工程測量實習(xí)個人報告

1、工程測量勘測實習(xí)個人報告目錄第一周 控制測量1水準(zhǔn)點高程測量記錄表2導(dǎo)線點高程測量計算表3 導(dǎo)線點坐標(biāo)計算表 第二周 地形測量4碎部點觀測記錄表（節(jié)選一頁，每人不同）第三周 線路測定5綜合要素計算及里程推算資料6 線路中樁坐標(biāo)計算7 中線放樣數(shù)據(jù)計算表8 縱橫面圖9橫斷面圖（二個橫斷面，含觀測數(shù)據(jù)表及橫斷面方向測定）小結(jié)BM1到BM2水準(zhǔn)測量記錄及計算表測點后視（m）前視（m）咼差（m測站距離高程改正后高程BM11.804+-77.334.01334.0130.576ZD11.4791.22883.50.184ZD21.5571.29571.50.283ZD31.3591.27472.10.1

2、21ZD41.3341.48055.50.296ZD51.4051.63050.70.179BM21.4501.58473.334.4634.0120.002ZD61.5241.45264.90.026ZD71.4381.55063.60.008ZD81.4751.43071.50.065ZD91.4401.54075.50.015ZD101.4351.42572.50.095ZD111.1981.34070.50.477BM21.67534.00834.01318.89818.9031.1611.166輔助計算fh = -5mmFh =12 n= 12 12=41.6mmfh c Fh二數(shù)據(jù)

3、合理BM1與E點往返測BM1與E點往返測測站bm1讀數(shù)（me點讀數(shù)（m兩點咼差（m11.6721.4750.19721.7201.5230.197視距記錄及計算測站數(shù)上絲讀數(shù)（m）下絲讀數(shù)（m視距（m測站距離（m測站11.9001.1602977.31.4720.98948.3測站21.6851.2754183.51.5051.08042.5測站31.7161.39232.471.51.4701.07939.1測站41.5211.19033.172.11.6701.28239測站51.4751.19028.555.51.7651.49527測站61.5251.2852450.71.7151.4

4、4826.7測站71.6551.24441.173.31.6121.29032.2測站81.6701.3802964.91.7291.37035.9測站91.6221.25137.163.61.5151.25026.5測站101.6401.30533.571.51.7301.35038測站111.6401.24539.575.51.6051.24536測站121.6151.25036.572.51.5201.16036測站131.3651.03033.570.51.8601.49037水準(zhǔn)測量導(dǎo)線點高程測站后視（加）前視咼差改正數(shù)改正后咼差兩點之間的高差高程（巧(-)(+ )(-)(+ )(-

5、)131. 4150. 1510. 001a 1520. 234. 013ZD11.3521 2640. 0470. 0010. 048E1. 3601.30534. 2120. 1540. 0020. 1566 072ZD21. 3451. 214-0. 0860. 002-0. 084F1. 3891. 43134. 2B50.192CL 0026 1940,237ZD31. 3551.1970. 010. 0020. 043A1. 2951. 31434. 522-0. 03S0. 001-0. 0370 209ZD41. 2581. 3330. 0680. 0010. 069ZD51.

6、 36S1. 190.1760. 0010. 17?B1. 5161. 19陸7310. 2280. 0020. 230, 357ZD61. 3571. 2880. 1250. 0020. 127C1. 1811. 232r35. 008-0. 9.270 002-0.-0. 565ZD71. 2461. 4137 3370. 002335D1,2491,58334. 523-0. 057么0017 056P. 51ZD81. 0771. 306-0. 4540-0. 454T31. 53134. 013X1. 1B2T. 2040. 0221. 196-1.1960-0. 0220輔助計算V

7、 & = -l.204/mf =，-，彷二 _02湖=-2M 期耳=30jE =i27Jmmfhh 數(shù)據(jù)合格2導(dǎo)線點高程測量計算表三角高程高差測量及計算三角高程高差測量記錄及計算測站儀器高鏡高往測高差兩點之間高差平均高差改正數(shù)改正后高差JHm盤左盤右盤左盤右mJTIA1. 6050.1060.1030. 2110. 2080. 21-0. 0020. 208B1.6041.50. 9070. 9020. 3610. 3560. 359-0. 0020. 357C1.5832. 15-0. 643一0. 649-0. 56-0 566一0 563一0. 002-0. 565D1. 5271. 5

