地震波输入角度对大型脱硫塔结构动力影响的实验研究
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摘要
对某电厂大型脱硫塔结构模型进行了模拟地震的振动台实验研究.以缩尺比例为1∶15的薄壁钢结构脱硫塔为模型,在多角度输入正弦波、天津波和日向滩冲地震波的前提下,对塔体加速度峰值反应及最不利激励波输入角度进行了研究探讨.结果表明:激励波输入角度对结构动力反应的影响以与结构成30°角方向为最大,60°角方向最小,结构在地震波作用下,塔体加速度峰值的分布明显不同于正弦波情况;脱硫塔结构的复杂性会对结构的动力反应产生较大的影响,塔顶重量较大是引起结构加速度峰值沿塔高分布严重不均匀的主要因素之一.
The simulated earthquake experimental study on a large desulfurization tower was carried out using shaking table test.A 1∶15 reduced-scale thin-walled steel structure model of the desulfurization tower was designed for testing and the dynamic responses of the model were discussed.The responses of peak acceleration were studied under a sine wave,Tianjin wave and Hyuga seismic wave in various angles and the most unfavorable input angle was analyzed.The results show that the influence of the input angle of an excitation wave can not be ignored,the maximum influence is in the direction of 30° and the minimum is in the direction of 60°.The complexity of the thin-wall desulfurization tower can affect the dynamic characteristics of the structure to a great extent.The weight of the tower top is one of the main factors causing the distribution of peak acceleration uneven in tower height.
The simulated earthquake experimental study on a large desulfurization tower was carried out using shaking table test.A 1∶15 reduced-scale thin-walled steel structure model of the desulfurization tower was designed for testing and the dynamic responses of the model were discussed.The responses of peak acceleration were studied under a sine wave,Tianjin wave and Hyuga seismic wave in various angles and the most unfavorable input angle was analyzed.The results show that the influence of the input angle of an excitation wave can not be ignored,the maximum influence is in the direction of 30° and the minimum is in the direction of 60°.The complexity of the thin-wall desulfurization tower can affect the dynamic characteristics of the structure to a great extent.The weight of the tower top is one of the main factors causing the distribution of peak acceleration uneven in tower height.
引文
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[2]Haroun MA,Housner G W.Dynamic interaction of liquid storage tanks and foundation soil∥Proceedings ofthe Second ASCE/EMD Specialty Conference on Dynamic Response of Structures.NewYork:ASCE,1981:346
[3]Li MH,Shi W Z,Liu D H,et al.Finite element analysis on the tower with thin thickness and large opening.Pressure Vessel Techn-ol,2005,22(2):14(李明惠,时文忠,刘德宏,等.大直径薄壁大开孔塔结构的有限元分析.压力容器,2005,22(2):14)
[4]Xu M K,Ma R L.Finite element calculation and analysis of Zhenjiang Electric Plant Smoke Desulfuration Absorber Tower.Spec Struct,2005,22(2):23(许谋奎,马人乐.镇江电厂烟气脱硫吸收塔有限元计算分析.特种结构,2005,22(2):23)
[5]Ma R L,Mu Z L,He MJ,et al.The seismic response analysis of Qingdao Steel Tower under vertical ground movement.Spec Struct,1998,15(2):42(马人乐,牟宗磊,何敏娟,等.钢结构电视塔塔楼在竖向地震作用下的反应分析.特种结构,1998,15(2):42)
[6]Zhang X A,Jiang J S.On the response properties of TVtower un-der three dimensional non-stationary random seismic excitation.J Northwest Polytech Univ,2000,18(1):23(张洵安,姜节胜.电视塔三维非平稳随机地震响应特性.西北工业大学学报,2000,18(1):23)
[7]Li C X,Huang J Z,Jin J,et al.Discussions on several problems of wind and earthquake resistant control of tall steel structure.J Vib Shock,2000,19(2):54(李春祥,黄金枝,金兢,等.高层钢结构抗风抗震控制若干问题探讨.振动与冲击,2000,19(2):54)
[8]Xu Z G,Wang C K,Liu C,et al.Shaking table test of a highrise steel structure model.Spatial Struct,2002,8(4):36(徐忠根,王翠坤,刘臣,等.高耸钢结构模型模拟地震振动台试验研究.空间结构,2002,8(4):36)
[9]Shimamoto A.Vibration Tests for Scale Models of Cylindrical Coal Storage Silos∥The8th WCEE.San Francisco,1984
[10]Zhao Y G,Jiang J R.Vibration properties and earthquake re-sponses of silo structures.Earthquake Eng Eng Vib,1989,9(3):55(赵衍刚,江近仁.筒仓结构的自振特性与地震反应分析.地震工程与工程振动,1989,9(3):55)
[11]Shi W X,Zhu B L.The experimental study of earthquake re-sponse of R.C.Cylinder silos.Spec Struct,1994,11(4):55(施卫星,朱伯龙.钢筋混凝土圆形筒仓地震反应试验研究.特种结构,1994,11(4):55)
[12]Patrick X W Z.Flexural behavior and deformability of fiber rein-forced polymer prestressed concrete beams.J Compos Constr,2003,7(4):275
[13]Naaman A E,Jeong S M.Structural ductility of concrete beams prestressed with FRPtendons∥Taerwe L.Non-metallic(FRP)Reinforcement for Concretes Structures.London:E&FN Spoon,1995:379
[14]Yang L,Cang YP,Zhou X Y,et al.Contrastive analysis of sha-king table test and finite element model on friction pendulum iso-lated system.JBuild Struct,2008,29(4):66(杨林,常永平,周锡元,等.FPS隔震体系振动台实验与有限元模型对比分析.建筑结构学报,2008,29(4):66)
[15]Men J J,Shi Q X,Zhou Q.Shaking table model test of a RC frame and its seismic performance contrasting analysis.Build Struct,2008,38(5):41(门进杰,史庆轩,周琦.钢筋混凝土框架结构模型振动台实验及抗震性能对比.建筑结构,2008,38(5):41)
[16]Fan K,Li Z B,Xia B,et al.Shaking table study on the National Gymnasium Roof Model.JBeijing Univ Technol,2008,34(2):159(樊坷,李振宝,夏兵,等.国家体育馆屋盖模型模拟地震振动台试验研究.北京工业大学学报,2008,34(2):159)
[17]Chen G X,Zuo X,Zhuang H Y,et al.A comparison between large-size shaking table test results and numerical simulation of a subway station structure.J Earthquake Eng Eng Vib,2008,28(1):157(陈国兴,左熹,庄海洋,等.地铁车站结构大型振动台试验与数值模拟的比较研究.地震工程与工程振动,2008,28(1):157)
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