遮挡效应对双柱悬索拉线塔风力特性影响分析
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摘要
为研究悬索拉线塔在遮挡条件下塔体风荷载的分布特性,为抗风设计提供理论依据,采用高频测力天平分别对单、双立柱在紊流以及均匀流风场中进行风洞试验,分析研究了遮挡效应对塔架立柱基底弯矩功率谱以及平均风力系数的影响,并对塔架基底弯矩功率谱进行了参数拟合,基于顺风向脉动风速谱的基本形式,分别完成了单立柱及双立柱顺风向、横风向以及扭转向动力风荷载模型的参数拟合.研究结果表明:紊流场下,对于单立柱,横风向基底弯矩功率谱峰值主要在15°、30°、45°风向角下较大;双立柱条件下(即存在遮挡效应),对于横风向基底弯矩功率谱而言,其变化规律同顺风向基底弯矩谱基本一致,但其谱峰值是顺风向峰值的10倍;均匀流场下,遮挡距离在10D~20D(D为塔架截面宽度)时,三分力系数变化最敏感,遮挡效应最为显著.
To investigate the wind load distribution of cross-rope suspension tower with occlusion,and provide theoretical basis for wind resistant design,a single-mast and double-mast systems were tested by high-frequency force balance in wind tunnel in type-B landform turbulent flow and uniform flow fields.The influence of shielding effect on the power spectral density( PSD) of the base moment and the mean wind force coefficients was investigated,and the PSD parameters were fitted. The results show that,for the single-mast,the power spectra peaks of base moment across wind locate at wind angles of 15°,30°and 45° in turbulent flow field. The change law of the PSD of base moment across wind is similar to that along wind direction. For the double-mast system,the power spectra peaks of base moment across wind is 10 times the value along wind direction. Based on the basic form of fluctuating wind speed spectrum,the dynamic wind load model including along-wind,across-wind loads and torsion moment under different wind directions was established for single mast and double mast. The wind coefficient change significantly with the occlusion distance of 10D-20D( where D is the width of the cross section of tower) in the uniform flow field,and the occlusion effect is the most significant.
To investigate the wind load distribution of cross-rope suspension tower with occlusion,and provide theoretical basis for wind resistant design,a single-mast and double-mast systems were tested by high-frequency force balance in wind tunnel in type-B landform turbulent flow and uniform flow fields.The influence of shielding effect on the power spectral density( PSD) of the base moment and the mean wind force coefficients was investigated,and the PSD parameters were fitted. The results show that,for the single-mast,the power spectra peaks of base moment across wind locate at wind angles of 15°,30°and 45° in turbulent flow field. The change law of the PSD of base moment across wind is similar to that along wind direction. For the double-mast system,the power spectra peaks of base moment across wind is 10 times the value along wind direction. Based on the basic form of fluctuating wind speed spectrum,the dynamic wind load model including along-wind,across-wind loads and torsion moment under different wind directions was established for single mast and double mast. The wind coefficient change significantly with the occlusion distance of 10D-20D( where D is the width of the cross section of tower) in the uniform flow field,and the occlusion effect is the most significant.
引文
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[17]TAMURA Y,KAWAI H,UEMATSU Y,et al.Wind load and wind-induced response estimations in the recommendations for loads on buildings,AIJ 1993[J].Engineering Structures,1996,18(6):399-411.
[18]ELLIS J S,SHYU C T,QUENNEVILLE J H P.Latticed mast structures[J].Journal of Structural Engineering,1998,124(2):203-206.
[19]ASCE.Minimum design loads for buildings and other structures[M].New York:American Academic Press,2015:996.
[20]PIERRE L M S,KOPP G A,SURRY D,et al.The UWO contribution to the NIST aerodynamic database for wind loads on low buildings:part 2,comparison of data with wind load provisions[J].Journal of Wind Engineering&Industrial Aerodynamics,2005,93(1):31-59.
[21]AMIN J A,AHUJA A.Wind-induced mean interference effects between two closed spaced buildings[J].Ksce Journal of Civil Engineering,2012,16(1):119-131.
[2]李正良,肖正直,韩枫,等.1000k V汉江大跨越特高压输电塔线体系气动弹性模型的设计与风洞试验[J].电网技术,2008(12):1-5.LI Zhengliang,XIAO Zhengzhi,HAN Feng,et al.Aeroelastic model design and wind tunnel tests of1 000 k V hanjiang long span transmission line system[J].Power System Technology,2008(12):1-5.
