水文计算通用表格

一流域特征值流域面积F=103.8河道比降i=0.013河道长度L=二径流计算该地区平均径流深R离差系数Cv0.5频率50%75%90%模比系数Kp0.90.640.46年径流深Rp1359669年径流总量Wp1401.3996.48716.22三洪水计算如果本流域或邻近流域无实测水文资料，可根据《河南省中小流域设计暴雨洪水图集》（84版）及《河南省暴雨参数图集》（05版）查算计算方法：根据“84图集”和“05图集”附图，在流域重心处读得各时段点暴雨均值和相应的变差系数，以Cs=3.5Cv查P—Ⅲ型曲线模比系数，计算设计频率点暴雨量，再根据流域面积查附图求得点面折减系数，计算面暴雨量。a设计点雨量采用公式：Htp=Ht*Kp，根据不同历时的设计点雨量通过暴雨递减指数计算，计算公式见下：t＜1h，Htp=H1p*t（1-n1）；t=1-6h，Htp=H1p*t（1-n2）；t=6-24h，Htp=H24p*24（n3-1）*t（1-n3）。频率(P）时段（t）10min1h6h24h变差系数Cv0.480.550.620.6偏态系数Cs1.681.9252.172.1模比系数Kp1.952.12.152.2点雨量均值Ht16406090设计频率点雨量Htp31.284129198频率(P）时段（t）10min1h6h24h变差系数Cv0.450.50.650.6偏态系数Cs1.5751.752.2752.1模比系数Kp1.881.992.32.2点雨量均值Ht16356595设计频率点雨量Htp30.0869.65149.5209b点面折减系数历时10min1h6h24h点面折减系数a10.840.860.88大于50时折减系数10.840.860.88c设计面雨量84图集05图集5%河南省图集水文计算程序1505%频率(P）时段（t）10min1h6h24h设计面雨量HP（84图集）31.270.56110.94174.24设计面雨量HP（05图集）30.0858.506128.57183.9284和05比较1.1212.054-17.63-9.68与84相差的百分比3.58974417.0833333-15.891473-5.555556d暴雨递减指数n计算公式采用：n1p=1-1.285Lg（（a*H1p）/（a*H10p））；n2p=1-1.285Lg（（a*H6p）/（a*H1p））；n1p=1-1.661Lg（（a*H24p）/（a*H6p））其中：H10p、H1p、H6p、H24p分别为同一频率年最大10分钟、1小时、6小时、24小时点雨量，a为暴雨点面折减系数。频率(P）5%3.33%2%1%暴雨递减指数n1p0.5450.5390.5340.524暴雨递减指数n2p0.7470.7130.7050.697暴雨递减指数n3p0.6740.7110.7790.781频率(P）5%3.33%2%1%暴雨递减指数n1p0.6290.6260.6200.614暴雨递减指数n2p0.5610.5440.5330.514暴雨递减指数n3p0.7420.7490.8110.81684图集05图集5%21.6水文分区Ⅵ偏态系数Cs1.25如果本流域或邻近流域无实测水文资料，可根据《河南省中小流域设计暴雨洪水图集》（84版）及《河南省暴雨参数图集》（05版）查算计算方法：根据“84图集”和“05图集”附图，在流域重心处读得各时段点暴雨均值和相应的变差系数，以Cs=3.5Cv查P—Ⅲ型曲线模比系数，计算设计频率点暴雨量，再根据流域面积查附图求得点面折减系数，计算面暴雨量。采用公式：Htp=Ht*Kp，根据不同历时的设计点雨量通过暴雨递减指数计算，计算公式见下：t＜1h，Htp=H1p*t（1-n1）；t=1-6h，Htp=H1p*t（1-n2）；t=6-24h，Htp=H24p*24（n3-1）*t（1-n3）。10min1h6h24h10min1h6h24h0.480.550.620.60.480.550.620.61.681.9252.172.11.681.9252.172.12.152.342.552.482.352.582.852.76164060901640609034.493.6153223.237.6103.2171248.410min1h6h24h10min1h6h24h0.450.50.650.60.450.50.650.61.5751.752.2752.11.5751.752.2752.12.072.22.622.482.252.422.942.76163565951635659533.1277170.3235.63684.7191.1262.22%84图集05图集2%河南省图集水文计算程序3.33%3.33%10min1h6h24h10min1h6h24h34.478.624131.58196.41637.686.688147.06218.59233.1264.68146.458207.3283671.148164.346230.7361.2813.944-14.878-10.9121.615.54-17.286-12.1443.7209302317.73504-11.3072-5.555564.25531917.92636-11.7544-5.55556计算公式采用：n1p=1-1.285Lg（（a*H1p）/（a*H10p））；n2p=1-1.285Lg（（a*H6p）/（a*H1p））；n1p=1-1.661Lg（（a*H24p）/（a*H6p））其中：H10p、H1p、H6p、H24p分别为同一频率年最大10分钟、1小时、6小时、24小时点雨量，a为暴雨点面折减系数。