在役风电塔结构的最不利风--震组合作用响应分析
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摘要
因风电塔整体结构不沿轴向对称,为明确该结构的受力特性和保证结构安全,采用国外及国内两种数值计算方法对塔筒结构进行了研究,分析风荷载作用下、地震动作用下和风–地震组合作用下的塔体结构的受力差异.在此基础上对塔筒结构进行风–地震组合作用下的不同地震动输入方向的动力响应分析进行研究.结果指出了该状态下对塔筒结构最不利的地震动输入方向以及该作用条件下塔筒结构的薄弱位置为塔筒开口位置.
With the increasing of wind power generation facilities,structure safety is particularly important in the service of wind power towers.Wind power towers are a typical top-heavy structure which is similar to a kind of thin-wall cylindrical structure.The supporting structure of a wind power tower is forced under the pressure of the upper engine room,rotor and blades,the side of the tower is thrust by ocean wind,and when earthquakes happen the tower undergoes the horizontal and vertical seismic action.Since the whole structure of the tower is asymmetric,in order to clarify the mechanical characteristics and ensure the structure safety,the tower structure was studied by foreign and domestic numerical calculation methods.The differences in force of the tower structure were analyzed under wind load only,earthquake load only and the wind-earthquake load combination case.Then the dynamic responses of the tower structure were performed under the combined action of wind and earthquake load with different earthquake input directions.The results pointed out the earthquake input direction which is most disadvantageous to the tower structure and the weak position of the tower structure is door opening location under this condition.
With the increasing of wind power generation facilities,structure safety is particularly important in the service of wind power towers.Wind power towers are a typical top-heavy structure which is similar to a kind of thin-wall cylindrical structure.The supporting structure of a wind power tower is forced under the pressure of the upper engine room,rotor and blades,the side of the tower is thrust by ocean wind,and when earthquakes happen the tower undergoes the horizontal and vertical seismic action.Since the whole structure of the tower is asymmetric,in order to clarify the mechanical characteristics and ensure the structure safety,the tower structure was studied by foreign and domestic numerical calculation methods.The differences in force of the tower structure were analyzed under wind load only,earthquake load only and the wind-earthquake load combination case.Then the dynamic responses of the tower structure were performed under the combined action of wind and earthquake load with different earthquake input directions.The results pointed out the earthquake input direction which is most disadvantageous to the tower structure and the weak position of the tower structure is door opening location under this condition.
引文
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[2]Ministry of Housing and Urban-Rural Development,Peo-ple’s Republic of China.GB/T 50135—2006 Code for De-sign of High-rising Structures.Beijing:Standard Press ofChina,2007(中华人民共和国住房和城乡建设部.GB/T50135—2006高耸结构设计规范.北京:中国标准出版社,2007)
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[7]Kareem A,Zhou Y.Gust loading factor-past,present andfuture.J Wind Eng Ind Aerodyn,2003,96(10/11):1301
[8]Mr′oz A,Holnicki-Szulc J,K¨arna¨T.Mitigation of ice load-ing on off-shore wind turbines:feasibility study of a semi-active solution.Comput Struct,2008,86(3-5):217
[9]Agarwal P,Manuel L.The influence of the joint wind-waveenvironment on offshore wind turbine support structureloads.J Sol Energy Eng,2008,130(3):1
[10]Chen Y F.Statics analysis of the telescopic tower about50 meter.Electro Mech Eng,2008,24(3):31(陈亚峰.50米升降塔的静力分析.电子机械工程,2008,24(3):31)
[11]Jin T,Zhou Y,Li J.Numerical analysis of reinforced con-crete wind turbine tower.J Huazhong Univ Sci TechnolUrban Sci,2008,25(4):270(金涛,周勇,李杰.钢筋混凝土风力发电高塔数值分析.华中科技大学学报:城市科学版,2008,25(4):270)
[12]Wang M,Wang Z Q,Jiang W Q.Structural analysis onwind turbine tower using transfer matrix method.Chin JConstr Mach,2009,7(2):131(王孟,王璋奇,江文强.基于传递矩阵法的风力发电机组塔架结构分析.中国工程机械学报,2009,7(2):131)
[2]Ministry of Housing and Urban-Rural Development,Peo-ple’s Republic of China.GB/T 50135—2006 Code for De-sign of High-rising Structures.Beijing:Standard Press ofChina,2007(中华人民共和国住房和城乡建设部.GB/T50135—2006高耸结构设计规范.北京:中国标准出版社,2007)
[3]Kobayashi D,Kiyoshi O.Dynamic response analysis foroffshore wind power tower during ocean wave and earth-quakes//The Fifty-eighth Academic Conference of CivilSociety.Tokyo,2003:151(小林大佑,清宮理.洋上風力發電タワー波浪と地震を同時に受動的應答解析//土木學會第58回年次學術講演會.东京,2003:151)
[4]Takashi S,Kiyoshi O.Dynamic response analysis for off-shore wind power tower during wind,ocean wave andearthquakes//The Sixty Academic Conference of CivilSociety.Tokyo,2005:543(齊藤崇嗣,清宮理.洋上風力発電施設の風と波浪と地震を同時に受ける動的応答解析//土木學會第60回年次學術講演會.东京,2005:543)
[5]Ishihara M.The state-of-the-art on design of wind turbinesupport structures//Civil Construction Materials Pro-ceedings.Tokyo,2008:24(石原孟.風力發電設備支持物構造設計の現狀と課題//土木構造.材料論文集.东京,2008:24)
[6]Binh L V,Ishihara T,Phuc P V,et al.A peak factor fornon-Gaussian response analysis of wind turbine tower.JWind Eng Ind Aerodyn,2008,96(10/11):2217
[7]Kareem A,Zhou Y.Gust loading factor-past,present andfuture.J Wind Eng Ind Aerodyn,2003,96(10/11):1301
[8]Mr′oz A,Holnicki-Szulc J,K¨arna¨T.Mitigation of ice load-ing on off-shore wind turbines:feasibility study of a semi-active solution.Comput Struct,2008,86(3-5):217
[9]Agarwal P,Manuel L.The influence of the joint wind-waveenvironment on offshore wind turbine support structureloads.J Sol Energy Eng,2008,130(3):1
[10]Chen Y F.Statics analysis of the telescopic tower about50 meter.Electro Mech Eng,2008,24(3):31(陈亚峰.50米升降塔的静力分析.电子机械工程,2008,24(3):31)
[11]Jin T,Zhou Y,Li J.Numerical analysis of reinforced con-crete wind turbine tower.J Huazhong Univ Sci TechnolUrban Sci,2008,25(4):270(金涛,周勇,李杰.钢筋混凝土风力发电高塔数值分析.华中科技大学学报:城市科学版,2008,25(4):270)
[12]Wang M,Wang Z Q,Jiang W Q.Structural analysis onwind turbine tower using transfer matrix method.Chin JConstr Mach,2009,7(2):131(王孟,王璋奇,江文强.基于传递矩阵法的风力发电机组塔架结构分析.中国工程机械学报,2009,7(2):131)
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