·1462· 工程科学学报，第39卷，第9期 率特性风荷载作用下风机结构动力响应的时域和频域 collapsed large wind turbine tower.Eng Fail Anal,2011,18 特性基本相同，功率谱密度也近似相等.但动力响应 (1):295 的最大值依次减小，且响应的非高斯性较风荷载的非 [15]Jonkman J,Butterfield S,Musial W,et al.Definition of a 5MW 高斯性减弱. Reference Wind Turbine for Offshore System Development.Techni- cal Report,NREL/TP-500-38060,National Renewable Energy (2)裂纹形成阶段对风荷载的非高斯性较为敏 Laboratory,2009 感，因此风机重要部件需考虑荷载的非高斯性影响：裂 [16]Akdag S A,Dinler A.A new method to estimate Weibull param- 纹扩展阶段对风荷载的非高斯性不敏感，可忽略非高 eters for wind energy applications.Energy Coners Manage, 斯性对裂纹扩展寿命的影响. 2009,50(7):1761 (3)在考虑平均风速和来流风向联合概率密度条 [17]Clifton A.135 m Meteorological Towers at the National Wind 件下，控制截面的疲劳失效出现在最大来流风向位置， Technology Center.NREL Report TP-500-55915,2016 且裂纹形成和扩展阶段的失效位置相同. [18]Ding J,Chen X Z.Moment-based translation model for hardening non-Gaussian response processes.J Eng Mech,2016,142(2): 06015006-】 参考文献 [19]Grigoriu M.Spectralrepresentation for a class of non-Gaussian processes.J Eng Mech,2004,130(5):541 [1]Saravia C M,Machado S P,Cortinez V H.A composite beam fi- [20]Shields M D,Deodatis G.A simple and efficient methodology to nite element for multibody dynamics:application to large wind tur- approximate a general non-Gaussian stationary stochastic vector bine modeling.Eng Struct,2013,56:1164 process by a translation process with applications in wind velocity [2]Chen X B,Li J,Chen J Y.Wind-induced response analysis of a simulation.Probabilist Eng Mech,2013,31:19 wind turbine tower including the blade-tower coupling effect. [21]Shields M D,Deodatis G,Bocchini P.A simple and efficient Zhejiang Unin-SCIENCE A,2009,10(11):1573 methodology to approximate a general non-Gaussian stationary [3]Jonkman J M.Buhl Jr M L.FAST User's Guide.Technical Report stochastic process by a translation process.Probabilist Eng Mech, No.NREL/EL-500-38230,2005 2011,26(4):511 [4]Larsen T J,Hansen A M.How 2 HAWC2 the User's Manual.Risg [22]Bocchini P.Probabilistic Approaches in Ciril Engineering:Genera- National Laboratory,2007 tion of Random Fields and Structural Identification with Genetic [5]Do T Q,van de Lindt J W,Mahmoud H.Fatigue life fragilities Algorithms[Dissertation ]Bologna:Universita di Bologna, and performance-based design of wind turbine tower base connec- 2008 tions..J Struct Eng,2014,141(7):04014183-1 [23]Bengtsson A,Rychlik I.Uncertainty in fatigue life prediction of [6]Do T Q,Mahmoud H,van de Lindt J W.Fatigue life of wind tur- structures subject to Gaussian loads.Probabilist Eng Mech, bine tower bases throughout Colorado.I Perform Constr Fac, 2009,24(2):224 2015,29(4):04014109-1 [24]Low Y M.Variance of the fatigue damage due to a Gaussian nar- [7]Dawood M,Goyal R,Dhonde H,et al.Fatiguelife assessment of rowband process.Struct Saf,2012,34(1):381 cracked high-Mast Illumination Poles.J Perform Constr Fac, [25]Ding J,Chen X Z,Zuo D L,et al.Fatigue life assessment of 2014,28(2):311 traffic-signal support structures from an analytical approach and [8]Repetto M P,Solari G.Closed-form prediction of the alongwind- long-term vibration monitoring data.Struct Eng,2016,142 induced fatigue of structures.J Struct Eng,2012,138(9):1149 (6):04016017-1 [9]Repetto M P.Solari G.Closed form solution of the