洪水计算(推理公式法)

1、工程名称：杨村乡防洪治理暴雨参数：时段（h）暴雨均值（mm）（查水文图册）Cv（查水文图册）Cs/Cv 1/617.50.33.51520.353.5692.880.483.524113.940.53.5流域特征值F（km2）L（km）J（）74.315.4936.56暴雨公式指数及参数（只有24h值）n1pn2pn3pS1pP=5%0.3580.5900.83886.840P=10%0.3650.6150.84476.440P=20%0.3740.6500.85365.520P=50%0.4040.7140.86148.3600.3860.6360.81889.9600.3810.6470.

2、83078.5200.3920.6590.84265.520流域产流参数u（公式查水文手册）u（均值）u=3.6F(-0.19)CvCs/CvKpu5%1.5878688390.233.51.42u10%1.31u20%1.18u50%0.971.331.241.14汇流参数m（公式查水文手册）（据值定公式）=1-30=30-300确认使用m1还是m2m15.89652334m1=0.3180.204m2=0.0550.72m1 or m20.5591042060.4029955390.559104206设计洪水计算（n1试算）(t=1/6-1h)：PS1p00n1p5.00%86.8403.

3、5672061924.0418866321.648252183012.25510.00%76.4403.6827988374.1978931281.688159675782.08020.00%65.5203.8274955534.396232471.740459089221.87450.00%48.3604.1293965814.8428534361.891729025661.54089.9603.5358660594.0461035081.714607559392.11278.5203.6581633494.193427211.726728506711.96965.5203.82749555

4、34.4288381361.792670423101.810设计洪水计算（n2试算）(t=1-6h)：PS2p00n2p5.00%86.8453.5671566084.4447483542.410460422112.25510.00%76.4443.682750824.6674809922.580125864652.08020.00%65.5233.8274502034.9668663772.835905204711.87450.00%48.3624.1293564955.6181788953.426515843861.54089.9643.535822434.4891375492.59830

5、3416622.11278.5243.6581196524.6994163222.723604591371.96965.5233.8274513084.9872107232.882651738891.810设计洪水计算（n3试算）(t=6-24h)：PS3p00n3p5.00%135.4563.1919673964.3413445333.421867794942.25510.00%115.1343.3243569614.583366363.613330503072.08020.00%94.1323.4960213984.9069399273.881026753141.87450.00%62.9

6、753.8655862395.6008717774.407182704571.540124.7823.2581460714.4150250263.371712027172.112108.9383.3706476834.6337040783.571574712501.96990.8943.5267468234.9341760293.831434638911.810各相应时段洪水总量计算：频率t=1/6-1h径流系数HtpQpWp（万m）Tp（h）汇流参数m（公式查水文手册）（据值定公式）=1-30=30-300确认使用m1还是m2P=5%0.81891.641032.125366.1537.58

7、P=10%0.85764.54883.404828.4637.58P=20%0.84633.76730.753955.4337.58P=50%0.83419.74489.252588.5037.580.85834.581030.755270.7737.580.83740.99889.954569.6437.580.79593.70709.473484.8737.58相应频率历时T0.33%Wp/Qp14.45361776T3.33%Wp/Qp14.7082237设计洪水过程线（t=1/6-1h）：P=0.33%P=33.3%xytQtQ000.000.000.000.000.110.051.5

8、951.611.6251.540.150.12.17103.212.21103.070.20.22.89206.422.94206.150.2450.43.54412.853.60412.300.3150.64.55619.274.63618.450.40.85.78825.705.88824.600.4950.957.15980.527.28979.210.618.671032.128.821030.750.70.9510.12980.5210.30979.210.8150.811.78825.7011.99824.600.9850.614.24619.2714.49618.451.2350

9、.417.85412.8518.16412.301.640.223.70206.4224.12206.152.10.130.35103.2130.89103.072.580.0537.2951.6137.9551.543.85055.650.0056.630.00基流计算：Q00.9709145920.1m/s，忽略不计设计洪水过程线图：t=1/6-1h30.00 25.00 20.00 15.00 10.00 5.00 0.00 0.00 10.00 20.00 30.00 40.00 50.00 60.00 P=0.33%P=3.33%30.00 25.00 20.00 15.00 10.

