95.57335.4229699.86694.384673.5584.3713266.22426.9130558.91535.224774.4585.6414341.11518.2831441.2408.754872.5183.5615418.9612.2232345.83311.49 16504.13720.5633270.84238.95 3.2设计标准洪水调节3.2.1下泄流量计算堰顶溢流公式:式中:q——通过溢流孔口的下泄流量,m3/s;n——溢流孔孔口数;b——溢流孔单孔净宽,m;g——重力加速度,9.81m/s2;ε——闸墩侧收缩系数,与墩头形式有关,初步计算可假设为0.92;m——流量系数,与堰顶形式有关,可查表,本工程取0.48;H0——堰顶水头,m。计算不同库水位对应的下泄流量q,由水位库容曲线查得相应的库容V,计算结果见表二。绘制q=f(V)曲线关系、V~Z关系曲线和q~Z关系曲线,如图1、图2和图3所示。表二q=f(V)关系曲线计算表水位Z(m)堰顶水头H(m)泄流量q(m3/s)库容V(亿m3)564.29.21310.000.1674564.79.71418.230.1715565.210.21529.290.1753565.710.71643.110.1788566.211.21759.610.1825566.711.71878.750.1866567.212.22000.460.1906567.712.72124.690.1947568.213.22251.390.1988568.713.72380.510.2031568.9913.992456.500.2056570152727.260.2144571.716.73203.790.2300572.517.53436.740.2380图1q=f(V)关系曲线图2V~Z关系曲线图3q~Z关系曲线
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