8、-0. 231-0. 229-0. 304-0. 302-0. 303-0. 002-0. 305E1. 4691.60.1020.1040. 0710. 0730. 072-0. 0030. 069F1. 5941. 50.1410.1470. 2350. 2410. 238-0. 0020. 236A1.5X0. 0140. 010. 013-0. 0130輔助計算/廣+0.05F=3OVZ=27.7W7W fh Fh數(shù)據(jù)合榕測站儀器高鏡高返測高差兩點之間高差平均高差改正數(shù)改正后高差mm盤左盤右盤左盤右RRA1. 605-0. 342-0. 346-0. 237-0. 241-0. 239

9、0. 002-0. 237F1.5941.5-0. 062-0. 067-0. 068-0. 073-0. 0710. 003-0. 069E1. 4691.60. 3450. 3380. 3140. 3070. 3110. 0030. 314D1.5271.51.1791.1860. 5560. 5630. 560. 0020. 562C1.5832.15-0. 444-0. 438-0. 361-0. 355-0. 3580. 002-0. 356B1.6041.5-0. 323-0. 319-0. 219-0. 215-0. 2170. 002-0. 215A1.5X-0. 015-0.

10、 014-0. 0140. 0140輔助計算/廣+0.01 初 F=30VE = 27.7wwfhFh數(shù)據(jù)合格三角高程高差測量的結(jié)果測站往返測平均高差高程(m)E0.06934.21F34.2790.237A34.5160.212B34.7290.356C35.084-0.564D34.52-0.31E34.21水準(zhǔn)測量導(dǎo)線點高程水準(zhǔn)測量導(dǎo)線點高程測站后視伽）前視E）高差改iE數(shù)改正后咼差導(dǎo)線點之間的高差咼程（十）(-)(+)(-)+C-)E1.3681. 3050.1540* 0020. 1560. 07234. 21ZD21.3451* 21-0. 0860. 002-0. 084F1.

11、3891. 43134. 2820. 1926 0020.194CL 237ZD31.355k 1970. 0410. 0020. 043A1. 2951*31434, 519-0. 0380. 001-0. 0370. 209ZD41, 2581 3330. 0680. 0016 069ZD51. 3661*190, 1760, 0010. 177B1, 5161. 1934. 7280. 2280. 0020. 230. 357ZD61. 3571. 2980. 1250, 0020. 127C1. 131L 23235. 085-0,2320. 0027 23-0. 565ZD71,24

12、61.413-0, 3370. 002-0. 335D1. 2491.58334.52-0. 0570. 001-0. 0567 31ZD81. 1851. 306-0. 2556 001-0. 254E1. 43734. 21X0.湖-1. 0050.0210. 996-0. 9960-0. 0210輔助計算Vo = +q.984w耳=30= 27.7 mm2 = -1.005m/電=壬4-1)= -0.02加?= -2fhFh數(shù)據(jù)臺格3 導(dǎo)線點坐標(biāo)計算表閉合導(dǎo)線坐標(biāo)計算閉合導(dǎo)線坐標(biāo)計算測站左角觀測值角度改正數(shù)調(diào)整后的左角坐標(biāo)方位角邊長(m)坐標(biāo)増量計算值改正數(shù)調(diào)整后的坐標(biāo)増崖坐標(biāo)()C)(

13、)()AxAyAxAyAxAyXyA238 31 47167.19-87. 282-142. 59800. 009-87. 28-142. 59806. 188496. 356B124 57 18-6124 57 12183 28 59134.175-133. 927-8. 152-0. 0010. 008-133.9-8. 144718. 906353. 767C118 46 51-6118 46 45584. 978345. 623122 15 44144. 504-77. 135122.194-0. 0010. 007-77. 14122. 201D122 32 30-6122 32 2

