高层建筑的抗风实测分析与大跨度屋盖的风致响应研究
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摘要
本文主要对高层建筑结构在台风作用下进行现场实测分析,并对高层建筑风致作用进行数值计算,对于大跨度悬挑屋盖进行风洞试验和风致响应计算,并提出等效风荷载的实用计算方法。本文主要包括如下一些工作:
(1)在对不同台风登陆后进行长时间连续观测获得的实测数据的基础上,系统地研究了台风的功率谱、湍流积分尺度和峰值因子等台风相关特征以及在台风作用下的被测结构的自振频率、加速度和阻尼特征等,包括湍流积分尺度、峰值因子自身特征及其和风速之间的相互关系、被测结构的自振频率及其在设计阶段通过有限元模型计算的自振频率之间的关系、被测结构的阻尼和振幅之间的关系以及实测结果和风洞试验结果的对比等,从而获得了较完整的风荷载和结构风致响应等相关信息,并对其成因进行系统分析研究,另外利用时域方法对高层建筑风致响应进行计算。通过这些系统而深入的研究,将为我国在台风作用下结构的动力学特征、风与结构的相互作用、风环境、风场模拟以及设计风荷载等方面的研究提供有价值的成果。
(2)利用计算风工程的基本方法对高层建筑的风致作用进行数值评价,其中对计算风工程的计算原理和方法进行分析探讨,对其计算过程中运用不同湍流模型的优劣进行对比分析。在对钝体结构进行湍流计算时,本文提出相应的入口气流和边界条件的模拟方法;同时,对结构网格的划分,本文利用有限体原理和无网格原理相结合的原则提出实用方法,使其既能达到节约计算时间又能达到计算精度的要求。本文还利用不同湍流模型并编制相应的计算程序对高层建筑进行数值计算,并将其与风洞试验的测量结果进行对比,计算结果表明:对于常用几种湍流模型,利用动力亚格子模型的大涡模拟方法能较为准确地模拟出高层建筑在不同风向角下的阻力、升力和力矩系数。LES模型比RANS模型对阻力、升力系数和力矩系数具有较好的模拟结果,对于钝体周边的流场,一些典型的流动特征都能被准确地模拟出来。LES模型能较为准确的模拟出流场湍流,特别是这种模型能准确的捕捉到在转角处出现小的二次分离,而RANS模型不能准确的预测这一点。本文的研究结果将为数值计算在结构风工程中的应用提供重要的参考依据。
(3)对大跨度悬挑屋盖在来流有干扰的情况下进行刚性模型风洞试验研究。在风洞试验中,利用技术措施对屋盖进行上下表面同步测压;并测量在不同的屋盖倾角、来流受到干扰以及不同的风向角情况下的屋盖风压分布特性。在对试验结果数据进行深入的处理和分析的基础上,获得了较完整的平均风荷载和脉动风荷载分布信息,包括平均风压系数和脉动风压系数随风向角的变化情况、平均风压系数和脉动风压系数在屋盖上下表面的空间分布情况、屋盖倾角的改变对平均风压系数和脉动风压系数产生的影响以及来流受到干扰情况下对平均风压系数和脉动风压系数产生的影响等,在此基础上系统研究了屋盖上下表面的平均风压系数和脉动风压系数的分布信息,并对其流场机理进行系统研究,从而为此类屋盖的设计和施工提供一定的参考依据。
(4)研究大跨度悬挑屋盖的风振计算方法。本文运用随机振动力学和统计学相关知识并结合风对大跨度屋盖作用的相关特征,提出运用荷载相关法及协方差分析方法来对大跨度屋盖体系的各种响应进行求解:对平均响应利用结构力学知识进行求解,而对于脉动响应中的背景响应和共振响应则利用协方差分析方法和荷载相关法进行求解;最后对主次梁屋盖体系中的悬臂结构举例求解,并对求得的结果进行理论分析。
(5)研究大跨度悬挑屋盖的等效风荷载的相关问题。本文通过对大量的试验数据的总结以及不同理论方法的比较,利用阵风荷载因子法提出有干扰和无干扰情况下的悬挑屋盖的等效静力风荷载的一般计算方法,从而避免在无干扰情况下,对屋盖的计算偏于不安全,而对于在有干扰情况下的计算又偏于保守,最后,将计算结果和不同求解方法的计算结果进行详细对比分析,发现本文方法能为解决工程实际问题提供一定的参考依据。
This thesis mainly presented the field measurement analysis of tall buildings during passages of several typhoons; the numerical evaluation of tall buildings was conducted. The wind tunnel test on a rigid model of long span cantilever roof and the computational methods for wind-induced response of long span cantilever roofs were also studied. Finally, a simplified approach for estimating the Equivalent Static Wind Load of long-span cantilever roof was proposed in this study for engineering application purpose. The thesis was focused on the following aspects:
( 1 ) This study presented selected field measurement results of wind characteristics and structural responses of super tall buildings, during passages of several typhoons. The field data such as wind speeds, wind directions and acceleration responses were simultaneously and continuously measured from the super tall buildings during typhoons. Detailed analysis of the field data was conducted to investigate the characteristics of typhoon-generated wind and wind-induced vibrations of these super tall buildings under typhoon conditions. The dynamic characteristics of the buildings were determined on the basis of the field measurements and comparisons with those calculated from the computational models of the buildings were made. Furthermore, the full scale measurements were compared with wind tunnel results to evaluate the accuracy of the model test results and adequacy of the techniques used in wind tunnel tests. The full scale measurements of wind effects on the instrumented tall buildings can provide a fundamental improvement of knowledge in structural dynamic characteristics, wind-structure interaction, wind climate, wind field modelling and design wind loads.
(2) A comprehensive numerical study of wind effects on the Commonwealth Advisory Aeronautical Council (CAARC) standard tall building was presented. The techniques of Computational Fluid Dynamics (CFD), such as Large Eddy Simulation (LES), Reynolds Averaged Navier-Stokes Equations (RANS) Model etc., were adopted in this study to predict wind loads on and wind flows around the building. The main objective of this study is to explore an effective and reliable approach for evaluation of wind effects on tall buildings by CFD techniques. The computed results were compared with extensive experimental data which were obtained at wind tunnels. The reasons to cause the discrepancies of the numerical predictions and experimental results were identified and discussed. It was found through the comparison that the
LES with a dynamic sub grid-scale (SGS) model can give satisfactory predictions for mean and dynamic wind loads on the tall building, while the RANS model with modifications can yield encouraging results in most cases and has advantage of providing rapid solutions. Furthermore, it was observed that typical features of the flow fields around such a surface-mounted bluff body standing in atmospheric boundary layers can be captured numerically. It was found that the velocity profile of approaching wind flow mainly influences the mean pressure coefficients on the building and the incident turbulence intensity profile has a significant effect on the fluctuating wind forces. Therefore, it is necessary to correctly simulate both the incident wind velocity profile and turbulence intensity profile in CFD computations to accurately predict wind effects on tall buildings. The recommended CFD techniques and associated numerical treatments provide an effective way for designers to assess wind effects on a tall building and the need for a detailed wind tunnel test.
(3)The wind tunnel test on a rigid model of long span cantilever roof was conducted in this study. Experimental results demonstrated that the mean pressure for the surface taps at the front part of roof were uplift forces. The coefficients of mean wind pressure for these taps increased when the wind azimuth increased from 0 to 60 degree. Then it decreased when the wind azimuth increased from 60 to 90 degree. However, the coefficients of mean wind pressure at these taps remained almost zero when the wind azimuth increased from 90 to 180 degree. For the taps at the middle part of cantilever roof, the uplift forces were also presented. The coefficients of mean wind pressure also increased when the wind azimuth increased from 0 to 90 degree, and relatively smaller values were observed for the pressures at these taps compared to those for the taps at the front part of the roof. The similarity facts also exist for the pressure taps at the rear part of the roof. However, the relatively smaller values in the coefficient of mean wind pressure were found for the taps at the rear part when the wind azimuth changed from 90 to 180 degree. For the front taps of the cantilever roof, the coefficients of fluctuating wind pressure decreased with the increase of the wind azimuth. This mainly due to the less interference effect from the windward roof when the wind azimuth increased. However, the coefficients of fluctuating wind pressure for the middle taps didn’t vary with the wind azimuth. Meanwhile, the coefficients of fluctuating wind pressure for the rear taps normally increased with the increase of wind azimuth. The main reason would possibly be due to the fact that the rear taps were located in the area when the wind azimuth increased. Therefore, the intensity of turbulence would be magnified and the coefficient of fluctuating wind pressure would increase. Experimental results also showed that the coefficient of fluctuating wind pressure remained at the same value when the inclination of cantilever roof varied.
(4) The computational methods for wind-induced response of long span cantilever roof were also studied in this study. The wind-induced responses include the mean wind-induced response and fluctuating response, while the latter response could be further divided into background and resonant component. As it is known, two types of structural systems are categorized for long-span cantilever roofs: main and sub-beam system and space truss system. The Load-Response-Correlation (LRC) method is adopted in this study to obtain the wind-induced response of long-span roofs. While the mean wind-induced response estimated by the common structural analysis method, the fluctuating wind-induced responses are obtained by the LRC method. By taking a long-span cantilever roof as an example, detailed study about its wind-induced response was conducted in this research work.