10、00 5.00 0.00 0.00 10.00 20.00 30.00 40.00 50.00 60.00 P=0.33%P=3.33%频率径流系数HtpQpWp（万m）Tp（h）P=5%27.47586.84181.109786226.7439697P=5%P=10%P=20%P=50%86.8453.5674.4452.41076.4443.6834.6672.58065.5233.8274.9672.83648.3624.1295.6183.42730.00 25.00 20.00 15.00 10.00 5.00 0.00 0.00 10.00 20.00 30.00 40.00 50

11、.00 60.00 P=0.33%P=3.33%30.00 25.00 20.00 15.00 10.00 5.00 0.00 0.00 10.00 20.00 30.00 40.00 50.00 60.00 P=0.33%P=3.33%2.2552.0801.8741.540 项目时段11月3日45月69月10月 项目时段11月3日45月69月10月设计短历时暴雨Htp（mm）P=5%P=10%P=20%P=50%27.47524.521.3516.62529.92525.922.0586.8476.4465.5248.3689.9678.5265.52181.109786152.31797

12、39122.5973936 80.802828 172.7509 147.67413120.7398573226.7439697189.1432109150.4030352 97.989856 222.1863 186.86438150.4030352J1/3F1/4m1m20.3318960342.93594018615.896523340.5591042 0.402996S2pS3p86.845135.456点面折减系数76.444115.13465.52394.1322574.310048.36262.9756h10.977650670.96689.964124.78224h10.990

13、797330.98678.524108.93865.52390.894水文比拟法upkm22底堡51112803170建和74.300353.93876.542.2552.0805.088062621.874684.459.211978466718.939.6760430691.5402.1121.9691.810杨村乡防洪治理n1Qp验算Qm0.0427963580.952924006-0.274557823 4.09575381.6561032.125.670.0459387070.949467422-0.275104022 4.25820631.697883.405.450.049772

14、1690.945250614-0.275803928 4.46503521.751730.755.200.060250270.933724703-0.2780955674.9360931.906489.254.700.0402514520.955723402-0.276682603 4.09712031.7231030.755.670.0432992210.952370857-0.276322519 4.25035751.736889.955.460.0495274580.945519796-0.277180269 4.49814481.804709.475.16n2Qp验算Qm0.06258

15、3380.931158282-0.293237899 4.53869142.440684.455.110.0702074960.922771754-0.29544121 4.77963952.618556.534.860.0810949610.910795542-0.298537945 5.10736482.888426.854.550.1091279380.879959268-0.304277079 5.84109583.523249.513.970.0609937380.932906888-0.297253542 4.58277552.633658.495.070.0682934930.9

16、24877158-0.2982842824.8101712.765542.534.830.0796375120.912398737-0.299299252 5.12595062.935420.704.53n3Qp验算Qm0.056959650.937344384-0.316245198 4.43109443.481753.395.240.0652817140.928190115-0.316836724 4.69286843.686598.844.950.0772515020.915023348-0.317716924 5.04736133.976447.524.600.107789440.88

17、1431616-0.318560988 5.83064234.562251.303.980.0570645340.937229012-0.31431296 4.50590913.428704.595.150.0645530580.928991636-0.315478224 4.74263693.641574.104.890.0763036590.916065975-0.3166090645.0730483.922438.524.58t=1-6ht=6-24h径流系数HtpQpWp（万m）Tp（h）径流系数Htp设计洪水计算（n1试算）(t=1/6-1h)：设计洪水计算（n2试算）(t=1-6h

18、)：设计洪水计算（n3试算）(t=6-24h)：各相应时段洪水总量计算：0.82384.41684.452342.0437.580.81243.840.81308.56556.531856.9937.580.79202.870.8232.86426.851384.1137.580.78160.680.79136.68249.51802.2537.580.77104.300.78336.95658.491952.7537.580.77241.030.77281.96542.531613.1137.580.76201.650.76225.77420.701274.8937.580.75161.48

