土质路基CRTSⅠ型双块式无砟轨道垂向动力学分析及参数研究
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摘要
目前,我国正致力于高速铁路和客运专线的大规模建设,无砟轨道以其结构稳定性好、耐久性强、轨道平顺性高、刚度均匀性好、维修工作量少和技术相对成熟等优点,逐渐成为高铁结构的首选。但是对于土质路基上无砟轨道的研究尚处于理论研究与分析试验阶段,而双块式无砟轨道在土质路基上的应用相对板式轨道又显滞后,因此对土质路基上双块式无砟轨道的受力分析与参数研究具有很重要的现实意义。
本文以土质路基上CRTS I型双块式无砟轨道结构作为研究对象,通过叠合梁模型、实体模型和梁板模型的比选,依据有限元原理,采用有限元软件ANSYS建立了土质路基双块式无砟轨道力学梁板模型,对CRTS I型双块式无砟轨道进行瞬态动力学分析。文中通过对比一组轮对和两组轮对运行时结构的垂向动力响应状况,选取一个转向架上沿钢轨前进的两个轮对荷载进行后续研究,计算土质路基上轨道结构各部件的响应,进行动力分析,从而研究扣件失效和轨道结构参数改变对CRTS I型双块式无砟轨道结构的受力变形影响规律。
参数研究主要是针对不同的扣件刚度、道床板弹性模量、水硬性混凝土支承层弹性模量和地基弹性模量进行模拟计算,研究结构各层的垂向动力响应。分析认为,扣件刚度增大,钢轨挠度减小,结构各层垂向加速度减小,道床板和支承层的纵横向弯矩增大,综合考虑,认为扣件刚度选用60kN/mm左右较为合适；轨道板弹性模量则在35000MPa附近选值比较合理；地基系数越高,沉降越小,对上部结构越有利,但要最终数值要考虑客观条件谨慎确定。
At present, we are focusing on large-scale construction of the high-speed railway and the special line for passenger transport, while the ballast-less track have the prominent advantage of better structure stability, better structure durability, better stiffness uniformity,better track regularity, less maintenance and relative mature of technology, and has gradually become the first choice of the high-speed railway. However, the researches on the ballast-less track layed on the soil formation are still at the stage of theoretical research and analysis test, while the double block track layed on the soil formation is more backward in technique than slab track, so the force analysis on slab track layed on the soil formation and parameter study have an important practical significance.
This thesis focuses on the the double block track of CRTS I layed on soil formation.through the compares among three models, composite beams,entitys and beam and slab structure, according to Finite element theory, the beam and slab structure model of double block track layed on the soil formation is built, by ANSYS. Then, the transient dynamic analysis on CRTS I ballast-less track is done. In this paper, through the comparison of the runtime structure vertical dynamic status of a group of wheels to two groups of wheels, we study on two groups of wheels of the bogie next, which rolling along the rails.Through calculating all parts in soil subgrade under the force of a bogie, analysing the response of the various dynamic status, we analyse the deformation rule of ballast-less track, in the condition of fastener failure of buckles and the transform of Rail structure parameters.
The major work of parameters study is the analog calculation,which is done corresponding to the different fastener stiffness,different elastic modulus of track bed,different elastic modulus of the water-hardening concrete supporting layer and different elastic modulus of the foundation.Then,it analyse the vertical dynamic response of each layer of the structure. The analysis showed that with the increment of the fastener stiffness, the vertical displacement of the rail reduce, and the vertical acceleration of each layer reduce, too, while both moments of the ballast increase. So, the reasonable stiffness of fastener is about 60kN/mm; the more reasonable elastic modulus of the slab is nearly 35000MPa; The higher the foundation coefficient, the smaller sedimentation and the better to upper structure. However, considering objective conditions, the eventually data should be decided carefully.