( 5) Equivalent Static Wind Load (ESWL) for long-span roof was also investigated in this study. Several approaches to estimate the ESWL for long-span roofs, including gust wind load factor method, inertial wind load method, the method with the combination of background and resonant wind-induced component, the specific method proposed by Australia Wind Code, the time-history dynamic analysis method and LRC method, are studied comprehensively and compared with each other in this study. Finally, a simplified approach for estimating the ESWL of long-span cantilever roof was proposed in this study for engineering application purpose. The computational results obtained from this simplified method were compared with the results obtained from other mentioned approaches. It was found that that the proposed approach can be severed as a useful and effective tool for engineering application.
(1)在对不同台风登陆后进行长时间连续观测获得的实测数据的基础上,系统地研究了台风的功率谱、湍流积分尺度和峰值因子等台风相关特征以及在台风作用下的被测结构的自振频率、加速度和阻尼特征等,包括湍流积分尺度、峰值因子自身特征及其和风速之间的相互关系、被测结构的自振频率及其在设计阶段通过有限元模型计算的自振频率之间的关系、被测结构的阻尼和振幅之间的关系以及实测结果和风洞试验结果的对比等,从而获得了较完整的风荷载和结构风致响应等相关信息,并对其成因进行系统分析研究,另外利用时域方法对高层建筑风致响应进行计算。通过这些系统而深入的研究,将为我国在台风作用下结构的动力学特征、风与结构的相互作用、风环境、风场模拟以及设计风荷载等方面的研究提供有价值的成果。
(2)利用计算风工程的基本方法对高层建筑的风致作用进行数值评价,其中对计算风工程的计算原理和方法进行分析探讨,对其计算过程中运用不同湍流模型的优劣进行对比分析。在对钝体结构进行湍流计算时,本文提出相应的入口气流和边界条件的模拟方法;同时,对结构网格的划分,本文利用有限体原理和无网格原理相结合的原则提出实用方法,使其既能达到节约计算时间又能达到计算精度的要求。本文还利用不同湍流模型并编制相应的计算程序对高层建筑进行数值计算,并将其与风洞试验的测量结果进行对比,计算结果表明:对于常用几种湍流模型,利用动力亚格子模型的大涡模拟方法能较为准确地模拟出高层建筑在不同风向角下的阻力、升力和力矩系数。LES模型比RANS模型对阻力、升力系数和力矩系数具有较好的模拟结果,对于钝体周边的流场,一些典型的流动特征都能被准确地模拟出来。LES模型能较为准确的模拟出流场湍流,特别是这种模型能准确的捕捉到在转角处出现小的二次分离,而RANS模型不能准确的预测这一点。本文的研究结果将为数值计算在结构风工程中的应用提供重要的参考依据。
(3)对大跨度悬挑屋盖在来流有干扰的情况下进行刚性模型风洞试验研究。在风洞试验中,利用技术措施对屋盖进行上下表面同步测压;并测量在不同的屋盖倾角、来流受到干扰以及不同的风向角情况下的屋盖风压分布特性。在对试验结果数据进行深入的处理和分析的基础上,获得了较完整的平均风荷载和脉动风荷载分布信息,包括平均风压系数和脉动风压系数随风向角的变化情况、平均风压系数和脉动风压系数在屋盖上下表面的空间分布情况、屋盖倾角的改变对平均风压系数和脉动风压系数产生的影响以及来流受到干扰情况下对平均风压系数和脉动风压系数产生的影响等,在此基础上系统研究了屋盖上下表面的平均风压系数和脉动风压系数的分布信息,并对其流场机理进行系统研究,从而为此类屋盖的设计和施工提供一定的参考依据。
(4)研究大跨度悬挑屋盖的风振计算方法。本文运用随机振动力学和统计学相关知识并结合风对大跨度屋盖作用的相关特征,提出运用荷载相关法及协方差分析方法来对大跨度屋盖体系的各种响应进行求解:对平均响应利用结构力学知识进行求解,而对于脉动响应中的背景响应和共振响应则利用协方差分析方法和荷载相关法进行求解;最后对主次梁屋盖体系中的悬臂结构举例求解,并对求得的结果进行理论分析。
(5)研究大跨度悬挑屋盖的等效风荷载的相关问题。本文通过对大量的试验数据的总结以及不同理论方法的比较,利用阵风荷载因子法提出有干扰和无干扰情况下的悬挑屋盖的等效静力风荷载的一般计算方法,从而避免在无干扰情况下,对屋盖的计算偏于不安全,而对于在有干扰情况下的计算又偏于保守,最后,将计算结果和不同求解方法的计算结果进行详细对比分析,发现本文方法能为解决工程实际问题提供一定的参考依据。
This thesis mainly presented the field measurement analysis of tall buildings during passages of several typhoons; the numerical evaluation of tall buildings was conducted. The wind tunnel test on a rigid model of long span cantilever roof and the computational methods for wind-induced response of long span cantilever roofs were also studied. Finally, a simplified approach for estimating the Equivalent Static Wind Load of long-span cantilever roof was proposed in this study for engineering application purpose. The thesis was focused on the following aspects:
( 1 ) This study presented selected field measurement results of wind characteristics and structural responses of super tall buildings, during passages of several typhoons. The field data such as wind speeds, wind directions and acceleration responses were simultaneously and continuously measured from the super tall buildings during typhoons. Detailed analysis of the field data was conducted to investigate the characteristics of typhoon-generated wind and wind-induced vibrations of these super tall buildings under typhoon conditions. The dynamic characteristics of the buildings were determined on the basis of the field measurements and comparisons with those calculated from the computational models of the buildings were made. Furthermore, the full scale measurements were compared with wind tunnel results to evaluate the accuracy of the model test results and adequacy of the techniques used in wind tunnel tests. The full scale measurements of wind effects on the instrumented tall buildings can provide a fundamental improvement of knowledge in structural dynamic characteristics, wind-structure interaction, wind climate, wind field modelling and design wind loads.
(2) A comprehensive numerical study of wind effects on the Commonwealth Advisory Aeronautical Council (CAARC) standard tall building was presented. The techniques of Computational Fluid Dynamics (CFD), such as Large Eddy Simulation (LES), Reynolds Averaged Navier-Stokes Equations (RANS) Model etc., were adopted in this study to predict wind loads on and wind flows around the building. The main objective of this study is to explore an effective and reliable approach for evaluation of wind effects on tall buildings by CFD techniques. The computed results were compared with extensive experimental data which were obtained at wind tunnels. The reasons to cause the discrepancies of the numerical predictions and experimental results were identified and discussed. It was found through the comparison that the
LES with a dynamic sub grid-scale (SGS) model can give satisfactory predictions for mean and dynamic wind loads on the tall building, while the RANS model with modifications can yield encouraging results in most cases and has advantage of providing rapid solutions. Furthermore, it was observed that typical features of the flow fields around such a surface-mounted bluff body standing in atmospheric boundary layers can be captured numerically. It was found that the velocity profile of approaching wind flow mainly influences the mean pressure coefficients on the building and the incident turbulence intensity profile has a significant effect on the fluctuating wind forces. Therefore, it is necessary to correctly simulate both the incident wind velocity profile and turbulence intensity profile in CFD computations to accurately predict wind effects on tall buildings. The recommended CFD techniques and associated numerical treatments provide an effective way for designers to assess wind effects on a tall building and the need for a detailed wind tunnel test.
(3)The wind tunnel test on a rigid model of long span cantilever roof was conducted in this study. Experimental results demonstrated that the mean pressure for the surface taps at the front part of roof were uplift forces. The coefficients of mean wind pressure for these taps increased when the wind azimuth increased from 0 to 60 degree. Then it decreased when the wind azimuth increased from 60 to 90 degree. However, the coefficients of mean wind pressure at these taps remained almost zero when the wind azimuth increased from 90 to 180 degree. For the taps at the middle part of cantilever roof, the uplift forces were also presented. The coefficients of mean wind pressure also increased when the wind azimuth increased from 0 to 90 degree, and relatively smaller values were observed for the pressures at these taps compared to those for the taps at the front part of the roof. The similarity facts also exist for the pressure taps at the rear part of the roof. However, the relatively smaller values in the coefficient of mean wind pressure were found for the taps at the rear part when the wind azimuth changed from 90 to 180 degree. For the front taps of the cantilever roof, the coefficients of fluctuating wind pressure decreased with the increase of the wind azimuth. This mainly due to the less interference effect from the windward roof when the wind azimuth increased. However, the coefficients of fluctuating wind pressure for the middle taps didn’t vary with the wind azimuth. Meanwhile, the coefficients of fluctuating wind pressure for the rear taps normally increased with the increase of wind azimuth. The main reason would possibly be due to the fact that the rear taps were located in the area when the wind azimuth increased. Therefore, the intensity of turbulence would be magnified and the coefficient of fluctuating wind pressure would increase. Experimental results also showed that the coefficient of fluctuating wind pressure remained at the same value when the inclination of cantilever roof varied.
(4) The computational methods for wind-induced response of long span cantilever roof were also studied in this study. The wind-induced responses include the mean wind-induced response and fluctuating response, while the latter response could be further divided into background and resonant component. As it is known, two types of structural systems are categorized for long-span cantilever roofs: main and sub-beam system and space truss system. The Load-Response-Correlation (LRC) method is adopted in this study to obtain the wind-induced response of long-span roofs. While the mean wind-induced response estimated by the common structural analysis method, the fluctuating wind-induced responses are obtained by the LRC method. By taking a long-span cantilever roof as an example, detailed study about its wind-induced response was conducted in this research work.
