闸孔泄流能力计算

计算末计算首行行51312闸孔泄流能力计算工程名称：9中闸孔侧收缩系数εz0.96020.96020.96020.96020.96020.96020.96020.96020.960210边闸墩顺水流向边缘线至上游河道水边线之间的距离bb(m)郁山下坝址水力学计11边闸孔侧收缩系数εb0.92810.92810.92810.92810.92810.92810.92810.92810.928112堰流侧收缩系数ε0.94420.94420.94420.94420.94420.94420.94420.94420.9442编制规范：水闸设计规范-SL265-2001345678计入行近闸孔总行近流流速水流速水头中闸墩闸孔净的堰上水厚度净宽堰上水速头闸孔数N宽b0(m)B0(m)深H(m)V0(m/s)v02/2g深H0(m)dz(m)212244.753950.452010.010414.7643594212245.40630.7330.027385.4336834212246.495261.099710.061646.5569014212247.476271.332120.090457.5667154212248.428071.484240.112288.5403554212249.350471.589830.128839.47929842122410.2641.66140.1406910.4046742122411.15841.725780.151811.3102242122411.80521.738120.1539811.959224注：堰上水位应不小于下游流量101010101010101010力学计算游流量为0时对应的下游水位13由堰顶算起的下游水深hs(m)4.746045.359686.28917.027217.679798.257568.797589.291859.63107141516171819202122上下游堰流流已知过计算过闸流量误水位差闸底板下游水量系数闸流量流量mQ(m/s)Q(m/s)差Q(m/s)△h(m)高程上游水位位0.38510099.9999653.5E-050.00791156.2160.9539160.9460.385200199.999170.000830.04662156.2161.6063161.560.385400400.00087-0.00090.20616156.2162.6953162.4890.385600599.999690.000310.44906156.2163.6763163.2270.385800799.999860.000140.74829156.2164.6281163.880.38510001000.0001-0.00011.09292156.2165.5505164.4580.38512001200.0001-6E-051.46641156.2166.464164.9980.38514001400.0009-0.00091.86657156.2167.3584165.4920.38515451544.99910.000862.17417156.2168.0052165.831堰流淹没系数σ0.2488433530.4086200970.616518280.7459725780.8294858310.8866837150.9252768730.9524779710.966733576