兵团广播电视大学开放教育（专科）课程设计计算（说明）书工程测量实习报告姓名：全晨照学号：1465101405345教育层次：专科专业：建筑与施工管理分校：兵团电大北校区指导教师：魏玲玲2015 年9月12日目录第一周导线测量水准测量1.导线测量记录表2.水准测量记录表3.坐标及方位角联测记录表4.高程联测记录表5.测量成果表第二周线路定测1.综合要素及里程推算资料2.中桩放样数据记录表2.横断面野外测设记录3.线路中桩放线资料总结第一周导线测量水准测量1.A 点坐标及AB 方位角的记录及计算已知坐标及高程：192.49305 160.93090:P 61.422H 751.49458 361.93082:32=====Y X Y X P0559.153 0799.7<=∆<-=∆y x 那么()()54'27"92/arctan 180323232︒=---︒=x x y y p p α30'31"32636'04"5318054'27"922︒=︒+︒+︒=A P α则AB 方位角及A 点坐标为31'33"25901'02"-36011318030'31"326︒=︒︒+︒+︒=AB α648.49439224.93111122222=⋅+==⋅+=A P A P P A A P A P P A SIN d Y Y COS d X X αα2.A 点高程的记录及计算（单位：m）3.闭合导线内角的记录及计算4.闭合导线边长的记录及计算第二周线路定测1.综合要素计算及里程推算一、已知数据：(1)交点坐标JD0 (93046.6849,49204.9449)JD1 (93245.4136,49343.9820 )JD2 (93276.2097,49472.5422)（2）圆曲线半径R=400m（3）缓和曲线长l0=40m（4）JD0里程K660+ 342.16二、计算数据α1=arctan 11∆X ∆Y =34°58′40″α2=arctan22∆X ∆Y =76°31′44″ α=α1—α2=41°33′04″ 所以：缓和曲线切线角πβ180200⋅=R l =2°51′53″总偏角πβδ 180631000⋅==R l =0°57′18″切垂距23002402Rl l m -==19.998m 圆曲线内移量Rl R l R l p 242688242034020≈-==1/6m2tan)( α⋅++p R m T ＝切线长=171.812m180180)2(2000απβαπR l R l L +=-+=曲线长=330.081mR p R E -⋅+=2sec)( 0α外矢距=27.996m直缓点（ZH ）绝对坐标93104.635T 11=⋅-=αCOS X X JD Z H 489.492451sin 1=⋅-=T YYJD Z Hα缓直点（HZ ）绝对坐标93285.438T 21=⋅+=αCOS X X JD H Z067.495112sin 1=⋅+=T YYJD H Zα三、主点里程推算JD0 K660+342.16ZH K660+412.885 +l 0 30.000HY K660+452.885 +L/2-l 0 60.301 QZ K660+577.926 +L/2-l 0 60.301 HY K660+702.967 +l 0 30.000 HZ K660+742.9672.曲线坐标放样资料1.里程点在局部坐标系下的坐标计算公式： 缓和曲线部分圆曲线部分（以ZH 为坐标原点）⎪⎪⎭⎪⎪⎬⎫=-=032025640Rl l y l R l l x ⎭⎬⎫+-=+⋅=p R y m R x i i i i )cos 1( sin αα00180βπα+⋅-=R l l i i（以HZ 为坐标原点）2.里程点在整体坐标系下的坐标转换公式：⎥⎦⎤⎢⎣⎡⎥⎦⎤⎢⎣⎡-+⎥⎦⎤⎢⎣⎡=⎥⎦⎤⎢⎣⎡y x a aa a Y X Y X ZH ZH cos sin sin cos 1111⎥⎦⎤⎢⎣⎡⎥⎦⎤⎢⎣⎡-+⎥⎦⎤⎢⎣⎡=⎥⎦⎤⎢⎣⎡y x a a a a Y X Y X HZ HZ cos sin sin cos 2222缓和曲线各里程点坐标里程X YJD0 K660+342.1693046.685 49204.945 JD1 93245.413 49343.982 JD2 93276.210 49472.542 ZH K660+412.88593104.635 49245.489 +422.885 93112.823 49251.230 +432.885 93120.977 49257.020 +442.885 93129.056 49262.916 HY K660+452.88593137.018 49268.962 +460 93142.594 49273.377 +480 93157.848 49286.306 +500 93172.443 49299.984 +520 93186.326 49314.383 +540 93199.479 49329.443 +560 93211.854 49345.143 QZ K660+577.92693222.267 49359.739 +580 93223.439 49361.454 +600 93234.182 49378.315 +620 93244.074 49395.7+640 93253.091 49413.102 +660 93261.203 49431.833+680 93268.388 49450.492+700 93274.625 49469.492 YH K660+702.96793275.471 49472.333 +712.967 93278.177 49481.958+722.967 93280.701 49491.636+732.967 93283.099 49501.344 HZ K660+742.96793285.438 49511.0673.