19、T0.33%Wp/Qp9.512525756T0.33%Wp/QpT3.33%Wp/Qp8.938525149T3.33%Wp/Qp设计洪水过程线（t=1-6h）：设计洪水过程线（t=6-24h）：P=0.33%P=33.3%xytQtQx000.000.000.000.0000.110.051.0534.220.9812.480.110.150.11.4368.451.3424.950.150.20.21.90136.891.7949.900.20.2450.42.33273.782.1999.800.2450.3150.63.00410.672.82149.710.3150.40.83.8

20、1547.563.58199.610.40.4950.954.71650.234.42237.040.4950.615.71684.455.36249.510.60.70.956.66650.236.26237.040.70.8150.87.75547.567.28199.610.8150.9850.69.37410.678.80149.710.9851.2350.411.75273.7811.0499.801.2351.640.215.60136.8914.6649.901.642.10.119.9868.4518.7724.952.12.580.0524.5434.2223.0612.48

21、2.583.85036.620.0034.410.003.85t=1-6h20.00 18.00 16.00 14.00 12.00 10.00 8.00 6.00 4.00 2.00 0.00 0.00 5.00 10.00 15.00 20.00 25.00 30.00 35.00 40.00 45.00 P=0.33%P=3.33%20.00 18.00 16.00 14.00 12.00 10.00 8.00 6.00 4.00 2.00 0.00 0.00 5.00 10.00 15.00 20.00 25.00 30.00 35.00 40.00 45.00 P=0.33%P=3.

22、33%基流计算：0.1m/s，忽略不计设计洪水过程线图：t=1/6-1h30.00 25.00 20.00 15.00 10.00 5.00 0.00 0.00 10.00 20.00 30.00 40.00 50.00 60.00 P=0.33%P=3.33%30.00 25.00 20.00 15.00 10.00 5.00 0.00 0.00 10.00 20.00 30.00 40.00 50.00 60.00 P=0.33%P=3.33%径流系数HtpQpWp（万m）Tp（h）径流系数HtpP=10%P=20%P=50%24.521.3516.62576.4465.5248.3615

23、2.3179739122.597393680.8028276189.1432109150.403035297.9898562727.47586.84181.109786226.7424.576.44152.3179739189.1421.3565.52122.5973936150.4016.62548.3680.802827697.9930.00 25.00 20.00 15.00 10.00 5.00 0.00 0.00 10.00 20.00 30.00 40.00 50.00 60.00 P=0.33%P=3.33%30.00 25.00 20.00 15.00 10.00 5.00 0

24、.00 0.00 10.00 20.00 30.00 40.00 50.00 60.00 P=0.33%P=3.33%20.00 18.00 16.00 14.00 12.00 10.00 8.00 6.00 4.00 2.00 0.00 0.00 5.00 10.00 15.00 20.00 25.00 30.00 35.00 40.00 45.00 P=0.33%P=3.33%20.00 18.00 16.00 14.00 12.00 10.00 8.00 6.00 4.00 2.00 0.00 0.00 5.00 10.00 15.00 20.00 25.00 30.00 35.00 4

25、0.00 45.00 P=0.33%P=3.33%0.0630.931-0.2934.5392.440684.455.1150.0700.923-0.2954.7802.618556.534.8570.0810.911-0.2995.1072.888426.854.5450.1090.880-0.3045.8413.523249.513.974均值CVCS/CV设计洪峰流量Qp(m3/s)P=5%P=10%P=20%27.40.751.2366.1354.542.0464.21.8289.276.570.212800.523.526002150170053.82.3284.271.366.8均

26、值CVCS/CV设计洪峰流量Qp(m3/s)P=5%P=10%P=20%27.40.751.239.67.96.164.21.8217.314.913.612800.523.5684.5556.5470.153.82.3216.313.813.0查水文手册K5%K10%K20%K50%1.571.41.220.951.711.481.671.471.260.931.731.511.951.641.320.871.861.591.991.661.320.861.951.6451020502600215017001090718.93594.50470.07301.40杨村乡防洪治理m，0.5588

