中南大学工程测量实习个人报告1.docx

1、中南大学工程测量实习个人报告1中南大学2012年土木工程测量个人实习报告 日期：12年6月18日-7月13日 地点：新校区体育馆、铁道篮球场目录：一、控制测量 . 2表格一：BM1到BM2水准测量数据计算 . 2表格二：AB方位角及A点坐标及高程计算 . 4表格三：控制点高程的计算 . 6表格四：控制点坐标计算 . 7二、地形测绘. 7表格五：30个碎部点的观测、计算资料 . 8三、线路中桩测设及绘制横断面 . 8一、已知数据 .9二、线路中相关曲线要素计算 .9三、主点、副点的里程及坐标计算 . 10表格六：线路上各点的坐标及里程 . 11表格七：极坐标法放样数据 . 11表格八：横断面数据

2、记录表. 12四、桥梁施工控制网测量. 13一：初测数据 . 13二：精度估算. 13表格九：三角网平差表.14五、实习小结 .15一、控制测量表格一：BM1到BM2水准测量数据计算 测向测站后视读数（m）前视读数（m）距离（m）高差（m）高程（m）改正后高程（m）往测BM1上丝1.58651.2+0.04334.01334.013中丝1.455下丝1.325ZD1上丝1.540上丝1.444中丝1.317中丝1.41250.7+0.182下丝1.282下丝1.193ZD2上丝1.263上丝1.391中丝1.266中丝1.13553.7-0.067下丝1.006下丝1.142ZD3上丝1.46

3、5上丝1.465中丝1.321中丝1.33349.20.000下丝1.199下丝1.185ZD4上丝1.445上丝1.428中丝1.315中丝1.32148.6+0.080下丝1.196下丝1.202ZD5上丝1.364上丝1.513中丝1.394中丝1.23550.5+0.023下丝1.109下丝1.276ZD6上丝1.506上丝1.521中丝1.396中丝1.37150.8+0.001下丝1.237下丝1.271ZD7上丝1.525上丝1.645中丝1.525中丝1.39550.0+0.112下丝1.264下丝1.406ZD8上丝1.556上丝1.568中丝1.449中丝1.41357.4

4、+0.098下丝1.271下丝1.329BM2上丝1.437+0.00434.48534.489中丝1.351下丝1.148返测BM2上丝1.48450.5-0.087+0.00434.48534.489中丝1.292下丝1.217ZD9上丝1.528上丝1.448中丝1.329中丝1.37956.9-0.092下丝1.229下丝1.210ZD10上丝1.560上丝1.474中丝1.340中丝1.42157.2-0.073下丝1.282下丝1.204ZD11上丝1.548上丝1.510中丝1.364中丝1.41350.6-0.061下丝1.280下丝1.216ZD12上丝1.559上丝1.49

5、0中丝1.371中丝1.42552.5-0.008下丝1.291下丝1.252ZD13上丝1.501上丝1.518中丝1.390中丝1.37948.9+0.129下丝1.254下丝1.261ZD14上丝1.398上丝1.386中丝1.265中丝1.26158.5-0.214下丝1.122下丝1.144ZD15上丝1.631上丝1.628中丝1.474中丝1.47958.5+0.143下丝1.328下丝1.319ZD16上丝1.429上丝1.453中丝1.313中丝1.33135.8-0.217下丝1.234下丝1.171BM1上丝1.561+0.00834.00534.013中丝1.530下丝

6、1.398中丝24.576中丝24.584931.5-0.008辅助计算结果合格表格二：AB方位角及A点坐标及高程计算1.原始测量数据的记录及检核测站盘位目标点方向观测值( )半测回角值( )一测回角值( )边长观测值（m）边长平均值(m)限差 ()T3左T2 00 00 0032 57 0732 57 0129.713+12A 32 57 0729.713右A212 56 5932 56 5529.712T2180 00 04A左T300 00 00145 53 59145 54 0429.715-9B145 53 59右B325 54 01145 54 08T3179 59 5329.71

7、3辅助计算合格2.A点坐标及AB方位角的计算测站 各角观测值( ) 坐标方位角( )边长D（m）坐标增量计算值（m）坐标（m）XYXY12345678T2196 45 1794701.829244118.4410T332 57 0194489.597344054.547649 42 1829.71319.216122.6628A145 54 0494508.813444077.210415 36 22B辅助计算3.A点高程计算置镜点盘位观测点仪高i(m)镜高v（m）高差读数h(m)计算后高差读数H=h+i-v（m）一测回高（m）往返测平均高差(m)高程(m)12345678910T3左T21.

8、3671.5920.202-0.023H32=-0.493H3a=+0.07434.0134A1.6000.3000.067右A1.6000.3090.076H3a=0.072T21.5920.262-0.963A左T31.4731.6000.048-0.079Ha3=-0.07534.0874B1.5890.034-0.082右B1.5890.085-0.031Hab=-0.057T31.6000.056-0.071辅 助 计 算数据合格表格三：控制点高程的计算置镜点盘位观测点仪高(m)镜高（m）高差读数h(m)计算后高差读数H=h+i-v一测回高（m）往返测平均高差(m)改正后的高程差(m

9、)高程A左E1.4381.5651.6441.517Hae=+1.545Hab=-0.047+2Hab=-0.04534.0874B1.60.085-0.077右B1.60.131-0.031Hab=-0.0541.5651.71.573B左A1.4451.5820.1530.016Hba=+0.03934.0424C1.60.4480.293右C1.60.4990.344Hbc=+0.319Hbc=+0.322+1Hbc=+0.323A1.5820.1990.062C左B1.4451.617-0.175-0.347Hcb=-0.32534.3654D1.60.3150.16右D1.60.37