横断面野外测设记录4.线路中桩放线线路中桩放样坐标/高程里程X Y Z67.759 JD0 K660+342.1693046.685 49204.94560.464JD1 93245.413 49343.98258.004JD2 93276.210 49472.54267.775 加桩K660+375 93073.593 49491.36867.806 ZH K660+412.88593104.635 49245.48967.710 HL1 K660+422.885 93112.823 49251.23067.691 HL2 K660+432.885 93120.977 49257.020HL3 K660+442.885 93129.056 49262.91667.429 HY K660+452.88593137.018 49268.96267.712 YL1 K660+460 93142.594 49273.37764.890 YL2 K660+480 93157.848 49286.30664.370 YL3 K660+500 93172.443 49299.98463.138 YL4 K660+520 93186.326 49314.38362.436 加桩K660+528 93192.474 49321.42262.086 YL5 K660+540 93199.479 49329.44358.872YL6 K660+560 93211.854 49345.143 56.319 61.271QZ K660+577.92693222.267 49359.73960.793 YR7 K660+580 93223.439 49361.45460.404 YR6 K660+600 93234.182 49378.31560.496 YR5 K660+620 93244.074 49395.760.484 YR4 K660+640 93253.091 49413.10260.488 YR3 K660+660 93261.203 49431.83360.358 YR2 K660+680 93268.388 49450.49258.085 YR1 K660+700 93274.625 49469.49258.083 YH K660+702.96793275.471 49472.33358.078 加桩K660+710.967 93277.802 49480.93658.078 HR2 K660+722.967 93280.701 49491.63658.124 HR1 K660+732.967 93283.099 49501.34458.119 HZ K660+742.96793285.438 49511.06758.130加桩K660+752 93287.542 49519.851 58.125 加桩K660+76293289.87249529.57658.1151.桥控网精度估算资料1.角值数据：a 1=180°-b 1-c 1=105°46 ′48 ″ b 2=180°-a 2-c 2=106°38 ′23 ″2.精度估算：根据公式求得：M1= =±5.383047132x10-5)()(32)(1111212221ctgb ctga b ctg a ctg m AC m AB m AC AB ⋅+++±=ρβ)()(32)(2222222222ctgb ctga b ctg a ctg m AD m AB m AD AB ⋅+++±=ρβM2= =±5.792122967 x10-5所以22121)(M )(M M M 2+=3.94308x10-5≦100001(满足精度要求)方向观测法=AB m AB方向观测法测回法2.三角网平差计算表草图如下3.桥墩放样数据计算α,β的计算：L AP =60.000m L AC =69.085m L AD =85.713m c 1=41°48′45.8″, c 2=31°54′10.1″L CP =122cos 2c L L L L AP AC AP AC -+="8.45'4841cos 000.60085.692000.60085.6922︒⨯⨯⨯-+=46.838mL DP =222cos 2c L L L L AP AD AP AD -+=54'10.1"cos31×60.000×85.713×2000.60713.8522︒-+ =47.062m α=arcsinCP AP L c L 1sin = arcsin 46.838"8.45'4841sin 000.60︒=58°39′17″β=arcsin DPAP L c L 2sin = arcsin 47.062?4'10.1"31sin 000.60=42°21′30″工程测量实习报告总结1.实习目的培养基本动手操作能力，充分锻炼在测、记、算、绘等方面的能力，充分认识测量工作的科学性、精密性，巩固课本中所学的知识，解决遗留的问题，发现学习中的不足，弥补遗漏掉的知识点。