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中部 某市 新建 二级 公路 设计 参考资料

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中部某市新建二级公路设计参考资料,中部,某市,新建,二级,公路,设计,参考资料

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路基土石方数量计算表第 1 页 共 4 页桩 号横 断 面距离(m)挖 方 分 类 及 数 量 (m3)填 方 数 量 (m3)利 用 方 数 量 及 调 配 (m3)借 方 数 量弃 方 数 量备 注面 积总数量土石(m3)及运距(m3)及运距(m2)本桩利用填 缺挖 余远运利用及纵向调配示意(Km)(Km)挖方填方%数量%数量%数量%数量%数量%数量总数量土石土石土石土石土石土石12356789101112131415161718192021222324252627282930313233K0+0002.410.401K0+02015.725 2.36720181.352036.2760108.812036.2727.6827.6827.68153.67K0+04033.05920487.8420 97.568 60 292.704 2097.56823.6723.6723.67464.17K0+06084.144201172.0320 234.406 60 703.218 20 234.4061172.03K0+072.434112.1912.434 1220.6333 20 244.127 60732.3820 244.1271220.63K0+080122.897.566889.337920 177.868 60 533.603 20 177.868889.338K0+100101.61202245.0120 449.002 60 1347.01 20 449.0022245.01K0+12031.409201330.1620 266.032 60 798.096 20 266.0321330.16K0+132.4344.52312.434 223.38924 20 44.6778 60 134.034 20 44.6778223.389K0+1400.703 13.856 7.566 19.769958 20 3.95399 6011.86220 3.9539952.417248 52.41724819.7732.6473K0+1600.787 115.452014.9202.98608.94202.981293.041293.0414.91278.14K0+1802.111 140.272028.98205.7966017.388205.7962557.142557.1428.982528.16K0+2002.108116.52042.19208.4386025.314208.4382567.72567.742.192525.51K0+2201.655 87.0992037.63207.5266022.578207.5262036.032036.0337.631998.4K0+2404.083 18.1272057.3820 11.476 6034.4282011.4761052.261052.2657.38994.88K0+26047.34220514.2520 102.85 60308.5520102.85181.27181.27181.27332.98K0+270.50564.04310.505 585.04971 20 117.01 60351.0320117.01585.05K0+28076.8719.495 668.98922 20 133.798 60 401.394 20 133.798668.989K0+30086.053201629.2420 325.848 60 977.544 20 325.8481629.24K0+32078.039201640.9220 328.184 60 984.552 20 328.1841640.92K0+330.50553.11310.505 688.87588 20 137.775 60 413.326 20 137.775688.876K0+34034.6919.495 416.84949 20 83.3699 60250.1120 83.3699416.849K0+3604.5876.46320392.7820 78.556 60 235.668 2078.55664.6364.6364.63328.15K0+3800.712 23.2982052.9920 10.598 6031.7942010.598297.61297.6152.99244.62K0+4000.698 30.9612014.1202.82608.46202.82542.59542.5914.1528.49K0+4200.724 32.6572014.22202.844608.532202.844636.18636.1814.22621.96K0+4400.717 26.8472014.41202.882608.646202.882595.04595.0414.41580.63小 计14583.2752916.658749.962916.6511927.257 11927.257593.8211333.413989.5累 计14583.2752916.658749.962916.6511927.257 11927.257593.8211333.413989.5编制：刘阳复核：路基土石方数量计算表第 2 页 共 4 页桩 号横 断 面距离(m)挖 方 分 类 及 数 量 (m3)填 方 数 量 (m3)利 用 方 数 量 及 调 配 (m3)借 方 数 量弃 方 数 量备 注面 积总数量土石(m3)及运距(m3)及运距(m2)本桩利用填 缺挖 余远运利用及纵向调配示意(Km)(Km)挖方填方%数量%数量%数量%数量%数量%数量总数量土石土石土石土石土石土石12356789101112131415161718192021222324252627282930313233K0+4400.717 26.847K0+458.6362.822 11.122 18.636 32.976402 20 6.59528 60 19.7858 20 6.59528353.79514 353.7951432.9764320.819K0+4604.1449.3391.3644.75081220 0.95016 60 2.85049 20 0.9501613.954402 13.9544024.750819.20359K0+48053.65320577.9720 115.594 60 346.782 20 115.59493.3993.3993.39484.58K0+50088.811201424.6420 284.928 60 854.784 20 284.9281424.64K0+52095.156201839.6720 367.934 601103.820 367.9341839.67K0+54035.683201308.3920 261.678 60 785.034 20 261.6781308.39K0+56010.429 