( 5) Equivalent Static Wind Load (ESWL) for long-span roof was also investigated in this study. Several approaches to estimate the ESWL for long-span roofs, including gust wind load factor method, inertial wind load method, the method with the combination of background and resonant wind-induced component, the specific method proposed by Australia Wind Code, the time-history dynamic analysis method and LRC method, are studied comprehensively and compared with each other in this study. Finally, a simplified approach for estimating the ESWL of long-span cantilever roof was proposed in this study for engineering application purpose. The computational results obtained from this simplified method were compared with the results obtained from other mentioned approaches. It was found that that the proposed approach can be severed as a useful and effective tool for engineering application.
引文
[1] 黄本才.结构抗风原理及应用.上海:同济大学出版社,2001,1-10
[2] Kasperski M. Design wind loads for low-rise building: A critical review of wind load specifications for industrial buildings. Journal of Wind Engineering and Industrial Aerodynamics, 1996, 61(2):169-171
[3] 蓝天,张毅刚.大跨度屋盖结构抗震设计.北京:中国建筑工业出版社,2000,3-8
[4] Li Q S. Full scale measurements of wind effects on tall buildings. Journal of Wind Engineering and Industrial Aerodynamics ,1998,74(1):741-750
[5] Fang J Q, Li Q S. Random damping in building and its AR model.Journal of Wind Engineering and Industrial Aerodynamics, 1999,79(1): 159-167
[6] Li Q S, Fang J Q, Jeary A P. Evaluation of Wind Effects on a Super Tall Building Based on Full Scale Measurements. Earthquake Engineering and Structural Dynamics,2000,29(2): 1845-1862
[7] Li Q S, Yang K, Zhang N. Field Measurements of Amplitud Dependent: Damping in a 79-Story Tall Building and Its Effects on the Structural Dynamic Responses. The Structural Design of Tall Buildings, 2002,11(4):129-153
[8] 李正农、李秋胜.高层建筑动力反应实测中测点的优化布置方法的研究.地震工程与工程振动, 2003,23(5):149-156
[9] Li Z N , Li Q S. Optimal sensor locations for structural vibration measurements. Applied Acoustics, 2004,65(8):807-818
[10] 杨志勇,李桂青.随机阻尼对结构抗风抗震动力响应的影响.地震工程与工程振动, 2000,20(2): 25-28
[11] 杨志勇、李秋胜.用非线性映射方法对多因素影响下结构阻尼的研究.华中科技大学学报, 2003,20(2): 24-27
[12] Yukio Tamura, Kunio Fujii. Effectiveness of tuned liquid dampers under wind excitation. Engineering structures, 1995,17(9):609-621
[13] Koichi Miyashita, Masaru Itoh. Full-scale measurements of wind-induced responses on the Hamamatsu ACT Tower. Journal of Wind Engineering and Industrial Aerodynamics, 1998,74(1):943-953
[14] Hans Ruscheweyh, Thomas Galemann. Full-scale measurements of wind-induced oscillations of chimneys. Journal of Wind Engineering and Industrial Aerodynamics,1996,65(3):55-62
[15] Roy O, Kenny C,Kwok S. Full-scale measurements of wind-induced response of an 84m high concrete control tower. Journal of Wind Engineering and Industrial Aerodynamics, 1996,60(2):155-165
[16] Ellis B R.Full-scale measurements of the dynamic characteristics of buildings in the UK. Journal of Wind Engineering and Industrial Aerodynamics, 1996,59(2-3):365-382
[17] Harikrishna P, Shanmugasundaram J. Analytical and experimental studies on the gust response of a 52 m tall steel lattice tower under wind loading. Computers and Structures, 1999,70(2):149-160
[18] Solari G, Repetto M P. General tencies and classification of vertical structures under gust buffeting. Journal of Wind Engineering and Industrial Aerodynamics, 2002,90(12-15):1299-1319
[19] 李国强,陈素文,李杰.上海金茂大厦结构动力特性测试.土木工程学报,2000,33(2):35-39
[20] Erich J, Harald K. Wind loads in urban areas. Journal of Wind Engineering and Industrial Aerodynamics, 2001,89(14-15): 1233–1256
[21] Davenport A G. How can we simplify and generalize wind loads. Journal of Wind Engineering and Industrial Aerodynamics, 1995,55(2):657-669
[22] Apperley L W, Pitsis G. Model/full-scale pressure measurements on grandstand. Journal of Wind Engineering and Industrial Aerodynamics, 1986,23(9),99-111
[23] Pitsis N G, Apperley L W. Further full-scale and model pressure measurements on a cantilever grandstand. Journal of Wind Engineering and Industrial Aerodynamics, 1991,38(3):439-448
[24] Yoshida M, Kondo K, Suzuki M. Fluctuating wind pressure measured with tubing system. Journal of Wind Engineering and Industrial Aerodynamics, 1992,41(2):987-998
[25] 陈勇.体育场风压风流场数值模拟及模态分析法研究大悬挑屋盖风振动力响应:[同济大学硕士学位论文].上海:同济大学,2002,38-51
[26] 武岳.考虑流固耦合作用的索膜结构风致动力响应研究:[哈尔滨工业大学博士学位论文].哈尔滨:哈尔滨工业大学,2003,85-97
[27] 顾明,杨伟,傅钦华.上海铁路南站屋盖结构平均风荷载的数值模拟.同济大学学报,2004,32(2):10-16
[28] 顾明,黄鹏,杨伟.上海铁路南站平均风荷载的风洞试验和数值模拟.建筑结构学报,2004,25(5):22-28
[29] Gumley S J. Tubing systems for pneumatic averaging of fluctuating pressures. Journal of Wind Engineering and Industrial Aerodynamics, 1983,12(2):189-228
[30] Surry D,Stathopoulos T. An experimental approach to the economical measurement of spatially-averaged wind loads. Journal of Wind Engineering and Industrial Aerodynamics,1979,2(4):385-397
[31] 周晅毅.大跨度屋盖结构风荷载及风振响应研究: [同济大学博士学位论文].上海:同济大学,2004,76-97
[32] Gumley S J. A detailed design method for pneumatic tubing systems. Journal of Wind Engineering and Industrial Aerodynamics, 1983,13(1):441-452
[33] Islam M S, Ellingwood B, Corotis R B. Transfer function models for determining dynamic wind loads on building. Journal of Wind Engineering and Industrial Aerodynamics, 1990,36(3):449-458
[34] Barnard B H. Wind loads on cantilevered roof structures. Journal of Wind Engineering and Industrial Aerodynamics,1981,8(4):21-30
[35] Vickery B J, Majowiecki M.Wind induced response of a cable supported roof. Journal of Wind Engineering and Industrial Aerodynamics, 1992,42(1):1447-1458
[36] Borri C, Majowiecki M, Spinelli P.Wind response of a large tensile structure: the new roof of Olympic stadium in Rome. Journal of Wind Engineering and Industrial Aerodynamics,1992,42(1):1435-1446
[37] Nakamura O, Tamura Y.A case study of wind pressure and wind-induced vibration of a large span open-type roof. Journal of Wind Engineering and Industrial Aerodynamics,1994,52(5):237-248
[38] Lam K M, To A P. Generation of wind loads on a horizontal grandstand roof of large aspect ratio. Journal of Wind Engineering and Industrial Aerodynamics, 1995,54(2):345-357
[39] Jozwiak R, Kacprzys J, Zuranski J A. Wind tunnel tests of a cable supported roof of a stadium.In:wind engineering into the 21st century.Larsen,Larose and Liversey(eds). Rotterdam, 1999,1511-1517
[40] Xie J M, Peter A. Determination of wind loads large roofs and equivalent gust factors.In:International symposium on wind and structures for the 21stcentury. Korea,1999,417-424
[41] Zhao J G, Lam K M. Occurrence of peak lift on a large cantilevered roof.In: International symposium on wind and structure for the 21st century . Korea,1999,26-28
[42] Marghetti J, Wittwer A, DeBortoli M. Fluctuating and mean pressure measurements on a stadium covering in wind tunnel. Journal of Wind Engineering and Industrial Aerodynamics, 2000,84(3):321-328
[43] Barnard R H. Predicting dynamic wind loading on cantilevered canopy roof structures. Journal of Wind Engineering and Industrial Aerodynamics, 2000,85(1):47-57
[44] 顾明,朱川海.大型体育场主看台挑蓬的风压及其干扰影响.建筑结构报,2002,23(4):20-26
[45] Ogawa T, Nakayama M, Murayama S.Characteristics of wind pressure on spherical domes in turbulent boundary layers.In:Proceeding of the 10th National Symposium on Wind Engineering .Tokyo,1988,55-60
