.1442· 工程科学学报，第39卷，第9期 影响. 限元分析.建筑科学，2009,25(9)：18) (2)利用FAST程序，通过输入风速时程，得到考 [12] Liao Z P.Introduction to Ware Motion Theories in Engineering. 虑偏航、变桨距以及电机设备影响的塔顶风荷载时程， 2nd Ed.Beijing:Science Press,2002 以考虑风机运转效应：采用EERA程序进行土层地震 (廖振鹏.工程波动理论导论.2版.北京：科学出版社， 2002) 反演分析，得到模型土体底部深度处的地震波 [13]Simulia D S.ABAOUS 6.13 user's manual.Providence:Dassault (3)分别对考虑SSI效应和不考虑SSI效应的模 Systems,2013 型进行运转工况下的模态分析和地震响应分析，对比 「141 Ministry of Housing and Urban-Rural Development,People's Re- 结果可以看到，考虑S$I效应将降低塔筒自振频率，且 public of China.GB50011-2012 Load Code for the Design of 阶次越高降低幅度越大：考虑SSI效应将会导致运转 Building.Beijing:China Architecture Building Press,2012 (中华人民共和国住房和城乡建设部.GB50011一2012建筑 工况下结构塔顶加速度、速度和相对位移响应的放大. 结构荷载规范.北京：中国建筑工业出版社，2012) 因此，在对运转工况风电塔进行地震动力响应分析时， [15]Ministry of Housing and Urban-Rural Development,People's Re- 应考虑SSI效应. public of China.GB50010-2010 Code for the Design of Concrete Structures.Beijing:China Architecture Building Press,2010 参考文献 (中华人民共和国住房和城乡建设部.GB50010一2010混凝 [1]World Wind Energy Association (WWEA).The World Sets New 土结构设计规范.北京：中国建筑工业出版社，2010) Wind Installations Record [EB/OL].[2016-03-10 ]http:// [16] Ding W T,Yang M,Zhao X H.An analysis of the settlement of www.wwindea.org/the-world-sets-new-wind-installations-record- tall building on pile foundation in Shanghai.Shanghai Geol, 637-gw-new-capacity-in-2015 1989(3):31 [2]World Wind Energy Association (WWEA).Worldeide Wind Mar- (丁万太，杨敏，赵锡宏。上海地区高层建筑物桩基础的沉 ket Booming Like Never Before:Wind Capacity Over 392 Gigawatt 降分析.上海地质，1989(3)：31) EB/OL].[2016-03-10].http://www.wwindea.org/hyr2015 [17]Gu X L,Qian H J,Liu H S,et al.Subgrade and Foundation. [3]Ronold K O,Christensen C J.Optimization of a design code for 3rd Ed.Beijing:China Architecture Building Press,2003 wind-turbine rotor blades in fatigue.Eng Struct,2001,23(8):993 (顾晓鲁，钱鸿缙，刘慧珊，等.地基与基础.3版.北京：中 [4]Nuta E.Christopoulos C.Packer JA.Methodology for seismic 国建筑工业出版社，2003) risk assessment for tubular steel wind turbine towers:application [18]Dai K S,Huang Y C.Gong C Q,et al.Rapid seismic analysis to Canadian seismic environment.Can Ciril Eng,2011,38 methodology for in-service wind turbine towers.Earthquake Eng (3):293 Engb,2015,14(3):539 [5] Lombardi D,Bhattacharya S,Wood D M.Dynamic soil-structure [19]Koh J H,Robertson A N,Jonkman J M,et al.Validation of interaction of monopile supported wind turbines in cohesive soil. SWAY wind turbine response in FAST,with a focus on the influ- Soil Dyn Earthquake Eng,2013,49:165 ence of tower wind loads//Proceedings of the Twenty-fifth Inter- [6] Bisoi S.Haldar S.Dynamic analysis of offshore wind turbine in national Ocean and Polar Engineering Conference.Kona,2015 clay considering soil-monopile-tower interaction.Soil Dyn Earth- [20]Jonkman J M,Buhl Jr M L.FAST User's Guide.Colorado:Na- quake Eng,2014,63:19 tional Renewable Energy Laboratory,2005 [7]International Electrotechnical Commission.Wind Turbines-Part 1: [21]Bardet J P,Ichii K,Lin C H.EERA:A Computer Program for design Requirements Ed.3//IEC 61400-1.2005 Equiralent-Linear Earthquake Site Response Analyses of Layered [8]ASCE/AWEA Committee.Recommended practice for compliance Soil Deposits.Los