水位(m)下泄流量Q(m³/s)溢洪道净宽B(m)单宽流量q（m³/（s.m）糙率n校核洪水(0.33%) 659.5068.208.008.530.015设计洪水(3.33%) 658.8341.908.005.240.015消能防冲（5%）658.7137.208.004.650.015正常蓄水位 657.00q（m³/（s.m）φgH0θ校核洪水(0.33%)8.530.959.815.500.17设计洪水(3.33%)5.240.959.814.830.17消能防冲（5%）4.650.959.814.710.173.泄槽水面线计算Δ l1-2h2式右边B1B2校核洪水(0.33%)34.60.66534.64288设计洪水(3.33%)34.60.43436.74688消能防冲（5%） 34.60.39834.52688Δ l2-3h4式右边B3B4校核洪水(0.33%)31.750.590431.71188设计洪水(3.33%)31.750.40332.15188消能防冲（5%）31.750.371331.69488q（m³/（s.m）φgH0θ校核洪水(0.33%)8.530.959.8117.930.69设计洪水(3.33%)5.240.959.8117.260.69消能防冲（5%）4.650.959.8117.140.69Δ l2-3h6式右边B5B6校核洪水(0.33%)36.860.34136.97988设计洪水(3.33%)36.860.235736.84788消能防冲（5%）36.860.217136.80588QBh'h"v'校核洪水(0.33%68.2080.3416.42340862125设计洪水(3.33%41.9080.23574.75464954322.22104消能防冲（5%）37.2080.21714.3988853821.41877.底流消能计算2.泄槽上游接实用堰、陡坡明渠起始断面水深h1计算4.第二段泄槽末端断面水深h4计算5.第三段泄槽起始断面水深h5计算6.第三段泄槽末端断面水深h6计算vαhH0θ校核洪水(0.33%14.4393631410.590411.21706707 0.17X0.10.20.30.40.5Y0.0287250.05770.0869250.11640.146125水深0.9480.6650.5900.341流速8.99312.82014.43925.000水深0.6050.4340.4030.236流速8.65712.06812.99622.221水深0.5410.3980.3710.217流速8.59511.68312.52421.419校核水位 水深1.0670.7840.7100.460设计水位 水深0.6780.5070.4760.30920年一遇水深0.6060.4630.4360.2828.溢洪道抛物线计算 桩号溢0+004.60溢0+039.20溢0+070.95溢0+117.59工况溢0+070.95溢0+117.59工况校核水位设计水位20年一遇 桩号溢0+004.60溢0+039.20gαhkXkAkRk9.811.051.98111.96315.851 1.3259.811.051.43210.86411.455 1.0549.811.051.32310.64510.582 0.994cosθh1式右边0.9860.9480.9480.9860.6050.6050.9860.5410.541h1cosθv1v2i糙率n0.9480.9868.99261603412.819548870.16670.0150.6050.9868.65702479312.067972350.16670.0150.5410.9868.59519408511.683417090.16670.015h3cosθv3v4i糙率n0.6650.98612.8195488714.439363140.1667 0.0150.4340....
