曾XX测量实习报告

1、土木工程测量实习，个人报告曾XX2011级土木工程测量个人实习报告班 级土木六班指导老师李军老师组 别第五小组姓 名曾XX学 号12081108102013年6月27日-2013年7月21日15目录第一周 导线及高程测量表格1-1 控制点坐标 3表格1-2 控制点高程 4表格1-3 水准高程测量 5第二周 地形测量表格2-1 碎部点坐标 6第三周 线路定测表格3-1 综合要素计算及里程推算 7表格3-2 线路中桩放样坐标及高程 9（见附1）线路横纵断面图第四周 桥梁施工控制网测量及桥墩放样表格4-1 桥控网精度估算资料 10表格4-2 桥控网平差计算 11表格4-3 桥墩放样数据计算 12个人

2、总结 13表格1-1 控制点坐标测站右角观测值调整后右角值坐标方位角边长（m）坐标增量计算（m）调整后的坐标增量（m）坐标值（m）xyxyxy1234567891011T2134°4433272°534794701.829 44118.441 F333°4940318°091461.473 45.794 -41.011 45.794-41.01194747.623 44077.430 A115°0736115°0731164°1934142.859 -137.547 38.595 -137.55138.598 94610.0

3、72 44116.028 B132°2510132°2505229°1203142.129 -92.868 -107.592 -92.871-107.589 94517.201 44008.439 C113°1348113°1343276°4658130.888 15.459 -129.972 15.456-129.969 94532.657 43878.470 D135°3855135°3850343°3315125.119 120.000 -35.422 119.997-35.419 94652.65

4、4 43843.050 E100°3544100°353927°5425163.203 144.224 76.385 144.2276.388 94796.874 43919.438 F122°5917122°5912107°1846165.486 -49.247 157.989 -49.251157.992 94747.623 44077.430 A164°1934720°0030720°0000869.684 0.021 -0.018 0.0000 0.000 辅助计算(6-2)*180°=

5、720° =720°0030 f=0.028m=30 合格 表格1-2 控制点高程 （单位：m）测段测点后视读数前视读数高差高程改正数改正后高程备注+-T3-BT31.48534.01334.013转1.5311.2200.265B1.2851.2850.24634.5240-0.000534.5235转1.1701.5300.245T31.4350.265-0.00055.4715.4700.5110.510-0.0010BAB1.42034.5235转1.2761.5100.090A1.4061.4040.12834.30550.000034.3055转1.5441.2

6、780.128B1.4540.0900.00005.6465.6460.2180.2180.0000AFA1.29434.3055转1.3851.2160.078F1.4261.4100.02534.35850.001034.3595转1.2651.4010.025A1.3450.0800.00105.3705.3720.1030.1050.0020FEF1.49534.3595转1.5241.4530.042E1.3751.3390.18534.58650.000534.5870转1.5251.5600.185F1.5680.0430.00055.9195.9200.2270.2280.00

7、10E1.33934.5870转1.5391.1230.216D1.4131.3830.15634.9590-0.001034.9580转1.1701.5690.156E1.3840.214-0.00105.4615.4590.3720.370-0.0020DCD1.40534.9580转1.3771.3190.086C1.5131.4740.09734.94700.002534.9495转1.3611.4180.095D1.4500.0890.00255.6565.6610.1810.1860.0050CBC1.25634.9495转1.3301.5260.270B1.5111.4860.1

8、5634.52350.000034.5235转1.5221.3550.156C1.2520.2700.00005.6195.6190.4260.4260.0000辅助计算-0.005m mm 合格表格1-3 水准高程测量 （单位：m）测点后视读数前视读数高差高程改正后高程备注+-BM1161234.01334.013已知点Z115771325287Z215171460117Z3143415203Z41483152591Z51523151027BM2147014725134.34734.348Z61570152555Z71485155020Z81500139194Z9141014955Z1012

9、771523113BM1156428734.01134.0131785817860574576-0.0020辅助计算 mm 合格表格2-1 碎部点坐标部分点碎部点坐标如下点号XY高程73294482.599 43871.423 36.429 73394484.900 43867.103 35.579 73494483.031 43867.108 36.584 73594485.282 43863.919 35.653 73694483.788 43863.614 36.479 73794481.562 43863.811 37.139 73894484.139 43860.467 36.444

10、 73994484.674 43858.061 36.441 74094482.950 43856.797 36.818 74194487.172 43861.778 35.835 74294481.848 43853.512 37.033 74394491.601 43829.376 37.569 74494502.006 43829.122 37.225 74594493.528 43831.701 36.665 74694502.375 43831.666 36.338 74794508.170 43831.650 36.094 74894508.707 43828.721 36.967

