1、兵團廣播電視大學開放教育（專科）課程設計計算（說明）書工程測量實習報告姓名：全晨照學號：1465101405345教育層次:專科專業：建筑與施工管理分校：兵團電大北校區指導教師:魏玲玲2015年9月12日目錄第一周導線測量水準測量導線測量記錄表水準測量記錄表坐標及方位角聯測記錄表高程聯測記錄表測量成果表第二周線路定測綜合要素及里程推算資料中樁放樣數據記錄表橫斷面野外測設記錄線路中樁放線資料總結第一周導線測量水準測量.A點坐標及AB方位角的記錄及計算置鏡占八、盤位目標占八、角度D(PA)觀測值(0)半測回(0)一測回(0)觀測值(m)平均值(m)A左P2000001113005311301023

2、4.60934.616B1130054右B29300371130111P2179592634.609P2左P33595959533605533604-A53360434.623右A233354253360234.622P31795940輔助計算LR18容30LR3容30已知坐標及高程:P2:X93082.361Y49458.751H61.422P3:X93090.160Y49305.192x7.7990y153.5590那么p2P3180arctany2y3/x2x3925427P2A9254271805336043263031259 3133則AB方位角及A點坐標為AB32630311801

3、130102-360ABXaXp2dP2ACOSp2a93111.224YAYpdPASINPA49439.648226.A點高程的記錄及計算(單位：m)置鏡占八、儀希高目標占八、棱鏡高盤位觀測值高差平均值高程輔助計算BM21.390A1.488左-1.412-1.509-1.50761.422BM1點已知高程61.422mfh1.5091.5050.004Fh30、&2A0.006fhFh右-1.409A1.405BM21.500左1.6001.50559.915右1.600.閉合導線內角的記錄及計算置鏡點鏡位觀測占八、觀測值(0)半測回角值(0)一測回角值(0)()A左B000019541

4、109541093E954111右E2754044954107B1795937B左C3595959104375210437489A1043751右A28437231043743C1795940C左D00000125324412532416B1253244右B30532191253238D1795941D左E000007712167712144C771216右C2571154771212E1795942E左A0000013656151365617-3D1365615右D31655571365618A1795939E、,三5400009輔助計算EB理=(5-2)最大較差=9J5=89fbFb(合格

5、).閉合導線邊長的記錄及計算邊往測(m)返測(m)平均值(m)盤左盤右盤左盤右D1(AB)183.219183.223183.227183.225183.224D2(BC)85.80085.79685.79685.79685.797D3(CD)190.720190.717190.714190.713190.716D4(DE)153.902153.905153.910153.911153.907D5(EA)107.710107.709107.715107.713107.712(單位：m).控制點高程計算置鏡占八、盤位目標占八、儀器高(i)棱鏡高(v)觀測值(h)計算后高差(h+i-v)平均高差調

6、整后高差高程A左B1.3651.403+8.083+8.045+0.002+8.053+8.05559.915E1.462-0.101-0.198右E1.463-0.102-0.199B1.403+8.101+8.064B左C1.4271.500-1.928-2.00167.970A1.464-8.015-8.052右A1.466-8.012-8.051+0.001-2.012-2.011C1.501-1.922-1.996C左D1.5201.500-5.136-5.11665.959B1.403+1.879+1.996右B1.406+1.891+2.005+0.002-5.120-5.118

7、D1.501-5.131-5.112D左E1.4181.422-1.116-1.12060.841C1.500+5.198+5.116右C1.503+5.220+5.135+0.002-1.126-1.124E1.424-1.109-1.115E左A1.4061.465+0.251+0.19259.717D1.500+1.224+1.130右D1.500+1.232+1.138+0.001+0.197+0.198A1.468+0.261+0.199A59.915-0.0080輔助計算fh-0.008mFh30，D30,0.72135625mm0.025mfhFh（合格）VidDfh（單位：m）