27、9160.55889160.55889160.55889160.55889160.55889160.5588916m，0.558891653.4624707253.4644.7739.160.558891644.765751650.558891639.155410210.558891635.853960860.558891631.799626050.558891626.34558840.558891620.48905108m，0.55889160.55889160.55889160.55889160.55889160.55889160.5588916QpWp（万m）Tp（h）设计洪水计算（n1

28、试算）(t=1/6-1h)：设计洪水计算（n2试算）(t=1-6h)：设计洪水计算（n3试算）(t=6-24h)：各相应时段洪水总量计算：验算验算验算t=6-24h753.391467.5037.58598.841190.7637.58447.52931.2337.58251.30596.7037.58704.591378.9637.58574.101138.6637.58438.52899.8537.585.4150325646.600808023P=0.33%P=33.3%ytQtQ00.000.000.000.000.050.6037.670.7335.230.10.8175.340.9

29、970.460.21.08150.681.32140.920.41.33301.361.62281.840.61.71452.042.08422.750.82.17602.722.64563.670.952.68715.723.27669.3613.25753.393.96704.590.953.79715.724.62669.360.84.41602.725.38563.670.65.33452.046.50422.750.46.69301.368.15281.840.28.88150.6810.83140.920.111.3775.3413.8670.460.0513.9737.6717.

30、0335.23020.850.0025.410.00t=6-24h14.00 12.00 10.00 8.00 6.00 4.00 2.00 0.00 0.00 10.00 20.00 30.00 40.00 50.00 60.00 P=0.33%P=3.33%14.00 12.00 10.00 8.00 6.00 4.00 2.00 0.00 0.00 10.00 20.00 30.00 40.00 50.00 60.00 P=0.33%P=3.33%设计洪水过程线图：设计洪水过程线（t=6-24h）：t=1-6h20.00 18.00 16.00 14.00 12.00 10.00 8.0

31、0 6.00 4.00 2.00 0.00 0.00 5.00 10.00 15.00 20.00 25.00 30.00 35.00 40.00 45.00 P=0.33%P=3.33%20.00 18.00 16.00 14.00 12.00 10.00 8.00 6.00 4.00 2.00 0.00 0.00 5.00 10.00 15.00 20.00 25.00 30.00 35.00 40.00 45.00 P=0.33%P=3.33%QpWp（万m）Tp（h）20.00 18.00 16.00 14.00 12.00 10.00 8.00 6.00 4.00 2.00 0.00

32、 0.00 5.00 10.00 15.00 20.00 25.00 30.00 35.00 40.00 45.00 P=0.33%P=3.33%20.00 18.00 16.00 14.00 12.00 10.00 8.00 6.00 4.00 2.00 0.00 0.00 5.00 10.00 15.00 20.00 25.00 30.00 35.00 40.00 45.00 P=0.33%P=3.33%14.00 12.00 10.00 8.00 6.00 4.00 2.00 0.00 0.00 10.00 20.00 30.00 40.00 50.00 60.00 P=0.33%P=3

33、.33%14.00 12.00 10.00 8.00 6.00 4.00 2.00 0.00 0.00 10.00 20.00 30.00 40.00 50.00 60.00 P=0.33%P=3.33%0.5590.5590.5590.5591.261.261.31.32杨村乡防洪治理查水文手册35.8531.8026.3520.49概化模型P=0.33%P=3.33%时程流量时程流量XY（小时）（m3/s）（小时）（m3/s）000.000.000.000.000.110.050.6037.670.7335.230.150.10.8175.340.9970.460.20.21.08150.

34、681.32140.920.2450.41.33301.361.62281.840.3150.61.71452.042.08422.750.40.82.17602.722.64563.670.4950.952.68715.723.27669.360.613.25753.393.96704.590.70.953.79715.724.62669.360.8150.84.41602.725.38563.670.9850.65.33452.046.50422.751.2350.46.69301.368.15281.841.640.28.88150.6810.83140.922.10.111.3775.

