水头损失计算

a=b=A=

X C 拦污栅 4.5 3.2779.585211.05432.5506167宽顶堰水头损失（跌落4.5 3.27714.74711.054箱涵沿程水头损失 3.5 3.27711.47

10.05473.0140152a=

b=A=X C 进水口

5315拦污栅

539.751630.6920703闸门坎

4 2.28.812.4C20砼压力管转弯

4 2.28.812.467.4603819C20砼压力管沿程

4 2.28.812.467.4603819D A 1.

5 1.77水面跌落计算跌落z1

ζ=v1=v=水面回升0.18620.2

0 1.7440.062072160.1952不考虑

栅条净间距

6.5

cm

q m L ^2g h^(3/2)h

200.4715 4.44970.63750.7407509

水电站水头损失计算

进水口水头损失

前池-厂房水头损失蝶阀处水头损失

侧堰过流能力计算

R

θ=ζ=n ＝L=Q=hj系数渠道流速hf hf=hj*Q^20.86713 1.57080.1123

0.0320 6.23765E-05 1.7440.02495060.2

1.7440.18621651.14079

0.014243.7200.0003046130.1218452R θ=ζ=n ＝L=

Q=hj系数hf hf=hj*Q^20.2

9.6 4.53515E-050.00417960.60938 1.57080.19280.03

9.60.0001034890.00953750.20.0263

9.60.0001317680.01214370.70968450.20570.0149.60.0001354980.01248750.709680.014

159.6 5.99746E-050.0055273ζ=09.600

0.0438755

0.2639989前池正常高50.183发电水头8m 栅条厚度

尾水位41.919

1

0.15385失计算表

总水头损失

校核洪峰流量(m3/s)项目

三级电

站拦水1906.6

堰坝

j*Q^2

按宽顶堰计算

局部损失

0.195173

沿程损失

0.211167

f hf=hj*Q^2

0.220123

过栅流速0.9846m/s

0.043876

3.99280.3823

0.201929

3.47415

备注峰流量(m3/s)堰坝水位(m)

P=5%

（校核）