[46] Taylor T J. Wind pressures on a hemispherical dome. Journal of Wind Engineering and Industrial Aerodynamics, 1992,40(2):199-213
[47] Kawakita S, Kiuchi T, Mochizuki T.Characteristic of wind pressure acting on spatial large dome. Journal of Wind Engineering and Industrial Aerodynamics, 1992,42(1):1511-1512
[48] Hongo T.Experimental study of wind forces on spherical roofs: [Tohoku University Ph.d. Thesis]. Tohoku: Tohoku University, 1995,35-48
[49] Uemats Y, Yamada M, Inoue A. wind loads and and wind-induced dynamic behavior of a single-layer lattice dome. Journal of Wind Engineering and Industrial Aerodynamics, 1997,66(4):227-248
[50] Rarke G A , Toy N , Savory E. Appraisal of deployable dome structures under wind loadings.Wind and Structures, 1998,54(1): 317-336
[51] Letchford C W , Sarkar P P.Mean and fluctuating wind loads on rough and smooth parabolic domes. Journal of Wind Engineering and Industrial Aerodynamics, 2000,88(1):101-117
[52] Marukawa Y,Uematsu Y. Design wind load on flat long-span roofs.In: Process of 4th east Asia-Pacific conference on Structure Engineering and Construction.Seoul, 1993,1619-1624
[53] Uematsu Y, Yamada M, Sasaki A. wind-induced dynamic response and resultant load estimation for a flat long-span roof. Journal of WindEngineering and Industrial Aerodynamics, 1996,65(1):155-166
[54] Uematsu Y , Watanabe K.Wind-induced dynamic response and resultant load estimation of a circular flat roof. Journal of Wind Engineering and Industrial Aerodynamics, 1999,83(1):251-261
[55] 楼文娟,李本悦,陆锋.大跨度屋面风压分布拟合公式及风荷载取值. 同济大学学报, 2002,30(5):587-593
[56] Suzuki M, Sanada S, Hayami Y, Ban S. Prediction of wind induced response of a semi-rigid hanging roof,91CWE,New Delhi, India, 1995,1195-1206
[57] Yasui H, Marukawa H, Katagiri H. Study of wind –induced response of long-span structure. Journal of Wind Engineering and Industrial Aerodynamics, 2000,83(1):97-117
[58] 周晅毅,顾明.大跨度屋盖表面风压系数的试验研究.同济大学学报,2002,30(12):1423-1428
[59] Kawakita S, Bienkiewicz B, Cermak J E. Aeroelastic model study of suspended cable roof. Journal of Wind Engineering and Industrial Aerodynamics, 1992,42(1):1459-1470
[60] Miyake A, Yoshimura T, Makino M. Aerodynamic instability of suspended roof models. Journal of Wind Engineering and Industrial Aerodynamics, 1992,42(1):1471-1482
[61] Nakamura O, Tamura Y, Miyashita K.A case study of wind pressure and wind-induced vibration of a large span open-type roof. Journal of Wind Engineering and Industrial Aerodynamics, 1994,52(5):237-248
[62] Kawai H.wind-induced response of a large cantilevered roof. Journal of Wind Engineering and Industrial Aerodynamics, 1999,83(1):263-275
[63] Xie J M,Peter A I,John K.Determination of wind loads on large roofs and equivalent gust factors.In: International symposium on Wind and Structures for the 21st century.Cheju:Korea,1999,417-424
[64] Lakshmanan N, SelviYRajan S, Arunachalam S. Wind tunnel tests on a space grid roof.In:Wind engineering into the 21st century, Lasen, Laroseand Livesey(eds). Rotterdam, 1999, 1525-1530
[65] 陆锋.大跨度平屋面结构的风振响应和风振系数研究:[浙江大学博士学位论文].浙江:浙江大学,2001,45-59
[66] Nakayama M, Sasaki Y, Masuda K. An efficient method for selection of vibration modes contributory to wind response on dome like roofs. Journal ofWind Engineering and Industrial Aerodynamics, 1998,73(1):31-44
[67] 胡继军,黄金枝,董石麟.网壳风振随机响应有限元法分析.上海交通大学学报, 2000,34(8):1053-1060
[68] 胡继军,李春祥,黄金枝.网壳风振响应主要贡献模态的识别及模态相关性影响分析.振动与冲击, 2001,20(1):22-25
[69] 何艳丽,董石麟.空间网格结构频域风振响应模态补偿法.工程力学,2002,19(4):1-6
[70] 杨庆山,沈世钊.悬索结构随机风振响应分析.建筑结构学报,1998,19(4):29-39
[71] Shen S Z, Yang Q S.Wind-induced response analysis and wind resistant design of hyperbolic paraboloid cable net structures. Journal of Space Structures, 1999,14(5):57-65
[72] 赵臣,吕伟平,沈世钊.悬索屋盖结构风振反应的时域分析方法.哈尔滨建筑大学学报, 1995,28(2):25-31
[73] Uematsu Y, Kurbbara O. Wind induced dynamic behavior and its load estimation of a single layer latticed dome with a long span. Journal of Wind Engineering and Industrial Aerodynamics, 2001,89(14):1671-1687
[74] Massimiliano L,Anna V S. Non-linear dynamic analysis cable suspended structures subjected to wind actions.Computers and Structures, 2001,79(9):953-969
[75] Li Q S, Yang Y G. Wind effect on high-rise structures. Journal of Hunan University (Natural Science), 2005, 32(6):82-96
[76] Li Q.S., Xiao Y Q. Field measurements of typhoon effects on a super tall building.Engineering Structure,2004,26(2):233-244
[77] Li Q S, Wu J R. Full-scale measurements and numerical evaluation of wind-induced vibration of a 63-story reinforced concrete tall building.Engineering Structure, 2004, 26(12): 1779-1794
[78] Li Q S, Xiao Y Q. Full-scale monitoring of typhoon effects on super tall buildings.Journal of Fluids and Structure, 2005,20(5):697-717
[79] Li Q S, Yang K. The effect of amplitude-dependent damping on wind-induced vibrations of a super tall building. Journal of Wind Engineering and Industrial Aerodynamics, 2003, 91(9): 1175-1198
[80] Crooks G., Isyumov N., Edey R T. A study of overall wind-induced loads and responses for the Di Wang Tower. Shenzhen, PRC, Research Report BLWT-SS26-1993, Boundary Layer Wind Tunnel Laboratory, The Universityof Western Ontario
[81] Tamura Y, Kawai H, Uematsu Y. wind load and wind-induced response estimations in the recommendations for loads on buildings. Engineering Structure,1996,18(6):399-411
[82] Melbourne W H, Palmer T R . Acceleration and comfort criteria for buildings undergoing complex motions. Journal of Wind Engineering and Industrial Aerodynamics, 1992, 41(1): 105–116
[83] Liang S G , Liu S C, Li Q S. Mathematical model of acrosswind dynamic loads on rectangular tall buildings. Journal of Wind Engineering and Industrial Aerodynamics, 2002,90(12):1757-1770
[84] Liang S G, Li Q S, Liu S C. Torsional dynamic wind loads on rectangular tall buildings. Engineering Structures,2003,26(1):126-139
[85] 洪亮,周志勇,葛耀君.复杂外形建筑物黏性 CFD 数值研究.水动力学研究与进展, 2006,21(2):267-275
[86] 魏新利,李慧,张军.计算流体动力学(CFD)在化工领域的应用.化工时刊, 2006,20(2):63-65
[87] 姜玉曦,任玉新,刘秋生.室内火灾中外部燃烧现象的数值模拟.火灾科学, 2006,15(2):92-101
[88] 陈艾荣,曾勇,周志勇.河南电视塔体系系数 CFD 数值模拟及随机风振响应数值分析.特种结构,2006,23(3):8-11
[89] 林斌,孙晓颖,武岳.大庆石油学院体育馆屋面风荷载的风洞试验及 CFD数值模拟.沈阳建筑大学学报(自然科学版),2006,22(3):357-361
[90] 韩健,郎静.天然气 HCCI 发动机燃烧和排放的 CFD 研究.拖拉机与农用运输车,2006,33(5):25-27
[91] 师奇威,贾代勇,杜雁霞.CFD 技术及其应用,制冷与空调,2005,5(6):14-17
[92] 谭洪卫.计算流体动力学在建筑环境工程上的应用.暖通空调,199,29(4):31-36
[93] 许勇,乐嘉陵.基于 CFD 的电磁散射数值模拟.空气动力学报,2004,22(2):185-189
[94] Kato M, Launder B E.The modeling of turbulent flow around stationary and vibrating square cylinders. Journal of Wind Engineering and Industrial Aerodynamics, 1993, 38(2):215-235
[95] Murakami S, Mochida A, Kondo K. Development of new k-e model for flow and pressure fields around bluff body . Journal of Wind Engineering andIndustrial Aerodynamics, 1997, 67(3):856-875
[96] Chen L. Parametric study on the along-wind response of the CAARC building to downbursts in the time domain. Journal of Wind Engineering and Industrial Aerodynamics, 2004, 92(9): 703-724
[97] Germano M. Piomelli, A dynamic subgrid scale eddy viscosity model, Physics Fluids. 1991,28(7):1760-1765
[98] Goliger A M.Sensitivity of the CAARC standard building model to geometric scale and turbulence.Journal of Wind Engineering and Industrial Aerodynamics, 1988, 31(1): 105-123
[99] Huang P, Luo P,Gu M. Pressure and forces measurements on CAARC standard Tall building in wind tunnel of Tong Ji University. In:Proceedings of the 12th National Wind Engineering Conference of China.xian, 2005, 240-244