8、.水準測量數據計算點號后視前視高差改正數改正后iWj差上絲讀數下絲讀數視距高程備注BM11.049-1.7410-1.7411.2150.88366.761.422已知BM1點高程為：61.422mZi0.1632.7902.9552.620+0.0370+0.0370.3130.01254.1Z22.2480.1260.2460.006+0.6660+0.6662.3972.09959.7Z31.3201.5821.7301.431-0.0350-0.0351.4781.16261.5BM21.3941.3551.5041.20560.349+0.0260+0.0261.5421.24359

9、.9ZD11.5651.3681.5171.217-0.6200-0.6201.7141.41260.4ZD20.1412.1852.3342.032-0.1900-0.1900.2610.02253.8ZD32.7330.3310.4820.183+1.8570+1.8572.8832.58160.1BM10.8761.0230.72410.61310.613000475.861.422輔助計算fh%h返-0.000mFh30vL3040.475821mm0.021mfhFh（合格）Vih往h返20.000m第二周線路定測1.綜合要素計算及里程推算一、已知數據：(1)交點坐標JD0(9304

10、6.6849,49204.9449)JD1(93245.4136,49343.9820JD2(93276.2097,49472.5422)(2)圓曲線半徑R=400m(3)緩和曲線長l0=40mJD0里程K660+342.16、計算數據%1=arctan-=3458401a2=arctan=7631442%=%1%2=413304所以：緩和曲線切線角lo180_922R5153總偏角010-l=00571836RL|3切垂距m乜=19.998m2240R2圓曲線內移量plololo24R 2688R324R=1/6m切線長T=m(Rp)tan=171.812m2曲線長L2l-R(2l0=330

11、.081m180180外矢距E0(Rp)sec-R=27.996m2直緩點(ZH)絕對坐標XzhXJD1COS1T93104.635YzhYjd1sin1T49245.489緩直點（HZ）絕對坐標X HZX JD1COS 2 T 93285.438sin2T49511.067HZJD1三、主點里程推算JD0K660+342.16ZHK660+412.885+l030.000HYK660+452.885+L/2-l060.301QZK660+577.926+L/2-l060.301HYK660+702.967+l030.000HZK660+742.9672.曲線坐標放樣資料1.里程點在局部坐標系

12、下的坐標計算公式:緩和曲線部分403l5R2l。26Rlo圓曲線部分liilo 180 xiRsinimVR(1cosi)p（以ZH為坐標原點）里程xyZHK660+412,88500+422,885100.01+432.885200.08+442,885300.28HYK660+452,88539.990.67+46047.091.09+48067.002.94+50086.805.78+520106.439.62+540125.8414.42+560144.9820.19QZK660+577.926161.8826.18（以HZ為坐標原點）里程xyHZK660+742.96700+732.

13、967-100.01+722.967-200.08+712.967-300.28YHK660+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+580-159.9425.44QZK660+577.926-161.8826.18.里程點在整體坐標系下的坐標轉換公式：XXZHcose!sina1xYYZHsinacosa1yXXHZcosa2sin%xYYHZsina2cosa2y緩和曲線各里程點坐標里程XYJD0K660+342.16

14、93046.68549204.945JD193245.41349343.982JD293276.21049472.542ZHK660+412.88593104.63549245.489+422.88593112.82349251.230+432.88593120.97749257.020+442.88593129.05649262.916HYK660+452.88593137.01849268.962+46093142.59449273.377+48093157.84849286.306+50093172.44349299.984+52093186.32649314.383+54093199.

15、47949329.443+56093211.85449345.143QZK660+577.92693222.26749359.739+58093223.43949361.454+60093234.18249378.315+62093244.07449395.7+64093253.09149413.102+66093261.20349431.833+68093268.38849450.492+70093274.62549469.492YHK660+702.96793275.47149472.333+712.96793278.17749481.958+722.96793280.70149491.6