0.01820461.1220 92.224 60 276.672 2092.2240.180.180.18460.94K0+569.9521.6553.3189.952 60.129984 20 12.026 6036.0782012.02616.599936 16.59993616.599943.53K0+5800.7079.425 10.048 11.866688 20 2.37334 60 7.12001 20 2.3733464.020832 64.02083211.866752.1541K0+6000.72563.822014.32202.864608.592202.864732.45732.4514.32718.13K0+6200.724 143.152014.49202.898608.694202.8982069.732069.7314.492055.24K0+6400.719 262.162014.43202.886608.658202.8864053.154053.1514.434038.72K0+6600.724330.92014.43202.886608.658202.8865930.575930.5714.435916.14K0+6800.76285.482014.84202.968608.904202.9686163.796163.7914.846148.95K0+7000.7165.152014.6202.92608.76202.924506.364506.3614.64491.76K0+7201.291 166.592019.91203.9826011.946203.9823317.443317.4419.913297.53K0+7400.709 149.37202020460122043159.663159.66203139.66K0+7600.7191022014.28202.856608.568202.8562513.692513.6914.282499.41K0+7800.729 55.4542014.48202.896608.688202.8961574.491574.4914.481560.01K0+8005.7892065.1820 13.036 6039.1082013.036554.54554.5465.18489.36K0+818.04942.57718.049 436.47897 20 87.2958 60 261.887 20 87.2958436.479K0+82046.4411.951 86.837059 20 17.3674 60 52.1022 20 17.367486.8371K0+84056.721201031.6220 206.324 60 618.972 20 206.3241031.62K0+860145.22202019.4220 403.884 60 1211.65 20 403.8842019.42K0+878.049235.1218.049 3432.3964 20 686.479 60 2059.44 20 686.4793432.4K0+880243.241.951 466.64311 20 93.3286 60 279.986 20 93.3286466.643小 计13415.8692683.178049.522683.1735117.8135117.81380.72434737.113035.1累 计27999.1445599.8316799.55599.8347045.068 47045.068974.54446070.527024.6编制：刘阳复核：路基土石方数量计算表第 3 页 共 4 页桩 号横 断 面距离(m)挖 方 分 类 及 数 量 (m3)填 方 数 量 (m3)利 用 方 数 量 及 调 配 (m3)借 方 数 量弃 方 数 量备 注面 积总数量土石(m3)及运距(m3)及运距(m2)本桩利用填 缺挖 余远运利用及纵向调配示意(Km)(Km)挖方填方%数量%数量%数量%数量%数量%数量总数量土石土石土石土石土石土石12356789101112131415161718192021222324252627282930313233K0+880243.24K0+900320.11205633.520 1126.7 603380.1201126.75633.5K0+920366.03206861.3320 1372.27 604116.820 1372.276861.33K0+940403.87207698.9420 1539.79 60 4619.36 20 1539.797698.94K0+960441.88208457.5320 1691.51 60 5074.52 20 1691.518457.53K0+980375.69208175.7420 1635.15 60 4905.44 20 1635.158175.74K0+993.595333.4213.595 4820.1548 20 964.031 60 2892.09 20 964.0314820.15K1+000316.296.405 2080.6963 20 416.139 60 1248.42 20 416.1392080.7K1+020196.34205126.2820 1025.26 60 3075.77 20 1025.265126.28K1+040143.57203399.0120 679.802 60 2039.41 20 679.8023399.01K1+053.595164.9613.595 2097.2123 20 419.442 60 1258.33 20 419.4422097.21K1+053.621164.880.0264.28786820 0.85757 60 2.57272 20 0.857574.28787K1+060146.226.379 992.23112 20 198.446 60 595.339 20 198.446992.231K1+080143.16202893.7720 578.754 60 1736.26 20 578.7542893.77K1+100231.92203750.7720 750.154 60 2250.46 20 750.1543750.77K1+113.621291.613.621 3565.4125 20 713.083 60 2139.25 20 713.0833565.41K1+120300.196.379 1887.4983 20377.5601132.520377.51887.5K1+140109.15 287.63204093.3220 818.664 60 2455.99 20 818.6642876.252876.252876.251217.07K1+1604.373201135.1920 227.038 60 681.114 20 227.0382876.252876.251135.191741.06K1+1800.72138.522050.9320 10.186 6030.5582010.1861385.21385.250.931334.27K1+200193201937.2320 387.446 60 1162.34 20 387.4461385.21385.21385.2552.03K1+220239.33204323.320 