水文课程设计颜玺钰.docx

1、水文课程设计颜玺钰工程水文及水利计算课程设计姓 名： 颜玺钰 学 号： 2010102278 班 级：10水土保持与荒漠化防治指导教师： 王永文 2012年六月一 推求设计洪水过程线：1 由题目可知实测系列n为58年调查考证期为85年，1926和1937年为N年中第一、第二大洪峰流量。计算年最大洪峰流量的频率计算和频率曲线如下：原始资料：表1 洪峰及时段洪量统计表年份洪峰（m3/s）1日洪量（108m3）3日洪量（108m3）192642303.40 6.45 193734502.92 5.58 195326501.89 3.70 195430702.19 4.25 195523601.68

2、3.31 195615301.08 2.23 19578660.61 1.36 195830302.16 4.19 19596800.47 1.12 196011400.88 1.79 196119901.46 3.49 196234402.44 4.67 196310400.59 1.36 196410100.67 1.26 196518201.36 3.00 196619901.43 3.29 196729001.87 3.43 196815400.99 1.87 196926001.77 3.15 197019501.32 2.91 197115301.06 2.60 197213900

3、.87 1.34 197313800.97 1.77 197416701.22 1.89 197513200.98 2.38 197616301.11 2.16 197731302.31 4.33 19786200.48 1.13 197917601.22 1.84 198019701.29 2.54 198118801.25 2.59 198226602.05 5.19 198310500.68 1.28 198415201.05 1.86 19857110.58 1.31 198617101.17 1.71 198720201.33 2.31 19889870.66 1.29 198921

4、601.76 5.19 199010900.76 1.34 19919890.70 1.93 199218801.34 2.65 199321401.41 2.94 199423101.80 3.30 199542803.05 4.54 199619901.56 3.58 199718801.28 2.39 199813601.11 3.06 199915701.12 2.23 200017201.30 2.76 200117301.23 2.05 200220601.58 3.64 200310300.75 1.51 200413600.96 2.01 200510400.73 1.59 2

5、00623801.70 3.34 20074880.33 0.86 200811000.77 1.67 200927201.94 3.79 201023001.64 3.24 由洪峰及时段洪量统计表先计算经验频率结果如下：系列名XX水文站原始数据系列YY站原始数据系列洪峰频率曲线均值1000.03509.04532.41830.5Cv0.500.310.400.44Cs/Cv3.04.42.72.00.13616.88900.712872.25277.60.52954.97575.110920.24510.712665.26991.310050.84164.922371.66396.69157

6、.43806.532197.66042.48620.83589.342073.05787.68232.43431.251975.45587.77926.13305.8101666.74950.76939.12897.5201345.34278.45874.42447.9301147.73858.45192.42153.2401000.53540.74664.51920.450880.03276.64215.21718.360775.33042.83807.11530.670679.62824.43414.11345.480587.42608.03008.91148.490490.92371.2

7、2538.0908.695434.62224.42222.2738.296421.62188.92141.6693.097407.42149.42049.2640.198391.42103.41937.2574.299371.92044.41784.0479.999.5359.22003.01666.9403.599.9343.61946.81484.6272.9年最大洪峰流量经验频率曲线如下：由我们这一组的设计用的是10%的数据，根据刚刚得出的频率曲线得出设计最大洪峰流量为2897.5 m/s 。2 设计洪水过程的推求：由原始资料中一日洪量的数据进行频率计算和曲线绘制得出如下结果：系列名一日

8、洪量频率洪量频率洪量频率洪量均值1.30.14.4201.8950.5Cv0.500.53.6301.6960.4Cs/Cv2.113.3401.4970.423.0501.2980.432.8601.0990.342.7700.999.50.352.6800.899.90.2102.2900.6（洪量单位为108m3）由上表可知一日洪量经验频率曲线如下：由上表和经验频率曲线可以得知：我们小组设计10%频率的一天设计洪量为2.2108m3即为公式中的 W1P 。同理三日洪量的频率计算结果和频率曲线如下：系列名三日洪量频率洪量频率洪量频率洪量均值2.60.1104.4901.2Cv0.490.5

9、7.2203.6950.9Cs/Cv2.016.6303.1960.925.9402.8970.835.6502.4980.745.3602.1990.655.1701.899.50.5801.599.90.3三日洪量经验频率曲线如下：由上可知三天的设计洪量为4.4108m3即为W3P。由原始数据典型洪水过程线：典型洪水过程线（1962）序号时间流量序号时间流量月日时月日时1617033320142020223132116213034341221822404639123202380583942422254061046725242590712555261922430814732274215091

10、6875286188010189892981690112011003010152012221210311213701324130032141210141821400331610901541490341899816615603520920178165036228611810179037248231912191038202772可计算得到：典型洪水一天洪量为2575026060=1.854108m3即为W1D 。典型洪水三天洪量为5008126060=3.61108m3即为W3D 。3 频率放大法的公式如下：K1=W1P/W1D=2.2/1.854=1.186623517K3=W3P-W1P/W3

