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1、土木工程测量个人实习报告班 级土木X班组 别第X小组姓 名X X学 号X X指导老师X X2012-8-5目录第一周 导线测量 水准测量1. 水准测量数据的记录及计算32. 导线点的高程记录及计算表43. 导线点坐标计算表5第二周 地形测绘4.碎部点观测记录坐标表（节选） 5第三周 线路定测5. 综合要素及里程推算资料 76. 中线放样数据计算表 107. 纵断面图 138. 横断面图 14第四周 桥梁施工控制网测量及桥墩放样9. 桥控网精度估算资料1410. 桥控网平差计算1811. 桥墩放样数据计算19个人小结201. 水准点高程测量数据计算表 (单位：m)点号后视前视高差改正数(mm)改
2、正后高差上丝读数下丝读数视距高程(m)备注BM1.3040.214+10.2151.3751.22331.8212.690已知BM点高程为：212.690mZ1.7501.0901.1771.001212.9050.815+20.8171.7991.64852.2Z2.9630.9351.1310.760213.7221.052+21.0542.2601.86062.3Z1.0541.0111.1350.892214.776-0.658+2-0.6561.2010.90757.1Z0.2101.7121.8511.574214.120-1.979+2-1.9770.6650.35449.5Z1
3、.2362.1892.2792.074212.143-0.033+1-0.0321.3181.15532.5BM1.2681.2691.3501.188212.1110.311+20.3131.3491.18750.2ZD2.0710.9571.0680.848212.4241.601+21.6032.1681.97746.9ZD1.5440.4700.6180.340214.0270.596+10.5971.6681.41837.4ZD0.8710.9481.1340.760214.624-0.670+2-0.6681.0100.73049.3ZD0.6811.5411.6481.43521
4、3.956-0.942+2-0.9400.8380.52169.1ZD1.0221.6231.7811.407213.016-0.328+2-0.3261.1000.94443.0BM1.3501.4881.214212.690-0.021568.6辅助计算2. 导线点的高程记录及计算表置镜点仪器高目标点棱镜高观测值（左，右）高差平均数改正后高程A1.354F1.618-2.601；-2.603-2.866-2.865-2.865212.681F1.355A1.4012.910；2.9102.864219.156E1.5751.397；1.3931.1751.1761.175E1.490F1.
5、500-1.165；-1.167-1.176212.528D1.3510.565；0.5640.7040.7070.706D1.367E1.596-0.478；-0.482-0.709211.697C1.6481.111；1.1100.8300.8320.831C1.406D1.550-0.689；-0.6880.833210.991B1.3566.573；6.5746.6246.6306.628B1.408C1.640-6.398；-6.406-6.636209.816A1.800-6.610；-6.610-6.494-6.473-6.475A1.354B1.5086.597;6.615-6
6、.452212.681fh=0.007m30D=0.023m 3. 导线点坐标计算表闭合导线坐标计算表点号观测角改正数改正角坐标方位角距离（m）坐标值（）x(m)y(m)A2662216174.23293094.63849444.77B650432+765043993083.60849270.89211737144.728C1671544+7167155193218.45549323.443414645.572D992926+799293393256.22349348.95114321391.087E1161157+7116120493218.39549431.8117820983.504F1
7、925902+7192590993134.92549434.23165210041.641A785837+778584493094.63849444.772662216B 7195918+427200000580.764辅助计算 f=测-理=-42 F=406=98 fF f=0.004*0.004+0.005*0.005=0.006m k=0.006/580.764=1/967941/20004. 碎部点观测记录表（节选一页）点号 X（m）Y（m）Z（m） V149302.24093073.445214.999 V249302.32293085.511214.937V349302.16593
8、144.024214.597V449301.78693146.890214.614V549300.38293149.902214.657V649297.21393152.767214.825V749292.66393153.981215.062V849213.29193154.090,217.546V949201.11493129.664218.857V1049203.68393129.667218.865V1149272.09893129.266218.573V1249269.19393126.486218.681V1349269.16793117.911218.820V1449201.13
9、493118.143218.940V1549210.45093118.043218.934V1649210.21093121.281218.950V1749213.76093121.240218.966V1849213.47393118.073218.937V1949218.68993112.150218.974V2049215.14293112.206218.982V2149215.18293108.664219.012V2249218.65793108.623218.998V2349225.09093108.632219.019V2449269.12093114.934218.857V25
10、49268.92393090.890,219.061V2649263.84193090.835219.073V2749271.71793085.690,219.127V2849275.59593085.547,218.461V2949284.08493085.506218.453V3049287.81393085.588216.9815. 综合要素计算及里程推算一、已知数据：(1)交点坐标JD0 93094.638,4944.766)JD1 (93090.160,49305.192)JD2 (93171.397,49207.815)（2）圆曲线半径 R=300m（3）缓和曲线长 l0=40m（4）JD0里程 K47 +63.572 二、计算数据1=arctan=2689452=arctan=3095012=21=414027所以：缓和曲线切线角=34911总偏角=11624切垂距=19.997m圆曲线内移量=0.222m=134.263m=258.205m=21.232m直缓点（ZH）绝对坐标 缓直点（HZ）绝对坐标三、主点里程推算JD0 K47+63.572ZH K47+38.955+l0 40.000 HY K47+108.955+L/2-l0 89.10