alongwind-in- [26]Hanaki S,Yamashita M,Uchida H,et al.On stochastic evalua- duced fatigue damage to structures.Eng Struct,2009.31(10): tion of S-N data based on fatigue strength distribution.Int Fa- 2414 tigue,2010,32(3):605 [10]Repetto M P.Cycle counting methods for bi-modal stationary [27]Stam A,Richman N.Pool C,et al.Fatigue Life of Steel Base Gaussian processes.Probabilist Eng Mech,2005,20(3):229 Plate to Pole Connections for Traffic Structures.Austin:Center [11]Gong K M,Chen X Z.Influence of non-Gaussian wind charac- for Transportation Research,University of Texas at Austin,2011 teristics on wind turbine extreme response.Eng Struct,2014, [28]Chung H,Manuel L,Frank K H.Optimal Inspection of Fracture- 59:727 Critical Steel Trapesoidal Girders.Austin:Center for Transporta- [12]Gong K M,Ding J,Chen X Z.Estimation of long-term extreme tion Research,University of Texas at Austin,2003 response of operational and parked wind turbines:validation and [29]Mahmoud H N.Dexter R J.Propagation rate of large cracks in some new insights.Eng Struct,2014,81:135 stiffened panels under tension loading.Mar Struct,2005,18 [13]Ding J.Gong K M,Chen X Z.Comparison of statistical extrapo- (3):265 lation methods for the evaluation of long-term extreme response of [30]Dowling N E.Mechanical Beharior of Materials:Engineering wind turbine.Eng Struct,2013,57:100 Methods for Deformation,Fracture,and Fatigue.4th Ed.Bos- [14]Chou JS,Tu W T.Failure analysis and risk management of a ton:Pearson,2012工程科学学报,第 39 卷,第 9 期 率特性风荷载作用下风机结构动力响应的时域和频域 特性基本相同,功率谱密度也近似相等. 但动力响应 的最大值依次减小,且响应的非高斯性较风荷载的非 高斯性减弱. (2)裂纹形成阶段对风荷载的非高斯性较为敏 感,因此风机重要部件需考虑荷载的非高斯性影响;裂 纹扩展阶段对风荷载的非高斯性不敏感,可忽略非高 斯性对裂纹扩展寿命的影响. (3)在考虑平均风速和来流风向联合概率密度条 件下,控制截面的疲劳失效出现在最大来流风向位置, 且裂纹形成和扩展阶段的失效位置相同. 参 考 文 献 [1] Saravia C M, Machado S P, Cort侏nez V H. A composite beam fi鄄 nite element for multibody dynamics: application to large wind tur鄄 bine modeling. Eng Struct, 2013, 56: 1164 [2] Chen X B, Li J, Chen J Y. Wind鄄induced response analysis of a wind turbine tower including the blade鄄tower coupling effect. J Zhejiang Univ鄄SCIENCE A, 2009, 10(11): 1573 [3] Jonkman J M, Buhl Jr M L. FAST User蒺s Guide. Technical Report No. NREL / EL鄄鄄500鄄鄄38230, 2005 [4] Larsen T J, Hansen A M. How 2 HAWC2 the User蒺s Manual. Ris覬 National Laboratory, 2007 [5] Do T Q, van de Lindt J W, Mahmoud H. Fatigue life fragilities and performance鄄based design of wind turbine tower base connec鄄 tions. J Struct Eng, 2014, 141(7): 04014183鄄1 [6] Do T Q, Mahmoud H, van de Lindt J W. Fatigue life of wind tur鄄 bine tower bases throughout Colorado. J Perform Constr Fac, 2015, 29(4): 04014109鄄1 [7] Dawood M, Goyal R, Dhonde H, et al. Fatiguelife assessment of cracked high鄄Mast Illumination Poles. J Perform Constr Fac, 2014, 28(2): 311 [8] Repetto M P, Solari G. Closed鄄form prediction of the alongwind鄄 induced fatigue of structures. J Struct Eng, 2012, 138(9): 1149 [9] Repetto M P, Solari G. Closed form solution of the alongwind鄄in鄄 duced fatigue damage to structures. Eng Struct, 2009, 31 (10): 2414 [10] Repetto M P. Cycle counting methods for bi鄄modal stationary Gaussian processes. Probabilist Eng Mech, 2005, 20(3): 229 [11] Gong K M, Chen X Z. Influence of non鄄Gaussian wind charac鄄 teristics