涵洞水文计算汇总(新建)

G341线白银至中川至永登公路二期工程（白银至中川段）两阶段初步设计小流域流量计算表第1页共2页雨力系数指数损失参数系数指数河道长河道坡汇流时暴雨递汇水面积最大流量地貌径流Sp(mm/h)K1β1μ(mm/h)K3α1度L(km)度I(‰)间τ(h)减指数nF(km2)Qm1(m3/s)系数Ψ厚度h（mm）1K24+7751-φ1.5钢波纹管涵30.000.520.777.230.870.750.2517.10.100.490.0240.560.1045.005.001.001.001.001.32K30+5201-φ1.5钢波纹管涵30.000.520.777.230.870.750.2816.10.120.490.0260.560.1045.005.001.001.001.001.43K35+2251-φ1.5钢波纹管涵30.000.520.777.230.870.750.3017.20.120.490.0230.490.1045.005.001.001.001.001.24K69+400.01-φ1.5钢波纹管涵30.000.520.777.230.870.750.2716.80.110.490.0250.560.1045.005.001.001.001.001.3湖泊或小水库调节作用影响洪峰流量汇水区降雨量不均匀的折减系数γ设计流量Qp(m3/s)按推理公式计算简化公式法计算设计流量Qp(F=30km2)(公路涵洞设计细则)Qm1=0.278(Sp/τn-μ)F序号桩号拟采用孔径形式被植物或洼地滞留的径流厚洪峰传播的流量折减系数β5423)h(FzQP编制:复核:审核:.G341线白银至中川至永登公路二期工程（白银至中川段）两阶段初步设计小流域流量计算表第2页共2页1K24+7751-φ1.5钢波纹管涵2K30+5201-φ1.5钢波纹管涵3K35+2251-φ1.5钢波纹管涵4K69+400.01-φ1.5钢波纹管涵序号桩号拟采用孔径形式最终流量Q(m3/s)1.281.361.241.32流量选取编制:复核:审核:.