864.66 60 2593.98 20864.664323.3K1+240308.88205482.120 1096.42 60 3289.26 20 1096.425482.1K1+260245.34205542.2520 1108.45 60 3325.35 20 1108.455542.25K1+280152.32203976.5820 795.316 60 2385.95 20 795.3163976.58K1+285.328120.865.328727.738220 145.548 60 436.643 20 145.548727.738K1+30051.71514.672 1266.0029 20 253.201 60 759.602 20 253.2011266小 计95979.00419195.857587.419195.88522.98522.95447.573075.3390531.4累 计123978.1524795.674386.924795.655567.968 55567.9686422.1149145.9117556编制：刘阳复核：路基土石方数量计算表第 4 页 共 4 页桩 号横 断 面距离(m)挖 方 分 类 及 数 量 (m3)填 方 数 量 (m3)利 用 方 数 量 及 调 配 (m3)借 方 数 量弃 方 数 量备 注面 积总数量土石(m3)及运距(m3)及运距(m2)本桩利用填 缺挖 余远运利用及纵向调配示意(Km)(Km)挖方填方%数量%数量%数量%数量%数量%数量总数量土石土石土石土石土石土石12356789101112131415161718192021222324252627282930313233K1+30051.715K1+32019.852 5.93420715.6720 143.134 60 429.402 20 143.13459.3459.3459.34656.33K1+3400.758 95.45120206.12041.2260123.662041.221013.851013.85206.1807.75K1+345.3280.788 129.45 5.3284.11854420 0.82371 60 2.47113 20 0.82371599.14159 599.141594.11854595.023K1+3600.764 180.26 14.672 11.385472 20 2.27709 60 6.83128 20 2.277092272.0252 2272.025211.38552260.64K1+3800.742 179.292015.06203.012609.036203.0123595.53595.515.063580.44K1+4000.741 194.512014.83202.966608.898202.9663738.023738.0214.833723.19K1+4200.75195.442014.91202.982608.946202.9823899.53899.514.913884.59K1+4400.723 153.792014.73202.946608.838202.9463492.283492.2814.733477.55K1+4600.735 136.292014.58202.916608.748202.9162900.822900.8214.582886.24K1+4800.756 132.852014.91202.982608.946202.9822691.472691.4714.912676.56K1+5000.667 91.5762014.23202.846608.538202.8462244.282244.2814.232230.05K1+5200.682 34.5632013.49202.698608.094202.6981261.391261.3913.491247.9K1+54012.3820130.6220 26.124 6078.3722026.124345.63345.63130.62215.01K1+56041.88320542.6320 108.526 60 325.578 20 108.526542.63K1+58052.61920945.0220 189.004 60 567.012 20 189.004945.02K1+60058.42201110.3920 222.078 60 666.234 20 222.0781110.39K1+62017.69120761.1120 152.222 60 456.666 20 152.222761.11K1+6406.4860.65320241.7720 48.354 60 145.062 2048.3546.536.536.53235.24K1+6601.565 11.9612080.5120 16.102 6048.3062016.102126.14126.1480.5145.63K1+6801.567 11.1542031.32206.2646018.792206.264231.15231.1531.32199.83K1+7003.2642.1082048.31209.6626028.986209.662132.62132.6248.3184.31K1+706.6984.1531.2936.698 24.839533 20 4.96791 60 14.9037 20 4.9679111.389949 11.38994911.389913.4496小 计4970.5335994.1072982.32994.10728621.077 28621.077706.36427914.74264.17累 计128948.6825789.777369.225789.784189.044 84189.0447128.4877060.6121820编制：刘阳复核：郑州航空工业管理学院毕业设计 刘阳 0909951161郑州航空工业管理学院毕业论文(设计)外文翻译 2011 届土木工程（道路桥梁方向）专业 0909951 班级题 目 中部某市新建二级公路 姓 名 刘 阳 学号 090995116 指导教师 潘春风 职称 讲 师 二 一 一 年 五 月 十六 日郑州航空工业管理学院毕业设计 刘阳 0909951162全站仪在公路导线和中线测量中的应用摘 要：介绍全站仪在公路导线和中线测量等方面的应用技巧,提出全站仪使用中应注意的事项。关键词：全站仪 公路 测量 技巧1 全站仪在导线测量中的应用1.1 全站仪坐标法的优点采用全站仪测点可直接用坐标法,而不需用极坐标法,使仪器操作员从繁重的数据计算中解脱出来现在外业几乎不用记录,只是简单记一下点号和点与点之间的关系,以备内业整理时参考,也不必配备记录计算员。内业整理的时候只要将数据从全站仪传输至 PC2E500 计算器或直接将数据输入到计算机中,经过坐标平差,在计算机上用 Auto CAD 等软件绘出点位、取舍点位,求出每一弯道的偏角值、交点间距离以及逐桩坐标等即可。1.2 注意应用国家控制点及其三维坐标 在用坐标法测点前,尽量找到国家控制点和这些控制点的三维坐标 ,通过和这些控制点的联测,不仅可以检验自己的测量精度,而且在误差允许范围内可以通过这些坐标进行平差,使测量精确度更高。