CPⅢ数据采集优化及点位稳定性分析
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摘要
高速铁路在我国快速的发展,为了满足高速铁路轨道高平顺性和稳定性的要求,实现高速铁路的安全行车,必须建立一套高精度的控制网来控制轨道的安装与运营维护。德国睿铁公司执行副总裁巴哈曼先生曾这样说道：“要成功地建设无碴轨道,就必须有一套完整、高效且非常精确的测量系统,否则必定失败”。由此可见测量系统对无碴轨道工程的重要性,而CPⅢ控制网就是为这一目的建立的。
在CPⅢ控制网测量过程中,首先第一个测站需要对每个测点学习,第二个测站需要对学习过的CPⅢ点至少学习2个,然后对未观测的CPⅢ测点全部学习。而在CPⅢ复测过程中,这些CPⅢ点位坐标已经拥有,仅需要学习2个CPⅢ点,通过坐标转换,就可以完成其余5对CPⅢ点的自动学习。目前的CPⅢ数据采集软件,在CPⅢ数据采集尤其CPⅢ复测过程中效率较低。
连续梁由于梁体在不同时间、温度、荷载及自身弹性上拱等因素使得梁体伸缩变化,从而导致连续梁上的CPⅢ控制点不稳定。目前,国内连续梁上CPⅢ控制点坐标使用时,要求连续梁上CPⅢ测量时间距离铺板、调轨等测量工序的时间间隔尽量短,温度环境尽量一致,且连续梁上的荷载变化不大。这样当每次连续梁上的CPⅢ坐标使用时都需要在距离施工短时间内重复测量。无法满足工程上对施工效率的要求。
本文以提高CPⅢ控制网测量、尤其是提高复测时的效率为主线,在两个方面进行了阐述。首先：通过对现有的CPⅢ数据采集软件进行全面的分析整合,对现有的CPⅢ数据采集软件进行优化改进,减少外业测量时出现的各种问题,提高后续CPⅢ控制网测量尤其是CPⅢ控制网复测时的效率。其次：寻找出了解决连续梁上CPⅢ点位不稳定的数学模型,减少每次连续梁施工时都需要重复对连续梁上CPⅢ测量的工作量。
通过这两个方面的改进,提高了CPⅢ控制网测量,尤其是CPⅢ控制网复测的效率。
The high-speed railway has a rapid development in our country, in order to meet the requirements of high-speed railway track's ride and stability, to achieve high-speed railway traffic safety, we must establish a set of high-precision control network to control the installation and operation and maintenance of the track. The RAIL.ONE Germany, executive vice president, Mr. Bachman did say that:" In order to construct the non-ballasted track successfully, it is necessary to have a complete and efficient and very accurate measurement system, otherwise you will fail" This shows that the measurement system plays an importance role in the non-ballasted track project. So the CPⅢ control network is established for this purpose.
In the process of CPⅢ control network measurement, Firstly, we need to learn each measuring point about the first station, the second station need to learn CPIII point at least two, then learn all the unobserved CPIII points. In the process of CPⅢ repeated measurement, We have acquire all the CP Ⅲs coordinate, only need to learn two CPIII control points, by coordinate transformation, we can learn the remaining ten CPⅢ control points automatically. Nowadays, CPⅢ data acquisition software, especially in the process of CPIII's repeated measurements, its efficiency is low.
Because of the factors about temperature, load, and the elastic memorial at a different time, the beam telescopic change. Cause continuous beam's CPFⅢ control points is unstable. When we use the CPⅢ control points of the continuous beam coordinates, requiring continuous beam's CPIII measurement time with laying the track plate time interval as close as possible,the temperature environment as consistent as possible, and continuous beam's load changes less. When we use the CPIII coordinates of each continuous beam,we should measure the CPⅢ control points within a short time, so lead low efficiency, impede the progress of the construction.
In this thesis describes in two ways, the main line in order to improve the efficiency of the repeated measurements, Firstly, analyses the CPⅢ Data Acquisition software fully, optimize the CPIII Data Acquisition software, reduce the problem of outside industry, improve efficiency of CPⅢ control network's repeat survey. Secondly, find out the mathematical model about the CPIII control point's instability of the continuous beam, reduce the workload about the repeated survey about the continuous beam when we are constructing it. By the improvement of this two ways, the effiency of CPIII control network's repeated survey becomes higher.
