海上风机—基础水平振动的多自由度分析
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摘要
为了对风机进行抗震设计,进行了风机塔和基础的动力分析。首先对近海风力发电机的塔和泥面线上基础进行了多自由度动力系统的自由振动分析,得到了自振频率和对应的振型。然后进行了近海风力机塔和泥面线上基础这一多自由度结构在地震作用下的动力分析,得到了结构物的位移反应。结果发现:对于多自由度结构的强迫振动,外荷载的频率与结构的任何一个自振频率相同时,位移幅值会无限大,即出现共振现象。当外荷载的频率与结构的自振频率接近时,结构物的位移反应也会很大。减震可通过调整结构的构造或者设置阻尼器。
In order to design wind turbine under seismic load,dynamic analysis was done to wind turbine tower and foundation.Firstly,free vibration character of offshore wind turbine tower and the foundation above mud line was analyzed with multiple-degree-of-freedom system.The natural frequency and the corresponding vibration mode were retrieved.Then offshore wind turbine tower and the foundation above mud line under earthquake load were analyzed with multiple-degree-of-freedom method.And the structure displacement response was retrieved.Results indicate that when the external load frequency is same with one of the natural vibration frequencies of multiple degree freedom structure,displacement amplitude becomes zillion and resonance phenomenon occurs.Furthermore when the external load frequency approaches natural frequency of structure,the displacement response of structure also becomes very large.To reduce earthquake disaster,structure form can be modified or the damper can be installed.
In order to design wind turbine under seismic load,dynamic analysis was done to wind turbine tower and foundation.Firstly,free vibration character of offshore wind turbine tower and the foundation above mud line was analyzed with multiple-degree-of-freedom system.The natural frequency and the corresponding vibration mode were retrieved.Then offshore wind turbine tower and the foundation above mud line under earthquake load were analyzed with multiple-degree-of-freedom method.And the structure displacement response was retrieved.Results indicate that when the external load frequency is same with one of the natural vibration frequencies of multiple degree freedom structure,displacement amplitude becomes zillion and resonance phenomenon occurs.Furthermore when the external load frequency approaches natural frequency of structure,the displacement response of structure also becomes very large.To reduce earthquake disaster,structure form can be modified or the damper can be installed.
引文
[1]李碧雄.建筑结构设计[M].北京:中国电力出版社,2008.
[2]KENNETH M.LEET,CHIA-MING UANG,ANNEGILBERT.Fundamentals of Structural Analysis[M].3rd ed.Boston:McGraw-Hill Higher Education,2008.
[3]HELMUT KRAWINKLER,G.D.P.K.SENEVIRATNA.Pros and cons of a pushover analysis of seismic performanceevaluation[J].Engineering Structure,1998,20(4-6):452-464.
[4]黄文熙.横向地震时连拱坝结构作用的分析[J].中国水利,1957(6).
[5]曾锃,王秋杰,唐毅,等.基于地震激励下单自由度粘弹性阻尼系统的仿真计算[J].浙江水利科技,2009:55-61.
[6]CALTRANS.Seismic Design Criteria[S].Version 3.1,U.S.A,2004.
[7]中华人民共和国交通部部标准.公路工程抗震设计规范(JTJ004-89)[S].第1版,北京:人民交通出版社,1989.
[8]彭凯,李建中,范立础.高墩梁桥考虑墩身高阶振动的水平向主导振型[J].振动与冲击,2009,27(7):63-68.
[9][日]矢作枢,田克哉.桩的抗震设计[M]万世昌译.北京:人民交通出版社,1990.
[10]顾培英,高明.单自由度减震结构体系分析[J].水利水运科学研究,1995,2:153-160.
[11]杨茀康.结构动力学[M].北京:人民交通出版社,1987.
[12]徐龙军,谢礼立,郝敏.简谐波地震动反应谱研究[J].工程力学,2005,22(5):7-13.
[13]ZAAIJER.M.B.Foundation modeling to assess dynamicbehaviour of offshore wind turbines[J].Applied OceanResearch,2006,28:45-57.
[14]Padrón L A,Aznárez J J,Maeso O.BEM-FEM coupling modelfor the dynamic analysis of piles and pile groups[J].EngineeringAnalysis with Boundary Elements,2007,31:473-484.
