Lower Vertical Frequency Limit for Simply Supported Box-Girder on Moscow-Kazan High-Speed Railway Line
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摘要: 为研究莫-喀高速铁路简支箱梁竖向下限基频，通过理论公式计算预应力混凝土简支箱梁的竖向基频，建立有限元模型，根据设计荷载效应大于等于实际运营车辆荷载效应的原则，确定梁体容许动力系数；基于移动荷载模型进行动力仿真分析，得到列车作用下简支箱梁的实际动力系数；提出了设计速度250、300、350 km/h和400 km/h简支箱梁竖向自振基频的下限值. 研究表明：梁体动力响应幅值均在其一阶竖弯频率出现波峰；通过调节桥梁的竖向自振基频，避开列车对桥梁的竖向激振频率可以有效降低振动波峰；建议设计速度250、300、350 km/h和400 km/h跨度33.1 m预应力混凝土简支箱梁竖向自振基频分别为3.02、3.63、4.08 Hz和4.68 Hz.Abstract: To study the lower vertical basic frequency limit of a simply supported box-girder on the Moscow-Kazan high-speed railway line, firstly, the vertical fundamental frequency of the prestressed concrete (PC) simply supported box-girder was calculated with theoretical formula. Then, according to the principle of the bridge dynamic effect under the action of a moving train should not surpass that of the designed value, the allowable impact factor of the girder was determined by utilizing the finite element method. Secondly, based on the moving load model, the dynamic simulation analysis was conducted to obtain the impact factor of the simply supported box-girder under a moving train. Finally, the lower vertical basic frequency limits of the PC simply supported box-girder for design speeds of 250, 300, 350 km/h, and 400 km/h were recommended. The results show that the peak of the dynamic response amplitude of the girder will appear at the first bend natural frequency. Adjusting the vertical basic frequency of the bridge can effectively reduce the vibration peak, which compensates for the vertical excitation frequency caused by the moving train. The lower vertical basic frequency limits of the 33.1 m span PC simply supported box-girder for design speeds of 250, 300, 350 km/h, and 400 km/h are recommended as 3.02, 3.63, 4.08 Hz, and 4.68 Hz, respectively.
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表 1 车辆参数
Table 1. Vehicle parameters
参数 CRH3 ICE2 ЭBC1 × 2 Lv/m 24.825 26.400 24.730 Lc/m 17.375 19.000 17.370 Lw/m 2.5 2.5 2.6 最大轴荷载/kN 166.6 195.0 165.0 一般轴荷载/（kN•m–1） 27.18 19.23 25.07 
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表 2 基频系数统计表
Table 2. Basic frequency factors statistics
速度/（km•h–1） CRH3 ICE2 ЭBC1 × 2 包络值 250 90 100 100 100 300 110 120 120 120 350 130 135 135 135 400 145 155 155 155
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崔圣爱,祝兵. 客运专线大跨连续梁桥车桥耦合振动仿真分析[J]. 西南交通大学学报,2009,44(1): 66-71. doi: 10.3969/j.issn.0258-2724.2009.01.013CUI sheng’ai, ZHU Bing. Coupling vibration simulation of long-span continuous beam bridge on passenger dedicated railway[J]. Journal of Southwest Jiaotong University, 2009, 44(1): 66-71. doi: 10.3969/j.issn.0258-2724.2009.01.013 日本铁道综合技术研究所. 日本铁路结构设计标准和解释-混凝土结构[R]. 东京: 日本铁道综合技术研究所, 2004 UIC. Design requirements for rail-bridges based on interaction phenomena between train, track and bridge: Code 776-2[S]. Paris: International Union of Railways, 2009 European Committee for Standardization. Eurocode 1: actions on structures-Part 2: Traffic loads on bridges[S]. Brussels: [s.n.], 2003 国家铁路局. 