35、3413.8670.462.580.0513.9737.6717.0335.233.85020.850.0025.410.00t=6-24h14.00 12.00 10.00 8.00 6.00 4.00 2.00 0.00 0.00 10.00 20.00 30.00 40.00 50.00 60.00 P=0.33%P=3.33%14.00 12.00 10.00 8.00 6.00 4.00 2.00 0.00 0.00 10.00 20.00 30.00 40.00 50.00 60.00 P=0.33%P=3.33%14.00 12.00 10.00 8.00 6.00 4.00 2

36、.00 0.00 0.00 10.00 20.00 30.00 40.00 50.00 60.00 P=0.33%P=3.33%14.00 12.00 10.00 8.00 6.00 4.00 2.00 0.00 0.00 10.00 20.00 30.00 40.00 50.00 60.00 P=0.33%P=3.33%工程名称：杨村乡防洪治理暴雨参数：时段（h）暴雨均值（mm）（查水文图册）Cv（查水文图册）Cs/Cv 1/617.50.33.51520.353.5695.000.483.524115.000.53.5流域特征值F（km2）L（km）J（）44.0711.513859.62

37、暴雨公式指数及参数（只有24h值）n1pn2pn3pS1pP=5%0.3580.5770.84886.840P=10%0.3650.6030.85376.440P=20%0.3740.6380.86265.520P=50%0.4040.7010.87148.3600.3860.6230.82889.9600.3810.6350.84078.5200.3920.6460.85165.520流域产流参数u（公式查水文手册）u（均值）u=3.6F(-0.19)CvCs/CvKpu5%1.7535385630.233.51.42u10%1.31u20%1.18u50%0.971.331.241.14汇

38、流参数m（公式查水文手册）（据值定公式）=1-30=30-300确认使用m1还是m2m11.43893507m1=0.3180.204m2=0.0550.72m1 or m20.5228026510.3179803750.522802651设计洪水计算（n1试算）(t=1/6-1h)：PS1p00n1p5.00%86.8402.74515353.03143041.487044178422.49010.00%76.4402.8341081423.1466345391.519565939292.29720.00%65.5202.9454599053.2928889731.562053448382.

39、06950.00%48.3603.1777886853.6187198441.681588739401.70189.9602.7210356123.027844651.533195206932.33278.5202.8151498333.1392764631.546365660292.17465.5202.9454599053.3125309681.599658682211.999设计洪水计算（n2试算）(t=1-6h)：PS2p00n2p5.00%86.8452.7451141683.254725761.976132040082.49010.00%76.4442.8340699793.409

40、2422272.094060174582.29720.00%65.5232.9454237463.6151962822.269532422942.06950.00%48.3623.1777564784.0625481662.671232201231.70189.9652.7210008743.2731632782.093900089002.33278.5242.8151150033.4221591952.183817131612.17465.5232.9454245973.6270202472.299366940391.999设计洪水计算（n3试算）(t=6-24h)：PS3p00n3p5.0

41、0%140.9662.4320262493.088408722.600555030442.49010.00%119.8162.5328966083.2590405832.740874969572.29720.00%97.9602.6636913073.4865366112.935224652382.06950.00%65.5372.9452704353.9775943163.326451792951.701129.8572.4824491563.1475470432.584446047252.332113.3692.568166473.2997791712.725503983732.17494

42、.5912.6871016473.5101412012.911802856731.999各相应时段洪水总量计算：频率t=1/6-1h径流系数HtpQpWp（万m）Tp（h）汇流参数m（公式查水文手册）（据值定公式）=1-30=30-300确认使用m1还是m2P=5%0.81819.91678.692926.8232.98P=10%0.85703.70582.322636.0432.98P=20%0.84584.03483.212162.0232.98P=50%0.83388.32326.931420.3932.980.85770.25684.152885.3232.980.83683.4658

43、9.792499.9732.980.79548.41472.021909.3032.98相应频率历时T0.33%Wp/Qp11.98861363T3.33%Wp/Qp12.07811297设计洪水过程线（t=1/6-1h）：P=0.33%P=33.3%xytQtQ000.000.000.000.000.110.051.3233.931.3334.210.150.11.8067.871.8168.420.20.22.40135.742.42136.830.2450.42.94271.482.96273.660.3150.63.78407.213.80410.490.40.84.80542.954