[100] Li Q S, MelbourneW H. An experimental investigation of the effects of free-stream turbulence on streamwise surface pressures in separated and reattaching flows. Journal of Wind Engineering and Industrial Aerodynamics, 1995, 54(2):313-323
[101] Li Q S, Fang J Q, Jeary A P. Computation of wind loading on buildings by CFD. Hong Kong Institution of Engineers, Transactions,1998, 5:51-57
[102] Li Q S, Melbourne W H. Turbulence effects on surface pressures of rectangular cylinders. Wind and Structures, 1999, 25(2):253-266
[103] Li Q S, Melbourne W H. The effects of large scale turbulence on pressure fluctuations in separated and reattaching flows. Journal of Wind Engineering and Industrial Aerodynamics, 1999, 83(1):159-169
[104] Lilly D K . A proposed modification of the Germano subgrid-scale closure model. Physics of Fluids, 1992, 4:633-635
[105] Lubcke H, Thiele F,Rung T. Comparison of LES and RANS in bluff-body flows.Journal of Wind Engineering and Industrial Aerodynamics, 2001,89(14): 1471-1485
[106] Melbourne W H. Comparison of measurements of the CAARC standard tall building model in simulated model wind flows. Journal of Wind Engineering and Industrial Aerodynamics, 1980,6(1): 78-88
[107] Mckeon R J, Melbourne W H.Wind tunnel blockage effects and drag on bluff bodies in a rough wall boundary layer.In: Proc. 3rd. Ind. Conf. Wind Effects on Buildings and Structures. Tokyo,1971, 365-375
[108] Murakami S. Overview of turbulence models applied in CWE-1997. Journal of Wind Engineering and Industrial Aerodynamics, 1998,74(4):1-24
[109] Murakami S. Mochida M. Development of new k-ε model for flowand pressure fields around bluff body. Journal of Wind Engineering and Industrial Aerodynamics, 1998,67(4):169-182
[110] Obasaju E D. Measurement of forces and base overturning moments on the CAARC tall building model in a simulated atmospheric boundary layer. Journal of Wind Engineering and Industrial Aerodynamics, 1992,40(2): 103-126
[111] Rodi W. Comparison of LES and RANS calculations of the flow around bluff bodies. Journal of Wind Engineering and Industrial Aerodynamics, 1997,69(7): 55-75
[112] Smirnov R. Shi S. and Celik I. Random flow generation technique for large eddy simulations and particle-dynamics modeling. Journal of Fluids Engineering, 2001, 12(3):359-371
[113] Tanaka H, Lawen N. Test on the CAARC standard tall building model with a length scale 1:1000.Journal of Wind Engineering and Industrial Aerodynamics, 1986,25(1):15-29
[114] Tang U F. Interference excitation mechanisms on a 3DOF aeroelastic CAARC building model. Journal of Wind Engineering and Industrial Aerodynamics, 2004, 92(14):1299-1314
[115] Thepmongkorn S.Interference effects on wind-induced coupled motion of a tall building. Journal of Wind Engineering and Industrial Aerodynamics, 2002, 90(14): 1807-1815
[116] 沈国辉.大跨度屋盖结构的抗风研究:[浙江大学博士学位论文].浙江:浙江大学,2005,1-10
[117] 孙柄楠, 楼文娟. 大跨网架屋盖结构的风振系数计算. 工程结 CAD 与软件应用,2002,12(7):58-60
[118] 陆锋,楼文娟,孙炳楠.大跨度平屋面结构风洞试验研究.建筑结构学报,2002,22(6):87-94
[119] 傅继阳,谢壮宁.大跨度屋盖结构风压分布特性的模糊神经网络预测.建筑结构学报,2002,23(1):62-67
[120] 谢壮宁,倪振华.大跨度屋盖风荷载特性的风洞试验研究.建筑结构学报,2001,22(2):23-28
[121] 张相庭.结构风压和风振计算.上海:同济大学出版社,1985,47-63
[122] 张相庭.工程结构风荷载理论和抗风计算手册.上海:同济大学出版社,1990,82-91
[123] 胡卫兵,何建.高层建筑与高耸结构抗风计算及风振控制.北京:中国建材工业出版社,2003,27-46
[124] 张相庭,王志培.结构振动力学.上海:同济大学出版社,1994,55-68
[125] Roy R C.结构动力学. 常岭等译.北京:人民交通出版社,1996,37-54
[126] Holmes J D.Effective static load distributions in wind engineering. Journal of Wind Engineering and Industrial Aerodynamics, 2002,90(2):91-109
[127] Davenport A G. Gust loading factors. Journal of Structure Division, ASCE, 1967,93:11-34
[128] Uematsu Y, Yamada M, Sasaki A. Wind-induced dynamic response and resultant load estimation for a flat long-span roof. Journal of Wind Engineering and Industrial Aerodynamics, 1996,65(1):155-166
[129] Uematsu Y, Watanabe K, Sasaki A.wind-induced dynamic response and resultant load estimation of a circular flat roof. Journal of Wind Engineering and Industrial Aerodynamics, 1999,83(1):251-261
[130] Ueda H, Tamura Y.Equivalent design pressure coefficients for beams supporting flat roofs. Journal of Structure Construction Engineering, 1994,46(4):59-69
[131] Uematsu Y, Yamada M, Karasu A. Design wind loads for structural frames of flat long-span roofs: Gust loading factor for the beams supporting roofs. Journal of Wind Engineering and Industrial Aerodynamics, 1997,66(1):35-50
[132] Uematsu Y, Yamada M, Karasu A. Design wind loads for structural frames of flat long-span roofs: Gust loading factor for a structurally integrated type. Journal of Wind Engineering and Industrial Aerodynamics, 1997,66(2):155-168
[133] Uematsu Y, Yamada M. wind-induced dynamic behavior and its load estimation of a single-layer lattice dome with a long span. Journal of Wind Engineering and Industrial Aerodynamics,2001,89(14):1671-1687
[134] 钱基宏,宋涛,洪涌.浙江省黄龙体育中心体育场挑棚风荷载与内场风环境模拟试验研究.建筑科学,1999,15(3):1-5
[135] 陆锋,楼文娟.大跨度平屋面的风振响应及风振系数.工程力学,2002,19(2):52-57
[136] 沈世钊,徐崇宝,赵臣.悬索结构设计.北京:中国建筑工业出版社,1997,75-91
[137] Zhou Y, Gu M, Xiang H F. Along-wind static equivalent wind loads and responses of tall buildings, Part I: Unfavorable distributions of static equivalent wind loads. Journal of Wind Engineering and Industrial Aerodynamics, 1999,79(4):135-150
[138] 周印.高层建筑静力等效风荷载和响应的理论与实验研究:[同济大学博士学位论文].上海:同济大学,1998,68-87
[139] Holmes J D. Effective distributions of fluctuating and dynamic wind load. Australian Civil/Structural Engineering Transactions, 1996,36:83-88
[140] Holmes J D. Equivalent static load distributions for resonant dynamic response of bridges.In: Proceedings of the 10th international conference on wind engineering. Copenhagen, 1999,21:907-911
[141] Kasperski M. Extreme wind load distributions for linear and nonlinear design. Engineering Structure, 1992,14(1):27-34
[142] Ginger J D, Reardon G F, Whitbread B J. Wind load effects and equivalent pressures on a low-rise roofs. Journal of Wind Engineering and Industrial Aerodynamics, 2000,22(6):38-646
[143] Holmes J D. Analysis and synthesis of pressure fluctuations on bluff bodied using eigen-vectors. Journal of Wind Engineering and Industrial Aerodynamics, 1990,33(2):219-230
[144] Holmes J D.Optimized peak load distributions. Journal of Wind Engineering and Industrial Aerodynamics, 1992,41(1):267-276
[145] Holmes J D, Syme M J, Kasperski M.Optimized design of a low-rise industrial building for wind loads. Journal of Wind Engineering and Industrial Aerodynamics, 1995,57(2):391-401
[146] Melbourne W H, Cheung J C. Reducing the wind loading on large cantilevered roofs. Journal of Wind Engineering and Industrial Aerodynamics, 1988,28(1):36-47
[147] Melbourne W H. The response of large roofs to wind action. Journal of Wind Engineering and Industrial Aerodynamics, 1995,55(2):87-105
[148] Cook N J. Reduction of wind loads on a grandstand roof. Journal of Wind Engineering and Industrial Aerodynamics, 1982,10(3):34-58
[149] Sun D K,Xu Y L, Ko J M. Fully coupled buffeting analysis of long-span-cable-supported bridges. Journal of Sound and Vibration,1999,228(3):569-588
[150] 陈水生,孙炳楠,楼文娟.安徽国际会展中心风洞试验研究.建筑结构,2002,33(3):55-57
[151] 李本悦,楼文娟.大跨度屋面风压分布的插值计算方法.空间结构,2003,9(4):17-21
[152] 钱基宏,宋涛.浙江省黄龙体育中心主体育场挑蓬风荷载及内场风环境模拟试验研究.建筑科学, 1999,15(3):1-5
[153] 程志军,楼文娟,孙炳楠.屋面风荷载及风致机理.建筑结构学报,2000,21(4):39-47
[154] 朱川海,顾明.体育场悬挑屋盖结构的风荷载及干扰影响的风洞试验研究.特种结构,2002,19(4):41-44
