安徽84办法洪水计算.xls
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安徽84办法洪水计算.xls
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HV曲线130.00125.00120.00115.00110.00105.00100.0095.0090.0085.0080.0075.0070.0065.0060.0055.0050.0045.0040.0035.0030.0025.0020.0015.0010.005.000.0040414243444546474849505152535455565758y=1.29E-05x2-0.0031x+0.3072H(m)V(万m3)HV曲线130.00125.00120.00115.00110.00105.00100.0095.0090.0085.0080.0075.0070.0065.0060.0055.0050.0045.0040.0035.0030.0025.0020.0015.0010.005.000.0040414243444546474849505152535455565758y=1.29E-05x2-0.0031x+0.3072H(m)V(万m3)基基本本数数据据(绿绿色色区区):
):
工程名称:
殷坳水库设计频率(%)P=5H24点均=110a24=1.00地区分区:
皖南地区集雨面积(Km2)F=0.56Cv24=0.58a1=1.00地形类别:
(江淮)丘陵干流长度(Km)L=0.85H1点均=46校核频率(%)P=0.5流域平均宽度(km)B=0.85Cv1=0.49干流平均坡降()J=71.7殷坳水库洪水计算过程:
设计频率(%)P=5校核频率(%)P=0.51、流域特征值:
集雨面积(Km2)F=0.560.56流域平均宽度(km)B=0.850.85干流平均坡降()J=71.771.72、查读流域中心处的H及Cv值:
H24点均=110110Cv24=0.580.58H1点均=4646Cv1=0.490.493、根据P、Cv值,查Kp值:
Kp24=2.163.51Kp1=1.973求点暴雨量H24、H1:
H24=Kp24H24点均=237.6386.1H1=Kp1H1点均=90.621384、计算面雨量值P24、P1:
P24=a24H24=237.6386.1P1=a1H1=90.62138P1/P24=0.380.365、根据地形类别及P值,查损失量=8060计算面净雨量R24R24=P24-157.6326.16、由P1/P24,查n及R3/R24:
n=0.70.68R3/R24=0.530.51计算R3:
R3=R3/R24XR24=841667、计算瞬时单位线参数k江淮之间山丘区:
F/J2=0.00010.0001a=0.34(F/J2)-0.12=1.021.02a值大于0.55时,取a=0.55a值小于0.2时,取a=0.2若F/J2=1k=1.13(F/J2)0.12x(R3/30)-a=0.220.15皖南山丘区:
F/J=0.010.01B=0.55(F/J)-0.05=0.700.70B值大于0.65时,取B=0.65k=6(F/J)0.16x(R3)-B=0.160.18、流量模过程*系数FxR24/1000=0.090.18流域形状系数f=B2/F=1.291.29洪峰无需修正洪峰无需修正洪洪水水过过程程线线表表时段设计频率(%)P=5校核频率(%)P=0.5T(h)流量模q(m3/s)Q(m3/s)流量模q(m3/s)Q(m3/s)00.00.000.00.0014.10.374.40.7924.70.424.90.8834.70.424.90.8846.20.566.51.1756.40.586.71.2166.40.586.71.21710.60.9511.12.00811.11.0011.72.11911.11.0011.72.111026.12.3526.04.6811130.811.77122.722.091217.41.5717.33.11136.90.627.31.31147.70.698.01.44157.70.698.01.44165.40.495.61.01175.10.465.40.97185.10.465.30.95194.00.364.10.74203.80.344.00.72213.80.344.00.72223.80.344.00.72233.80.344.00.72243.80.344.00.72250.40.040.40.07洪峰流量(m3/s)11.822.1洪水总量(万m3)9.719.4cvp求Kpp求Kp0.5852.16(24h)0.53.51(24h)0.4951.97(1h)0.53(1h)P-IIIP-III型型曲曲线线的的模模比比系系数数KpKp值值表表(Cs=3.5Cv)Cs=3.5Cv)pcv0.010.10.20.330.5120.454.273.403.142.942.792.522.250.464.373.483.213.002.842.562.280.474.483.553.283.062.892.602.320.484.603.633.353.122.942.652.350.494.713.713.423.183.002.692.380.504.823.783.483.243.062.742.420.525.063.953.623.363.162.832.480.545.304.113.763.483.282.912.550.555.414.203.833.553.342.962.580.565.554.283.913.613.393.012.620.585.804.454.053.743.513.102.690.606.064.624.203.873.623.202.76F求a24求a10.56#N/A#N/A2424、11小小时时暴暴雨雨点点面面关关系系表表F10501003005001000a241.000.980.970.920.880.84a11.000.980.960.900.840.70地形类别P求损失量P求损失量(江淮)丘陵5800.560不不同同地地区区损损失失量量、地地下下水水量量表表单单位位mmmmP=2%(P=50=50年年一一遇遇)P=5%(P=5%(重重现现期期=20=20年年一一遇遇)分区地形类别损失地下水合计损失地下水合计皖南地区(皖南)山区104050304070(皖南)丘陵204060404080江淮地区(江淮)深山103040303060(江淮)浅山203050403070(江淮)丘陵303060503080P1/P24求n求R3/R24P1/P24求n0.380.70.530.360.68不不同同nn历历时时暴暴雨雨(净净雨雨)与与2424小小时时暴暴雨雨(或或净净雨雨)比比值值表表P1/P24(R1/R24)nP3/P24(R3/R24)0.200.490.350.210.510.360.220.520.370.230.540.380.240.550.390.250.560.400.260.580.410.270.590.420.280.600.430.290.610.440.300.620.450.310.630.460.320.640.470.330.650.480.340.660.490.350.670.500.360.680.510.370.690.520.380.700.530.400.710.550.410.720.560.420.730.570.440.740.590.450.750.60P1/P24求n求R3/R2411.7#N/A#N/AKK值值计计算算表表一、江淮之间山丘区:
F/J2=#DIV/0!