本文以土质路基上CRTS I型双块式无砟轨道结构作为研究对象,通过叠合梁模型、实体模型和梁板模型的比选,依据有限元原理,采用有限元软件ANSYS建立了土质路基双块式无砟轨道力学梁板模型,对CRTS I型双块式无砟轨道进行瞬态动力学分析。文中通过对比一组轮对和两组轮对运行时结构的垂向动力响应状况,选取一个转向架上沿钢轨前进的两个轮对荷载进行后续研究,计算土质路基上轨道结构各部件的响应,进行动力分析,从而研究扣件失效和轨道结构参数改变对CRTS I型双块式无砟轨道结构的受力变形影响规律。
参数研究主要是针对不同的扣件刚度、道床板弹性模量、水硬性混凝土支承层弹性模量和地基弹性模量进行模拟计算,研究结构各层的垂向动力响应。分析认为,扣件刚度增大,钢轨挠度减小,结构各层垂向加速度减小,道床板和支承层的纵横向弯矩增大,综合考虑,认为扣件刚度选用60kN/mm左右较为合适；轨道板弹性模量则在35000MPa附近选值比较合理；地基系数越高,沉降越小,对上部结构越有利,但要最终数值要考虑客观条件谨慎确定。
At present, we are focusing on large-scale construction of the high-speed railway and the special line for passenger transport, while the ballast-less track have the prominent advantage of better structure stability, better structure durability, better stiffness uniformity,better track regularity, less maintenance and relative mature of technology, and has gradually become the first choice of the high-speed railway. However, the researches on the ballast-less track layed on the soil formation are still at the stage of theoretical research and analysis test, while the double block track layed on the soil formation is more backward in technique than slab track, so the force analysis on slab track layed on the soil formation and parameter study have an important practical significance.
This thesis focuses on the the double block track of CRTS I layed on soil formation.through the compares among three models, composite beams,entitys and beam and slab structure, according to Finite element theory, the beam and slab structure model of double block track layed on the soil formation is built, by ANSYS. Then, the transient dynamic analysis on CRTS I ballast-less track is done. In this paper, through the comparison of the runtime structure vertical dynamic status of a group of wheels to two groups of wheels, we study on two groups of wheels of the bogie next, which rolling along the rails.Through calculating all parts in soil subgrade under the force of a bogie, analysing the response of the various dynamic status, we analyse the deformation rule of ballast-less track, in the condition of fastener failure of buckles and the transform of Rail structure parameters.
The major work of parameters study is the analog calculation,which is done corresponding to the different fastener stiffness,different elastic modulus of track bed,different elastic modulus of the water-hardening concrete supporting layer and different elastic modulus of the foundation.Then,it analyse the vertical dynamic response of each layer of the structure. The analysis showed that with the increment of the fastener stiffness, the vertical displacement of the rail reduce, and the vertical acceleration of each layer reduce, too, while both moments of the ballast increase. So, the reasonable stiffness of fastener is about 60kN/mm; the more reasonable elastic modulus of the slab is nearly 35000MPa; The higher the foundation coefficient, the smaller sedimentation and the better to upper structure. However, considering objective conditions, the eventually data should be decided carefully.
引文
[1]中长期铁路网规划.北京：铁道部,2004.1.
[2]中长期铁路网规划调整方案.北京：铁道部,2008.11.
[3]赵国堂.高速铁路无砟轨道结构.北京：中国铁道出版社,2006.
[4]卢祖文.客运专线铁路轨道.北京：中国铁道出版社,2005.
[5]何华武.无砟轨道技术.北京：中国铁道出版社,2005.
[6]无砟轨道在德国的发展.译自RTR,轨下基础,2007.1.
[7]雷达2000 the monolithic slab track system without concrete through systems design and construction technology中德无碴轨道技术交流会,北京,2001.
[8]王其昌.无砟轨道讲义.成都：西南交通大学,2005.3.
[9]王平.铁路轨道施工.北京：中国铁道出版社,2010.
[10]王其昌,蔡成标等.高速铁路土路基上无砟轨道的应用[J].铁道标准设计,2003(12)：1-4.
[11]李成辉.轨道.成都：西南交通大学出版社,2005.