[155] 黄本才,王国砚.体育场屋盖结构静动力风荷载实用分析方法.空间结构,2000,6(3):33-39
[156] 陈勇,黄本才.体育场风流场和直缘主看台挑蓬风压力分布的三维数值模拟.建筑结构,2002,32(9):56-58
[157] 钮珍南,杜向东,李长令.体育场内场风环境模拟实验研究,空气动力学学报,1999,17(3):314-320
[158] 朱川海,顾明.体育场弧形悬挑屋盖的模态分析及基于频域方法的计算公式.空间结构,2002,8(4):11-16
[159] 林颖儒,徐晓明,黄本才.上海虹口足球场大悬挑钢屋盖结构自振特性和风振动力响应分析.空间结构,2001.7(3):12-17
[160] 黄本才,王国砚. 基于CQC方法的大跨屋盖结构随机风振响应计算,空间结构,2003,9(4):23-26
[161] 朱川海.大型体育场主看台挑蓬的风荷载特性与风致响应研究:[同济大学博士学位论文].上海:同济大学,2003,48-61
[162] 顾明,朱川海.体育场主看台弧形挑蓬气弹模型风洞试验和响应特征.土木工程学报,2006,39(10):54-59
[2] Kasperski M. Design wind loads for low-rise building: A critical review of wind load specifications for industrial buildings. Journal of Wind Engineering and Industrial Aerodynamics, 1996, 61(2):169-171
[3] 蓝天,张毅刚.大跨度屋盖结构抗震设计.北京:中国建筑工业出版社,2000,3-8
[4] Li Q S. Full scale measurements of wind effects on tall buildings. Journal of Wind Engineering and Industrial Aerodynamics ,1998,74(1):741-750
[5] Fang J Q, Li Q S. Random damping in building and its AR model.Journal of Wind Engineering and Industrial Aerodynamics, 1999,79(1): 159-167
[6] Li Q S, Fang J Q, Jeary A P. Evaluation of Wind Effects on a Super Tall Building Based on Full Scale Measurements. Earthquake Engineering and Structural Dynamics,2000,29(2): 1845-1862
[7] Li Q S, Yang K, Zhang N. Field Measurements of Amplitud Dependent: Damping in a 79-Story Tall Building and Its Effects on the Structural Dynamic Responses. The Structural Design of Tall Buildings, 2002,11(4):129-153
[8] 李正农、李秋胜.高层建筑动力反应实测中测点的优化布置方法的研究.地震工程与工程振动, 2003,23(5):149-156
[9] Li Z N , Li Q S. Optimal sensor locations for structural vibration measurements. Applied Acoustics, 2004,65(8):807-818
[10] 杨志勇,李桂青.随机阻尼对结构抗风抗震动力响应的影响.地震工程与工程振动, 2000,20(2): 25-28
[11] 杨志勇、李秋胜.用非线性映射方法对多因素影响下结构阻尼的研究.华中科技大学学报, 2003,20(2): 24-27
[12] Yukio Tamura, Kunio Fujii. Effectiveness of tuned liquid dampers under wind excitation. Engineering structures, 1995,17(9):609-621
[13] Koichi Miyashita, Masaru Itoh. Full-scale measurements of wind-induced responses on the Hamamatsu ACT Tower. Journal of Wind Engineering and Industrial Aerodynamics, 1998,74(1):943-953
[14] Hans Ruscheweyh, Thomas Galemann. Full-scale measurements of wind-induced oscillations of chimneys. Journal of Wind Engineering and Industrial Aerodynamics,1996,65(3):55-62
[15] Roy O, Kenny C,Kwok S. Full-scale measurements of wind-induced response of an 84m high concrete control tower. Journal of Wind Engineering and Industrial Aerodynamics, 1996,60(2):155-165
[16] Ellis B R.Full-scale measurements of the dynamic characteristics of buildings in the UK. Journal of Wind Engineering and Industrial Aerodynamics, 1996,59(2-3):365-382
[17] Harikrishna P, Shanmugasundaram J. Analytical and experimental studies on the gust response of a 52 m tall steel lattice tower under wind loading. Computers and Structures, 1999,70(2):149-160
[18] Solari G, Repetto M P. General tencies and classification of vertical structures under gust buffeting. Journal of Wind Engineering and Industrial Aerodynamics, 2002,90(12-15):1299-1319
[19] 李国强,陈素文,李杰.上海金茂大厦结构动力特性测试.土木工程学报,2000,33(2):35-39
[20] Erich J, Harald K. Wind loads in urban areas. Journal of Wind Engineering and Industrial Aerodynamics, 2001,89(14-15): 1233–1256
[21] Davenport A G. How can we simplify and generalize wind loads. Journal of Wind Engineering and Industrial Aerodynamics, 1995,55(2):657-669
[22] Apperley L W, Pitsis G. Model/full-scale pressure measurements on grandstand. Journal of Wind Engineering and Industrial Aerodynamics, 1986,23(9),99-111
[23] Pitsis N G, Apperley L W. Further full-scale and model pressure measurements on a cantilever grandstand. Journal of Wind Engineering and Industrial Aerodynamics, 1991,38(3):439-448
[24] Yoshida M, Kondo K, Suzuki M. Fluctuating wind pressure measured with tubing system. Journal of Wind Engineering and Industrial Aerodynamics, 1992,41(2):987-998
[25] 陈勇.体育场风压风流场数值模拟及模态分析法研究大悬挑屋盖风振动力响应:[同济大学硕士学位论文].上海:同济大学,2002,38-51
[26] 武岳.考虑流固耦合作用的索膜结构风致动力响应研究:[哈尔滨工业大学博士学位论文].哈尔滨:哈尔滨工业大学,2003,85-97
[27] 顾明,杨伟,傅钦华.上海铁路南站屋盖结构平均风荷载的数值模拟.同济大学学报,2004,32(2):10-16
[28] 顾明,黄鹏,杨伟.上海铁路南站平均风荷载的风洞试验和数值模拟.建筑结构学报,2004,25(5):22-28
[29] Gumley S J. Tubing systems for pneumatic averaging of fluctuating pressures. Journal of Wind Engineering and Industrial Aerodynamics, 1983,12(2):189-228
[30] Surry D,Stathopoulos T. An experimental approach to the economical measurement of spatially-averaged wind loads. Journal of Wind Engineering and Industrial Aerodynamics,1979,2(4):385-397
[31] 周晅毅.大跨度屋盖结构风荷载及风振响应研究: [同济大学博士学位论文].上海:同济大学,2004,76-97
[32] Gumley S J. A detailed design method for pneumatic tubing systems. Journal of Wind Engineering and Industrial Aerodynamics, 1983,13(1):441-452
[33] Islam M S, Ellingwood B, Corotis R B. Transfer function models for determining dynamic wind loads on building. Journal of Wind Engineering and Industrial Aerodynamics, 1990,36(3):449-458
[34] Barnard B H. Wind loads on cantilevered roof structures. Journal of Wind Engineering and Industrial Aerodynamics,1981,8(4):21-30
[35] Vickery B J, Majowiecki M.Wind induced response of a cable supported roof. Journal of Wind Engineering and Industrial Aerodynamics, 1992,42(1):1447-1458
[36] Borri C, Majowiecki M, Spinelli P.Wind response of a large tensile structure: the new roof of Olympic stadium in Rome. Journal of Wind Engineering and Industrial Aerodynamics,1992,42(1):1435-1446
[37] Nakamura O, Tamura Y.A case study of wind pressure and wind-induced vibration of a large span open-type roof. Journal of Wind Engineering and Industrial Aerodynamics,1994,52(5):237-248
[38] Lam K M, To A P. Generation of wind loads on a horizontal grandstand roof of large aspect ratio. Journal of Wind Engineering and Industrial Aerodynamics, 1995,54(2):345-357
[39] Jozwiak R, Kacprzys J, Zuranski J A. Wind tunnel tests of a cable supported roof of a stadium.In:wind engineering into the 21st century.Larsen,Larose and Liversey(eds). Rotterdam, 1999,1511-1517
[40] Xie J M, Peter A. Determination of wind loads large roofs and equivalent gust factors.In:International symposium on wind and structures for the 21stcentury. Korea,1999,417-424
[41] Zhao J G, Lam K M. Occurrence of peak lift on a large cantilevered roof.In: International symposium on wind and structure for the 21st century . Korea,1999,26-28
[42] Marghetti J, Wittwer A, DeBortoli M. Fluctuating and mean pressure measurements on a stadium covering in wind tunnel. Journal of Wind Engineering and Industrial Aerodynamics, 2000,84(3):321-328
[43] Barnard R H. Predicting dynamic wind loading on cantilevered canopy roof structures. Journal of Wind Engineering and Industrial Aerodynamics, 2000,85(1):47-57
[44] 顾明,朱川海.大型体育场主看台挑蓬的风压及其干扰影响.建筑结构报,2002,23(4):20-26
[45] Ogawa T, Nakayama M, Murayama S.Characteristics of wind pressure on spherical domes in turbulent boundary layers.In:Proceeding of the 10th National Symposium on Wind Engineering .Tokyo,1988,55-60
[46] Taylor T J. Wind pressures on a hemispherical dome. Journal of Wind Engineering and Industrial Aerodynamics, 1992,40(2):199-213
[47] Kawakita S, Kiuchi T, Mochizuki T.Characteristic of wind pressure acting on spatial large dome. Journal of Wind Engineering and Industrial Aerodynamics, 1992,42(1):1511-1512
[48] Hongo T.Experimental study of wind forces on spherical roofs: [Tohoku University Ph.d. Thesis]. Tohoku: Tohoku University, 1995,35-48
