溢洪道水力计算(

宽顶堰泄槽设计流量Q（m3/S）泄槽底宽b（m）流速不均匀系数α进、出口水深h（m）边度系数m3.524.001.051.051.051.051.051.051.051.051.051.051.051.051.051.051.051.051.050.440.440.16(0.49)0.160.22(0.45)0.220.18(0.82)0.180.14(1.38)0.140.14(3.65)0.140.17(5.28)0.170.22(2.04)0.220.21(1.25)00.0000.6600.6600.6600.6600.7300.7300.7300.730.7300.730.7300.730.7300.730.73012341、洪水下泄流量(10年）4.003.525.453.52变坡5.453.525.103.52变坡3.525.104.823.52变坡3.524.824.663.523.523.523.523.523.523.523.523.524.6.6.663.363.362.402.402.405678断面溢 0+000.0溢 0+010.12溢 0+022.96溢 0+032.96溢 0+038.70溢 0+052.72溢 0+072.74溢 0+080.91溢 0+086.345.43水深h(m)0.440.160.220.180.140.140.170.220.21频率10%洪峰流量10.25最大下泄流量3.52相应库水位72.75下泄流量

Q3.520

消力池首端宽度

B2.400

消力池末端宽度

Bk3.900

重力加速度

g9.810

20.42E0120.369

Q2g1.3261602

泄槽水力计算重力加速度g(m/s2)过水面积A(m2)蓝色数字为所填，粉红数字为试算湿周长X（m）水力半径R（m）粗糙系数断面流速nV（m/s）A=(b+mh)hX=b+2h1+m4.8720211574.8725.8415.8415.6325.6325.2615.2615.0085.0084.9984.9983.7903.7902.9412.9412.9212R=AX0.0250.0250.0250.0250.0250.0250.0250.0250.0250.0250.0250.0250.0250.0250.0250.0250.025V=QA9.819.819.819.819.819.819.819.819.819.819.819.819.819.819.819.819.811.7440423141.7440.9080.9081.1651.1650.8820.8820.6700.6700.6510.6510.6050.6050.5590.5590.5380.3579710060.3580.1550.1550.2070.2070.1680.1680.1340.1340.1300.1300.1600.1600.1900.1900.1842.018299652.0183.8783.8783.0223.0223.93.95.2575.2575.4105.4105.8205.8206.2976.2976.5V（m/s）2.0183.8783.0223.95.2575.4105.8206.2976.5掺气水深hb (m)安全超高Δh(m)0.450.170.230.190.150.150.190.230.230.50.50.50.50.50.50.50.50.5hb+Δh(m)0.950.670.730.690.650.650.690.730.73现侧墙高度(m)1.431.220.931.080.950.950.871.021.02相应库容65.66下游河床高程

55.11

收缩断面单宽流量

qc1.467

f10.950

Hc0.077

共轭水深Hc''1.667

Fr7.512

Vc6.5

平均水力坡度JJ=nvR4设计底坡i底坡角度θ(弧度)断面动能（m）分段长度L(m)桩号(m)223V2a2g0.033300.0910.091020.000000.047960.000000.103630.000000.2370.000000.2370.000000.2370.000000.2370.000000.2370.000000.2180.8050.8050.40.40.8110.8111.4091.4091.4921.4921.7271.7272.0212.0212.18310.12溢 0+000.0溢 0+010.12溢 0+010.12溢 0+022.96溢 0+022.96溢 0+032.96溢 0+032.96溢 0+038.70溢 0+038.70溢 0+052.72溢 0+052.72溢 0+072.74溢 0+072.74溢 0+080.91溢 0+080.91溢 0+086.340.072600.04812.840.071700.10410.000.166600.2715.740.2730.27114.020.2570.27120.020.234680.2718.170.240820.2715.43消力池长度

消力池深度

LjLkS7.668

5.367

0.593

下游水深Ht0.220

安全系数σ1.050

f20.950

掺气水深谢才系数水力坡度hb（m）CJEsu+iΔlh=1+bhC=1(16)100nR=V2JC2R0.4533.7060.0100171.1417

0.1729.3290.1124970.1729.3290.1124971.4211

0.2330.7600.0466760.2330.7600.0466761.5288

0.1929.7040.1080.1929.7040.1075612.3651

0.1528.6030.2530.1528.6030.2527255.2042

0.1528.4760.2770.1528.4760.2772656.9113

0.1929.4600.2450.1929.4600.2445953.9384

0.2330.3310.2270.2330.3310.22673.4910

0.2330.1690.256Esd+JpΔl

1.1417

1.4210

1.5282

2.3651

5.2032

6.9113

3.9384

3.4910

消力池坎高

C1.691

Pm0.420

S0.000

1.000