14、4507. 842467. 82464 48 08122. 89253. 321111.198-0. 0010. 00653. 32111.204E117 33 51-6117 33 45579. 0282 21 53158. 443158. 3086. 53700. 008158. 316. 545F132 09 00-6132 08 54718. 47585. 573314 30 47124.12187. 719-89. 223-0. 0010. 00687. 718-89. 217A104 01 06-6104 01 00806.188496. 356238 31 47Bz720 00

15、36-36720 00 00852. 3250. 004-0. 04400浦助計簞工 0. = 72(TOO3& 工=(6 2)*18CP = 72(f0000”p? = 40、瓦=98”/疔 丫0廠工+36兀數(shù)據(jù)口格/ = J/工 + 人=0一044加K 心852.325 19000 2000數(shù)據(jù)合格控制測量導(dǎo)線點坐標(biāo)控制測量導(dǎo)線點坐標(biāo)導(dǎo)線點三維坐標(biāo)(m)XYZA806.188496.35634.516B718.906353.76734.729C584.978345.62335.084D507.842467.82434.52E560.162579.02834.21F718.47585.573

16、34.279第二周地形測量4碎部點觀測記錄表（節(jié)選一頁，每人不同）編號XYZTQ1748.289415.53234.527TQ2740.187406.56534.569TQ3725.338393.67134.696TQ4732.421399.32534.624TQ5726.223393.02234.690TQ6732.908398.27434.627TQ7718.129388.57435.096TQ8720.958384.42834.791TQ9717.758382.72835.097TQ10710.613383.91236.741TQ11712.801379.65834.787TQ12704

17、.867375.01834.833TQ13696.117371.62334.834TQ14687.498368.40534.872TQ15678.509365.95435.107TQ16683.320362.11334.882TQ17682.461365.87934.872TQ18677.419360.81735.114TQ19676.088365.71935.108TQ20669.878364.19436.887TQ21670.692359.05634.877TQ22660.943357.85434.849TQ23651.360357.08335.003TQ24702.583379.8273

18、5.116TQ25694.605375.99935.130TQ26685.973373.25635.110TQ27677.430370.69035.124TQ28651.373356.83135.018TQ29661.011357.58734.875TQ30670.728358.7734.887TQ31641.8356.8335.141TQ32632.164357.33334.873TQ33622.181358.59734.895TQ34615.339360.04935.132TQ35609.848361.12134.947TQ36616.117365.03735.148TQ37610.383

19、64.85434.957TQ38623.145367.37536.918TQ39614.321365.25935.142TQ40660.28362.62935.118TQ41651.173361.88935.145TQ42660.068366.89835.124TQ43641.849361.76135.152TQ44651.01366.42735.127TQ45623.879368.28235.146TQ46615.419369.92235.147TQ47606.752372.19935.172TQ48597.974375.15135.156TQ49590.066378.50535.156TQ

20、50605.344367.50234.95TQ51596.598370.56134.959TQ52588.032373.95334.931TQ53579.737378.26534.901TQ54574.207381.46435.149TQ55571.288383.24834.855TQ56581.623382.23836.749TQ57573.656387.02734.86TQ58566.832391.68934.81TQ59559.703398.40634.74TQ60551.717404.50734.673第三周線路測定5綜合要素計算及里程推算資料（1）已知數(shù)據(jù)交占八、坐標(biāo)（m）坐標(biāo)增量（

21、m平距（m）坐標(biāo)方位角XY X YZH583.033345.513116.4257.812116.686176 09 36JD1699.458337.701110.94836.142116.68618 02 36R=500ml=40ma =21 10 17HZ810.406373.843JD2HZYHQZHYJD0(2) 曲線綜合要素計算緩和曲線切線角:上*迪旦*迪 2 17312R n 2*500 n緩和曲線總偏角:1l 0 180 =0 45 50”0 6R 切垂距：3m-01019.999m224R2圓曲線的內(nèi)位移量：p、古珈(5)切線長：T =m (p R) * tan116.687m

