一、陡坡、缓坡判断Q22b3m0n0.015i0.1923初始值h1k1.7632h2k1.7632h3k1.7632hk1.7632χ k6.526Ak5.290Bk3.000Rk0.810Ck64.372ik0.0052陡坡（ik=i 为临界流）二、均匀水深h10.436h20.483h30.488h40.488ho0.436陡坡……iQmbnhAχR2/3/nv0.192322030.01501.20003.60 5.40 50.886.11110.192322030.01501.20103.60 5.40 50.896.10600.192322030.01501.20203.61 5.40 50.916.10090.192322030.01501.20303.61 5.41 50.926.09590.192322030.01501.20403.61 5.41 50.946.09080.192322030.01501.20503.62 5.41 50.956.08580.192322030.01501.20603.62 5.41 50.976.08070.192322030.01501.20703.62 5.41 50.996.07570.192322030.01501.20733.62 5.41 50.996.07420.192322030.01501.20743.62 5.41 50.996.0738明渠恒定非均匀渐变流水面线（逐段试算法）三、计算水面线(从下往上推)1.2043平均水深断面水深QBθcosθα 1α 2mAχv3522051.340.6251.051.05 063.2026.32 5.573522051.340.6251.051.05 063.2026.32 5.573522051.340.6251.051.05 060.0026.00 5.873522051.340.6251.051.05 050.0025.00 7.043522051.340.6251.051.05 040.0024.00 8.803522051.340.6251.051.05 030.0023.0011.733522051.340.6251.051.05 024.0022.4014.673522051.340.6251.051.05 020.0022.0017.603522051.340.6251.051.05 016.0021.6022.003522051.340.6251.051.05 014.0021.4025.143522051.340.6251.051.05 012.0021.2029.333522051.340.6251.051.05 010.0021.0035.20QBθcosθα 1α 2mAχv3522011.430.98021.05001.05000.000015.600021.560022.56413522011.430.98021.05001.05000.000015.000021.500023.46673522011.430.98021.05001.05000.00006.000020.600058.66673522011.430.98021.05001.05000.00005.600020.560062.85713522011.430.98021.05001.05000.00005.000020.500070.40003522011.430.98021.05001.05000.00004.600020.460076.52173522011.430.98021.05001.05000.00004.000020.400088.00003522011.430.98021.05001.05000.00003.200020.3200110.0000四、计算水面线(从上往下推)参数试算取值 (10-4) (10-4) (10-4)RJ=v2/C2RJ1i-J1 α v2/2gESΔ EsΔ S0.667###########1.99863.19860.667###########0.014411720.1778881.99533.19630.00230.010.667###########0.014378870.1779211.99203.19400.00230.010.668###########0.0...
