双坡光伏车棚屋面风荷载特性
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摘要
对屋面倾角20°和30°的双坡光伏车棚进行1∶50缩尺刚性模型测压风洞试验,分析屋面整体体型系数、平均风压系数、极值风压系数和局部块体型系数分布规律,与当前国家规范取值及以往试验值进行比较,结果表明垂直风向为屋面正整体体型系数最不利风向,规范取值大于试验值,斜风向为负整体体型系数最不利风向,规范取值偏于不安全;双坡车棚屋面的测点最大吸力出现在屋脊处,最大风压出现在屋檐位置,屋面倾角增加,极值风吸力增大;《建筑结构荷载规范》GB 50009—2012未给出四面开敞的双坡车棚屋面的局部分块体型系数取值方法,双坡车棚屋面屋脊和屋面中部局部分块体型系数试验值大于规范给出的封闭式双坡屋面局部分块体型系数,屋檐边缘区域的试验值低于封闭式双坡屋面的规范取值。
Winds loads on a car parking gable shed with pitches between 20° and 30° have been studied in a wind tunnel with rigid model testing method. Wind pressures were measured simultaneously at many points both on upper and downside surfaces of the roof model for various wind directions. The paper describes the characteristics of the overall shape coefficients,mean wind pressure coefficients,peak wind pressure coefficients,correlation of wind pressure on upper and downside roof surfaces,block shape coefficients. Based on the results for the tests,the perpendicular wind angle with eaves is the most critical wind angle for the overall positive shape coefficients,which are overestimated by the current Chinese standard,and the oblique wind direction is the most critical wind angle for the overall negative shape coefficients,which are underestimated by the current Chinese standard. The most critical wind suctions are presented at the ridges,and the most critical wind pressures are presented at the eaves. The extreme wind loads are growing with the roof pitches growing. There are not provisions about Chinese standard GB 50009—2012 for the solar car parking gable shed. The proposed values of tests for ridges block and center roof block are larger than that of Chinese standard for domestic gable roof building,and the proposed values of tests for eaves block are smaller.
Winds loads on a car parking gable shed with pitches between 20° and 30° have been studied in a wind tunnel with rigid model testing method. Wind pressures were measured simultaneously at many points both on upper and downside surfaces of the roof model for various wind directions. The paper describes the characteristics of the overall shape coefficients,mean wind pressure coefficients,peak wind pressure coefficients,correlation of wind pressure on upper and downside roof surfaces,block shape coefficients. Based on the results for the tests,the perpendicular wind angle with eaves is the most critical wind angle for the overall positive shape coefficients,which are overestimated by the current Chinese standard,and the oblique wind direction is the most critical wind angle for the overall negative shape coefficients,which are underestimated by the current Chinese standard. The most critical wind suctions are presented at the ridges,and the most critical wind pressures are presented at the eaves. The extreme wind loads are growing with the roof pitches growing. There are not provisions about Chinese standard GB 50009—2012 for the solar car parking gable shed. The proposed values of tests for ridges block and center roof block are larger than that of Chinese standard for domestic gable roof building,and the proposed values of tests for eaves block are smaller.
引文
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[11]杨金焕.固定式光伏方阵最佳倾角的分析[J].太阳能学报,1993,14(4):344-347.[11]Yang Jinhuan.Analysis of optimum tilted angle for fixed photovoltaic arrays[J].Acta Energiae Solaris Sinica,1993,14(4):344-347.
[2]Cao J,Yoshida A,Saha P K,et al.Wind loading characteristics of solar arrays mounted on flat roofs[J].Journal of Wind Engineering&Industrial Aerodynamics,2013,123(4):214-225.
[3]李寿科,李寿英,陈政清.太阳电池板风荷载试验研究[J].太阳能学报,2015,36(8):1884-1889.[3]Li Shouke,Li Shouying,Chen Zhengqing.Experimental investigation of wind loading of solar panels[J].Acta Energiae Solaris Sinica,2015,36(8):1884-1889.
[4]黄伯城,马文勇,刘庆宽,等.串列光伏板体型系数遮挡效应研究[A].全国结构工程学术会议[C],济南,2016.[4]Huang Bocheng,Ma Wenyong,Liu Qingkuan,et al.Study on the effect of sheelding tandem photovoltaic panels shape coeffcient[A].National Conference on Structural Engineering[C],Ji’nan,2016.
[5]中华人民共和国建设部.建筑结构荷载规范50009-2012[M].北京:建筑结构出版社,2012:36-50.[5]Ministry of Construction of Peoples’s Republic of China.Load code for the design of building structures,GB50009-2012[M].Beijing:China Architecture&Building Press,2012.
[6]Gumley S J.A parametric study of extreme pressures for the static design of canopy structures[J].Journal of Wind Engineering&Industrial Aerodynamics,1984,16(16):43-56.
[7]Natalini B,Marighetti J O,Natalini M B.Wind tunnel modelling of mean pressures on planar canopy roof[J].Journal of Wind Engineering&Industrial Aerodynamics,2002,90(4):427-439.
[8]Robertson A P,Hoxey R P,Moran P.A full-scale study of wind loads on agricultural ridged canopy roof structures and proposals for design[J].Journal of Wind Engineering&Industrial Aerodynamics,1985,21(2):167-205.
[9]Uematsu Yasushi,Stathopoulos T,Iizumi E.Wind loads on free-standing canopy roofs:Part 1 local wind pressures[J].Journal of Wind Engineering&Industrial Aerodynamics,2008,96(6-7):1015-1028.
[10]Uematsu Yasushi,Stathopoulos T,Iizumi E.Wind loads on free-standing canopy roofs:Part 2 overall wind forces[J].Journal of Wind Engineering&Industrial Aerodynamics,2008,96(6):1029-1042.
[11]杨金焕.固定式光伏方阵最佳倾角的分析[J].太阳能学报,1993,14(4):344-347.[11]Yang Jinhuan.Analysis of optimum tilted angle for fixed photovoltaic arrays[J].Acta Energiae Solaris Sinica,1993,14(4):344-347.