Mechanics computation model comparison of continuously welded rails on high-speed railway bridges
-
摘要: 高速铁路桥梁、墩台及荷载均具有很强的空间力学特性, 平面力学模型不能很好反映上述工况, 有着较大的局限性。在吸收前人研究成果的基础上, 建立了梁、轨纵向相互作用三维有限元空间力学计算模型, 以秦沈客运专线32 m多跨简支双线整孔箱形梁桥为例, 对其进行了纵向力分析, 并与传统平面力学模型进行了比较。对于伸缩附加力, 平面模型与空间模型计算结果相差不大; 对于挠曲附加力, 平面模型与空间模型计算结果有较大的差别; 当双线对称加载时, 平面模型与空间模型制动附加力计算结果相差不大; 在单线制动或双线对向制动时, 平面模型的计算结果较多超过空间力学模型的计算结果, 其计算结果是偏于保守的。对比分析表明空间力学模型更适宜于各种工况附加力的计算。Abstract: The girder, abutment and pier as well as the loads of high-speed railway bridges are of strong spatial mechanics characteristics, the plane mechanics calculation model cannot reflect these conditions effectively, and has its limitations.Based on the achievements of the predecessors, a three-dimensional finite element spatial mechanics model for calculating the additional longitudinal forces of continuously welded rails on high-speed railway bridges was established.Taking a 10-span 32 m simple supported double-track box girder on Qin-Shen passenger special line as an example, the additional longitudinal forces were analyzed, and the calculation results of the new three-dimensional spatial model and traditional plane model were compared.The calculation results show that the flexiable additional longitudinal forces calculated by tow models are almost equal; for the winding force, there is distinct discrepancy between the two calculation results; when the double-track loaded with the symmetry braking force, the braking additional longitudinal forces calculated by the two models are almost equal; when one track braking or two track braking in opposite directions, the calculation result of the plane model is bigger than that of the spatial model, the braking additional longitudinal force calculated by the plane model is conservative, which indicate that the spatial model is more feasible and effective to calculate the additional forces than the plane model.
-
图 3 钢轨、轨枕、梁体纵向传力大样图
Figure 3. Expanded graph of longitudinal force transmission among rail, sleep and beam
表 1 计算结果比较
Table 1. Calculation results comparison
位置 1号墩 1号梁梁轨位移相等点 2号墩 2号梁梁轨位移相等点 3号墩 钢轨纵向附加力/(kN·轨-1) 《铁路无缝线路》模型 25.677 -53.799 68.819 -51.943 20.700 本文模型 24.978 -52.056 68.082 -48.598 20.408 两种模型比较 0.97 0.97 0.99 0.94 0.99 梁轨位移相等点距固定支座距离/cm 《铁路无缝线路》模型 — 1353 — 1910.0 — 本文模型 — 1342 — 1899.5 — 两种模型比较 — 0.99 — 0.99 — 
下载: 导出CSV
表 2 不同工况计算结果比较
Table 2. Results comparison of different load cases
计算项目 最大钢轨伸缩附加力/kN 最大钢轨挠曲附加力/kN 最大钢轨制动附加力/kN 平面模型 空间模型 平面模型 空间模型 平面模型 空间模型 双线加载 单线加载 双线加载 单线加载 对向 同向 有载侧 无载侧 对向 同向 有载侧 无载侧 计算值 112.0 115.0 50.1 62.9 62.9 33.4 31.2 196.7 130.9 194.7 121.5 78.0
下载: 导出CSV
-
[1] Li Guo-qing, Zhuang Jun-sheng, Zhang Shi-chen. Study on longitudinal additional force in continuously welded rails on high-speed railway bridges[J]. China Railway Science, 1997, 18(3): 15-23. (in Chinese) https://www.cnki.com.cn/Article/CJFDTOTAL-GGYY202006001.htm [2] Yang Meng-jiao, Xing Jian-xin. Investigation of mechanics model of interaction between bridge and track[J]. China Railway Science, 2001, 22(3): 57-62. (in Chinese) doi: 10.3321/j.issn:1001-4632.2001.03.011 [3] Yin Cun-xin, Zhuang Jun-sheng, Pan Jia-ying. A shortcut of materially nonlinear FEN for combination structure of beam and truss with its application to analysis of longitudinal interaction between bridge and rail on high-speed railway[J]. China Railway Science, 