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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：大M山水库是小(一)型水库，挡水建筑物是浆砌石重力拱坝，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线表一水库水位容积关系及水库q=f(V)关系曲线计算表水位Z(m)库容V (万3)m)溢洪道堰 上水头Hw(m)流量系数m溢洪道泄量q(m3/s)224.94000226.371000227.051500227.21600227.93220.730.43664.27987217228.3251.
2、10.436118.8994216228.88301.680.436224.4164235229.44352.240.438222222347.2727045229.98402.780.452925926496.247806230.49453.290.465111111656.0769599230.98503.780.476826.8921661231.46554.260.4848888891007.768678231.91604.710.4917777781188.240869232.35655.150.4977592591375.100424232.77705.570.5028888891
3、562.640435233.18755.980.5072222221753.29209233.58806.380.5094444441940.582335233.97856.770.5116111112130.23343234.35907.150.5132318.358814234.72957.520.5132500.623746235.081007.880.5132682.322029235.441058.240.5132868.219656其中：起调水位为 227.2m，此时库容根据内插法算出为16万m3,流量系数由内插法算得，下泄流量由水力学公式算出。q-V曲线3 mV（万 m3） q-
4、V曲线2.1.2列表试算起调水位是227.2m,从0时开始计算，此时qi=O, Vi=16万vm表二设计洪水下泄流量列表试算计算表t(h)入库洪 水流量 3Q（m/s）时段平 均入库 流量Q（m3/s）时段入 库水量 （万m）下泄流量q（m/s）时段平 均下泄 流量q （m/s）时段下 泄水量 q t（万 m）时段 内水 库的 存水 量变 化厶V（万 用）水库 的存 水量（万 m）水库水位Z（m）09.6010.703.8507.052.541.3216.00227.20111.8014.0917.32227.36223.3017.556.3218.6516.375.890.4317.7422
5、7.41348.8036.0512.9841.5730.1110.842.1419.88227.67486.3067.5524.3277.6759.6221.462.8622.74228.025132.00109.1539.29126.14101.9136.692.6125.34228.346182.20157.1056.56175.15150.6554.232.3227.67228.617248.50215.3577.53239.23207.1974.592.9430.60228.958345.60297.05106.94333.55286.39103.103.8434.44229.3895
6、21.00433.30155.99501.30417.42150.275.7240.16230.0010888.00704.50253.62849.55675.42243.1510.4750.63231.04111300.601094.30393.951274.201061.87382.2711.6762.30232.11121556.901428.75514.351543.381408.79507.167.1969.49232.7312.51572.251564.58281.621576.131559.76280.760.8770.35232.80131587.601579.93284.39
7、1582.011579.07284.230.1570.51232.8113.51515.701551.65279.301535.101558.55280.54-1.2469.27232.71141443.801479.75266.361449.701492.40268.63-2.2866.99232.52151206.601325.20477.071232.891341.29482.87-5.7961.19232.0216958.701082.65389.75972.281102.58396.93-7.1854.02231.3717731.20844.95304.18752.11862.193
8、10.39-6.2147.81230.7718546.70638.95230.02558.38655.25235.89-5.8741.94230.1819402.90474.80170.93416.82487.60175.54-4.6137.33229.6920289.90346.40124.70299.70358.26128.97-4.2733.06229.2221212.50251.2090.43220.70260.2093.67-3.2429.82228.8622152.30182.4065.66160.06190.3868.54-2.8726.95228.5323111.30131.8
9、047.45115.43137.7549.59-2.1424.81228.282483.0097.1534.9787.42101.4236.51-1.5423.27228.09列表试算：qi=0,V1=16,假设一个q2,则由水量平衡方程可以算出相应的V2，再由q-V曲线可以查的 V所对应的q2，如果此q2与假设的q2相同，则假设正确，如果不 同，则重新假设并计算，并把假设正确的q2和V2作为下一时段的qi和Vi,继续计算，以此类推，直至算出整个洪水过程线，其中应注意再洪峰段应对时间进行加密。最后算得：最大下泄流量为1582.01m3/s，最高库水位为232.81m。2.1.2根据列表试算结果
10、绘 Q t、q t曲线，Zt曲线1800Q-t,q-t 曲线1600Q 1400120010008006004002000510152025(町 30一入库洪水流量Q(m3/s)下泄流量q(m3/s)Z-t曲线t(h)* 水库水位Z(m32.2用半图解法进行调洪演算2.2.1 绘制 V/ t+q/2=f2(Z)曲线及 q=f(Z)曲线表三半图解法单辅助曲线计算表水库水 位Z（m）总库容V总（万m）堰顶以上库 容v（万m）V/ t(m 3/s)q(m3/s)3q/2 (m /s)V/ t+q/2(m3/s)227.21600000 :227.518.46575342.4657534256.849
11、3150726.41638613.208192920.057508227.820.93150684.93150684913.698630152.83277226.416385840.115016228.123.37837847.37837837820.495495589.37534144.687670465.1831659228.425.8620699.86206896627.394636137.0920168.546004195.9406401228.728.448275912.4482758634.5785441191.6697795.8348839130.41342822931.0714
12、28615.0714285741.8650794250.74277125.371385167.236464229.333.7517.7549.3055556316.55863158.279317207.584873229.636.481481520.4814814856.8930041391.41348195.706738252.599742229.939.259259323.2592592664.6090535474.17742237.08871301.697764230.242.156862726.1568627572.6579521565.19372282.596858355.25481230.545.102040829.1020408280.8390023659.56298329.781492410.620495230.848.163265332.1632653189.3424036764.14372382.071861471.414265231.151.2535.2597.9166667872.11129436.055647533.972314231.454.37538.375106.597222985.15911492.579557599.17