22、2曲線長：L230.968m180外矢距：ot0 = (p R) *sec 亠-R 二 9.394mE 2(8)切線差：q = 2T - L 二 2.405m(3) 主點里程計算(4) 副點里程計算緩和曲線部分，每隔123圓曲線部分，每隔10m 一個點，不考慮里程尾數(shù)DK0+452.160DK0+462.160DK0+472.16020m個點，考慮里程尾數(shù)JD0DK0+377.16070.000ZHDK0+442.160+ 1 040.000HYDK0+482.160+L/2- 1 075.484QZDK0+557.644+L/2-1 075.484YHDK0+633.128+ 1 040.0

23、00HZDK0+673.128DK0+500.0005678910 緩和曲線部分，131415DK0+520.000DK0+540.000DK0_560.000DK0+580.000DK0+600.000DK0+620.000每隔 10m一個點，不考慮里程尾數(shù)DK0+643.128DK0+653.128DK0+673.1286線路中樁坐標(biāo)計算里程局部坐標(biāo)統(tǒng)一坐標(biāo)XYXYJDODK0+377.160513.19350.201Z1402.16543.123346.192Z2422.16563.078346.852Z3432.16573.055346.183ZHDK0+442.16000583.03

24、3345.513452.16100.008593.011344.851462.16200.067602.993344.24472.1629.9980.225612.979343.728HYDKO+482.1639.9940.533622.955343.2650057.8041.565640.812343.20352077.7113.475660.802343.77654097.5266.18680.754343.147QZDK0+557.644114.9059.223689.295347.022DK0+557.644114.9059.223689.295347.022560112.598.78

25、1700.633347.31958092.8685.472720.41350.28160073.0242.953740.056354.03262053.1041.23759.532358.564YH633.12839.9940.533772.214361.962643.12829.9980.225781.813364.765653.128200.067791.369367.712663.128100.008800.895370.753HZDK0+673.12800810.406373.843Z4703.128838.931383.135Z5723.128857.947389.33Z6733.1

26、28867.455392.427JD2DK0+743.128876.964395.5258中線放樣數(shù)據(jù)計算表測點水準(zhǔn)點讀數(shù)儀器高程(m高程(m)備注后視中視前視D1.66436.18434.52水準(zhǔn)點高度JDO 0+377.1600.8635.324D-34.520m0+402.1600.9635.224B-34.729m0+422.1601.1635.024實測閉合差0+432.1601.1535.034fh=34.715-34.729ZH 0+442.1601.135.084=-14mm0+452.1601.1635.024容許閉合差Jl圧0+462.1601.1735.014Fh= 50

27、0+472.1601.234.984= 55.3mmHY 0+482.1601.2334.954精度合限0+500.0001.2934.894ZD1 0+510.0001.3551.26436.27534.920+520.0001.5134.7650+540.0001.5434.735QZ 0+557.6441.6234.6550+560.0001.4934.785ZD2 0+568.0001.4291.66336.04134.6120+580.0001.4734.5710+600.0001.734.3410+620.0001.7934.251YH 0+633.1281.8334.2110+6

28、43.1281.7834.261ZD3 0+646.1281.9261.75536.21234.2860+653.1281.8534.3620+663.1281.7634.452HZ 0+673.1281.6634.5520+703.1281.634.6120+723.1281.6534.5620+733.1281.6234.592JD2 0+743.1281.5934.622B1.49734.7156.3746.17934.715-6.179-34.520.1950.195實測距離置鏡點測點上絲讀數(shù)下絲讀數(shù)視距（m1BM11.8851.44244.3JDO1.0850.635450+402.