[49] Uemats Y, Yamada M, Inoue A. wind loads and and wind-induced dynamic behavior of a single-layer lattice dome. Journal of Wind Engineering and Industrial Aerodynamics, 1997,66(4):227-248
[50] Rarke G A , Toy N , Savory E. Appraisal of deployable dome structures under wind loadings.Wind and Structures, 1998,54(1): 317-336
[51] Letchford C W , Sarkar P P.Mean and fluctuating wind loads on rough and smooth parabolic domes. Journal of Wind Engineering and Industrial Aerodynamics, 2000,88(1):101-117
[52] Marukawa Y,Uematsu Y. Design wind load on flat long-span roofs.In: Process of 4th east Asia-Pacific conference on Structure Engineering and Construction.Seoul, 1993,1619-1624
[53] Uematsu Y, Yamada M, Sasaki A. wind-induced dynamic response and resultant load estimation for a flat long-span roof. Journal of WindEngineering and Industrial Aerodynamics, 1996,65(1):155-166
[54] Uematsu Y , Watanabe K.Wind-induced dynamic response and resultant load estimation of a circular flat roof. Journal of Wind Engineering and Industrial Aerodynamics, 1999,83(1):251-261
[55] 楼文娟,李本悦,陆锋.大跨度屋面风压分布拟合公式及风荷载取值. 同济大学学报, 2002,30(5):587-593
[56] Suzuki M, Sanada S, Hayami Y, Ban S. Prediction of wind induced response of a semi-rigid hanging roof,91CWE,New Delhi, India, 1995,1195-1206
[57] Yasui H, Marukawa H, Katagiri H. Study of wind –induced response of long-span structure. Journal of Wind Engineering and Industrial Aerodynamics, 2000,83(1):97-117
[58] 周晅毅,顾明.大跨度屋盖表面风压系数的试验研究.同济大学学报,2002,30(12):1423-1428
[59] Kawakita S, Bienkiewicz B, Cermak J E. Aeroelastic model study of suspended cable roof. Journal of Wind Engineering and Industrial Aerodynamics, 1992,42(1):1459-1470
[60] Miyake A, Yoshimura T, Makino M. Aerodynamic instability of suspended roof models. Journal of Wind Engineering and Industrial Aerodynamics, 1992,42(1):1471-1482
[61] Nakamura O, Tamura Y, Miyashita K.A case study of wind pressure and wind-induced vibration of a large span open-type roof. Journal of Wind Engineering and Industrial Aerodynamics, 1994,52(5):237-248
[62] Kawai H.wind-induced response of a large cantilevered roof. Journal of Wind Engineering and Industrial Aerodynamics, 1999,83(1):263-275
[63] Xie J M,Peter A I,John K.Determination of wind loads on large roofs and equivalent gust factors.In: International symposium on Wind and Structures for the 21st century.Cheju:Korea,1999,417-424
[64] Lakshmanan N, SelviYRajan S, Arunachalam S. Wind tunnel tests on a space grid roof.In:Wind engineering into the 21st century, Lasen, Laroseand Livesey(eds). Rotterdam, 1999, 1525-1530
[65] 陆锋.大跨度平屋面结构的风振响应和风振系数研究:[浙江大学博士学位论文].浙江:浙江大学,2001,45-59
[66] Nakayama M, Sasaki Y, Masuda K. An efficient method for selection of vibration modes contributory to wind response on dome like roofs. Journal ofWind Engineering and Industrial Aerodynamics, 1998,73(1):31-44
[67] 胡继军,黄金枝,董石麟.网壳风振随机响应有限元法分析.上海交通大学学报, 2000,34(8):1053-1060
[68] 胡继军,李春祥,黄金枝.网壳风振响应主要贡献模态的识别及模态相关性影响分析.振动与冲击, 2001,20(1):22-25
[69] 何艳丽,董石麟.空间网格结构频域风振响应模态补偿法.工程力学,2002,19(4):1-6
[70] 杨庆山,沈世钊.悬索结构随机风振响应分析.建筑结构学报,1998,19(4):29-39
[71] Shen S Z, Yang Q S.Wind-induced response analysis and wind resistant design of hyperbolic paraboloid cable net structures. Journal of Space Structures, 1999,14(5):57-65
[72] 赵臣,吕伟平,沈世钊.悬索屋盖结构风振反应的时域分析方法.哈尔滨建筑大学学报, 1995,28(2):25-31
[73] Uematsu Y, Kurbbara O. Wind induced dynamic behavior and its load estimation of a single layer latticed dome with a long span. Journal of Wind Engineering and Industrial Aerodynamics, 2001,89(14):1671-1687
[74] Massimiliano L,Anna V S. Non-linear dynamic analysis cable suspended structures subjected to wind actions.Computers and Structures, 2001,79(9):953-969
[75] Li Q S, Yang Y G. Wind effect on high-rise structures. Journal of Hunan University (Natural Science), 2005, 32(6):82-96
[76] Li Q.S., Xiao Y Q. Field measurements of typhoon effects on a super tall building.Engineering Structure,2004,26(2):233-244
[77] Li Q S, Wu J R. Full-scale measurements and numerical evaluation of wind-induced vibration of a 63-story reinforced concrete tall building.Engineering Structure, 2004, 26(12): 1779-1794
[78] Li Q S, Xiao Y Q. Full-scale monitoring of typhoon effects on super tall buildings.Journal of Fluids and Structure, 2005,20(5):697-717
[79] Li Q S, Yang K. The effect of amplitude-dependent damping on wind-induced vibrations of a super tall building. Journal of Wind Engineering and Industrial Aerodynamics, 2003, 91(9): 1175-1198
[80] Crooks G., Isyumov N., Edey R T. A study of overall wind-induced loads and responses for the Di Wang Tower. Shenzhen, PRC, Research Report BLWT-SS26-1993, Boundary Layer Wind Tunnel Laboratory, The Universityof Western Ontario
[81] Tamura Y, Kawai H, Uematsu Y. wind load and wind-induced response estimations in the recommendations for loads on buildings. Engineering Structure,1996,18(6):399-411
[82] Melbourne W H, Palmer T R . Acceleration and comfort criteria for buildings undergoing complex motions. Journal of Wind Engineering and Industrial Aerodynamics, 1992, 41(1): 105–116
[83] Liang S G , Liu S C, Li Q S. Mathematical model of acrosswind dynamic loads on rectangular tall buildings. Journal of Wind Engineering and Industrial Aerodynamics, 2002,90(12):1757-1770
[84] Liang S G, Li Q S, Liu S C. Torsional dynamic wind loads on rectangular tall buildings. Engineering Structures,2003,26(1):126-139
[85] 洪亮,周志勇,葛耀君.复杂外形建筑物黏性 CFD 数值研究.水动力学研究与进展, 2006,21(2):267-275
[86] 魏新利,李慧,张军.计算流体动力学(CFD)在化工领域的应用.化工时刊, 2006,20(2):63-65
[87] 姜玉曦,任玉新,刘秋生.室内火灾中外部燃烧现象的数值模拟.火灾科学, 2006,15(2):92-101
[88] 陈艾荣,曾勇,周志勇.河南电视塔体系系数 CFD 数值模拟及随机风振响应数值分析.特种结构,2006,23(3):8-11
[89] 林斌,孙晓颖,武岳.大庆石油学院体育馆屋面风荷载的风洞试验及 CFD数值模拟.沈阳建筑大学学报(自然科学版),2006,22(3):357-361
[90] 韩健,郎静.天然气 HCCI 发动机燃烧和排放的 CFD 研究.拖拉机与农用运输车,2006,33(5):25-27
[91] 师奇威,贾代勇,杜雁霞.CFD 技术及其应用,制冷与空调,2005,5(6):14-17
[92] 谭洪卫.计算流体动力学在建筑环境工程上的应用.暖通空调,199,29(4):31-36
[93] 许勇,乐嘉陵.基于 CFD 的电磁散射数值模拟.空气动力学报,2004,22(2):185-189
[94] Kato M, Launder B E.The modeling of turbulent flow around stationary and vibrating square cylinders. Journal of Wind Engineering and Industrial Aerodynamics, 1993, 38(2):215-235
[95] Murakami S, Mochida A, Kondo K. Development of new k-e model for flow and pressure fields around bluff body . Journal of Wind Engineering andIndustrial Aerodynamics, 1997, 67(3):856-875
[96] Chen L. Parametric study on the along-wind response of the CAARC building to downbursts in the time domain. Journal of Wind Engineering and Industrial Aerodynamics, 2004, 92(9): 703-724
[97] Germano M. Piomelli, A dynamic subgrid scale eddy viscosity model, Physics Fluids. 1991,28(7):1760-1765
[98] Goliger A M.Sensitivity of the CAARC standard building model to geometric scale and turbulence.Journal of Wind Engineering and Industrial Aerodynamics, 1988, 31(1): 105-123
[99] Huang P, Luo P,Gu M. Pressure and forces measurements on CAARC standard Tall building in wind tunnel of Tong Ji University. In:Proceedings of the 12th National Wind Engineering Conference of China.xian, 2005, 240-244
[100] Li Q S, MelbourneW H. An experimental investigation of the effects of free-stream turbulence on streamwise surface pressures in separated and reattaching flows. Journal of Wind Engineering and Industrial Aerodynamics, 1995, 54(2):313-323
[101] Li Q S, Fang J Q, Jeary A P. Computation of wind loading on buildings by CFD. Hong Kong Institution of Engineers, Transactions,1998, 5:51-57