1.3 点的设置应兼顾放中线的需要 在设点时,不仅应设路线控制导线点,即转点,也应为放中线作准备,在路线上通视条件好、地势较高处可以布设一些架仪器的点 ,这样做的好处是在放中线时有了更多的选择机会 ,不必为增设架仪器点而多次让仪器转站。1.4 仪器操作人员配置及后视人员的作用 一般用全站仪配合公路导线测量一共需要 56 人,其中前视位置 34 人,仪器操作员 1 人,后视 1 人。后视人员可让全站仪记录更多的点,对后期中线测量和路线设计可以起到非常大的作用。下面通过具体的工程实例来说明后视人员的重要性。在省道豫 23 线南阳市境邓州至孟楼二级公路改建工程的导线测量中,由于是老路改造,因此测量原则是在满足规范要求的前提下尽可能利用老路。一般直线段容易控制,而弯道处要想尽可能地沿老路就必须让弯道半径选择得非常合适。我们测量的做法是:后视的人对完后视后 ,再到弯道处沿老路的弯道放 56 个控制弯郑州航空工业管理学院毕业设计 刘阳 0909951163道半径的点,让全站仪记录下点的坐标,这样在内业处理导线时,到这些弯道处利用海地等路线设计软件,通过调试半径使得曲线尽可能多地通过这些点。如在一个较长且两侧房屋很多的平曲线处,后视人员在老路曲线上测得 12 个点来控制曲线,在内业处理时发现该位置设复曲线是最佳方案 ,避免了设一个曲线半径造成拆迁多而且线形不理想的失误。1.5 导线测量应注意的问题 用全站仪配合打导线也有一些需要特别注意的地方,否则可能引起较大误差甚至导致返工。1）对后视的时候一定要注意后视人立的后视点的点号和坐标是否与仪器中输入的点号和坐标一致,最好用对讲机互相通报一下点号,用棱镜对完后视后,再用仪器放后视点,看位置是否一致,这样可将出错几率降至最小。在省道豫 48 线西峡境的导线测量中,由于初次使用坐标法,仪器操作员将架站点和后视点的坐标输反了,结果在电脑上展图时才发现路线在这个位置折了 180角返回了,使得全天的工作都成了无用功。2）在可能的情况下,后视点离架站点的距离越远越好,一般情况下,架站点与后视点之间的距离不应小于架站至测点之间的距离,这样可以保证测量精度。3）在坐标法测量中不要打倒镜,因为全站仪的坐标法核心实质还是将由偏角、距离得来的数据经全站仪内部计算模块处理后换算成坐标,所以打倒镜等于将整个坐标系旋转 180,也就是说偏角少偏了 180,结果当然是错误的。4）全站仪测高程有它的局限性 ,其测高程的误差主要为竖直角观测误差、测距误差、仪器高与棱镜高量测误差,而这 3 种误差中竖直角观测误差的影响最大,只能采取适当的措施来提高观测精度,如采用觇牌代替棱镜作为照准目标、适当增加测回数、短距离传递高程、仔细量取仪器高和棱镜高等。一般情况下,导线测量中测点的高程值只作参考,而不能用作水准测量。2 全站仪在中线测量中的应用2.1 架站位置的选择尽量选择那些地势较高、通视条件好、可以看到更多中线上点位的位置。我们在刚开始用全站仪的时候,对这一点不太重视,结果往往搬站过多,不仅影响进度,也影响精度。特别是在山区,如一个山头上的点可以看到周围几公里的中桩位置,而沿路线两侧架站往往需要好几站才可以敷设完这段中线。再如山区沿溪线的中线郑州航空工业管理学院毕业设计 刘阳 0909951164放线 ,由于平面线形往往不理想,多有山头阻挡视线,总是需要多次搬站,如果我们选择路线河对岸的山腰、平地或者居民楼的房顶等来做为架站位置,则可以达到事半功倍的效果。2.2 测点少时的处理全站仪敷设中线遇到不通视时,在点少的情况下,应采取仪器所能看到离所放点位置最近的点 (一般不是中线上的点)为参照物的方法处理。在山区和路线上建筑物障碍物较多时,有时搬一次仪器也就放一二个点,往往不再另外搬站,而是用移动参照点和测参照点相结合的方法,每次都取得了省时、省力、又满足精度要求的结果。2.3 全站仪测高程功能的应用技巧全站仪虽然测水准程序比较烦琐,而且精度不高,但有时候测高程的功能可有效发挥。如在山区沿溪线的改线测量中,有些路线的几个中线点上了山头,如果用水准仪来测这几个点的高程,根据以往经验,水准仪往山头上转架几次仪器后容易引起误差过大,造成水准点之间不闭合。我们的做法是:在山脚下选一个比较固定的参考点,用全站仪读出该点的 Z 轴高程,随后用全站仪在放山头上这些中线点的时候,顺便测出这些点的 Z 轴高程,可以算出这些点相对于山脚下参考点的高差,这样用水准仪测出该参考点的高程后,加上这些高差,便得到山头上中线点的高程。这样做的好处是:在不影响测量精度而得到山上点高程的同时,避免了水准仪上山头容易引起水准点 之间不闭合的发生。2.4 全站仪与其他测量方法的结合使用中线测量用全站仪可提高测量速度,但由于自身的测量机理使得它的使用也有一定的局限性,如每遇到不通视的时候往往需要搬站,特别是在平原测量,因为仪器搬站要耽误很多时间,影响测量速度。其实,中线敷设的过程中并不一定要过分依赖全站仪,要结合以往的花杆皮尺“穿杆”法等。我们在平原微丘地区,特别是直线段较多的地区,测量中线的方法是:全站仪只用来放控制点,即直线段每 300m放一个中线点,曲线段的中线点全部由全站仪放,直线段的点由 A、B2 个人专门在中线组前面敷设,敷设后 A 继续往前面 300m 放下一个中线点,留 B 拿一根花杆给后面中线组当“前视”,由中线组利用望远镜、皮尺、花杆、对讲机等工具来“穿杆”,当中线组到这个用全站仪放的中线点经 2 点复核合格后,前面 300mA 处的点也用全站仪对好了,B 到 A 处立前视,A 继续往前走、这中间全站仪随时可以通过对讲机郑州航空工业管理学院毕业设计 刘阳 0909951165来复核中线组自己用“穿杆法”放的点位。另外非常重要的一点是:全站仪搬站的时间最好选在直线段上 ,这样的好处是不让中线组等着仪器搬站而停工。我们用这种方法在省道豫 23 线南阳市境邓州至孟楼段(平原微丘区)二级公路改建工程的中线测量中,创出了一天敷设 10km 的速度。3 结束语全站仪在我国出现只是近几年的事,大面积的普及应用才刚刚开始,但它给我们带来的方便已经是非常显著了。在全站仪的使用过程中,都会有自己的心得体会、经验技巧,如果每一个使用者都能将自己的经验奉献出来,对我们大家来说都将是一笔不小的财富。参参 考考 文文 献献1 JTJ06199，公路勘测规范S. 北京:人民交通出版社,19992 聂 让.全站仪与高等级公路测量M.北京：人民交通出版社,1999.287300出处：交通科技2005 年第 5 期郑州航空工业管理学院毕业设计 刘阳 0909951166Total station in the highway center line conductors and MeasurementAbstract: The total station in the highway center line conductors and the application of measurement techniques, the Total Station use matters needing attention. Key words: Total Station Road measuring techniques1 Total station in the wire measurement 1.1 Total Station Coordinate the advantages of Total Station can be used directly with the measuring