44、.83547.320.4950.955.93644.765.98649.940.617.19678.697.25684.150.70.958.39644.768.45649.940.8150.89.77542.959.84547.320.9850.611.81407.2111.90410.491.2350.414.81271.4814.92273.661.640.219.66135.7419.81136.832.10.125.1867.8725.3668.422.580.0530.9333.9331.1634.213.85046.160.0046.500.00基流计算：Q00.58071734

45、40.1m/s，忽略不计设计洪水过程线图：t=1/6-1h30.00 25.00 20.00 15.00 10.00 5.00 0.00 0.00 10.00 20.00 30.00 40.00 50.00 60.00 P=0.33%P=3.33%30.00 25.00 20.00 15.00 10.00 5.00 0.00 0.00 10.00 20.00 30.00 40.00 50.00 60.00 P=0.33%P=3.33%30.00 25.00 20.00 15.00 10.00 5.00 0.00 0.00 10.00 20.00 30.00 40.00 50.00 60.00

46、P=0.33%P=3.33%频率径流系数HtpQpWp（万m）Tp（h）30.00 25.00 20.00 15.00 10.00 5.00 0.00 0.00 10.00 20.00 30.00 40.00 50.00 60.00 P=0.33%P=3.33%30.00 25.00 20.00 15.00 10.00 5.00 0.00 0.00 10.00 20.00 30.00 40.00 50.00 60.00 P=0.33%P=3.33%30.00 25.00 20.00 15.00 10.00 5.00 0.00 0.00 10.00 20.00 30.00 40.00 50.00

47、 60.00 P=0.33%P=3.33%设计短历时暴雨Htp（mm）P=5%P=10%P=20%P=50%27.47524.521.3516.62529.92525.922.0586.8476.4465.5248.3689.9678.5265.52185.25155.8125.482.65176.7151.05123.5228.85190.9151.898.9224.25188.6151.8J1/3F1/4m1m20.3906585412.57653331711.438935070.52280270.31798S2pS3p86.845140.966点面折减系数76.444119.81665.

48、52397.9602574.310048.36265.5376h10.977650670.96689.965129.85724h10.990797330.98678.524113.36965.52394.591水文比拟法upkm22底堡51112803170建和74.300353.93876.542.4902.2975.088062622.069684.4515.53097345718.9316.31336511.7012.3322.1741.999杨村乡防洪治理n1Qp验算Qm0.042639070.953097023-0.274557823 3.07167791.494678.695.10

49、0.0456652130.949768266-0.275104022 3.19156561.527582.324.910.0493309330.945735974-0.275803928 3.34395051.571483.214.690.0591453430.934940123-0.278095567 3.68705711.694326.934.250.0397479710.956277231-0.2766826033.0655311.541684.155.110.0428221940.952895587-0.276322519 3.18141131.554589.794.930.04880

50、60440.946313351-0.277180269 3.36358631.609472.024.66n2Qp验算Qm0.0566597850.937674237-0.292157242 3.31649711.998499.414.730.0629262290.930781149-0.2943442833.4819892.121411.024.500.0716701820.9211628-0.297417946 3.70457922.305320.794.230.093949570.896655473-0.303113688 4.19912062.734194.333.730.0542814

51、320.940290425-0.296143142 3.33338862.118489.364.700.0604716040.933481235-0.297166182 3.49288122.212405.924.490.070150980.922833922-0.298173545 3.71491792.335317.234.22n3Qp验算Qm0.0459363410.949470025-0.317211817 3.13962652.637621.824.990.0525483810.942196781-0.317806968 3.32129722.785496.534.720.06199

52、94590.931800595-0.318692575 3.56591322.993373.674.400.0863341570.905032428-0.319541838 4.10646483.420212.473.820.0464161950.948942186-0.3152677863.1999842.620576.214.900.0522745330.942498013-0.316440153 3.36220032.769472.804.660.0615364120.932309947-0.317577912 3.58914962.967364.094.37t=1-6ht=6-24h径

