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30度右偏角1201490.22河槽宽57.158单式断面左0右1桩号河床标高水深平均水深水面宽度过水面积ω△h06.5111483.710.3844.3721485.851484.7790.333493.76866562.143.2143.4611486.761486.3042.4513642.7097460.917.3753.1121487.111486.9343.6045358.2120110.359.9193.2141487.011487.0572.2033276.237329-0.1012.7495.8761484.341485.6752.4513641.169386-2.660.0000.000361488.12.12451489.50.721.4207.79411.06780466-1.40551490.5(0.28)0.2208.6601.905255888-1.0016.45412.97301490.220.0061487.82.421.2105.1966.2873444312.42611487.82.422.42047.631115.26798120.00661490.220.001.2104.3305.239453693-2.4257.158126.79557.15768126.795斜交角度设计水位可输入结果本河道为合计：合计：总计：合计：左河滩右河滩河槽度m面向上游湿周ρ2.1652.6153.6202.2063.6180.0007.9198.71816.6375.73247.6314.96058.32458.324第3页共4页河道较顺直，汇水面积为1300.0001490平方公里，主流长度L=80公里30.00度1300.000Km2地貌系数ψ=0.035m=1.500λ2=0.800频率为p的雨力Sp=15.00mm/hp=1/2K1=0.460β1=1.0907.521mm/h212.752m3/s2.按形态断面法计算设计流速1490.22m1/4200.003557.157676652.218m126.798.203m3/s58.3230.000m2.174m2.1181.9861.941246.092m3/s0.1567090.050重算！246.092m3/s系数K=0.840指数n=0.90033.172m1.169129.6301.941m/s板长=16.00m0.072168784墩宽b=1.00m1.941m2/sLj=12.85640646m207m3/s桥梁孔数3孔一、基本情况二、流量计算三、孔径计算V桥=V槽=取设计流量Qs=根据涵洞手册查雨力图1）河槽宽度公式最小桥孔净长Lj=K(Qp/Q)nBc/cosθ=根据桥位手册查表8.2.1-12）单宽流量公式设计水位由于(Q-Qp)/Qp=Qm=3*L*hcp*Vs=K14+8463-16m中桥水文计算书2、用过水面积（冲刷系数法）计算设计流速采用天然河槽平均流速，即Vs=挤束系数λ=b/L=1、利用经验公式计算根据涵洞手册查表4-2、4-3采用北方地区μ=K1Spβ1=频率洪峰流量Qp=ψ(Sp-μ)mFλ2=水流压缩系数β=（Bc/hcp)0.06=水面宽度：过水面积ω=湿周ρ=水力半径R=ω/ρ=孔径斜长Lj=Qs/(βQc)/cosα=则初步拟定桥孔长度48m，桥型采用3*16米预应力钢筋混凝土空心简支板桥流量Q=ωV=河床比降I=平均水深hcp=流速V=m*R^y*(R*I)^0.5=m/s流速V=mR2/3i1/3=流速V=Mz*Hp^2/3*Iz^0.5=河床糙率m=1/n=斜交角度θ=1.按暴雨推理法经验公式根据涵洞手册查表4-5汇水面积F=平均单宽流量Qc=河槽宽度Bc=Y=第4页共4页0.9433880591.360423029106.48m248.00m98.80m22.22m/s1、雍水高度1490.7650.8231492.3095.3130.255m15m/s0.200Km0.29m0.19m1.5%桥面宽B=12.5m0.09375m桥下净空取0.5m0.8m桥面铺装厚0.15m1490.76mHm=1492.31m1、一般冲刷48.00m2.218m1.192.420m0.8605.000m2.679m2、桥墩局部冲刷2.1693桥墩宽度B1=1m0.9195VV0采用公式0.46790.74731.0162Kζ=11.2365m3.9m1.496地面线以下1484.8m1486.30451.496复核冲止标高四、桥面标高计算ωj=(1-λ）ωq=孔径B=ωq/hcp=Vq=0.5X(Qs/ωj+Vc)=Ky=0.5/(Vm/g^0.5-0.1)=Kn=2/(Vm/Vom-1)^0.5=桥前雍水高度ΔZ=KnKy(Vq2-Vch2)/2g=压缩系数μ=1-0.375(Vs/Lj)=桥下毛过水面积ωq=Qs/(μ(1-λ)VsP)=冲刷系数P=Q/（Qmμ（1-λ））*V桥/V槽=波浪高度H0=0.0166W5/4L1/3=取桥下浪高H浪=2/3*H0=2、波浪高度风速取W=浪程取L=桥面横坡为I=横坡差Δh=I*B/2=板厚取河槽平均水深H=平滩水位时河槽宽度B=1、64-1修正式：标高满足要求五、冲刷计算计算水位河槽最大水深Hmc=桥面中心线标高1493.90m单宽流量集中系数A=(B1/2/H)0.15=Kη=0.8(1/d0.45+1/d0.15)=河床泥沙平均粒径d=含沙量E取hp=1.04(AQs/Qc)^0.9)(Bc/(1-λ)/μ/B2)^0.66*hmc=V=VZ=Ed1/6hp2/3=V0=0.0246(hp/d)0.14(332d+(10+hp)/d0.72)0.5=V0'=0.462(d/B)0.06V0=n=(V0/V)(0.25d^0.19)=桥墩基底最小埋置标高Hm=Hs-hs-1.5=hb=KξKη1B10.6(V0-V0')((V-V0')/(V0-V0'))n=hb=KξKη1B10.6(V0-V0')((V-V0')/(V0-V0'))n总计冲刷深度hs(65-1)=hp+hb=3、桥面标高3、总计冲刷1.按65-1修正式：