Cv10.41均值H1(mm)57Cv60.52均值H6(mm)102Cv240.54均值H24(mm)159KP24H24P(mm)KP6H6P(mm)KP1H1P(mm)2.92464.282.83288.662.35133.95n1-60.5715H3p(mm)214.48t13624点雨量(mm)133.95214.48288.66464.28点面折减系数at0.8250.8590.90.954面雨量(mm)110.51184.23259.79442.92时程12345雨量6.106.106.106.106.10时程1314151617雨量36.8636.86110.5125.1925.19净雨平均强度i(mm/小时)18.46稳定入渗率fc(mm/小时)6H24-H6110.5173.7375.5624小时雨型表计算分配1、查算设计流域各种历时的暴雨参数2、从附表查得各种历时的Kp值,计算各种历时降雨量3、计算1-6小时的暴雨递减指数n1-64、计算3小时的设计降雨量5、计算各种历时面雨量(当流域面积<10km2时,可直接采用点雨量代表面雨量;当流域面积大于10km2时,需根据暴雨点面折减系数关系表,查得暴雨点面折减系数α ,乘以相应的点面雨量即得)6、计算24小时设计雨量的时程分配(根据24小时设计雨型表,即附表3计算得到)H1H3-H1H6-H3183.137、设计净雨查附图7,得fc(1)计算次净雨平均强度因不扣损,将上面所求的雨量过程就作为24小时设计净雨过程时段序号12345时段净雨6.106.106.106.106.10时段地下净雨Rfi66666时段地表净雨R表i0.100.100.100.100.10时段序号1314151617时段净雨36.8636.86110.5125.1925.19时段地下净雨Rfi66666时段地表净雨R表i30.8630.86104.5119.1919.19集雨面积F(k㎡)137河长L(km)29.6比降J(‰)12.7θ3.71汇流参数m0.153τ23.05/Qm^0.25假定Qm11001200130014001500τ (小时)4.003.923.843.773.70Qm38.09Σ R表 /t表R表30.8630.86104.5119.1919.19Σ R表104.51135.37166.23185.42204.61假定t表12345Qm3980.322577.882110.401765.491558.54求出两曲线交点Qm1948m³/SW表40952467.44m³W下19728000m³(注:最好通过CAD求出两交点,这样结果更准(5)地表洪量和地下洪量(4)计算两条关系线,求交点后,确定Qm(2)用fc值把Ri分割成Rfi和R 表i 两部分(3)计算汇流参数M值 ②求Qm~t关系曲线,并画图 ①求Qm~τ 的关系曲线,并画图0.00 1.00 2.00 3.00 4.00 5.00 6.00 7.00 0500100015002000250030003500400060680467.44形状系数r0.1168Qm下109.6Qm/10019.48时间Qt/QmQ表Q下Q设0000032.21643.176.5849.7465.632109.7113.15122.8676.976135.8915.34151.2488.348162.6217.54180.1699.792190.7519.73210.481011.436222.7721.92244.691113.336259.7924.11283.901215.852308.8026.3...