10、10.216Hcd=+0.188Hcd=+0.197+2Hcd=+0.199B1.617-0.131-0.303D左C1.4751.543-0.163-0.231Hdc=-0.20534.5644E1.61.1521.027右E1.61.2171.092Hde=+1.060Hde=+1.075+2Hde=+1.077C1.543-0.111-0.179E左D1.421.498-1.046-1.124Hed=-1.08935.6414A1.6-1.417-1.597右A1.6-1.356-1.536Hea=-1.567Hea=-1.556+2Hea=-1.554D1.498-0.976-1.05

11、4h=-0.009+9h=0辅助计算表格四：控制点坐标计算测站各角观测值( ) 调整后 各角值( )坐标方位角( )边长（m）坐标增量计算值（m）调整后坐标增量（m）坐标(m)xyxyXY1234567891011A15 36 22187.877+180.951+50.543+180.949+50.54494508.813444077.2104B-6133 38 49133 38 43 94689.762444127.7544329 15 05177.904+152.894-90.957+152.893-90.956C-6 102 46 54102 46 4894842.655444036.7

12、984252 01 53204.997-63.241-194.998-63.243-194.996D-6109 13 19109 13 1394779.412443841.8024181 15 06262.676-262.613-5.738-262.615-5.736E-690 38 4590 38 3994516.797443836.066491 53 45241.274-7.982+241.142-7.984+241.144A-6103 42 43 103 42 3794058.813444077.2104540 00 30540 00 0015 36 221074.728fx=+0.00

13、9fy=-0.00800辅助计算 二、地形测绘表格五：30个碎部点的观测、计算资料测站C后视B点号X（m）Y（m）高程（m）备注Q5144054.37094965.51132.662河边Q5244060.47994962.80932.636河边Q5344063.17894960.74932.620河边Q5444066.40994955.81232.588河边Q5544079.00194947.02532.528河边Q5644083.72594942.49932.496河边Q5744084.67694939.03032.816河边Q5844078.85994944.78932.841河边Q594

14、4082.49094941.23232.825河边Q6044081.98094941.77832.830河边Q6144063.93594955.08532.869河边Q6244062.62594957.52232.866河边Q6344061.27894959.77932.901河边Q6444059.22794961.31532.940河边Q6544055.98594962.66232.996河边Q6644050.14694963.14732.996河边Q6744044.52194963.03033.047河边Q6844040.35794964.60633.145河边Q6944033.29594

15、970.56633.205河边Q7044039.37294963.66933.145河边Q7144046.33294960.82833.018河边Q7244051.34294960.72732.988河边Q7344056.25694957.58532.936河边Q7444058.93194954.88132.888河边Q7544068.05594946.39032.832河边Q7644076.36794936.63132.873河边Q7744077.71594937.68632.863河边Q7844080.55694935.07932.834河边Q7944081.46194935.79332.

16、823河边Q8044083.58594937.91332.815河边三、线路中桩测设及绘制横断面一、已知数据：1.JD0里程 KJD0=+234.56 交点坐标（m）坐标增量(m)平距（m）坐标方位角（）XYXYJD094810.494944168.2903-160.024627.8538162.43061700731.5JD194650.470344196.1441-154.8015-49.187551.66331973739JD294495.668844146.95662.圆曲线半径 R=500m3.缓和曲线长 L0=60m4.交点坐标5.线路草图二、线路中相关曲线要素计算1=arctan

17、=1700731.52=arctan=1973739=12=27307 1.缓和曲线切线角 =32616 2.总偏角 =010845 3.切垂距 =29.9964m 4.圆曲线内移量 =0.3m 5.切线长 =152.4281m 6.曲线长 =300.0000m 7.外矢距 =15.0627m 8. 直缓点（ZH）绝对坐标 缓直点（HZ）绝对坐标 三、主点、副点的里程及坐标计算 1.主点里程 JD0 DJK+234.56ZH DJK+244.56+L0 60.000 HY DJK+304.56+L/2-L0 90.000 QZ DJK+394.56+L/2-L0 90.000 HY DJK+4

18、84.56+L0 60.000 HZ DJK+544.56 JD2 DJK+554.56表格六：线路上各点的坐标及里程点号X（m）Y（m）里程（m）ZH 94800.640344170.0040DJK+244.56DK1 94790.787544171.7134+254.56DK2 94780.929044173.3900+264.56DK3 94771.059744175.0008+274.56DK4 94761.174744176.5129+284.56DK5 94751.270544177.8929+294.56BMZ194745.873644178.5763+300HY 94741.3

19、44744179.1075DJK+304.56DK6 94725.977844180.6016+320DK794706.016944181.8300+340DK894686.022844182.2592+360DK9 94666.027644181.8885+380QZ 94651.488644181.1158DJK+394.56BMZ294646.063244180.7184+400DK10 94626.161544178.7511+420DK11 94606.354444175.9894+440DK12 94586.673744172.4379+460DK13 94567.150644168.1021+480YH 94562.724844167.0043+484.56DK14 94553.053644164.4617+494.56BMZ394547.811244163.0089+500DK15 94543.426144161.7582+504.56DK16 94533.835444158.9265+514.56DK17 94524.273644155.9990+524.56DK18 94514.731444153.0079+534.56HZ 94505.199344149.9849DJK+544.56表格七：极坐