16、36+732.96793283.09949501.344HZK660+742.96793285.43849511.067.橫斷面野外測設記錄測站點號及里程后視點號及里程測站高程（m）左側（按照JD0至JD2前進方向）右側撥角（正）平距（m）高程（m）撥角（正）平距（m）高程（m）JD0ZH67.759270001067.81890002066.266ZHJD067.8069000567.79627000767.791HL2ZH67.691902840567.55527028401867.5941367.1432766.27922.2166.705HL3ZH67.429910430666.341

17、270043010.167.5471665.7122766.086HYZH65.712915440866.4152715440465.9281665.2851665.305243065.16664.58YL1QZ64.892613315364.16281331561726664.3263.93363.23664.5591364.088YL2QZ64.3726259121.564.482591214.364.6061664.26414.360.426YL4QZ62.4362655105262.381855105762.62210.510.562.34259.8121760.705YL6QZ61.

18、27126842589.561.375884258057.3191560.373YR7QZ60.4049008550.960.4182700855360.94415.860.8191260.41919.756.867YR6QZ60.4969134512713451060.4891660.52426.760.404YR5QZ60.4849300481660.332730048560.494YR3QZ60.358955241760.31927552419.860.2581661.8922861.367HZJD157.98900000358.0122700000557.948.線路中樁放線線路中樁放

19、樣坐標/高程里程XYZJD0K660+342.1693046.68549204.94567.759JD193245.41349343.98260.464JD293276.21049472.54258.004加樁K660+37593073.59349491.36867.775ZHK660+412.88593104.63549245.48967.806HL1K660+422.88593112.82349251.23067.710HL2K660+432.88593120.97749257.02067.69167.429HL3K660+442.88593129.05649262.916HYK660+4

20、52.88593137.01849268.96267.712YL1K660+46093142.59449273.37764.890YL2K660+48093157.84849286.30664.370YL3K660+50093172.44349299.98463.138YL4K660+52093186.32649314.38362.436加樁K660+52893192.47449321.42262.086YL5K660+54093199.47949329.44358.872YL6K660+56093211.85449345.14356.31961.271QZK660+577.92693222.

21、26749359.73960.793YR7K660+58093223.43949361.45460.404YR6K660+60093234.18249378.31560.496YR5K660+62093244.07449395.760.484YR4K660+64093253.09149413.10260.488YR3K660+66093261.20349431.83360.358YR2K660+68093268.38849450.49258.085YR1K660+70093274.62549469.49258.083YHK660+702.96793275.47149472.33358.078加

22、樁K660+710.96793277.80249480.93658.078HR2K660+722.96793280.70149491.63658.124HR1K660+732.96793283.09949501.34458.119HZK660+742.96793285.43849511.06758.130加樁 K660+75293287.54249519.85158.125加樁 K660+76293289.87249529.57658.1151.角值數據：a1=180.橋控網精度估算資料測站盤位目標水平度盤計數水平角半測回值A左C000000Ci=414839C2=315409B414839D

23、734248測站盤位目標水平度盤計數水平角半測回值B左D000000a2=412728b=322433A412728C735201-b1-C1=1054648b2=180-a2-c2=1063823.精度估算：I TOC o 1-5 h z mAB1mmAcx22,m、2,22.、根據公式求得：M1=畫f(拓)3(一)9tga1ctgb1室a1c時)=5.383047132x105mAB2AB2mad22m222()()(ctga2ctgb2ctga2ctgb?)AD3M2=5.792122967x10-5mABM1M21所以IABI，(Mi)(M2)2=3.94308x10915050(滿足

24、精度要求)方向觀測法測回序號測站測占八、水平盤左減右(2c)(右+左)/2方向值盤左盤右第測回AC000432.833.51800434.335.3-1.8000434.400000034.236.2B415315.815.52215323.125.0-9.5415320.3414844.515.126.0D734735.734.52534723.823.910.6734729.2734253.433.324.0C000434.535.41800440.439.0-3.6000437.200000036.237.5第測回AC601158.857.52401149.048.98.6601153.