1998, 19(2): 35-43. (in Chinese) doi: 10.3321/j.issn:1001-4632.1998.02.005 [4] Xu Qing-yuan, Chen Xiu-fang. Additional longitudinal forces transmission between bridges and continuously welded rails with small resistance fasteners[J]. Journal of Traffic and Transportation Engineering, 2003, 3(1): 25-30. (in Chinese) http://transport.chd.edu.cn/article/id/200301006 [5] Xu Qing-yuan, Chen Xiu-fang. Study on additional force transmission between continuously welded rails and continuous beam bridge[J]. China Railway Science, 2003, 24(3): 58-62. (in Chinese) doi: 10.3321/j.issn:1001-4632.2003.03.013 [6] Li Hong-nian, Zhu Xi, Yu Xin-jie. Research on effective coefficient of braking force of simply supported PC-beam railway bridges[J]. China Civil Engineering Journal, 2000, 33(3): 22-30. (in Chinese) doi: 10.3321/j.issn:1000-131X.2000.03.004 [7] Wang Rui-feng, Li Hong-nian. Study of train braking force on railroad bridge[J]. Journal of Northern Jiaotong University, 2003, 27(1): 63-67. (in Chinese) https://www.cnki.com.cn/Article/CJFDTOTAL-XAJD202002005.htm [8] Cai Cheng-biao. Calculation of additional longitudinal forces in continuously welded rails on super-large bridges of high-speed railways[J]. Journal of Southwest Jiaotong University, 2003, 38(5): 609-614. (in Chinese) doi: 10.3969/j.issn.0258-2724.2003.05.030 [9] Tian Zhen, Wu Xun. A mechanical model on the longitudinal forces for umt jointless tracks[J]. Urban Mass Transit, 2002, 5(1): 28-31. (in Chinese) https://www.cnki.com.cn/Article/CJFDTOTAL-GDJT202204032.htm [10] Geissler K, Grasse W, Schmachtenberg R. Zur messwertgestutzten ermittung der verteilung der brems-und anfahrkrafte an der eisenbahnhochbrucke rendsburg[J]. Stahlbau, 2002, 71 (10): 735-747. https://www.cnki.com.cn/Article/CJFDTOTAL-DGYJ202102006.htm [11] Eickmann C, Klaus M. Langskraftabtragung bei eisenbahnbrucken unter temperatureinwirkung[J]. Eisenbahningenieur, 2001, 52(2): 36-40. https://www.cnki.com.cn/Article/CJFDTOTAL-JDXG201805008.htm [12] Fryba L. Thermal interaction of long welded rails with railway bridges[J]. Rail International, 1985, 16(3): 5-24. https://www.cnki.com.cn/Article/CJFDTOTAL-GWCG201801015.htm [13] Czyczula W, Solkowski J, Towpik K. Interaction between CWR track and bridges in longitudinal direction[J]. Archives of Civil Engineering, 1997, 43(1): 51-69. https://www.cnki.com.cn/Article/CJFDTOTAL-TMGC202009001.htm [14] Wang Hai-bo, Wu Xun. Three-dimensional conjunct model: for the research on the longitudinal forces of urban mass transit continuous welded rails[J]. Urban Mass Transit, 2003, 6 (1): 33-37. (in Chinese) https://www.cnki.com.cn/Article/CJFDTOTAL-DSKG202101006.htm [15] Jiang Jin-zhou. Additional longitudinal force in continuously welded rails and their transmission on railway bridges[J]. China Railway Science, 1998, 19(2): 67-75. (in Chinese) https://www.cnki.com.cn/Article/CJFDTOTAL-ZGTK202004018.htm [16] 程斌. 车致振动下地铁隧道位移规律的研究[D]. 上海: 同济大学, 2003. [17] 蔡跃. 火灾下预应力混凝土结构计算理论及抗火设计方法研究[D]. 上海: 同济大学, 2003. [18] 程纬. 基于ANSYS二次开发的钢筋混凝土结构倒塌仿真分析及其程序设计[D]. 上海: 同济大学, 2002. [19] 陈卫军. 列车振动荷载作用下上下近距离交叠地铁区间隧道周围土体液化及振陷研究[D]. 上海: 同济大学, 2003. [20] 姜昌伟. 预焙阳极铝电解槽电场、磁场、流场的耦合仿真方法及应用研究[D]. 长沙: 中南大学, 2003. [21] 徐庆元. 高速铁路桥上无缝线路纵向附加力三维有限元静力与动力分析研究[D]. 长沙: 中南大学, 2005. [22] 翟婉明. 车辆-轨道耦合动力学[M]. 北京: 中国铁道出版社, 2001. -
点击查看大图
图(5) / 表(2)
计量
- 文章访问数: 308
- HTML全文浏览量: 93
- PDF下载量: 175
- 被引次数: 0