在CPⅢ控制网测量过程中,首先第一个测站需要对每个测点学习,第二个测站需要对学习过的CPⅢ点至少学习2个,然后对未观测的CPⅢ测点全部学习。而在CPⅢ复测过程中,这些CPⅢ点位坐标已经拥有,仅需要学习2个CPⅢ点,通过坐标转换,就可以完成其余5对CPⅢ点的自动学习。目前的CPⅢ数据采集软件,在CPⅢ数据采集尤其CPⅢ复测过程中效率较低。
连续梁由于梁体在不同时间、温度、荷载及自身弹性上拱等因素使得梁体伸缩变化,从而导致连续梁上的CPⅢ控制点不稳定。目前,国内连续梁上CPⅢ控制点坐标使用时,要求连续梁上CPⅢ测量时间距离铺板、调轨等测量工序的时间间隔尽量短,温度环境尽量一致,且连续梁上的荷载变化不大。这样当每次连续梁上的CPⅢ坐标使用时都需要在距离施工短时间内重复测量。无法满足工程上对施工效率的要求。
本文以提高CPⅢ控制网测量、尤其是提高复测时的效率为主线,在两个方面进行了阐述。首先：通过对现有的CPⅢ数据采集软件进行全面的分析整合,对现有的CPⅢ数据采集软件进行优化改进,减少外业测量时出现的各种问题,提高后续CPⅢ控制网测量尤其是CPⅢ控制网复测时的效率。其次：寻找出了解决连续梁上CPⅢ点位不稳定的数学模型,减少每次连续梁施工时都需要重复对连续梁上CPⅢ测量的工作量。
通过这两个方面的改进,提高了CPⅢ控制网测量,尤其是CPⅢ控制网复测的效率。
The high-speed railway has a rapid development in our country, in order to meet the requirements of high-speed railway track's ride and stability, to achieve high-speed railway traffic safety, we must establish a set of high-precision control network to control the installation and operation and maintenance of the track. The RAIL.ONE Germany, executive vice president, Mr. Bachman did say that:" In order to construct the non-ballasted track successfully, it is necessary to have a complete and efficient and very accurate measurement system, otherwise you will fail" This shows that the measurement system plays an importance role in the non-ballasted track project. So the CPⅢ control network is established for this purpose.
In the process of CPⅢ control network measurement, Firstly, we need to learn each measuring point about the first station, the second station need to learn CPIII point at least two, then learn all the unobserved CPIII points. In the process of CPⅢ repeated measurement, We have acquire all the CP Ⅲs coordinate, only need to learn two CPIII control points, by coordinate transformation, we can learn the remaining ten CPⅢ control points automatically. Nowadays, CPⅢ data acquisition software, especially in the process of CPIII's repeated measurements, its efficiency is low.
Because of the factors about temperature, load, and the elastic memorial at a different time, the beam telescopic change. Cause continuous beam's CPFⅢ control points is unstable. When we use the CPⅢ control points of the continuous beam coordinates, requiring continuous beam's CPIII measurement time with laying the track plate time interval as close as possible,the temperature environment as consistent as possible, and continuous beam's load changes less. When we use the CPIII coordinates of each continuous beam,we should measure the CPⅢ control points within a short time, so lead low efficiency, impede the progress of the construction.
In this thesis describes in two ways, the main line in order to improve the efficiency of the repeated measurements, Firstly, analyses the CPⅢ Data Acquisition software fully, optimize the CPIII Data Acquisition software, reduce the problem of outside industry, improve efficiency of CPⅢ control network's repeat survey. Secondly, find out the mathematical model about the CPIII control point's instability of the continuous beam, reduce the workload about the repeated survey about the continuous beam when we are constructing it. By the improvement of this two ways, the effiency of CPIII control network's repeated survey becomes higher.
引文
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[5]中华人民共和国铁道部.高速铁路工程测量规范[S](铁建设[2009]196号).北京：中国铁道出版社,2009.