[102] Li Q S, Melbourne W H. Turbulence effects on surface pressures of rectangular cylinders. Wind and Structures, 1999, 25(2):253-266
[103] Li Q S, Melbourne W H. The effects of large scale turbulence on pressure fluctuations in separated and reattaching flows. Journal of Wind Engineering and Industrial Aerodynamics, 1999, 83(1):159-169
[104] Lilly D K . A proposed modification of the Germano subgrid-scale closure model. Physics of Fluids, 1992, 4:633-635
[105] Lubcke H, Thiele F,Rung T. Comparison of LES and RANS in bluff-body flows.Journal of Wind Engineering and Industrial Aerodynamics, 2001,89(14): 1471-1485
[106] Melbourne W H. Comparison of measurements of the CAARC standard tall building model in simulated model wind flows. Journal of Wind Engineering and Industrial Aerodynamics, 1980,6(1): 78-88
[107] Mckeon R J, Melbourne W H.Wind tunnel blockage effects and drag on bluff bodies in a rough wall boundary layer.In: Proc. 3rd. Ind. Conf. Wind Effects on Buildings and Structures. Tokyo,1971, 365-375
[108] Murakami S. Overview of turbulence models applied in CWE-1997. Journal of Wind Engineering and Industrial Aerodynamics, 1998,74(4):1-24
[109] Murakami S. Mochida M. Development of new k-ε model for flowand pressure fields around bluff body. Journal of Wind Engineering and Industrial Aerodynamics, 1998,67(4):169-182
[110] Obasaju E D. Measurement of forces and base overturning moments on the CAARC tall building model in a simulated atmospheric boundary layer. Journal of Wind Engineering and Industrial Aerodynamics, 1992,40(2): 103-126
[111] Rodi W. Comparison of LES and RANS calculations of the flow around bluff bodies. Journal of Wind Engineering and Industrial Aerodynamics, 1997,69(7): 55-75
[112] Smirnov R. Shi S. and Celik I. Random flow generation technique for large eddy simulations and particle-dynamics modeling. Journal of Fluids Engineering, 2001, 12(3):359-371
[113] Tanaka H, Lawen N. Test on the CAARC standard tall building model with a length scale 1:1000.Journal of Wind Engineering and Industrial Aerodynamics, 1986,25(1):15-29
[114] Tang U F. Interference excitation mechanisms on a 3DOF aeroelastic CAARC building model. Journal of Wind Engineering and Industrial Aerodynamics, 2004, 92(14):1299-1314
[115] Thepmongkorn S.Interference effects on wind-induced coupled motion of a tall building. Journal of Wind Engineering and Industrial Aerodynamics, 2002, 90(14): 1807-1815
[116] 沈国辉.大跨度屋盖结构的抗风研究:[浙江大学博士学位论文].浙江:浙江大学,2005,1-10
[117] 孙柄楠, 楼文娟. 大跨网架屋盖结构的风振系数计算. 工程结 CAD 与软件应用,2002,12(7):58-60
[118] 陆锋,楼文娟,孙炳楠.大跨度平屋面结构风洞试验研究.建筑结构学报,2002,22(6):87-94
[119] 傅继阳,谢壮宁.大跨度屋盖结构风压分布特性的模糊神经网络预测.建筑结构学报,2002,23(1):62-67
[120] 谢壮宁,倪振华.大跨度屋盖风荷载特性的风洞试验研究.建筑结构学报,2001,22(2):23-28
[121] 张相庭.结构风压和风振计算.上海:同济大学出版社,1985,47-63
[122] 张相庭.工程结构风荷载理论和抗风计算手册.上海:同济大学出版社,1990,82-91
[123] 胡卫兵,何建.高层建筑与高耸结构抗风计算及风振控制.北京:中国建材工业出版社,2003,27-46
[124] 张相庭,王志培.结构振动力学.上海:同济大学出版社,1994,55-68
[125] Roy R C.结构动力学. 常岭等译.北京:人民交通出版社,1996,37-54
[126] Holmes J D.Effective static load distributions in wind engineering. Journal of Wind Engineering and Industrial Aerodynamics, 2002,90(2):91-109
[127] Davenport A G. Gust loading factors. Journal of Structure Division, ASCE, 1967,93:11-34
[128] Uematsu Y, Yamada M, Sasaki A. Wind-induced dynamic response and resultant load estimation for a flat long-span roof. Journal of Wind Engineering and Industrial Aerodynamics, 1996,65(1):155-166
[129] Uematsu Y, Watanabe K, Sasaki A.wind-induced dynamic response and resultant load estimation of a circular flat roof. Journal of Wind Engineering and Industrial Aerodynamics, 1999,83(1):251-261
[130] Ueda H, Tamura Y.Equivalent design pressure coefficients for beams supporting flat roofs. Journal of Structure Construction Engineering, 1994,46(4):59-69
[131] Uematsu Y, Yamada M, Karasu A. Design wind loads for structural frames of flat long-span roofs: Gust loading factor for the beams supporting roofs. Journal of Wind Engineering and Industrial Aerodynamics, 1997,66(1):35-50
[132] Uematsu Y, Yamada M, Karasu A. Design wind loads for structural frames of flat long-span roofs: Gust loading factor for a structurally integrated type. Journal of Wind Engineering and Industrial Aerodynamics, 1997,66(2):155-168
[133] Uematsu Y, Yamada M. wind-induced dynamic behavior and its load estimation of a single-layer lattice dome with a long span. Journal of Wind Engineering and Industrial Aerodynamics,2001,89(14):1671-1687
[134] 钱基宏,宋涛,洪涌.浙江省黄龙体育中心体育场挑棚风荷载与内场风环境模拟试验研究.建筑科学,1999,15(3):1-5
[135] 陆锋,楼文娟.大跨度平屋面的风振响应及风振系数.工程力学,2002,19(2):52-57
[136] 沈世钊,徐崇宝,赵臣.悬索结构设计.北京:中国建筑工业出版社,1997,75-91
[137] Zhou Y, Gu M, Xiang H F. Along-wind static equivalent wind loads and responses of tall buildings, Part I: Unfavorable distributions of static equivalent wind loads. Journal of Wind Engineering and Industrial Aerodynamics, 1999,79(4):135-150
[138] 周印.高层建筑静力等效风荷载和响应的理论与实验研究:[同济大学博士学位论文].上海:同济大学,1998,68-87
[139] Holmes J D. Effective distributions of fluctuating and dynamic wind load. Australian Civil/Structural Engineering Transactions, 1996,36:83-88
[140] Holmes J D. Equivalent static load distributions for resonant dynamic response of bridges.In: Proceedings of the 10th international conference on wind engineering. Copenhagen, 1999,21:907-911
[141] Kasperski M. Extreme wind load distributions for linear and nonlinear design. Engineering Structure, 1992,14(1):27-34
[142] Ginger J D, Reardon G F, Whitbread B J. Wind load effects and equivalent pressures on a low-rise roofs. Journal of Wind Engineering and Industrial Aerodynamics, 2000,22(6):38-646
[143] Holmes J D. Analysis and synthesis of pressure fluctuations on bluff bodied using eigen-vectors. Journal of Wind Engineering and Industrial Aerodynamics, 1990,33(2):219-230
[144] Holmes J D.Optimized peak load distributions. Journal of Wind Engineering and Industrial Aerodynamics, 1992,41(1):267-276
[145] Holmes J D, Syme M J, Kasperski M.Optimized design of a low-rise industrial building for wind loads. Journal of Wind Engineering and Industrial Aerodynamics, 1995,57(2):391-401
[146] Melbourne W H, Cheung J C. Reducing the wind loading on large cantilevered roofs. Journal of Wind Engineering and Industrial Aerodynamics, 1988,28(1):36-47
[147] Melbourne W H. The response of large roofs to wind action. Journal of Wind Engineering and Industrial Aerodynamics, 1995,55(2):87-105
[148] Cook N J. Reduction of wind loads on a grandstand roof. Journal of Wind Engineering and Industrial Aerodynamics, 1982,10(3):34-58
[149] Sun D K,Xu Y L, Ko J M. Fully coupled buffeting analysis of long-span-cable-supported bridges. Journal of Sound and Vibration,1999,228(3):569-588
[150] 陈水生,孙炳楠,楼文娟.安徽国际会展中心风洞试验研究.建筑结构,2002,33(3):55-57
[151] 李本悦,楼文娟.大跨度屋面风压分布的插值计算方法.空间结构,2003,9(4):17-21
[152] 钱基宏,宋涛.浙江省黄龙体育中心主体育场挑蓬风荷载及内场风环境模拟试验研究.建筑科学, 1999,15(3):1-5
[153] 程志军,楼文娟,孙炳楠.屋面风荷载及风致机理.建筑结构学报,2000,21(4):39-47
[154] 朱川海,顾明.体育场悬挑屋盖结构的风荷载及干扰影响的风洞试验研究.特种结构,2002,19(4):41-44
[155] 黄本才,王国砚.体育场屋盖结构静动力风荷载实用分析方法.空间结构,2000,6(3):33-39
[156] 陈勇,黄本才.体育场风流场和直缘主看台挑蓬风压力分布的三维数值模拟.建筑结构,2002,32(9):56-58
[157] 钮珍南,杜向东,李长令.体育场内场风环境模拟实验研究,空气动力学学报,1999,17(3):314-320
[158] 朱川海,顾明.体育场弧形悬挑屋盖的模态分析及基于频域方法的计算公式.空间结构,2002,8(4):11-16
[159] 林颖儒,徐晓明,黄本才.上海虹口足球场大悬挑钢屋盖结构自振特性和风振动力响应分析.空间结构,2001.7(3):12-17
[160] 黄本才,王国砚. 基于CQC方法的大跨屋盖结构随机风振响应计算,空间结构,2003,9(4):23-26
[161] 朱川海.大型体育场主看台挑蓬的风荷载特性与风致响应研究:[同济大学博士学位论文].上海:同济大学,2003,48-61
[162] 顾明,朱川海.体育场主看台弧形挑蓬气弹模型风洞试验和响应特征.土木工程学报,2006,39(10):54-59