[15]SURESH R.DASH,SUBHAMOY BHATTACHARYA,ANTHONY BLAKEBOROUGH.Bending-bucklinginteraction as a failure mechanism of piles in liquefiable soils[J].Soil Dynamic and Earthquake Engineering,2010,30:32-39.
[16]ABDEL-RAHMAN,K.&ACHMUS,M.Finite ElementModelling of horizon-tally loaded Monopile Foundations for.Offshore Wind Energy Converters in Germany[C]//International Symposium on Frontiers in Offshore Geotechnics.(ISFOG),Perth,Australia,,2005:309-396.
[17]SEIDEL M,VON MUTIUS M.,Steudel D.Design and loadcalculations for offshore foundations of a 5 MW turbine[C]//Conference proceedings DEWEK.Wilhelmshaven,Germany,2004.
[18]郇彩云.海上桩式风机基础结构设计与研究[D].大连:大连理工大学,2009.
[19]周竞欧,朱伯钦.结构力学(下册)[M].上海:同济大学出版社,19
[20]赵晖,蔡袁强,徐长节.桩一土系统在波浪荷载下的动力响应分析[J].浙江大学学报:工学版,2007,41(7):1143-1147.
[2]KENNETH M.LEET,CHIA-MING UANG,ANNEGILBERT.Fundamentals of Structural Analysis[M].3rd ed.Boston:McGraw-Hill Higher Education,2008.
[3]HELMUT KRAWINKLER,G.D.P.K.SENEVIRATNA.Pros and cons of a pushover analysis of seismic performanceevaluation[J].Engineering Structure,1998,20(4-6):452-464.
[4]黄文熙.横向地震时连拱坝结构作用的分析[J].中国水利,1957(6).
[5]曾锃,王秋杰,唐毅,等.基于地震激励下单自由度粘弹性阻尼系统的仿真计算[J].浙江水利科技,2009:55-61.
[6]CALTRANS.Seismic Design Criteria[S].Version 3.1,U.S.A,2004.
[7]中华人民共和国交通部部标准.公路工程抗震设计规范(JTJ004-89)[S].第1版,北京:人民交通出版社,1989.
[8]彭凯,李建中,范立础.高墩梁桥考虑墩身高阶振动的水平向主导振型[J].振动与冲击,2009,27(7):63-68.
[9][日]矢作枢,田克哉.桩的抗震设计[M]万世昌译.北京:人民交通出版社,1990.
[10]顾培英,高明.单自由度减震结构体系分析[J].水利水运科学研究,1995,2:153-160.
[11]杨茀康.结构动力学[M].北京:人民交通出版社,1987.
[12]徐龙军,谢礼立,郝敏.简谐波地震动反应谱研究[J].工程力学,2005,22(5):7-13.
[13]ZAAIJER.M.B.Foundation modeling to assess dynamicbehaviour of offshore wind turbines[J].Applied OceanResearch,2006,28:45-57.
[14]Padrón L A,Aznárez J J,Maeso O.BEM-FEM coupling modelfor the dynamic analysis of piles and pile groups[J].EngineeringAnalysis with Boundary Elements,2007,31:473-484.
[15]SURESH R.DASH,SUBHAMOY BHATTACHARYA,ANTHONY BLAKEBOROUGH.Bending-bucklinginteraction as a failure mechanism of piles in liquefiable soils[J].Soil Dynamic and Earthquake Engineering,2010,30:32-39.
[16]ABDEL-RAHMAN,K.&ACHMUS,M.Finite ElementModelling of horizon-tally loaded Monopile Foundations for.Offshore Wind Energy Converters in Germany[C]//International Symposium on Frontiers in Offshore Geotechnics.(ISFOG),Perth,Australia,,2005:309-396.
[17]SEIDEL M,VON MUTIUS M.,Steudel D.Design and loadcalculations for offshore foundations of a 5 MW turbine[C]//Conference proceedings DEWEK.Wilhelmshaven,Germany,2004.
[18]郇彩云.海上桩式风机基础结构设计与研究[D].大连:大连理工大学,2009.
[19]周竞欧,朱伯钦.结构力学(下册)[M].上海:同济大学出版社,19
[20]赵晖,蔡袁强,徐长节.桩一土系统在波浪荷载下的动力响应分析[J].浙江大学学报:工学版,2007,41(7):1143-1147.
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