[12]阎红亮.客运专线轨道结构选型研究.铁道建筑,2005(2)：26-28.
[13]杨靖东.哈大客运专线无砟轨道选型研究.铁道建筑,2008(1)：91-95
[14]向明.高速铁路轨道结构的特征和选型.铁道勘测与设计,2001(4)：9-12.
[15]郭福安.客运专线无碴轨道结构.铁道标准设计,2006(4)：7-10.
[16]辛学忠,吴克俭.铁路客运专线无砟轨道扣件探讨.铁道工程学报,2006,(2)：1-4.
[17]H.M.Chen. Retrofit techniques for slab track. Transportation Record,1995.
[18]Ostermeijer. K. Assessing the Quality of Ballastless Track[J]. Railway Gazette International, December,2000.
[19]林焕章.高速铁路无砟轨道选型及应用条件.铁道建筑,2008(6)：92-95.
[20]郭福安.客运专线无碴轨道结构.铁道标准设计,2006(4)：7-10.
[21]田利民.客运专线无砟轨道系统设计.中国铁道科学,2008(1)：13-16.
[22]铁道科学研究院铁建所.无碴轨道论文集(一),2002.
[23]张岷.双块式无砟轨道桥梁梁端扣件系统力学分析.铁道工程学报,2009(2)：50-63.
[24]P. Grootenhuis, Floating track slab isolation for railways, JSV, v51, n3.
[25]Rossberg Ralf Roman. Early Slab Track Design on Revived High Speed Line[J]. Railway Gazette International,160(9),2004.
[26]Verbic B. Investigating the dynamic behavior of gigid-track [J]. railway Gazette International,153(9):585-586.
[27]Esveld C.Modern railway track [M]. Delft Press,2001.
[28]Diehl R J, Nowack R, Holzl G. Solutions for acoustical problems with ballastless track [J]. Journal of Sound and Vibration,2000,231(3),:899-906.
[29]向俊,郭高杰,赫丹,孔凡兵.弹性支承块式无碴轨道振动分析新模型.铁道科学与工程学 报,2008(1)：41-45.
[30]蔡成标.无碴轨道动力学理论及应用.西南交通大学学报,2007(5)：255-261.
[31]赵坪锐.板式无碴轨道动力学性能分析与参数研究.西南交通大学硕士学位论文.2003(9)
[32]郑乃刚,高智锋.武广客运专线CRTS Ⅰ型双块式无砟轨道道床施工技术.铁道标准设计2009增刊,2009.3.
[33]铁建设[2004]157号.京沪高速铁路设计暂行规定[S].北京：中国铁道出版社,2005.
[34]卿启湘.高速铁路无砟轨道-软岩路基系统动力特性研究.中南大学博士学位论文,2005.11.
[35]Van L S. The vibrc-acoustic modeling of slab track with embedded rails [J]. Journal of Sound and Vibration,2000,231(3),:805-817.
[36]Cui F Chew C H, The effectiveness of floating slab track system-part I:receptance methods[J]. Applied Acoustics,2000,61(4):441-453.
[37]Mr. Hans Bachmann, Mr. Arnold Pieringer. State-of-the-Art of Ballasted and Non-Ballasted Railtrack Technologies.[R] Pfleiderer track systems, Bejing,28th October 2004.
[38]伍曾,金顺喜,刘学毅.弹性长枕无砟轨道垂向动力学计算分析.中国铁路,2008(9)：35—39.
[39]Fendrich Lothar. DB Explores the Limits of Ballastless Track [J]. Railway Gazette International,151(1),1995.
[40]高增增.土质路基博格板式轨道垂向动力学分析与参数研究.兰州交通大学硕士学位论文.2009(6).
[41]曹利,陈小平,胡秋华.刚性基础上轨道结构静力学分析.四川建筑,20082)：126-127.
[42]秦兰兰.土质路基无砟轨道力学特性研究.北京交通大学硕士学位文,2008.6.
