中南大学土木工程测量实习报告.docx

1、中南大学土木工程测量实习报告土木工程测量实习报告班 级指导老师组 别组 员目录第一周 导线测量 水准测量1. A点坐标及AB方位角的记录及计算32. A点高程的记录及计算 43. 闭合导线内角的记录及计算 54. 闭合导线边长的记录及计算65. 水准测量数据的记录及计算7第二周 地形测绘铁道学院地形图附第三周 线路定测1. 综合要素及里程推算资料92. 曲线放样资料123. 横断面野外测设记录164. 线路中桩放线资料18第四周 桥梁施工控制网测量及桥墩放样1. 桥控网精度估算资料202. 桥控网平差计算243. 桥墩放样数据计算26总结第一周 导线测量 水准测量1.A点坐标及AB方位角的记录

2、及计算置镜点盘位目标点角 度D(P1 A)观 测 值( )半 测 回( )一 测 回( )观测值（m）平均值(m)P1左P200 00 0038 46 2138 46 3525.494A38 46 2125.493右A218 46 4838 46 4925.491P2179 59 59A左P1227 42 56132 17 04132 17 0625.498B00 00 00右B180 00 22132 17 08P147 43 1425.495辅助计算已知坐标及高程： 那么则AB方位角及A点坐标为2.A点高程的记录及计算 （单位：m）置镜点仪器高目标点棱镜高盘位观测值高差平均值高程辅助计算P

3、11.468A1.450左-0.130-0.111-0.11061.422A点已知高程61.422m右-0.128A1.442P11.552左0.2200.10961.312右0.218 3.闭合导线内角的记录及计算置镜点镜位观测点观测值( )半测回角值( )一测回角值( )A左F00 00 0087 04 1587 04 15B272 55 45右B92 56 0487 04 15F180 00 19B左A00 00 00115 57 28115 57 29C244 02 32右C64 02 57115 57 29A180 00 26C左B00 00 0097 54 5497 54 55D2

4、62 05 06右D82 05 2397 54 56B180 00 19D左C00 00 00121 08 43121 08 44E238 51 17右E58 51 28121 08 45C180 00 13E左D00 00 00109 28 51109 28 56F250 31 09右F70 31 25109 29 02D180 00 27F左A00 00 00188 25 11188 25 12E188 25 11右E08 25 23188 25 12A180 00 11辅助计算：A、B、C、D、E、F各点的 分别为0 、-1 、-2 、-2 、-11 、-1 均小于30 故各测回角值可信

5、。4.闭合导线边长的记录及计算边往测(m)返测(m)平均值(m)盘左盘右盘左盘右D1(AB)170.948170.949170.947170.953170.949D2(BC)101.181101.188101.184101.180101.183D3(CD)138.724138.723138.723138.721138.723D4(DE)112.491112.491112.488112.493112.491D5(EF)55.14055.14355.14655.14055.142D6(FA)65.99265.99566.00065.99565.9965.水准测量数据计算 (单位：m)点号后视前视高

6、差改正数改正后高差上丝读数下丝读数视距高程备注BM1.518+0.4870+0.4881.6641.37060.461.442已知BM点高程为：61.442mZ1.8681.0311.1860.876+0.9530+0.9532.0111.72456.8Z2.0680.9151.0550.774+0.6140+0.6142.1951.93453.0Z1.1771.4541.5891.320+0.5310+0.5311.3061.04752.8Z2.2320.6460.7810.512+1.7500+1.7502.3682.09656.2Z2.2400.4820.6280.338+0.959+0

7、.001+0.9602.3842.09661.2BM1.3021.2811.4431.11966.737-0.8450-0.8451.4541.14957.8ZD0.4322.1472.2842.011-1.889+0.001-1.8880.5890.27560.8ZD0.6622.3212.4702.176-0.7110-0.7110.7940.53050.9ZD1.4501.3731.4951.250-0.3990-0.3991.5891.31154.3ZD0.8821.8491.9801.715-0.9370-0.9371.0160.73854.0ZD1.0741.8191.9481.6

8、86-0.5150-0.5151.2090.94160.5BM1.5891.7571.42061.44216.90516.907-0.002+0.0020678.7辅助计算 第二周 地形测绘铁道学院世纪楼以西地形图见附录第三周 线路定测1.综合要素计算及里程推算一、已知数据：(1)交点坐标JD0 (93046.6849,49204.9449)JD1 (93245.4136,49343.9820 )JD2 (93276.2097,49472.5422)（2）圆曲线半径 R=400m（3）缓和曲线长 l0=40m（4）JD0里程 K660+ 342.16二、计算数据1=arctan=3458402

9、=arctan=763144=12=413304所以：缓和曲线切线角=25153总偏角=05718切垂距=19.998m圆曲线内移量=1/6m=171.812m=330.081m=27.996m直缓点（ZH）绝对坐标缓直点（HZ）绝对坐标三、主点里程推算JD0 K660+342.16ZH K660+412.885+l0 30.000 HY K660+452.885+L/2-l0 60.301 QZ K660+577.926+L/2-l0 60.301 HY K660+702.967+l0 30.000 HZ K660+742.9672.曲线坐标放样资料1.里程点在局部坐标系下的坐标计算公式：

10、缓和曲线部分 圆曲线部分（以ZH为坐标原点）里程xyZH K660+412.88500+422.885100.01+432.885200.08+442.885300.28HY K660+452.88539.990.67+460 47.091.09+48067.002.94+50086.805.78+520106.439.62+540125.8414.42+560144.9820.19QZ K660+577.926161.8826.18（以HZ为坐标原点）里程xyHZ K660+742.96700+732.967-100.01+722.967-200.08+712.967-300.28YH K6

11、60+702.967-39.990.67+700-42.950.83+680-62.882.47+660-82.705.11+640-102.378.74+620-121.8313.35+600-141.0418.92+580-159.9425.44QZ K660+577.926-161.8826.182.里程点在整体坐标系下的坐标转换公式： 缓和曲线各里程点坐标里程XYJD0 K660+342.1693046.68549204.945JD193245.41349343.982JD293276.21049472.542ZH K660+412.88593104.63549245.489+422.