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[7]张绪丰,刘成龙,陈澎,郑子天.2C互差对CPIII平面网精度影响的仿真计算与分析[J].铁道工程学报.2011(1)
[8]赵梦杰,刘成龙,王化光,黄志伟.CPIII平面网半盘位观测的可行性研究与分析[J].铁道工程学报.2011(1)
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[11]基于Trimble surver Manager TM Server接口进行应用程序开发-全站仪通讯类使用指南
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[13]陶本藻.自由网平差与变形分析[M].武汉测绘科技大学出版社,2001
[14]杭芬.无砟轨道基桩控制网测量技术研究[D],2009
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[20]程昂,刘成龙,徐小左.CPIII平面网必要点位精度的研究[J].铁道工程学报,2009
[21]贺挨宽.无砟轨道施工平面控制主要技术标准的研究[J].铁道工程学报.2006(9)
[22]李延山.全站仪自由设站坐标求解和精度分析[J].工程建设与档案.2003(3)
[23]赵波,高树江.掌上野外数据采集系统的实现及其关键技术[J].测绘工程.2001(10)
[24]黄远宏.应用全站仪与PDA掌上电脑实现既有铁路测量一体化原理探讨[J].铁道勘察.2007(1)
[25]John Hannach.Three-Dimensional Adjustment Computations.Journal of Surveying Engineering.Vol.110No.11984
[26]Yang Y.Robust Estimation of Geodetic Datum Transformation. Journal of Geodesy.1999.73
[27]Rosenholm D. Multi-point Matching Using the Least Squares Technique for Evaluation of Three-Dimensional Models.PERS.1987(6)
[28]Caspary.W and Bborutta.H.Robust Estimation in Deformation Models.Survey Review 1987.29
[29]Baarda W.A Testing Procedure for use in Geodetic networks[J].Neth Geod,Comm.168.1
[30]Bela bollobas,Modern Graph Theory[M].Springer Press.2001
[31]王磊,刘成龙,杨雪峰,等.高速铁路自由设站三维整体平差计算原理及精度评定[J].测绘科学技术学报,2011(4)
[32]丁士俊,张忠明.集中不同坐标变换方法问题的研究[J].四川测绘,2005,28(1)
[33]武汉测绘学院测量平差教研室.测量平差基础(第三版)[M].北京：机械工业出版社,2007.1
[34]孔祥元,郭际明.控制测量学(第三版)[M].北京：测绘出版社,1984
[35]梅文胜,张正禄.《测量机器人控制网观测与数据处理自动化研究》.测绘通报.2003,28(5)
[36]周秋生.测量控制网优化设计[M].测绘出版社,1992
[37]Thapa K. and Burtch R.C. Primary and secondary Methods of Data Collections in GIS/LIS. Surveying and Land Information System. Vol.51NO.1993.3
[38]尤相骏、潘国荣、孙成刚.用GeoBasic开发测量机器人机载程序.铁路航测.2002
[39]范百兴GeoBasic开发TPS1100全站仪机载程序.四川测绘.2003
[40]梅文胜,张正禄,郭际明,黄全义.测量机器人变形检测系统软件研究.信息科学报.2002
[41]周英,潘国荣.马达驱动式全站仪的应用及开发.测绘信息与工程.2006
[42]张海玲,于胜文GeoCOM接口技术及其在测量中的应用.测绘工程.2005
[43]詹美斌,马原平TCA2003测量机器人在大坝监测中的应用.西部矿产工程.2005
[44]范百兴TCA全站仪实现测量数据的全自动化处理.北京测绘.2003
[45]孔祥元,梅是义.控制测量学(上册)[M].武汉大学出版社,2002.2
[46]孔祥元,梅是义.控制测量学(下册)[M].武汉大学出版社,2002.2
[47]王庆,于先文.顾及已知点精度的自由设站算法及精度分析[J].东南大学学报,2009(03)
[48]Perey D E Plane wave decomposition in the unit disc:convergence estimates and computational aspects[J].Jouranl of Computational and Applied Mathemstics,2006,193(1)
[49]许张柱.TCA1201全站仪铁路复测一体化开发[J].铁道勘察,2009,35(3)
[50]侯建民,黄远宏.基于全站仪的既有铁路测量技术系统探讨[J].铁道勘察,2010,36(3)
[2]李毛毛.无砟轨道CPIII控制网数据处理方法研究及其软件的集成[D].2008(5)
[3]朱颖.客运专线无砟轨道铁路工程测量技术[M].北京：中国铁道出版社.2009
[4]王鹏,刘成龙,杨希.无砟轨道CPIII自由测站边角交会网平差概略坐标计算方法研究[J].铁道勘察.2008
[5]中华人民共和国铁道部.高速铁路工程测量规范[S](铁建设[2009]196号).北京：中国铁道出版社,2009.
