水力学与桥涵水文课程设计任务书（精编版）

1、水力学与桥涵水文课 程 设 计 任 务 书（岩土、地轨专业）岩土 1201 班重庆交通大学1、为测定某阀门的局部阻力系数，在阀门上下游装设三个测压管，已知水管直径 d 50 mm，l12 1 m，l 23 2 m，实测数据1 150 cm， 2 125 m，3 40 cm，=3 m/s，试计算阀门的值。2、水面线定性分析3、流量、断面平均流速计算详见相关excel 表格顺序号年降雨量 年径流量年份x(mm)y(mm)kxkyk2xk2yk kxy4、相关分析：已知某流域19541965 年的年径流量及年降雨量，年径流量 与年降雨量在成因上具有联系。试用解析法推求相关直线。（同时附有 excel

2、 数据文件）12345678911954201413621.5381.7312.3652.9982.6632195512117280.9250.9250.8550.8560.85631956172813691.321.741.7413.0282.2964195711576950.8830.8830.7810.7810.7815195812577200.960.9150.9210.8380.8796195910295340.7860.6790.6170.4610.5337196013067780.9970.9890.9950.9780.9868196110293370.7860.4280.617

3、0.1840.33791962131080911.02811.0581.02910196313569291.0351.1811.0721.3951.22311196412667960.9671.0120.9351.0240.97812196510523830.8030.4870.6450.2370.391合计157159440121212.54413.83812.952按年份顺序排列按流量大小排列经验频率 /%顺序号2年径流深年径流深kikip=m/(n+1)*100%x = 666.46cv = 0.26345、某站有 24年实测径流资料，试绘制其经验频率曲线，并用求矩适线法推求年径流量频率

4、曲线的三个统计参数。（同时附有 excel 数据文件）年份(mm)年份(mm)1234567811952538196910651.62.5642195362519579981.52.2583195466319609641.452.1124195559219758841.331.77165195655719677891.181.39206195799819647691.151.32247195864219687331.11.21288195934119747091.061.12329196096419616871.031.063610196168719546630.990.98401119625

5、4719586420.960.924412196351019536250.940.884813196476919656160.920.855214196561619706070.910.835615196641719555920.890.796016196778919735880.880.776417196873319715870.880.7768181969106519725670.850.727219197060719565570.840.717620197158719625470.820.678021197256719525380.810.678422197358819635100.77

6、0.598823197470919664170.630.49224197588419593410.510.2696合计1599519.4518.68p/%统计参数0.115102050909599cv=0.26 ?3.822.691.771.320.81-0.08-0.71-1.22-1.49一 cs=0.52 kp 1.99321.66941.4602 1.3432 1.2106 0.9792 0.8154 0.6828 0.6126q=666.5 qp 1328.46 1132.65 973.22 895.24 806.86 652.64 543.46 455.09 408.3cv=0.2

7、6 ?3.962.751.81.330.8-0.1-0.72-1.2-1.45二 cs=0.6kp 2.02961.7451.4681.3458 1.2080.9740.8128 0.6880.623q=666.5 qp 1352.72 1143.04 978.42 896.98 805.13 649.17 541.73 458.55 415.23cv=0.3?3.962.751.81.330.8-0.1-0.72-1.2-1.45三 cs=0.6kp 2.1881.8251.541.3991.240.970.7840.640.565q=666.5 qp 1458.31216.36 1026.

8、4 932.43 826.46 646.51 522.54 426.56 376.57cv=0.3?4.242.891.841.340.78-0.13-0.73-1.17-1.38四 cs=0.8kp 2.2721.8671.5521.4021.2340.9610.7810.6490.586666.5qp1514.28 1244.35 1034.4 934.43 822.46 640.51 502.54 432.56 390.57cv=0.32 ?4.242.891.841.340.780.13-0.73-1.17-1.38五 cs=0.8kp 2.3571.92481.5888 1.4288

9、 1.2496 0.9584 0.7664 0.6256 0.5584q=651qp1531.92 1251.12 1032.7 928.72 812.24 622.96 498.16 406.64 362.96由上表及适线图可确定三个统计参数：q =651m3/scv=0.32cs=0.86、已知某坝址断面有30 年的洪峰流量实测值，如下表所示，根据历史调查得知1890年和1912年曾发生过特大洪水，推算得洪峰流量分别为8000m3/s 和 6700m3/s，实测期内也发生过一次特大洪水，流量为7360m3/s， 试用求矩适线法推求该坝址断面200 年一遇洪峰流量。按年份顺序排顺序列按流量大

10、小顺序排列经验频率年份j(m3/s)年份(m3/s)/(n-l+1)12345678118908000189080001.0836086904219126700195973602.1528807239.8319521720191267003.2322158086.1419531560195434406.452094496.8519543440196332009.681457422.7619553101980310012.91225975.27195622001965262016.133934278195718601962260019.35368737.59195821001977260022.

11、58368737.510195973601970252025.81277979.51119608601972240029.03165842.512196115401979240032.26165842.513196226001956220035.4842947.414196332001958210038.7111499.915196418001981210041.9411499.916196526201957186045.1617625.81719666201971182048.3929846.818196713001964180051.6137157.31919681400195217205

12、4.8474399.320196917001969170058.0685709.821197025201953156061.29187283.322197118201961154064.52204993.823197224001976145067.742945912419739001968140070.97351367.225197411001967130074.19479919.72619758501974110077.42797024.62719761450197390080.651194129.62819772600196086083.871283150.6291978480197585

13、087.11305905.83019792400196662090.321884476.53119803100197848093.5522884503219812100195531096.772831689.2号流量流量pm=m/n+1pm=a/(n+1)+(1-a/(n+1)（m-l ）(q -q) 2计算： n=1981-1890+1=92a=3l=1qi 总=52550qj 总=22060cv=0.64?3.551.991.310.63-0.29-0.72-0.92-0.98-1.04一 cs=1.9kp3.272.271.841.40.810.540.410.370.33q=1992.8qp6523.54532.53664.72796.81622.61074.5818.6742666.4cv=0.64?3.7121.280.57-0.33-0.70.84-0.879-0.905二 cs=2.1kp3.372.281.821.360.790.550.460.440.42q=1992.8qp6724.44543.53625.22719.71571.91100916.4871.7837cv=0.8?3.6121.30.61-0.31-0.710.90.949-0.989三 cs=2kp3.892.62.041.490.750.430.280.240.21q=2080q