Angeles:Department of Civil Engineering.U- of large onshore wind turbine support structures//ASCE/AWEA niversity of Southern Califormnia,2000 RP2011.2012 [22]Huang Y.Ye W M,Tang Y Q,et al.Characteristic analysis for [9]Song B.Huang F T,Zeng J.Study on the damage feature and the seismic ground response of soft soils in Shanghai.Chin J Under- shaking table model test of wind turbine tower under the action of ground Space Eng,2005,1(5):773 earthquake.Earthquake Eng Eng Dyn,2015,35(5):137 (黄雨，叶为民，唐益群，等.上海软土场地的地震反应特征 (宋波，黄付堂，曾洁.强震作用下风电塔损伤特征与振动台 分析.地下空间与工程学报，2005,1(5)：773) 试验研究.地震工程与工程振动，2015,35(5)：137) [23] Ministry of Housing and Urban-Rural Development,People's Re- [10]Lou M L,Pan D G,Fan L C.Effect of vertical artificial bounda- public of China.GB50011-2010 Code for Seismic Design of ry on seismic response of soil layer.J Tongji Unie Nat Sci, Building.Beijing:China Architecture Building Press,2010 2003,31(7):757 (中华人民共和国住房和城乡建设部.GB50011一2010建筑 (楼梦麟，潘日光，范立础。土层地震反应分析中侧向人工边界 抗震设计规范.北京：中国建筑工业出版社，2010) 的影响.同济大学学报（自然科学版），200B,31(7):757) [24]Chen Q J.Liu T.Comparison of two methods of ground motion [11]Hu C B,Mei L,Mei G X,et al.Finite element method for se- inversion and discussion on question of frequency cut-off.Chin 0 lecting the soil boundary in the model of pile-soil.Building Sci, Mech,2010,31(3):388 2009,25(9):18 (陈清军，刘拓。地震波反演两种计算方法比较与频率截断 (胡钺波，梅岭，梅国雄，等.桩土模型中土体边界选取的有 问题的探讨.力学季刊，2010,31(3)：388)工程科学学报,第 39 卷,第 9 期 影响. (2)利用 FAST 程序,通过输入风速时程,得到考 虑偏航、变桨距以及电机设备影响的塔顶风荷载时程, 以考虑风机运转效应;采用 EERA 程序进行土层地震 反演分析,得到模型土体底部深度处的地震波. (3)分别对考虑 SSI 效应和不考虑 SSI 效应的模 型进行运转工况下的模态分析和地震响应分析,对比 结果可以看到,考虑 SSI 效应将降低塔筒自振频率,且 阶次越高降低幅度越大;考虑 SSI 效应将会导致运转 工况下结构塔顶加速度、速度和相对位移响应的放大. 因此,在对运转工况风电塔进行地震动力响应分析时, 应考虑 SSI 效应. 参 考 文 献 [1] World Wind Energy Association ( WWEA). The World Sets New Wind Installations Record [ EB/ OL]. [2016鄄鄄 03鄄鄄 10 ]. http: / / www. wwindea. org / the鄄world鄄sets鄄new鄄wind鄄installations鄄record鄄 637鄄gw鄄new鄄capacity鄄in鄄2015 [2] World Wind Energy Association (WWEA). Worldwide Wind Mar鄄 ket Booming Like Never Before: Wind Capacity Over 392 Gigawatt [EB/ OL]. [2016鄄鄄03鄄鄄10]. http: / / www. wwindea. org / hyr2015 [3] Ronold K O, Christensen C J. Optimization of a design code for wind鄄turbine rotor blades in fatigue. Eng Struct, 2001, 23(8): 993 [4] Nuta E, Christopoulos C, Packer J A. Methodology for seismic risk assessment for tubular steel wind turbine towers: application to Canadian seismic environment. Can J Civil Eng, 2011, 38 (3): 293 [5] Lombardi D, Bhattacharya S, Wood D M. Dynamic soil鄄structure interaction of monopile supported wind turbines in cohesive soil. Soil Dyn Earthquake Eng, 2013, 49: 165 [6] Bisoi S, Haldar S. Dynamic analysis of offshore wind turbine in clay considering soil鄄monopile鄄tower interaction. Soil Dyn Earth鄄 quake Eng, 2014, 63: 19 [7] International Electrotechnical Commission. Wind Turbines鄄Part 1: design Requirements Ed. 3 / / IEC 61400鄄鄄1. 2005 [8] ASCE/ AWEA Committee. Recommended practice for compliance of large onshore wind turbine support structures/ / ASCE/ AWEA RP2011. 