on wind turbine extreme response. Eng Struct, 2014, 59: 727 [12] Gong K M, Ding J, Chen X Z. Estimation of long鄄term extreme response of operational and parked wind turbines: validation and some new insights. Eng Struct, 2014, 81: 135 [13] Ding J, Gong K M, Chen X Z. Comparison of statistical extrapo鄄 lation methods for the evaluation of long鄄term extreme response of wind turbine. Eng Struct, 2013, 57: 100 [14] Chou J S, Tu W T. Failure analysis and risk management of a collapsed large wind turbine tower. Eng Fail Anal, 2011, 18 (1): 295 [15] Jonkman J, Butterfield S, Musial W, et al. Definition of a 5MW Reference Wind Turbine for Offshore System Development. Techni鄄 cal Report, NREL / TP鄄鄄500鄄鄄38060, National Renewable Energy Laboratory,2009 [16] Akdag姚 S A, Dinler A. A new method to estimate Weibull param鄄 eters for wind energy applications. Energy Convers Manage, 2009, 50(7): 1761 [17] Clifton A. 135 m Meteorological Towers at the National Wind Technology Center. NREL Report TP鄄鄄500鄄鄄55915, 2016 [18] Ding J,Chen X Z. Moment鄄based translation model for hardening non鄄Gaussian response processes. J Eng Mech, 2016, 142(2): 06015006鄄1 [19] Grigoriu M. Spectralrepresentation for a class of non鄄Gaussian processes. J Eng Mech, 2004, 130(5): 541 [20] Shields M D, Deodatis G. A simple and efficient methodology to approximate a general non鄄Gaussian stationary stochastic vector process by a translation process with applications in wind velocity simulation. Probabilist Eng Mech, 2013, 31: 19 [21] Shields M D, Deodatis G, Bocchini P. A simple and efficient methodology to approximate a general non鄄Gaussian stationary stochastic process by a translation process. Probabilist Eng Mech, 2011, 26(4): 511 [22] Bocchini P. Probabilistic Approaches in Civil Engineering: Genera鄄 tion of Random Fields and Structural Identification with Genetic Algorithms [ Dissertation ]. Bologna: Universit伽 di Bologna, 2008 [23] Bengtsson A, Rychlik I. Uncertainty in fatigue life prediction of structures subject to Gaussian loads. Probabilist Eng Mech, 2009, 24(2): 224 [24] Low Y M. Variance of the fatigue damage due to a Gaussian nar鄄 rowband process. Struct Saf, 2012, 34(1): 381 [25] Ding J, Chen X Z, Zuo D L, et al. Fatigue life assessment of traffic鄄signal support structures from an analytical approach and long鄄term vibration monitoring data. J Struct Eng, 2016, 142 (6): 04016017鄄1 [26] Hanaki S, Yamashita M, Uchida H, et al. On stochastic evalua鄄 tion of S鄄鄄N data based on fatigue strength distribution. Int J Fa鄄 tigue, 2010, 32(3): 605 [27] Stam A, Richman N, Pool C, et al. Fatigue Life of Steel Base Plate to Pole Connections for Traffic Structures. Austin: Center for Transportation Research, University of Texas at Austin, 2011 [28] Chung H, Manuel L, Frank K H. Optimal Inspection of Fracture鄄 Critical Steel Trapezoidal Girders. Austin: Center for Transporta鄄 tion Research, University of Texas at Austin, 2003 [29] Mahmoud H N, Dexter R J. Propagation rate of large cracks in stiffened panels under tension loading. Mar Struct, 2005, 18 (3): 265 [30] Dowling N E. Mechanical Behavior of Materials: Engineering Methods for Deformation, Fracture, and Fatigue. 4th Ed. Bos鄄 ton: Pearson, 2012 ·1462·