底格栏栅坝及沉沙池设计计算
分段x (m )Q cp (m 3/s)
V cp (m/s)A b
⑴2
0.766666667 1.4075630250.5446772⑵4 1.533333333
1.626050420.942982⑶6
2.3
1.8445378151.2469252⑷8 3.066666667
2.06302521 1.486492⑸10
3.833333333
2.281512605
1.680172
2⑹
12
4.6
2.5
1.84
2
Q(m 3/s)S (mm )T (mm )
P μ
b (m )
4.610
15
0.4
0.41
2
V 0(m/s)
V(m/s)
L (m )
c (m )a x (m )
1.2
2.5
120.10.109244
24681012
分段廊道距离(m )流量(m 3/s )流速(m/s )廊道水深(m )水头损失(m )
⑴20.77 1.410.270.019⑵4 1.53 1.630.470.034⑶6 2.3 1.840.620.05⑷8 3.07 2.060.740.066⑸10 3.83 2.280.840.085⑹
12 4.6 2.50.920.106
廊道距离(m )廊道深度(m )
00.320.58940.80460.978 1.10610 1.22512 1.326
廊道结构计算成果表
廊道内水头损失计算过程廊道计算基本参数
廊道水力计算成果表
各分段流速V cp 计算
h cp x cp R cp C cp V cp2△x C cp2R cp△h(m)∑△h
0.27234 2.54470.21430.937 3.9625204.860.01930.0193 0.47149 2.9430.320433.089 5.2881350.810.01510.0344 0.62346 3.24690.38434.103 6.8046446.630.01520.0497 0.74325 3.48650.426434.7028.5121513.430.01660.0662 0.84009 3.68020.456535.110.411562.470.01850.0847
0.92 3.840.479235.38412.5599.930.02080.1056
q(m3/s)L(m)L'(m)L(m)
0.499689.205911.96812
V cp(m/s)q(m3/s)△x
1.407560.38332
1.62605
1.84454
2.06303
2.28151
2.5
m)栅条重量(t)
1.1304