高压输电塔-线体系振动台模型非等比例问题研究
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摘要
高压输电塔-线体系模型进行振动台试验时,由于模型跨度大以及实验室尺寸等条件限制,输电塔-线体系中塔与线的比例因子很难保持相同,此时需要将导(地)线的比例进行修正。从数值分析的角度出发,以辽宁盖州500kV输电线路的一段输电塔-线体系为例,输电塔的比例保持不变,导(地)线的修正系数分别取为1.0、0.5和0.4的情况下进行纵向和侧向下的一致和多点地震响应时程分析。研究结果表明,导(地)线的比例进行修正后,输电塔-线体系的地震响应与原模型保持一致,因此这种修正模型的振动台试验的精度满足工程要求。
Because of large span of model and limitation of laboratory size,it is difficult to keep tower and line with same scaling factor when shaking table testing of a power transmission tower-line system is conducted,and it is needed to modify scaling factor of line.With numerical analysis and based on a 500kV transmission system of Gaizhou city in Liaoning province,the modified scaling factor of its line was taken as 1.0,0.5 and 0.4,the scaling of its tower was unchanged,and the longitudinal and transverse seismic responses of the model were obtained under uniform and multiple excitations,respectively.The results showed that the seismic responses of the modified model of the transmission tower-line system keep the same as those of the original model,and the precision of the shaking table testing of the modified model meets the engineering requirements.
Because of large span of model and limitation of laboratory size,it is difficult to keep tower and line with same scaling factor when shaking table testing of a power transmission tower-line system is conducted,and it is needed to modify scaling factor of line.With numerical analysis and based on a 500kV transmission system of Gaizhou city in Liaoning province,the modified scaling factor of its line was taken as 1.0,0.5 and 0.4,the scaling of its tower was unchanged,and the longitudinal and transverse seismic responses of the model were obtained under uniform and multiple excitations,respectively.The results showed that the seismic responses of the modified model of the transmission tower-line system keep the same as those of the original model,and the precision of the shaking table testing of the modified model meets the engineering requirements.
引文
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[2]谢强,李杰.电力系统自然灾害的现状与对策[J].自然灾害学报,2006,15(4):126-131.
[3]尹荣华,李东亮,刘戈林,等.高压输电塔震害及抗震研究[J].世界地震工程,2005,21(1):51-54.
[4]李宏男.结构多维抗震理论[M].北京:科学出版社,2006.
[5]潘旦光,楼梦麟,范立础.多点输入下大跨度结构地震反应分析研究现状[J].同济大学学报,2001,29(10):1213-1219.
[6]杨庆山,刘文华,田玉基.国家体育场在多点激励作用下的地震反应分析[J].土木工程学报,2008,41(2):35-41.
[7]石文龙,李宏男,贾连光.输电塔-导线耦联体系模型的振动台试验研究[J].工程力学,2006,23(5):89-93.
[8]李宏男,白海峰.高压输电塔-线体系抗灾研究的现状与发展趋势[J].土木工程学报,2007,40(2):39-46.
[9]Irvine H.M.Cable structures[M].The MIT Press,1981.
[10]沈世钊,徐崇宝,赵臣.悬索结构设计[M].北京:中国建筑工业出版社,1997.
[11]Hengold W M,Russell J J.Equillibrium and natural frequencies of cable structures(a nonlinear finite element approach)[J].Computer Structure,1976,6:267-271.
[12]Clough R W,Penzien J.Dynamic of structure[M].New York:Mc-Graw-Hill,Inc.,1975.
[13]田利,李宏男.基于《电力设施抗震设计规范》的地震动随机模型参数研究[J].防灾减灾工程学报,2010,30(1):17-22.
[14]中华人民共和国电力工业部.《电力设施抗震设计规范》(GB50260-96)[S].北京:中国计划出版社,1996.
[15]Hao H,Oliveira C S,Penzien J.Multiple-station ground motion processing and simulation based on smart-1array data[J].Nuclear Engineering and Design,1989,111,293-310.
[16]田利,李宏男,黄连壮.多点激励下输电塔-线体系的侧向地震反应分析[J].中国电机工程学报,2008,28(16):108-114.
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