0.50%0.20%最大值最小值0.5150.5110.6930.6840.7470.6840.7840.7860.7860.6740.50%0.20%0.6090.6030.5030.4880.5610.4880.8200.8240.8240.74284图集05图集3.33%2%计算方法：根据“84图集”和“05图集”附图，在流域重心处读得各时段点暴雨均值和相应的变差系数，以Cs=3.5Cv查P—Ⅲ型曲线模比系数，计算设计频率点暴雨量，再根据流域面积查附图求得点面折减系数，计算面暴雨量。采用公式：Htp=Ht*Kp，根据不同历时的设计点雨量通过暴雨递减指数计算，计算公式见下：t＜1h，Htp=H1p*t（1-n1）；t=1-6h，Htp=H1p*t（1-n2）；t=6-24h，Htp=H24p*24（n3-1）*t（1-n3）。10min1h6h24h10min1h6h24h10min0.480.550.620.60.480.550.620.60.481.681.9252.172.11.681.9252.172.11.682.652.963.323.22.943.343.773.623.3516406090164060901642.4118.4199.228847.04133.6226.2325.853.610min1h6h24h10min1h6h24h10min0.450.50.650.60.450.50.650.60.451.5751.752.2752.11.5751.752.2752.11.5752.522.743.443.22.793.063.923.623.1416356595163565951640.3295.9223.630444.64107.1254.8343.950.241%0.50%0.50%0.20%1%0.20%10min1h6h24h10min1h6h24h10min42.499.456171.312253.4447.04112.224194.532286.70453.640.3280.556192.296267.5244.6489.964219.128302.63250.242.0818.9-20.984-14.082.422.26-24.596-15.9283.364.9056619.00338-12.249-5.555565.10204119.83533-12.6437-5.555566.2686570.50%0.20%1%1h6h24h0.550.620.61.9252.172.13.834.394.2406090153.2263.43781h6h24h0.50.650.61.752.2752.13.484.584.2356595121.8297.73990.20%0.20%1h6h24h128.688226.524332.64102.312256.022351.1226.376-29.498-18.4820.49608-13.022-5.555560.20%ⅠⅡⅢⅣⅤⅥ设计洪水计算一设计洪水总量计算方法：一般用24小时降雨量查山丘次降雨径流关系P+Pa～R求得。P为24小时设计雨量，Pa为设计前期影响雨量，50年一遇以上暴雨Pa=Imax，10-20年一遇暴雨Pa=2/3Imax，各水文分区最大初损值Imax见附图附。计算公式：W24=1000RF；其中R为24小时净雨深（mm）；F为流域面积（km2）。水文分区Ⅵ-1流域面积103.8最大初损值Imax设计频率5%3.33%2%1%0.50%0.20%…设计雨量P24174.24196.416218.592253.44286.704332.64前期影响雨量Pa404060606060P24+Pa214.24236.416278.592313.44346.704392.64净雨深R24100116152164208250净雨深R663.670877.7089102.26110.855141.13170.25洪水总量W2410381204.081577.761702.322159.042595设计频率5%3.33%2%1%0.50%0.20%设计雨量P24183.92207.328230.736267.52302.632351.12前期影响雨量Pa404060606060P24+Pa223.92247.328290.736327.52362.632411.12净雨深R24114132152194222266净雨深R679.6921593.2458108.265139.449160.744193.96洪水总量W24118332001.4E+071.6E+072E+072.3E+073E+07二净雨时程分配净雨时程分配采用84图集说明中表3分配计算，见下表。1-4567890.4-0.50.51-0.60.7474594780.61-0.70.560608080.71-0.8R24-R6n3p＜0.64568884图集历时暴雨时段递减指数净雨05图集大于等于50年以上低于50年以下4060R6n2p24小时净雨概化时程分配表0.7855845790.61-0.76690.823725908＞0.7610备注:24小时净雨R24由降雨径流关系P+Pa-R查得；6小时净雨R6由R24×H6p/H24p计算。频率R1-456789R6R24-R6000610R6R24-R60002.17983.633R6R24-R60002.29753.829R6R24-R6000298.44497.4R6R24-R60003.18875.314R6R24-R60004.01226.687R6R24-R60004.78527.975频率R1-456789R6R24-R6000610R6R24-R60002.05853.431R6R24-R60002.32533.875R6R24-R6000262.41437.4R6R24-R60003.27315.455R6R24-R60003.67536.126R6分配比例5%3.33%2%1%0.50%0.20%24小时净雨概化时程分配表(84图集）2%1%0.50%0.20%24小时净雨概化时程分配表(05图集）分配比例5%