53、流系数HtpQpWp（万m）Tp（h）径流系数Htp设计洪水计算（n1试算）(t=1/6-1h)：设计洪水计算（n2试算）(t=1-6h)：设计洪水计算（n3试算）(t=6-24h)：各相应时段洪水总量计算：0.82380.79499.411376.0632.980.81240.210.81306.67411.021094.7032.980.79200.000.8232.49320.79819.6832.980.78158.600.79137.59194.33479.0432.980.77103.060.78335.79489.361154.2532.980.77236.840.77281.4

54、1405.92954.9432.980.76198.450.76225.67317.23755.8532.980.75159.15T0.33%Wp/Qp7.659964389T0.33%Wp/QpT3.33%Wp/Qp6.85288559T3.33%Wp/Qp设计洪水过程线（t=1-6h）：设计洪水过程线（t=6-24h）：P=0.33%P=33.3%xytQtQx000.000.000.000.0000.110.050.8424.970.759.720.110.150.11.1549.941.0319.430.150.20.21.5399.881.3738.870.20.2450.41.88

55、199.761.6877.730.2450.3150.62.41299.642.16116.600.3150.40.83.06399.532.74155.460.40.4950.953.79474.443.39184.610.4950.614.60499.414.11194.330.60.70.955.36474.444.80184.610.70.8150.86.24399.535.59155.460.8150.9850.67.55299.646.75116.600.9851.2350.49.46199.768.4677.731.2351.640.212.5699.8811.2438.871.

56、642.10.116.0949.9414.3919.432.12.580.0519.7624.9717.689.722.583.85029.490.0026.380.003.85t=1-6h20.00 18.00 16.00 14.00 12.00 10.00 8.00 6.00 4.00 2.00 0.00 0.00 5.00 10.00 15.00 20.00 25.00 30.00 35.00 40.00 45.00 P=0.33%P=3.33%P=5%20.00 18.00 16.00 14.00 12.00 10.00 8.00 6.00 4.00 2.00 0.00 0.00 5.

57、00 10.00 15.00 20.00 25.00 30.00 35.00 40.00 45.00 P=0.33%P=3.33%20.00 18.00 16.00 14.00 12.00 10.00 8.00 6.00 4.00 2.00 0.00 0.00 5.00 10.00 15.00 20.00 25.00 30.00 35.00 40.00 45.00 P=0.33%P=3.33%基流计算：0.1m/s，忽略不计设计洪水过程线图：t=1/6-1h30.00 25.00 20.00 15.00 10.00 5.00 0.00 0.00 10.00 20.00 30.00 40.00

58、50.00 60.00 P=0.33%P=3.33%30.00 25.00 20.00 15.00 10.00 5.00 0.00 0.00 10.00 20.00 30.00 40.00 50.00 60.00 P=0.33%P=3.33%30.00 25.00 20.00 15.00 10.00 5.00 0.00 0.00 10.00 20.00 30.00 40.00 50.00 60.00 P=0.33%P=3.33%径流系数HtpQpWp（万m）Tp（h）径流系数Htp30.00 25.00 20.00 15.00 10.00 5.00 0.00 0.00 10.00 20.00

59、30.00 40.00 50.00 60.00 P=0.33%P=3.33%30.00 25.00 20.00 15.00 10.00 5.00 0.00 0.00 10.00 20.00 30.00 40.00 50.00 60.00 P=0.33%P=3.33%30.00 25.00 20.00 15.00 10.00 5.00 0.00 0.00 10.00 20.00 30.00 40.00 50.00 60.00 P=0.33%P=3.33%20.00 18.00 16.00 14.00 12.00 10.00 8.00 6.00 4.00 2.00 0.00 0.00 5.00 1

60、0.00 15.00 20.00 25.00 30.00 35.00 40.00 45.00 P=0.33%P=3.33%P=5%20.00 18.00 16.00 14.00 12.00 10.00 8.00 6.00 4.00 2.00 0.00 0.00 5.00 10.00 15.00 20.00 25.00 30.00 35.00 40.00 45.00 P=0.33%P=3.33%20.00 18.00 16.00 14.00 12.00 10.00 8.00 6.00 4.00 2.00 0.00 0.00 5.00 10.00 15.00 20.00 25.00 30.00 3