point coordinate method, rather than polar coordinates law required, so that heavy equipment operators from the calculation of the data out. Outside the industry are now virtually no records, only a simple mind and the next point with the point of the relationship between the finishing industry for the reference period, but also do not have staff with a record of the calculation. Finishing in a time when the industry as long as the data transmission from the total station to PC2E500 calculator, or directly to the data input to a computer, after coordinate adjustment, on the computer using Auto CADdrawing software such as points, cut-off point, and calculated the angle value of each curve, the distance between the point of intersection as well as the coordinates of each pile and so. 1.2 Note and the application of state-controlled three-dimensional coordinates of points Coordinates method used before, as far as possible the country to find control points and control points of these three-dimensional coordinates, and these control points through the joint test, not only can test their measurement accuracy, and error-yun Xu scope can be carried out through the adjustment of these coordinates, so that a higher measurement accuracy. 1.3 Point set should take into account the need to take the middle lane In the set point, not only should be wire line control points, that is, to point the center line should also prepare for the release, depending on the route pass conditions, and higher terrain can be laid at a number of aircraft equipment, the benefits of doing so is to take the middle lane when there is a greater choice and do not have equipment for an additional two points to allow devices to stop several times. 郑州航空工业管理学院毕业设计 刘阳 09099511671. 4 Apparatus after the operation and staffing, as the role of staff Total Station with the road generally traversing a total of 5 6 people, depending on the location of the previous 3 to 4 people, equipment operator 1, the latter depending on a person. After the total station as the staff can record more points, the center line of the latter line of measurement and design can play a very large role. Works through the following specific examples to illustrate the importance of after, as the staff. Henan Provincial Highway 23 in Nanyang City Line to Bangladesh floor habitats Dengzhou secondary roads traversing alteration works, because it is the old GM, the measurement principle is to meet the regulatory requirements under the premise of using the old as much as possible. Easy to control the general line segment, and the Department in order to bend as much as possible along the old road on the bend radius must be a very suitable choice. We measured the key is: the people, as after the after, after, as, to turn the corner along the old release 5 6 bend radius control point, so Total Station to record the coordinates of points, so within the industry to deal with wires, the Department of these bend lines such as the use of design software in Haiti through the debug radius curves make as much as possible through these points. If both sides of a longer and a lot of flat curves Housing Department, later, as in the old curve measured 12 points to control the curve, including the industry deal with the position found in the complex curve is the best option to avoid the set caused by the demolition of a multi-radius curves and linear non-ideal errors. 