11、 74994518.616 43831.674 35.742 75094519.310 43829.279 36.476 75194529.135 43832.067 35.563 75294528.756 43829.565 36.381 75394537.912 43832.461 35.457 75494537.855 43830.099 36.420 75594540.432 43827.413 37.476 75694538.161 43826.354 37.720 75794540.640 43824.187 38.602 75894537.020 43823.974 38.549

12、 75994545.820 43832.583 35.384 76094546.050 43829.671 36.352 76194559.964 43832.776 35.277 76294555.414 43829.744 36.179 76394564.019 43833.738 35.151 76494564.387 43829.761 36.112 76594565.015 43825.263 37.544 76694559.971 43814.900 41.297 76794556.636 43820.067 39.620 76894550.699 43814.718 41.489

13、 76994556.574 43814.631 41.374 表格3-1 综合要素计算及里程推算1.已知数据交点坐标（m）坐标增量（m）平距（m）坐标方位角XYXYJD094884.48244047.667-183.038105.076211.054150°0829JD194701.44444152.743-130.33618.010131.574172°0757JD294571.10844170.753R=500m =21°59282、曲线综合要素计算（1）缓和曲线切线角： 2°5153（2）缓和曲线总偏角 0°5718(3)切垂距24.99

14、8m（4）圆曲线的内移量0.208m（5）切线长、122.188m（6）曲线长241.909m（7）外矢距9.563m（8）切线差2.467m3、主点里程计算JD0 DK3+275.200 88.866ZH DK3+364.066 50.000HY DK3+414.066 70.955QZ DK3+485.021 70.955ZH DK3+555.976 50.000HZ DK3+605.976 +DJD2-JD0-L 9.386 JD2 DK3+615.362表格3-2 线路中桩放样坐标及高程 单位：m 点号里程局部坐标统一坐标xyxyZ1（JD0）DK3+275.20094884.482

15、44047.667 Z228094880.319 44050.057 Z330094862.974 44060.014 Z432094845.629 44069.971 Z534094828.284 44079.928 Z636094810.939 44089.886 ZH364.0660094807.412 44091.910 1374.06610.0000 0.0067 94798.736 44096.883 2384.06619.9999 0.0533 94790.040 44101.821 3394.06629.9990 0.1800 94781.306 44106.689 4400.

16、00035.93160.309394776.40444110.0675404.06639.9959 0.4267 94772.513 44111.452 HY414.06649.9875 0.8333 94763.645 44116.074 642055.9117 1.1646 94758.342 44118.736 744075.8434 2.8000 94740.242 44127.241 846095.6937 5.2311 94721.817 44135.015 9480115.4310 8.4541 94703.095 44142.047 QZ485.021120.3645 9.38

17、70 94698.352 44143.694 485.021120.36459.38794698.35344143.69410500105.61996.750794684.10844148.3231152085.82243.921494664.88444153.8361254065.92761.88694645.45544158.575YH555.97649.98750.833394629.80944161.813565.97639.99590.426794619.96744163.57114575.97629.9990.1894610.09844165.18315585.97619.9998

18、0.053394600.2144166.67816595.9769.99990.006794590.31144168.093176005.97600.001494586.32644168.651HZ605.9760094580.40644169.468JD2615.36294571.10844170.753Z762094566.51444171.388表格4-1 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=34 22 15.30c2=41 26 49.17B 34 22 15.30D75 49 4.47测站盘位目标水平度盘计数

19、° 水平角半测回值° B左 D00 00 00a2=40 11 30.83b1=41 31 0.67A 40 11 30.83C81 42 31.51.角值数据：a1=180°-b1-c1= 104°06 31.67 b2=180°-a2-c2=98°21 44.33 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)4-2 桥控网平差计算三角形编号角度编号角度观测值第一次改正数第一次改正后角

20、值第二次改正数第二次改正后角值边长° ° ° （m）12345678B141 31 0.674.1241 31 04.792.1941 31 06.98103.01C134 22 15.304.1234 22 19.4234 22 19.4287.734A1104 06 31.674.12104 06 35.79-2.19104 06 33.60150.713179 59 47.612.36180 00 00180 00 00B298 21 44.33-1.4498 21 42.882.1998 21 45.07C241 26 49.17-1.4441 26 47

21、.7341 26 47.73100.832A240 11 30.83-1.4440 11 29.39-2.1940 11 27.2098.306180 00 04.33-4.32180 00 00180 00 00fß容 =±30（按二级小三角） 已知基线长：BI=103.010m BII=98.306mBII=BI=98.308m W=BII-BII=+0.002mW限=±0.021m>0.002m（未超限）V”a = -V”b= 检验：W= BI- BII=98.306-98.306=0.000m表格4-3 桥墩放样数据计算控制点XYA00B800C85.023-58.156D73.68865.071,的计算：LAP=80.000m LAC=103.010m LAD=98.306mc1=34°2219.42 c2=41°2647.73LCP=58.372mLDP= = =65.376m=arcsin= arcsin=50°4129.69=