A=0.34(F/J2)-0.12=#DIV/0!
A值大于0.55时,取A=0.55A值小于0.2时,取A=0.2F/J2=1k=1.13(F/J2)0.12x(R3/30)-A=#DIV/0!
皖南山丘区:
B=0.55(F/J)-0.05=B值大于0.55时,取B=0.55k=6(F/J)0.16x(R3)-B=f1.29洪洪峰峰修修正正系系数数表表f=B2/F0.150.20.250.30.40.51.41.5洪峰修正系数0.800.850.870.900.951.001.05510201.881.601.311.901.611.311.931.621.321.951.641.321.971.651.301.991.661.322.031.691.332.071.711.342.101.721.342.121.731.352.161.751.352.201.771.35求R3/R240.51不不同同nn历历时时暴暴雨雨(净净雨雨)与与2424小小时时暴暴雨雨(或或净净雨雨)比比值值表表1.7521.101.15按规范附录A.1.6规定,对于丘陵、平原区水库,当W26.5m/s,D7500m时可采用鹤地公式计算:
波高:
波长:
标准水位边坡m平均水深H风速W风区长度D累积频率为2%的波高(m)h2%平均波高hm波长Lm糙率渗透性系数KW/(9.8H)0.5经验系数Kw斜向来波折减系数K平均波浪爬高Rm波浪爬高(4、5级坝)R5%水面壅高e安全加高Ammm/smmmmmmmmm设计2048.142.58.14213000.880.394.480.82.351.13619588210.4490.8300.50校核20048.652.58.65143000.480.212.990.81.521.02246862110.2430.4500.30注:
采用土石坝规范SL274-2001计算。
1暂未计算e值,2暂未完全输入公式计算3/1)2(6/100625.02%2WgDWWgh1/20.0386()22mgLgDWWmmWmLhmKKR21超高y计算堤顶高程选用堤顶高程mmm1.3349.470.7549.40溢洪道设计规范SL253-2000附录PAGE45q=mB2gH01.5过堰流量B3.00*收缩系数0.93*流量系数m0.38*溢洪水深H0.00q=mB2gH01.50.00水位Z(m)堰上水头h(m)下泄流量q库容V(万m3)V/t+q/2(m3/s)46.50.00.0029.080.5646.60.10.153083.4146.70.20.423186.3246.80.30.773289.2746.90.41.1932.590.87470.51.6633.593.8947.10.62.183495.5347.20.72.7534.597.2147.30.83.363598.9047.40.94.0135.5100.6247.51.04.6936.5103.7347.61.15.4237105.49库库容容曲曲线线水位(m)库容(万m3)面积(万m2)400.002.004520.006.005060.0010.0055125.6016.26402.140.53.5415.041.56.6428.442.510.44312.543.514.94417.444.520.14523.045.526.14629.446.533.04736.747.540.74844.948.549.44954.049.559.05064.250.569.65175.351.581.35287.552.594.153100.953.5108.054115.454.5123.155131.155.054.554.053.553.052.552.051.551.050.550.049.549.048.548.047.547.046.546.045.545.044.544.043.543.042.542.041.541.040.540.00.005.0010.0015.0020.0025.0030.0035.0040.0045.0050.0055.0060.0065.0070.0075.0080.0085.0090.0095.00100.00105.00110.00115.00120.00125.00130.00135.00y=0.0075x2-0.608x+15.173355.054.554.053.553.052.552.051.551.050.550.049.549.048.548.047.547.046.546.045.545.044.544.043.543.042.542.041.541.040.540.00.005.0010.0015.0020.0025.0030.0035.0040.0045.0050.0055.0060.0065.0070.0075.0080.0085.0090.0095.00100.00105.00110.00115.00120.00125.00130.00135.00y=0.0075x2-0.608x+15.1733
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