1.5 Wires should be noted that the issue of measurement Total Station with the wire used to fight some of the areas in need of special attention, otherwise large errors may arise even lead to rework. 1） When the latter, as we must pay attention to people after the legislation, as the latter point of view and coordinate with the importation of equipment and take the points Consistent standard, it is best to use walkie-talkie communications with each other like dots with a prism depending on the exhausted, the used equipment after the release point of view to see whether the same location, so that error probability can be reduced to a minimum. Henan Provincial Highway 48 in line Xixia throughout the wire 郑州航空工业管理学院毕业设计 刘阳 0909951168measurement, as first-time coordinates, apparatus, aircraft operators will view the site and post the coordinates of the anti-lost, resulting in Show map on your computer when the road at this location found that the 180 fold kok returned to make the work day has become work with no avail 2） Where possible, after the point of view from the plane farther from the site as possible, under normal circumstances, after the two sites and between the point of view Put up a station should not be less than the distance to the distance between the measuring point, so to ensure accuracy. 3） In the measurement of coordinates do not bring down the mirror, because the whole point Miriam core essence of the coordinates of law or by the declination, the distance obtained internal calculation by the total station data processing modules are converted into coordinates, so bring down the mirror coordinate system is equivalent to rotating the whole 180 , that is to say less biased angle of 180 , the result of course is wrong. 4） Total height measurement has its limitations, the measurement error of the main elevation of the observation error for the vertical angle, ranging error, apparatus, high With high measurement error of the prism, which is three kinds of errors in vertical angle observation the impact of the error the most, only to take appropriate measures to improve the accuracy of observation, such as the use of spy license allowed the goal to replace the prism as the appropriate measure to increase the number of short-distance transmission of elevation, carefully check the amount of high equipment and higher prism. Under normal circumstances, traversing the measuring point in the elevation values for reference only, and can not be used as the standard of measurement. 