11、D-W1D=1.252847则计算出我们所需要的一天洪量放大比和三天洪量放大比。由K1和K3和典型洪水过程线我们可以得出设计洪水过程的表格。这是典型的洪水过程线同频率放大之后的设计洪水过程：日期时间流量K1K3设计洪水6.17033323131.252847392.14111143411.252847427.22082763911.252847489.86317783941.252847493.621718104671.252847585.079549125551.252847695.330085147321.252847917.084004168751.2528471096.24112518

12、9891.2528471239.0656832011001.2528471378.13172212101.2528471515.944872413001.2528471628.70116.18214001.2528471753.9858414901.2528471866.74203615601.2528471954.44132816501.2528472067.197551017901.1866235172124.0560951219101.1866235172266.4509171420201.1866235172396.9795041621301.1866235172527.5080911

13、822401.1866235172658.0366772023801.1866235172824.163972225401.1866235173014.0237322425901.1866235173073.3549086.19224301.1866235172883.495146421501.1866235172551.240561618801.1866235172230.852211816901.1866235172005.3937431015201.2528471904.327441213701.2528471716.400391412101.2528471515.94487161090

14、1.2528471365.60323189981.2528471250.341306209201.2528471152.61924228611.2528471078.701267248231.2528471031.0930816.20 27721.252847967.197884六月十八日二十四时的洪峰为2897.5m3/s4 设计洪水过程线为：二：设计洪水位首先由原始数据水库水位库容下泄流量曲线可以得知水库的库容曲线和蓄泄曲线。序号高程（吴淞：m）库容（106m3）下泄流量（m3/s）164131265160366195528467232769568273106666932013907703

15、751767871447217397252426081073605306711746903485127578238721376890422014779984575157811184950由于起调水位采用水库设计正常水位69.95m，当入库流量小于泄流能力时，按入库流量下泄；当入库流量大于等于泄流能力时，按泄流能力下泄。故在水位为69.95之前是按照来多少水泄多少水来进行调度的，根据内差法可以计算得出69.95m的水位对应的库容和下泄流量分别为：372.25106m3和1748.15m3/s。水位库容和泄流曲线表如下：水位库容及溢洪道泄流曲线表水库水位下泄流量库容GiqV总(m)(m3/s)(万

16、m3)69.951748.15372.257017673757121734477226085247330676057434856907538727827642208907745759987849501118水库的库容曲线和蓄泄曲线如下：得知以上数据后，进行水库的调洪计算，如下表：时段 序号时段长 dt (h)来水流量 Q (m3/s)平均流量 Qp (m3/s)来水量 Qp*dt (万m3)调洪下泄流量 q (m3/s)0200121748.15874.08629.331748.15221753.9861751.071260.771752.31321866.7421810.361303.461

17、830.96421954.4411910.591375.631937.66522067.1982010.821447.792035.69622124.0562095.631508.852116722266.4512195.251580.582222.22822396.982331.721678.842369.03922527.5082462.241772.822494.011022658.0372592.771866.82626.441122824.1642741.11973.592780.331223014.0242919.092101.752966.561322897.52955.7621

18、28.152952.071422883.4952890.52081.162869.431522551.2412717.371956.512665.351622230.8522391.051721.552297.521722005.3942118.121525.052057.061821904.3271954.861407.51920.121921716.41810.361303.461773.052021515.9451616.171163.641550.162121365.6031440.771037.361394.482221250.3411307.97941.741271.3523211

19、52.6191201.48865.071171.912421078.7011115.66803.281091.862521031.0931054.9759.531039.25262967.1979999.15719.39982.17续表下泄平均流量 qp (m3/s)下泄水量 qp*dt (万m3)余亏水量 dV (万m3)总库容 V总 (万m3)水库水位 （m)372.2569.95874.08629.330372.2569.951750.231260.170.6372.8569.9611791.641289.9813.49386.3470.1571884.311356.718.92405.

20、2670.421986.681430.4117.38422.6570.6622075.851494.6114.24436.8970.862169.111561.7618.82455.7171.1132295.631652.8525.985481.771.4512431.521750.69422.121503.8271.7382560.231843.36223.434527.2572.042703.391946.43727.155554.4172.3752873.452068.8832.867587.2772.7812959.322130.707-2.558584.7272.752910.752

21、095.74-14.582570.13372.572767.391992.521-36.016534.11772.1252481.441786.633-65.08469.03771.2862177.291567.649-42.6426.43770.7141988.591431.785-24.285402.15270.3771846.591329.541-26.079376.07370.0151661.611196.356-32.711343.36269.4251472.321060.07-22.713320.64969.0121332.92959.699-17.959302.6968.6851221.63879.574-14.508288.18268.4211131.89814.957-11.682276.568.2091065.56767.2-7.674268.82668.071010.71727.711-8.326260.567.918由调洪计算表可知调洪下泄过程线洪水位过程线和洪水流量过程线分别如下：由已经计算得出的结果可知：最高库水位为72.781 m ， 相应库容为587.27万M3 ，最大下泄流量为2959.32 m3/s 。