12、88593112.82349251.230+432.88593120.97749257.020+442.88593129.05649262.916HY K660+452.88593137.01849268.962+46093142.59449273.377+48093157.84849286.306+50093172.44349299.984+52093186.32649314.383+54093199.47949329.443+56093211.85449345.143QZ K660+577.92693222.26749359.739+58093223.43949361.454+600932

13、34.18249378.315+62093244.07449395.7+64093253.09149413.102+66093261.20349431.833+68093268.38849450.492+70093274.62549469.492 YH K660+702.96793275.47149472.333+712.96793278.17749481.958+722.96793280.70149491.636+732.96793283.09949501.344HZ K660+742.96793285.43849511.0673.横断面野外测设记录 测站点号及里程后视点号及里程测站高程（m

14、）左侧（按照JD0至JD2前进方向）右侧拨角（正）平距（m）高程（m）拨角（正）平距（m）高程（m）JD0ZH67.759270001067.81890002066.266ZHJD067.8069000567.79627000767.791HL2ZH67.691902840567.55527028401867.5941367.1432766.27922.2166.705HL3ZH67.429910430666.341270043010.167.5471665.7122766.086HYZH65.712915440866.4152715440465.9281665.2851665.3052465

15、.1663064.58YL1QZ64.892613315364.162813315664.321364.0881763.9332663.236YL2QZ64.3726259121.564.4825912664.55914.364.6061664.26414.360.426YL4QZ62.4362655105262.381855105762.62210.562.3421760.70510.559.812YL6QZ61.27126842589.561.375884258057.3191560.373YR7QZ60.4049008550.960.4182700855360.94415.860.819

16、19.756.867YR6QZ60.4969134511260.4192713451060.4891660.52426.760.404YR5QZ60.4849300481660.332730048560.494YR3QZ60.358955241760.31927552419.860.2581661.8922861.367HZJD157.98900000358.0122700000557.9484.线路中桩放线线路中桩放样坐标/高程里程XYZJD0 K660+342.1693046.68549204.94567.759JD193245.41349343.98260.464JD293276.210

17、49472.54258.004加桩K660+37593073.59349491.36867.775ZH K660+412.88593104.63549245.48967.806HL1 K660+422.88593112.82349251.23067.710HL2 K660+432.88593120.97749257.02067.691HL3 K660+442.88593129.05649262.91667.429HY K660+452.88593137.01849268.96267.712YL1 K660+46093142.59449273.37764.890YL2 K660+48093157

18、.84849286.30664.370YL3 K660+50093172.44349299.98463.138YL4 K660+52093186.32649314.38362.436加桩K660+52893192.47449321.42262.086YL5 K660+54093199.47949329.44358.872YL6 K660+56093211.85449345.14356.31961.271QZ K660+577.92693222.26749359.73960.793YR7 K660+58093223.43949361.45460.404YR6 K660+60093234.1824

19、9378.31560.496YR5 K660+62093244.07449395.760.484YR4 K660+64093253.09149413.10260.488YR3 K660+66093261.20349431.83360.358YR2 K660+68093268.38849450.49258.085YR1 K660+70093274.62549469.49258.083 YH K660+702.96793275.47149472.33358.078加桩K660+710.96793277.80249480.93658.078HR2 K660+722.96793280.70149491

20、.63658.124HR1 K660+732.96793283.09949501.34458.119HZ K660+742.96793285.43849511.06758.130加桩K660+75293287.54249519.85158.125加桩K660+76293289.87249529.57658.115 第四周 桥梁施工控制网测量及桥墩放样1.桥控网精度估算资料测站盘位目标水平度盘计数 水平角半测回值 A左C00 00 00c1=41 48 39c2=31 54 09B41 48 39D73 42 48测站盘位目标水平度盘计数 水平角半测回值 B左D00 00 00a2=41 27

21、28b1=32 24 33A41 27 28C73 52 011.角值数据：a1=180-b1-c1= 10546 48 b2=180-a2-c2=10638 23 2.精度估算：根据公式求得：M1= =5.383047132x10-5M2= =5.792122967 x10-5所以 =3.94308x10-5(满足精度要求) 方向观测法测回序号测站测点水平盘左减右(2c)(右+左)2方向值盘左盘右 第一测回AC00 0432.833.5180 0434.335.3-1.800 04 34.400 00 0034.236.2B41 5315.815.5221 5323.125.0-9.541

22、53 20.341 48 44.515.126.0D73 4735.734.5253 4723.823.910.673 47 29.273 42 53.433.324.0C00 0434.535.4180 0440.439.0-3.600 04 37.200 00 0036.237.5第二测回AC60 1158.857.5240 1149.048.98.660 11 53.200 00 0056.248.8B102 0038.437.8282 0036.836.71.1102 00 37.341 48 44.637.236.5D133 5439.840.0313 5435.035.94.1133 34 4073 42 47.340.136.8C60 1156.855.3240 1150.649.16.260 11 52.200 00 0053.747.6第