[43]王新敏ANSYS工程结构数值分析.北京：人民交通出版社,2007.10.
[44]钱仲侯.高速铁路概论(第三版).北京：中国铁道出版社,2009.1.
[45]翟婉明.车辆—轨道耦合动力学(第三版).北京：科学出版社,2007.2.
[46]郭亚娟,杨绍普,郭文武.钢弹簧浮置板轨道结构的动力特性分析.振动测试与诊断,2006(5)：146-150.
[47]林之眠,赵曦,王继军等.高速铁路无碴轨道结构设计参数的研究.北京：铁道科学研究院,1996.
[48]黄克智,夏之熙等.板壳理论.北京：清华大学出版社,1987.6.
[49]屈晓辉,崔俊杰.客运专线铁路路基设计技术.北京：人民交通出版社,2008.5.
[50]庄鹏.土质路基板式轨道力学分析与参数研究.兰州交通大学硕士论文.2008(6)
[51]卢涛.无砟轨道线路钢轨阻抗参数计算方法.硕士学位论文.成都：西南交通大学,2006.3.
[52]石现峰,王澜,宣言.支承层参数变化对双块式无砟轨道结构力学性能的影响.铁道建筑,2007(12)：97-100.
[53]颜华,翟婉明,李春霞.土质路基双块式无砟轨道混凝土支承层设计分析.铁道工程学报增刊,2007(12).
[54]高志国.桥上轨枕埋入式无砟轨道动力特性分析.西南交通大学硕士学位论文.成都：西南交通大学,2009.6.
[2]中长期铁路网规划调整方案.北京：铁道部,2008.11.
[3]赵国堂.高速铁路无砟轨道结构.北京：中国铁道出版社,2006.
[4]卢祖文.客运专线铁路轨道.北京：中国铁道出版社,2005.
[5]何华武.无砟轨道技术.北京：中国铁道出版社,2005.
[6]无砟轨道在德国的发展.译自RTR,轨下基础,2007.1.
[7]雷达2000 the monolithic slab track system without concrete through systems design and construction technology中德无碴轨道技术交流会,北京,2001.
[8]王其昌.无砟轨道讲义.成都：西南交通大学,2005.3.
[9]王平.铁路轨道施工.北京：中国铁道出版社,2010.
[10]王其昌,蔡成标等.高速铁路土路基上无砟轨道的应用[J].铁道标准设计,2003(12)：1-4.
[11]李成辉.轨道.成都：西南交通大学出版社,2005.
[12]阎红亮.客运专线轨道结构选型研究.铁道建筑,2005(2)：26-28.
[13]杨靖东.哈大客运专线无砟轨道选型研究.铁道建筑,2008(1)：91-95
[14]向明.高速铁路轨道结构的特征和选型.铁道勘测与设计,2001(4)：9-12.
[15]郭福安.客运专线无碴轨道结构.铁道标准设计,2006(4)：7-10.
[16]辛学忠,吴克俭.铁路客运专线无砟轨道扣件探讨.铁道工程学报,2006,(2)：1-4.
[17]H.M.Chen. Retrofit techniques for slab track. Transportation Record,1995.
[18]Ostermeijer. K. Assessing the Quality of Ballastless Track[J]. Railway Gazette International, December,2000.
[19]林焕章.高速铁路无砟轨道选型及应用条件.铁道建筑,2008(6)：92-95.
[20]郭福安.客运专线无碴轨道结构.铁道标准设计,2006(4)：7-10.
[21]田利民.客运专线无砟轨道系统设计.中国铁道科学,2008(1)：13-16.
[22]铁道科学研究院铁建所.无碴轨道论文集(一),2002.
[23]张岷.双块式无砟轨道桥梁梁端扣件系统力学分析.铁道工程学报,2009(2)：50-63.
[24]P. Grootenhuis, Floating track slab isolation for railways, JSV, v51, n3.
[25]Rossberg Ralf Roman. Early Slab Track Design on Revived High Speed Line[J]. Railway Gazette International,160(9),2004.