[6]武汉大学测绘学院,测量平差学科组.误差理论与测量平差基础[M].武汉：武汉大学出版社,2003
[7]张绪丰,刘成龙,陈澎,郑子天.2C互差对CPIII平面网精度影响的仿真计算与分析[J].铁道工程学报.2011(1)
[8]赵梦杰,刘成龙,王化光,黄志伟.CPIII平面网半盘位观测的可行性研究与分析[J].铁道工程学报.2011(1)
[9]武汉大学测绘学院,测量平差学科组.误差理论与测量平差基础[M].武汉：武汉大学出版社,2003
[10]Sung-Pil Hong,Kyung Min Kim,Kyungsik Lee and Bum Hwan Park. A pragmatic Algorithm for the train-Set routing:The case of Korea high-speed railway[J].Omega,2009(3)
[11]基于Trimble surver Manager TM Server接口进行应用程序开发-全站仪通讯类使用指南
[12]常建攻等.C#3.0完全自学手册[M],机械工业出版社,2009
[13]陶本藻.自由网平差与变形分析[M].武汉测绘科技大学出版社,2001
[14]杭芬.无砟轨道基桩控制网测量技术研究[D],2009
[15]Microsoft Press,Microsoft Visual C#.NET Language Reference
[16]BJARNS.The C#Programming Language[M].USA:Addison Wesley Langman Ine.1997
[17]Tobin Titus,Fabio Claudio Ferracchiati[K]C#线程参考手册.北京：清华大学出版社,2003
[18]BJARNES.The C# Programming Language[M].USA:Addison Wesley Langman Ine.1997
[19]彭仪普,许曦,杨文雅.客运专线无砟轨道精密定轨测量技术研究.铁道科学与工程学报
[20]程昂,刘成龙,徐小左.CPIII平面网必要点位精度的研究[J].铁道工程学报,2009
[21]贺挨宽.无砟轨道施工平面控制主要技术标准的研究[J].铁道工程学报.2006(9)
[22]李延山.全站仪自由设站坐标求解和精度分析[J].工程建设与档案.2003(3)
[23]赵波,高树江.掌上野外数据采集系统的实现及其关键技术[J].测绘工程.2001(10)
[24]黄远宏.应用全站仪与PDA掌上电脑实现既有铁路测量一体化原理探讨[J].铁道勘察.2007(1)
[25]John Hannach.Three-Dimensional Adjustment Computations.Journal of Surveying Engineering.Vol.110No.11984
[26]Yang Y.Robust Estimation of Geodetic Datum Transformation. Journal of Geodesy.1999.73
[27]Rosenholm D. Multi-point Matching Using the Least Squares Technique for Evaluation of Three-Dimensional Models.PERS.1987(6)
[28]Caspary.W and Bborutta.H.Robust Estimation in Deformation Models.Survey Review 1987.29
[29]Baarda W.A Testing Procedure for use in Geodetic networks[J].Neth Geod,Comm.168.1
[30]Bela bollobas,Modern Graph Theory[M].Springer Press.2001
[31]王磊,刘成龙,杨雪峰,等.高速铁路自由设站三维整体平差计算原理及精度评定[J].测绘科学技术学报,2011(4)
[32]丁士俊,张忠明.集中不同坐标变换方法问题的研究[J].四川测绘,2005,28(1)
[33]武汉测绘学院测量平差教研室.测量平差基础(第三版)[M].北京：机械工业出版社,2007.1
[34]孔祥元,郭际明.控制测量学(第三版)[M].北京：测绘出版社,1984
[35]梅文胜,张正禄.《测量机器人控制网观测与数据处理自动化研究》.测绘通报.2003,28(5)
[36]周秋生.测量控制网优化设计[M].测绘出版社,1992
[37]Thapa K. and Burtch R.C. Primary and secondary Methods of Data Collections in GIS/LIS. Surveying and Land Information System. Vol.51NO.1993.3
[38]尤相骏、潘国荣、孙成刚.用GeoBasic开发测量机器人机载程序.铁路航测.2002
[39]范百兴GeoBasic开发TPS1100全站仪机载程序.四川测绘.2003
[40]梅文胜,张正禄,郭际明,黄全义.测量机器人变形检测系统软件研究.信息科学报.2002
[41]周英,潘国荣.马达驱动式全站仪的应用及开发.测绘信息与工程.2006
[42]张海玲,于胜文GeoCOM接口技术及其在测量中的应用.测绘工程.2005
[43]詹美斌,马原平TCA2003测量机器人在大坝监测中的应用.西部矿产工程.2005
[44]范百兴TCA全站仪实现测量数据的全自动化处理.北京测绘.2003
[45]孔祥元,梅是义.控制测量学(上册)[M].武汉大学出版社,2002.2
[46]孔祥元,梅是义.控制测量学(下册)[M].武汉大学出版社,2002.2
[47]王庆,于先文.顾及已知点精度的自由设站算法及精度分析[J].东南大学学报,2009(03)
[48]Perey D E Plane wave decomposition in the unit disc:convergence estimates and computational aspects[J].Jouranl of Computational and Applied Mathemstics,2006,193(1)
[49]许张柱.TCA1201全站仪铁路复测一体化开发[J].铁道勘察,2009,35(3)
[50]侯建民,黄远宏.基于全站仪的既有铁路测量技术系统探讨[J].铁道勘察,2010,36(3)