29、1601.180.74243.80+422.1601.3680.95341.50+432.1601.3450.95539ZH 0+442.1601.2390.96227.70+452.1601.3470.97337.40+462.1601.3620.97838.40+472.1601.4190.98343.6HY 0+482.1601.4561.00545.10+500.0001.5291.05347.6ZD1 0+510.0001.5211.00851.32ZD1 0+510.0001.5361.17436.20+520.0001.671.34932.10+540.0001.7011.385

30、31.6QZ 0+557.6441.7451.495250+560.0001.6091.36524.4ZD2 0+568.0001.8391.48735.23ZD2 0+568.0001.6131.24536.80+580.0001.6451.29934.60+600.0001.8681.53533.30+620.0001.9061.66624YH 0+633.1281.9411.721220+643.1281.9251.64328.2ZD3 0+646.1281.9281.58234.64ZD3 0+646.1282.1171.73538.20+653.1282.0831.62445.90+

31、663.1281.9761.53244.4HZ 0+673.1281.861.47390+703.1281.7961.4138.60+723.1281.8051.49630.90+733.1281.7651.47828.7JD2 0+743.1281.7271.45826.9BM21.6481.34630.28縱斷面圖I一jI-.b381Ii9橫斷面圖（二個橫斷面，含觀測數(shù)據(jù)表及橫斷面方向測定）KOt4&2 %小結(jié)本次實習(xí)時間從 7月3號到 7月18號，總共三周的任務(wù)量，主要目的是培養(yǎng)基本動手 操作能力，充分鍛煉在測、記、算、繪等方面的能力，充分認(rèn)識測量工作的科學(xué)性、精密 性，鞏固課本中所學(xué)的

32、知識，解決遺留的問題，發(fā)現(xiàn)學(xué)習(xí)中的不足，彌補遺漏掉的知識點。第一周基于一學(xué)期的學(xué)習(xí)和相關(guān)知識點的掌握，在第一周上午的任務(wù)講解大會上，老師先告 訴我們這三周所要做的工作是什么，然后細(xì)致講解了第一周的任務(wù)和要注意的方面。我們 隊要做的工作有了大致了解。開完會，我們就去儀器室拿儀器，拿到了水準(zhǔn)儀、全站儀、 棱鏡、鋼尺等測量工具。我們對全站儀和水準(zhǔn)儀做了全方位的檢核，由于當(dāng)天下雨，組長 便在專教給我們分配了各自的任務(wù)，約定第二天出來測。我們分為兩個小組，一組導(dǎo)線測 量，一組水準(zhǔn)測量，我主要立尺順帶對儀器作對中整平。一上午我們就將BM1到BM2的往測和反側(cè)完成了，誤差不超過 5 個毫米。詢問得知另一組也

33、完成了導(dǎo)線測量。但是導(dǎo)線測 量得出的數(shù)據(jù)誤差很大，反思后發(fā)現(xiàn)沒有量取儀器高，只好下午又測了一遍，這次每次都 量取了鏡高和儀高，并且在角度和坐標(biāo)上還和上午的做了對比，防止出錯。最終用了兩天 完成了第一周的測量工作。第二周通過第一周的水準(zhǔn)測量和導(dǎo)線測量，我們都熟悉了水準(zhǔn)儀和全站儀的操作，從而為第二 周的勘測打下來基礎(chǔ)。我們在進行第二周任務(wù)之前，貫徹執(zhí)行測量工作中遵循的 “上一 步測量結(jié)果未做檢核不進行下一步測量工作”，我們在各個控制點設(shè)置測站直接讀取 相鄰測站的坐標(biāo)，全站儀顯示的結(jié)果跟我們理論計算的結(jié)果誤差都在范圍以內(nèi)，證明 我計算的結(jié)果是沒有錯的。然后我們 “先控制后碎部”，開始測量體育場周圍的碎部 點。我們兩小組分塊測量，我測量的塊是體育館周圍的柱子，馬路，籃球場和花壇。 我主要的工作是前期的立鏡，后期的打傘以及部分讀數(shù)工作，并傳訊。每一塊都在導(dǎo) 線點測量，完成一塊在進行下一塊。具體的碎部點測量方法是，以 A 點作為例子，以 A作為測站，架設(shè)全站儀，輸入測站 A點坐標(biāo)和高程以及儀高，輸入定的后視 F點的坐 標(biāo)和高程，然后轉(zhuǎn)動全站儀后視 F 點定向，最后就可以進行碎部點測量了，瞄準(zhǔn)碎部 點的棱