2 Total Station in the center line Measurement 2.1put up a station in the location of choice As far as possible to select those higher, depending on the conditions of a good pass, you can see more points in the online position. We have just started using Total Station, when not paid much attention to this point, the results tend to move off station More, not 郑州航空工业管理学院毕业设计 刘阳 0909951169only affect the progress, but also accuracy. Especially in mountainous areas, such as on top of a mountain we can see a few kilometers around the location in the pile, and along both sides of the road often requires several stations put uo a station can only be deposited end of this set up the center line. Another example is the middle of the mountains edge streamlet actinomycete line, as the horizontal alignment is often not ideal, many hills to block line of sight, always need to stop several times to move, if we choose to route the other side of the river the mountain, The ground floor or the roof of the residents do, such as the location for put up a station can be highly effective. 2.2 points fewer processing Total Station, as the barrier encountered by the laying of the center line, in the case of small points should be taken from the machines can see the most recent release Points (generally not in the line of points) for the reference approach. Routes in the mountains and the obstacles were more buildings, and sometimes moving equipment will take a 12 point move is often no longer the other stations, But with the mobile reference point and reference point for measuring a combination of methods, each has made to save time, effort, and the results meet the accuracy requirements. 2.3 Total Measurement Application of functional skills Although the level of total station measurements cumbersome procedures, and accuracy is not high, but sometimes the function of height can be measured effectively. As in Mountain edge streamlet line measurement of change, some routes in several midline point on the mountain, if measured by leveling to the elevation of these points, based on past experience, Level turn to the hilltop after two previous instruments Easily lead to error is too large, resulting in closure between the standard points. Our approach is: in the mountains at the foot of the election of a fixed reference point for comparison, With total station read out the points of Z-axis height, and then release with Total Station in the midline point of these hills, when they point the way to measure the Z-axis height can be calculated in relation to these points, the reference point the foot of the hill .The elevation, so that measured by leveling the height of the reference point, coupled with the height difference between them, they will have the hills on the center line of the elevation points. This the benefit is: does not affect the measurement accuracy has been 郑州航空工业管理学院毕业设计 刘阳 09099511610the high point of the mountain at the same time, the way to avoid leveling easily lead to the standard of the hill between the occurrence of non-closure. 2.4 Total Station with other measurement methods used in conjunction Measuring Total Station can be centerline to improve the measurement speed, but because of its own measurement of the use of the mechanism of making it have some limitations, such as the barrier, when, as often required when moving points, in particular Measurement in the plains, as station equipment to move a