[26]Verbic B. Investigating the dynamic behavior of gigid-track [J]. railway Gazette International,153(9):585-586.
[27]Esveld C.Modern railway track [M]. Delft Press,2001.
[28]Diehl R J, Nowack R, Holzl G. Solutions for acoustical problems with ballastless track [J]. Journal of Sound and Vibration,2000,231(3),:899-906.
[29]向俊,郭高杰,赫丹,孔凡兵.弹性支承块式无碴轨道振动分析新模型.铁道科学与工程学 报,2008(1)：41-45.
[30]蔡成标.无碴轨道动力学理论及应用.西南交通大学学报,2007(5)：255-261.
[31]赵坪锐.板式无碴轨道动力学性能分析与参数研究.西南交通大学硕士学位论文.2003(9)
[32]郑乃刚,高智锋.武广客运专线CRTS Ⅰ型双块式无砟轨道道床施工技术.铁道标准设计2009增刊,2009.3.
[33]铁建设[2004]157号.京沪高速铁路设计暂行规定[S].北京：中国铁道出版社,2005.
[34]卿启湘.高速铁路无砟轨道-软岩路基系统动力特性研究.中南大学博士学位论文,2005.11.
[35]Van L S. The vibrc-acoustic modeling of slab track with embedded rails [J]. Journal of Sound and Vibration,2000,231(3),:805-817.
[36]Cui F Chew C H, The effectiveness of floating slab track system-part I:receptance methods[J]. Applied Acoustics,2000,61(4):441-453.
[37]Mr. Hans Bachmann, Mr. Arnold Pieringer. State-of-the-Art of Ballasted and Non-Ballasted Railtrack Technologies.[R] Pfleiderer track systems, Bejing,28th October 2004.
[38]伍曾,金顺喜,刘学毅.弹性长枕无砟轨道垂向动力学计算分析.中国铁路,2008(9)：35—39.
[39]Fendrich Lothar. DB Explores the Limits of Ballastless Track [J]. Railway Gazette International,151(1),1995.
[40]高增增.土质路基博格板式轨道垂向动力学分析与参数研究.兰州交通大学硕士学位论文.2009(6).
[41]曹利,陈小平,胡秋华.刚性基础上轨道结构静力学分析.四川建筑,20082)：126-127.
[42]秦兰兰.土质路基无砟轨道力学特性研究.北京交通大学硕士学位文,2008.6.
[43]王新敏ANSYS工程结构数值分析.北京：人民交通出版社,2007.10.
[44]钱仲侯.高速铁路概论(第三版).北京：中国铁道出版社,2009.1.
[45]翟婉明.车辆—轨道耦合动力学(第三版).北京：科学出版社,2007.2.
[46]郭亚娟,杨绍普,郭文武.钢弹簧浮置板轨道结构的动力特性分析.振动测试与诊断,2006(5)：146-150.
[47]林之眠,赵曦,王继军等.高速铁路无碴轨道结构设计参数的研究.北京：铁道科学研究院,1996.
[48]黄克智,夏之熙等.板壳理论.北京：清华大学出版社,1987.6.
[49]屈晓辉,崔俊杰.客运专线铁路路基设计技术.北京：人民交通出版社,2008.5.
[50]庄鹏.土质路基板式轨道力学分析与参数研究.兰州交通大学硕士论文.2008(6)
[51]卢涛.无砟轨道线路钢轨阻抗参数计算方法.硕士学位论文.成都：西南交通大学,2006.3.
[52]石现峰,王澜,宣言.支承层参数变化对双块式无砟轨道结构力学性能的影响.铁道建筑,2007(12)：97-100.
[53]颜华,翟婉明,李春霞.土质路基双块式无砟轨道混凝土支承层设计分析.铁道工程学报增刊,2007(12).
[54]高志国.桥上轨枕埋入式无砟轨道动力特性分析.西南交通大学硕士学位论文.成都：西南交通大学,2009.6.
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