[3]梁枢果,邹良浩,赵林,等.格构式塔架三维动力风荷载的风洞试验研究[J].空气动力学学报,2007(3):311-318,329.LIANG Shuguo,ZOU Lianghao,ZHAO Lin,et al.The investigation of 3-D dynamic wind loads on lattice towers by wind tunnel test[J].Acta Aerodynamica Sinica,2007(3):311-318,329.
[4]HOLMES J D.Along-wind responses of lattice tower:part I-derivation of expressions for gust response factors[J].Engineering Structures,1994,16(4):287.
[5]HOLMES J D.Along-wind responses of lattice tower:part aerodynamics damping and deflections[J].Engineering Structures,1996,18(7):483.
[6]HOLMES J D.Along-wind responses of lattice tower:part-effective load distributions[J].Engineering Structures,1996,18(7):489.
[7]BAYAR D C.Drag coefficients of latticed towers[J].Journal of Structural Engineering,1986,112(2):417-430.
[8]邹良浩,梁枢果.半刚性模型风洞试验荷载谱的处理方法[J].实验流体力学,2007(3):76-81.ZOU Lianghao,LIANG Shuguo.A method to evaluate wind force spectra of semi-rigid model in wind tunnel tests[J].Journal of Experiments in Fluid Mechanics,2007(3):76-81.
[9]梁枢果,邹良浩,赵林,等.格构式塔架动力风荷载解析模型[J].同济大学学报:自然科学版,2008,36(2):166-171.LIANG Shuguo,ZOU Lianghao,ZHAO Lin,et al.Analytical model of dynamic wind loads on lattice towers[J].Journal of Tongji University:Natural Science,2008,36(2):166-171.
[10]JR CFC,ISYUMOV N,BRASIL R M L R F.Experimental study of the wind forces on rectangular latticed communication towers with antennas[J].Journal of Wind Engineering and Industrial Aerodynamics,2003,91(8):1007-1022.
[11]GLANVILLE M J,KWOK K C S.Dynamic characteristics and wind induced responses of a steel frame tower[J].Journal of Wind Engineering and Industrial Aerodynamics,1995(54/55):133.
[12]BALLIO G,MEBERINI F,SOLARI G.A 60 year old100m high steel tower:limit states under wind actions[J].Journal of Wind Engineering and Industrial Aerodynamics,1992(43):2120.
[13]楼文娟,孙炳楠,唐锦春.高耸格构式结构风振数值分析及风洞试验[J].振动工程学报,1996,9(3):318.LOU Wenjuan,SUN Bingnan,TANG Jinchun.Wind tunnel test and numerical computation on wind-induced vibration for tall lattice tower[J].Chinese Journal of Vibration Engineering,1996,9(3):318.
[14]梁枢果.输电塔-线体系的气弹模型风洞实验与动力特性、风振响应分析[R].上海:同济大学土木工程防灾国家重点实验室,2002.
[15]邓洪洲,朱松晔,陈晓明,等.大跨越输电塔线体系气弹模型风洞试验[J].同济大学学报,2003,31(2):132-137.DENG Hongzhou,ZHU Songye,CHEN Xiaoming,et al.Wind tunnel investigation on model of long span transmission line system[J].Journal of Tongji University,2003,31(2):132-137.
[16]邓洪洲,司瑞娟,胡晓依,等.特高压输电塔气弹模型风洞试验研究[J].同济大学学报,2010,38(5):673-678.DENG Hongzhou,SI Ruijuan,HU Xiaoyi,et al.Wind tunnel test on aero elastic model of uhv latticed transmission tower[J].Journal of Tongji University,2010,38(5):673-678.
[17]TAMURA Y,KAWAI H,UEMATSU Y,et al.Wind load and wind-induced response estimations in the recommendations for loads on buildings,AIJ 1993[J].Engineering Structures,1996,18(6):399-411.
[18]ELLIS J S,SHYU C T,QUENNEVILLE J H P.Latticed mast structures[J].Journal of Structural Engineering,1998,124(2):203-206.
[19]ASCE.Minimum design loads for buildings and other structures[M].New York:American Academic Press,2015:996.
[20]PIERRE L M S,KOPP G A,SURRY D,et al.The UWO contribution to the NIST aerodynamic database for wind loads on low buildings:part 2,comparison of data with wind load provisions[J].Journal of Wind Engineering&Industrial Aerodynamics,2005,93(1):31-59.
[21]AMIN J A,AHUJA A.Wind-induced mean interference effects between two closed spaced buildings[J].Ksce Journal of Civil Engineering,2012,16(1):119-131.