2012 [9] Song B, Huang F T, Zeng J. Study on the damage feature and the shaking table model test of wind turbine tower under the action of earthquake. Earthquake Eng Eng Dyn, 2015, 35(5): 137 (宋波, 黄付堂, 曾洁. 强震作用下风电塔损伤特征与振动台 试验研究. 地震工程与工程振动, 2015, 35(5): 137) [10] Lou M L, Pan D G, Fan L C. Effect of vertical artificial bounda鄄 ry on seismic response of soil layer. J Tongji Univ Nat Sci, 2003, 31(7): 757 (楼梦麟, 潘旦光, 范立础. 土层地震反应分析中侧向人工边界 的影响. 同济大学学报(自然科学版), 2003, 31(7): 757) [11] Hu C B, Mei L, Mei G X, et al. Finite element method for se鄄 lecting the soil boundary in the model of pile鄄soil. Building Sci, 2009, 25(9): 18 (胡铖波, 梅岭, 梅国雄, 等. 桩土模型中土体边界选取的有 限元分析. 建筑科学, 2009, 25(9): 18) [12] Liao Z P. Introduction to Wave Motion Theories in Engineering. 2nd Ed. Beijing: Science Press, 2002 (廖振鹏. 工程波动理论导论. 2 版. 北京: 科学出版社, 2002) [13] Simulia D S. ABAQUS 6郾 13 user蒺s manual. Providence: Dassault Systems, 2013 [14] Ministry of Housing and Urban鄄Rural Development, People蒺s Re鄄 public of China. GB50011—2012 Load Code for the Design of Building. Beijing: China Architecture & Building Press, 2012 (中华人民共和国住房和城乡建设部. GB50011—2012 建筑 结构荷载规范. 北京: 中国建筑工业出版社, 2012) [15] Ministry of Housing and Urban鄄Rural Development, People蒺s Re鄄 public of China. GB50010—2010 Code for the Design of Concrete Structures. Beijing: China Architecture & Building Press, 2010 (中华人民共和国住房和城乡建设部. GB50010—2010 混凝 土结构设计规范. 北京: 中国建筑工业出版社, 2010) [16] Ding W T, Yang M, Zhao X H. An analysis of the settlement of tall building on pile foundation in Shanghai. Shanghai Geol, 1989(3): 31 (丁万太, 杨敏, 赵锡宏. 上海地区高层建筑物桩基础的沉 降分析. 上海地质, 1989(3): 31) [17] Gu X L, Qian H J, Liu H S, et al. Subgrade and Foundation. 3rd Ed. Beijing: China Architecture & Building Press, 2003 (顾晓鲁, 钱鸿缙, 刘慧珊, 等. 地基与基础. 3 版. 北京: 中 国建筑工业出版社, 2003) [18] Dai K S, Huang Y C, Gong C Q, et al. Rapid seismic analysis methodology for in鄄service wind turbine towers. Earthquake Eng Eng Vib, 2015, 14(3): 539 [19] Koh J H, Robertson A N, Jonkman J M, et al. Validation of SWAY wind turbine response in FAST, with a focus on the influ鄄 ence of tower wind loads / / Proceedings of the Twenty鄄fifth Inter鄄 national Ocean and Polar Engineering Conference. Kona, 2015 [20] Jonkman J M, Buhl Jr M L. FAST User蒺s Guide. Colorado: Na鄄 tional Renewable Energy Laboratory, 2005 [21] Bardet J P, Ichii K, Lin C H. EERA: A Computer Program for Equivalent鄄Linear Earthquake Site Response Analyses of Layered Soil Deposits. Los Angeles: Department of Civil Engineering, U鄄 niversity of Southern California, 2000 [22] Huang Y, Ye W M, Tang Y Q, et al. Characteristic analysis for seismic ground response of soft soils in Shanghai. Chin J Under鄄 ground Space Eng, 2005, 1(5): 773 (黄雨, 叶为民, 唐益群, 等. 上海软土场地的地震反应特征 分析. 地下空间与工程学报, 2005, 1(5): 773) [23] Ministry of Housing and Urban鄄Rural Development, People蒺s Re鄄 public of China. GB50011—2010 Code for Seismic Design of Building. Beijing: China Architecture & Building Press, 2010 (中华人民共和国住房和城乡建设部. GB50011—2010 建筑 抗震设计规范. 北京: 中国建筑工业出版社, 2010) [24] Chen Q J, Liu T. Comparison of two methods of ground motion inversion and discussion on question of frequency cut鄄off. Chin Q Mech, 2010, 31(3): 388 (陈清军, 刘拓. 地震波反演两种计算方法比较与频率截断 问题的探讨. 力学季刊, 2010, 31(3): 388) ·1442·