高速铁路设计规范: TB 10621—2014/J1942—2014[S]. 北京: 中国铁道出版社, 2014 国家铁路局. 高速铁路设计规范条文说明: TB 10621—2014/J1942—2014[S]. 北京: 中国铁道出版社, 2014 XIA He, ZHANG Nan. Dynamic analysis of railway bridge under high-speed trains[J]. Computers & Structures, 2005: 1891-1901. JU S H, LIN H T. Resonance characteristics of high-speed trains passing simple supported bridges[J]. Journal of Sound and Vibration, 2003, 267: 1127-1141. doi: 10.1016/S0022-460X(02)01463-3 松浦章夫. 高速鉄道における車両と橋桁の動的挙動に関する研究[J]. 土木学会論文,1976,256(12): 35-47.MATSUURA A. Study of dynamic behaviors of bridge girders for high-speed railway[J]. Journal of JSCE, 1976, 256(12): 35-47. FRYBA L. Vibration of solids and structures under moving loads[M]. London: Thomas Telford, 1999: 15-14 夏禾,郭薇薇,张楠. 车桥系统共振机理和共振条件分析[J]. 铁道学报,2006,28(5): 52-58. doi: 10.3321/j.issn:1001-8360.2006.05.010XIA He, GUO Weiwei, ZAHNG Nan. Analysis of resonance mechanism and conditions of Train-Bridge System[J]. Journal of the China Railway Society, 2006, 28(5): 52-58. doi: 10.3321/j.issn:1001-8360.2006.05.010 沈锐利. 高速铁路简支梁桥竖向振动响应研究[J]. 中国铁道科学,1996,17(3): 24-34.SHEN Ruili. Research of vertical vibration response of simple supported beam bridge on high speed railways[J]. China Railway Science, 1996, 17(3): 24-34. 简方梁,徐升桥,田杨. 城际铁路常用跨度简支箱梁频率限值研究[J]. 铁道勘察,2016,42(3): 101-104. doi: 10.3969/j.issn.1672-7479.2016.03.030JIAN Fangliang, XU Shengqiao, TIAN Yang. Research on the fundamental frequency limits of simply-supported box beams with commonly-used spans applied on intercity railway[J]. Railway Investigation and Surveying, 2016, 42(3): 101-104. doi: 10.3969/j.issn.1672-7479.2016.03.030 李小珍,邱晓为,刘德军,等. 时速400 km/h铁路常用跨度预应力混凝土简支梁竖向基频限值研究[J]. 工程力学,2018,35(5): 204-213.LI Xiaozhen, QIU Xiaowei, LIU Dejun, et al. Research on the basic frequency limit of railway common span prestressed concrete simply supported beam with 400 km/h[J]. Engineering Mechanics, 2018, 35(5): 204-213. 邓建良,吴定俊,李奇. 移动均布荷载作用下简支梁桥动力系数分析[J]. 工程力学,2013,30(5): 56-62.DENG Jianliang, WU Dingjun, LI Qi. Impact factor analysis of simply-supported girder bridges traversed by uniformly-distributed moving loads[J]. Engineering Mechanics, 2013, 30(5): 56-62. 宋晓东,吴定俊,李奇. 移动均布荷载作用下弹性支撑简支梁动力系数变化规律研究[J]. 工程力学,2013,30(4): 281-287.SONG Xiaodong, WU Dingjun, LI Qi. Dynamic factors of simple beam on elastic support under uniformly distributed moving load[J]. Engineering Mechanics, 2013, 30(4): 281-287. 刘德军. 风-列车-线路——桥梁系统耦合振动研究[D]. 成都: 西南交通大学, 2010 唐友刚. 高等结构动力学[M]. 天津: 天津大学出版社, 2002: 5-10 邓建良,吴定俊,李奇. 简支梁桥动力系数的移动荷载列分析[J]. 工程力学,2012,29(10): 177-204.DENG Jianliang, WU Dingjun, LI Qi. Dynamic factor analysis of simple-supported bridges using discrete moving load model[J]. Engineering Mechanics, 2012, 29(10): 177-204. -
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