidering non-proportional damping[J].Journal ofStructural Mechanics and Earthquake Engineering,23(490):111-120.
[14]谢旭,高金盛,苟昌焕,等.应用碳纤维索的大跨度斜拉桥结构振动特性[J].浙江大学学报:工学版,2005,39(5):728-733.XIE Xu,KAO Chin-sheng,KOU Chang-huan et al.Dy-namic characteristics of long-span cable-stayed bridges u-sing carbon fiber composite cable[J].Journal of Zhe-jiang University:Engeneering Science,2005,39(5):728-733.
[15]JUANG J N,RICHARD S P.An eigensystem realizationalgorithm for modal parameter identification and modal re-duction[J].Journal of Guidance,Control,Dynam-ic,1985,8(5):620-627.
[16]FOSS K A.Coordinates which uncouple the equations ofmotion of damped linear dynamic systems[J].Journalof Applied Mechanics,Vol.25,1958:361-364.
[17]米田昌弘.橋梁の可動支承部における摩擦力に起因した構造減衰特性に関する2,3考察[J].日本土木学会論文集,23(492):137-145,1994.6.YONEDA M.Some considerations on damping character-istics of bridge structures due to coulomb friction force atmovable supports[J].Journal of Structural Mechanicsand Earthquake Engineering,23(492):137-145,1994.6.
[18]KAWASHIMA K,UNJOH S,TUNOMOTO.Estimation ofdamping ratio cable-stayed bridges for seismic design[J].Journal of Structural Engineering,1993,119(4):1015-1031.
[19]YAMAGUCHI H,ITO M.Mode-dependence of structuraldamping in cable-stayed bridge[J].Journal of WindEngineering and Industrial Aerodynamics,1997,72:289-300.
[20]Japan Road Association.Part V:Seismic Design.Designspecifications of highway bridges[S].Tokyo:Maruzen,1996.
[2]蔺鹏臻,刘凤奎,张元海.单索面混凝土矮塔斜拉桥的动力特性[J].世界地震工程,2006,22(3):111-115.LIN Peng-zhen,LIU Feng-kui,ZHANG Yuan-hai.Dy-namic behavior of concret extrados cable-stayed bridgeswith single cable plane[J].World Earthquake Engi-neering,2006,22(3):111-115.
[3]朱保华.矮塔斜拉桥的动力特性及地震响应分析[D].成都:西南交通大学,2008.11.ZHU Bao-hua.Research on dynamic behavior and seismicresponse of short-pylon cable-stayed bridge[D].Chengdu:Southwest Jiaotong University,2008.11.
[4]蔡鹏程.三跨预应力混凝土部分斜拉桥动力特性及地震反应特性研究[D].福州:福州大学,2005.12.CAI Peng-cheng.Dynamic and seismic response analysis ofthree-span PC partly cable-stayed bridge[D].Fuzhou:Fuzhou University,2005.12.
[5]杨国静.墩梁刚结和墩梁铰结矮塔斜拉桥的比较分析研究[D].成都:西南交通大学,2007.5.YANG Guo-jing.Comparative analysis of low-pylon cable-stayed bridge with pier-girder rigid connection and pier-girder hinged connection[D].Chengdu:Southwest Jiao-tong University,2007.5.
[6]新原雄二,河野哲也,山野辺慎一,等.PCエクストラドーズド橋の減衰特性に関する考察[J].日本土木学会構造工学論文集,2001,47A:489-500.NIIHARA Y,KOHNO T,YAMANOBE S,et al.Studycharacteristics of PC extradosed bridges[J].Journal ofStructural Engineering,2001,47A:489-500.
[7]郭震山,陈艾荣.缆索支承桥梁模态阻尼特性及理论分析[J].同济大学学报:自然科学版,2005,33(1):2-5.GUO Zhen-shan,CHEN Ai-rong.Characteristic and theo-retical analysis of modal damping of cable-supported bridge[J].Journal of Tongji University:Natural Science,2005,33(1):2-5.
[8]彭涛.基于环境激励的大跨度桥梁模态分析与应用研究[D].长沙:长沙理工大学,2007.4.PENG Tao.Research on modal analysis and application oflong-span bridges based on ambient excitation[D].Chang-sha:Changsha University of Science&Technology,2007.4.
[9]章关永,刘进明.上海卢浦大桥主桥动力特性测试研究[J].振动与冲击,2008,27(9):167-170.ZHANG Guan-yong,LIU Jin-ming.Measurement of Lupuarch bridge vibration characteristics[J].Journal of Vi-bration and Shock,2008,27(9):167-170.
[10]蔡登山,党志杰.军山长江公路大桥主桥静动力特性试验研究[J].世界桥梁,2003,(1):38-41.CAI Deng-shan,DANG Zhi-jie.Experimental study ofstatic and dynamic characteristic of Junshan Changjianghighway bridge[J].World Bridges,2003,(1):38-41.
[11]王涛,黄平明.斜拉桥模态试验研究[J].太原理工大学学报,2007,38(5):401-403.WANG Tao,HUANG Ping-ming.Experimental modal a-nalysis of cable-stayed bridge[J].Journal of TaiyuanUniversity of Technology,2007,38(5):401-403.
[12]韦勇,陈国平.结构非比例阻尼矩阵的建模和识别[J].南京航空航天大学学报,2004,36(6):740-743.WEI Yong,CHEN Guo-ping.Modeling and identifying ofnon-proportional damping of structure[J].Journal ofNanjing University of Aeronautics&Astronautics,2004,36(6):740-743.
[13]MIYAMOTO A,MORIKAWA H,KUBOTA Y.Damageevaluation of concrete bridges based on modal parametersconsidering non-proportional damping[J].Journal ofStructural Mechanics and Earthquake Engineering,23(490):111-120.
[14]谢旭,高金盛,苟昌焕,等.应用碳纤维索的大跨度斜拉桥结构振动特性[J].浙江大学学报:工学版,2005,39(5):728-733.XIE Xu,KAO Chin-sheng,KOU Chang-huan et al.Dy-namic characteristics of long-span cable-stayed bridges u-sing carbon fiber composite cable[J].Journal of Zhe-jiang University:Engeneering Science,2005,39(5):728-733.
[15]JUANG J N,RICHARD S P.An eigensystem realizationalgorithm for modal parameter identification and modal re-duction[J].Journal of Guidance,Control,Dynam-ic,1985,8(5):620-627.
[16]FOSS K A.Coordinates which uncouple the equations ofmotion of damped linear dynamic systems[J].Journalof Applied Mechanics,Vol.25,1958:361-364.
[17]米田昌弘.橋梁の可動支承部における摩擦力に起因した構造減衰特性に関する2,3考察[J].日本土木学会論文集,23(492):137-145,1994.6.YONEDA M.Some considerations on damping character-istics of bridge structures due to coulomb friction force atmovable supports[J].Journal of Structural Mechanicsand Earthquake Engineering,23(492):137-145,1994.6.
[18]KAWASHIMA K,UNJOH S,TUNOMOTO.Estimation ofdamping ratio cable-stayed bridges for seismic design[J].Journal of Structural Engineering,1993,119(4):1015-1031.
[19]YAMAGUCHI H,ITO M.Mode-dependence of structuraldamping in cable-stayed bridge[J].Journal of WindEngineering and Industrial Aerodynamics,1997,72:289-300.
[20]Japan Road Association.Part V:Seismic Design.Designspecifications of highway bridges[S].Tokyo:Maruzen,1996.
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