25、200000056.248.8B1020038.437.82820036.836.71.11020037.3414844.637.236.5D1335439.840.03135435.035.94.11333440734247.340.136.8C601156.855.32401150.649.16.2601152.200000053.747.6第測回AC1282956.356.53082951.451.15.41282953.800000056.650.8B1701830.331.23501831.231.6-0.41701831.4414839.832.032.0D2021240.640.

26、2221238.538.61.62021239.4734247.839.838.6C1282949.650.13082950.548.51.61282949.300000050.546.5半測回歸零差最大值：6.48各測回同方向2c互差最大值：10.613各測回同方向值互差最大值：8.6 v 10各測回同方向值互差最大值：6.110方向觀測法測回序號測站測占八、水平盤左減右(2c)(右+左)/2方向值盤左盤右第測回BD000427.828.01800429.028.5-0.5000428.30()000028.228.0A413153.553.92213201.801.5-7.6413157.

27、7412731.354.201.1C735629.329.02535635.035.5-6.5735632.373；5205.928.636.0D000420.821.01800427.427.7-6.7000424.400)000021.227.9第測回BD607143.041.52401745.149.1-7.6601745.300)000040.053.1A1014518.619.02814534.032.6-13.61014525.8412738.319.331.1C1341003.904.23141012.513.8-9.61341009.0735213.404.515.0D6017

28、40.342.62401759.256.7-4.1601749.700)000044.954.2第測回BD1202848.048.53002854.956.8-8.31202852.700000049.058.6A1615606.67.73415621.023.1-15.41615625.4412734.408.725.1C1942051.052.0142059.359.6-7.61942055.8735204.853.059.9D1202841.142.53002857.956.0-13.51202849.300000044.054.1半測回歸零差最大值：7.68各測回向方向2c互差最大值：

29、9.4V13測回法水平角觀測記錄（測回法）測站盤位目標水平角備注水平度盤M數半測回值。一測回值。C盤左B000706.41054636.01054635.3A1055342.4盤右A2855336.81054634.6B1800702.2D盤左A282150.51063805.01063807.9B1345955.5盤右B3150004.51063810.8A2082153.7.三角網平差計算表角形編號角度編p角度觀測值A次改正數()A次改正數后的角值第二次改正數()第二次改正數的角值ABCal1054635.3+2.81014638.1-3.01054635.1bl322433.3+2.83

30、22436.1+3.0322439.1cl414843.0+2.8414845.8414845.8E1795951.6+8.4180000001800000BADa2412734.7+3.6412738.3-3.0412735.3b21063807.9+3.71063811.6+3.01063814.6c2315406.5+3.6315410.1315410.1E1795949.1+10.9180000001800000f1=-8.4三尸容=17；f2=+10.9三尸容=17已知基線長：Bi=|AC|=69.085mBn=|AD|=85.713mccsinaBn=Bl85.7156085sin

31、bW基B-B0.0026852mBB TOC o 1-5 h z 22cm22mBW限2Bcotacotb HYPERLINK l bookmark73 o Current Document ；B=0.083288011W基所以WiCW艮Vai%|AD“=-3.0-bv|AD|(ctanaictanb)i/_eino1一檢驗：W=Bisina-Bn=0.000mmsinb草圖如下xBJ y b 1A.橋墩放樣數據計算控制點XYA00B124,0380C51,49146.059D72.76645.298%,B的計算：l_AP=60.000mLAC=69.085mLAD=85.713mCi=414

32、845.8,C2=315410.1”12/丁LcP=,lacLap2LacLapcosc1=69.085260.0002269.08560.000cos414845.8=46.838m222Ldp=LadLap2LadLapcosc2=85.713260.00022X85.713X60.000Xcos315410.1=47.062ma=arcsin3=a.60,000sin414845.8=58。39,17LCP46.838L DParcsin3=a.60空理工=42。升時47,062工程測量實習報告總結實習目的培養基本動手操作能力，充分鍛煉在測、記、算、繪等方面的能力，充分認識測量工作的科學性、精密性，鞏固課本中所學的知識，解決遺留的問題，發現學習中的不足，彌補遺漏掉的知識點。實習時間9月12日至9月28號實習地點烏