洪水调节课程设计

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1、、《洪水调节课程设计》设计说明书1、根据工程规模和建筑物的等级，确定相应的洪水标准：法官泉水库是小（一）型水库，挡水建筑物为心墙代料土坝，则可确定其设计洪水标准的频率为3.33%，校核洪水标准的频率为0.5%。2、设计洪水调洪演算：2.1用列表试算法进行调洪演算2.1.1计算并绘制V-Z线，q-V线，q-Z线水库水位容积关系及水库q=f(V)关系曲线计算表其中：起调水位为167.3m，此时库容根据内插法算出为350.2958万m3，流量系数由内插法算得，下泄流量由水力学公式(其中B=60m;m=0.35;g=9.8m/s²)水位Z（m）

2、库容（万m3）流量系数m下泄流量q（m³/s）167.3350.29580.350167.4353.74940.352.94167.5357.2030.358.315576167.6360.65660.3515.27669167.7364.11020.3523.52167.8367.56380.3532.8702167.9371.01740.3543.209168374.4710.3554.44956168.1378.1570.3566.52461168.2381.8430.3579.38168.3385.5290.3592.97096

3、168.4389.2150.35107.2596168.5392.9010.35122.2135168.6396.5870.35137.8042168.7400.2730.35154.0066168.8403.9590.35170.7986168.9407.6450.35188.16169411.3310.35206.0728169.1415.15930.35224.5205169.2418.98760.35243.4881169.3422.81590.35262.9616169.4426.64420.35282.9282169.543

4、0.47250.35303.3761169.6434.30080.35324.2941169.7438.12910.35345.672169.8441.95740.35367.5169.9445.78570.35389.7691170449.6140.35412.4706q-Z曲线2.1.2列表试算起调水位是167.3m，从0时开始计算，此时q1=0，V1=350.2958万m3t(h)入库洪水流量Q(m3/s)时段平均入库流量Q-(m3/s)时段入库水量(万m3)下泄流量q（m3/s）时段平均下泄流量q-（m3/s）时段下泄水量q-△

5、t(万m3)时段内水库的存水量变化△V（万m3）水库的存水量（万m3）水库水位Z（m3）00.4　　0　　　350.2958167.311.81.10.3960.14100.07050.02540.3706350.6666167.314724.33.051.0980.71520.42810.15410.9439351.6102167.342636.55.41.9442.04391.37960.49661.4474353.0562167.385248.37.42.6643.94982.99691.07891.5851354.6392167

6、.43175109.153.2946.08315.01651.80591.4881356.1241167.4751612113.968.30277.19292.58941.3706357.4912167.5151713.512.754.5910.45219.37743.37591.2141358.7018167.550381715.255.4912.902511.67734.20381.2862359.9848167.5876922.119.557.03816.494014.69835.29141.7466361.7278167.638

7、01032.327.29.79222.688019.59107.05282.7392364.4623167.71681179.455.8520.10644.312033.500012.06008.0460372.4980167.94581293.886.631.17675.655459.983721.59419.5819382.0596168.213112.192.3593.07533.50777.587276.621327.58375.9233382.6519168.229512.290.991.62532.98579.294678.

8、440928.23874.7463383.1265168.242612.389.4590.17532.46380.625979.960328.78573.6773383.4942168.252812.488