136.0336306189.3195569底板高程正常蓄水位坝底高程加高计算正常校核设计
消力池深度确定假设水深d
23
消力池长度消力池底板厚度抗冲B883097.63119.63095.5
加高0.9512735640.8512735640.951273564
1.23hc收缩水深0.7350.955
T025.1
1:03
Lsj消力池长度44.14807124
μ流量系数0.5684210530.582857143h1%波浪高0.6426835310.6426835310.642683531
Ψ孔流系数
1
0-0.014404631
Ls水平投影
6t
1.492535031e2
20.082987552hz壅高0.0085900330.0085900330.008590033
消
@动能系数1.05
00.007781742
βLj38.14807124k10.1754.43
4.43水深24.1
hc超高0.30.20.3
q过闸流量15.6875
h\"c跃后水深8.10660797
β校正系数0.75
q15.6875
水位确定
√2g4.43
h11.4H
3.376388603设计（30）
135.6
4.43214.582575695校核（300）188.8
坝顶高程
坝高3120.55133117.35133107.8513
v。15.715.715.7
坝顶宽度2.5051273562.185127356
D吹程100010001000
Lm
x
12.8606935411.7742312.8606935411.7742312.8606935411.77423
消力池确定
σ0淹没系数下游50m水位消力池高程正常蓄水位h's出池水深1.05398753098.13096.53119.61.6
6
c跃后水深
△z4.944263365
Lj水跃长度50.864095
▲H'21.5
H1坝前水库水深
24.124.124.1
y反双曲函数0.0851363430.0851363430.085136343
因篇幅问题不能全部显示，请点此查看更多更全内容