工程水文学与水利计算基础课程设计

'工程水文学与水利计算基础课程设计姓名：班级：农水16-2学号:日期：2015年1月1日—28— 一．设计任务在某河流上，拟建一水库，因而要进行水库水文分析及水利水能计算，其具体任务是：1.设计保证率下的年径流及其年内分配2.水库死水位的选择3.水库正常蓄水位的确定4.装机容量与多年平均发电量计算5.设计洪水的推求6.水库洪水特征水位的计算和坝顶高程的确定二．流域与资料概括（基本资料）西苕溪为太湖流域一大水系，流域面积为2260km2，发源于浙江省安吉县天目山，干流全长150km，上游坡陡流急，安城以下堰塘遍布，河道曲折，排泄不畅，易遭洪涝灾害，又因流域拦蓄工程较少，灌溉水源不足，易受旱灾。根据解放后二十多年的统计，仅安吉县因洪涝旱灾每年平均损失稻谷1500万斤，严重的1961~63年，连续三年洪水损失稻谷9300万斤，冲毁耕地万余亩。该水库为根治西苕溪流域水旱灾害骨干工程之一，控制西苕溪主要支流西溪，坝址以上流域面积328km2。流域内气候温和、湿润、多年平均雨量孝丰站为1450mm，国民经济以农、林业为主，流域内大部为山区，小部为丘陵，平地较少。流域水系及测站分布见图1。—28— 水库以防洪为主，结合发电、灌溉、航运及水产，是一座综合利用水库。2.水文气象资料情况流域内有三个雨量站，分别从1956年、1961年和1962年开始观测到今。在坝址下游1公里处设有水文站，自1954年开始有观测的流量资料，见表3.通过频率计算，得各设计频率的设计年径流量，选择典型年，计算缩放倍比。—28— 年径流过程年份1月2月3月4月5月6月7月8月9月10月11月12月19793.5313.4283.0634.52520.87152.50129.3859.2889.2884.6862.5962.51819803.6253.6416.93119.54333.2866.95977.396101.683101.68331.2097.5446.58319814.0194.7827.35332.60728.10231.4528.48711.00311.0035.5849.8533.86319822.5166.21412.1720.95431.62956.52223.45545.55145.55116.6826.21310.90119838.9817.7487.92427.50538.21146.09793.71622.17422.17423.03212.3274.81719843.4542.5673.22911.67225.65544.42139.37826.48226.48228.4477.20912.01319855.1866.23816.3823.88529.34530.65330.90710.04110.0416.84311.317.15619866.1316.4588.15423.0921.6946.73863.25211.54611.5466.1256.4345.08519874.8123.2343.70116.7632.41844.78858.24443.2343.2326.23310.2815.38319884.8873.5236.6614.42624.51324.0612.08219.96519.9657.634.033.15719893.1546.85318.23447.36322.41137.09216.2719.0569.05623.94726.6317.78219906.27311.37121.71823.19534.20538.86127.3126.3026.3027.64115.485.52919917.38610.59315.68316.33941.03232.00486.42223.32423.3246.1513.6063.51719922.6514.48316.44316.34435.6838.37621.3497.9147.9144.8973.1143.10919936.99810.21113.47817.36626.99226.45365.89765.54165.54111.91419.7558.3319944.7323.9615.38120.07315.04434.04612.7296.0166.01618.73210.4914.905199511.38612.9668.29919.72536.20874.38243.64430.55230.55221.4617.3934.46419964.6263.6717.00410.56123.4863.21993.27923.16123.16118.94928.7296.1819975.23410.92513.72229.63821.08119.74633.2413.05913.0598.6056.6488.72619988.657.50918.82629.67448.68934.56582.06170.89970.89912.1955.3513.75919993.6082.7022.45123.56227.5787.26372.07117.4217.428.98319.0496.02120005.6787.17811.15910.24911.0445.79124.3525.65925.65933.25511.1111.226—28— 三．设计年径流量及其年内分配的推求1.设计代表年径流量的计算对观测的流量资料进行年径流量频率计算，求出丰、中、枯三个代表年（频率分别为85%、50％、15％）的年径流量，选择典型年，计算缩放倍比，成果表1。设计年径流及典型年径流量单位：m3/s代表年设计频率设计年径流量典型年典型年径流量缩放倍比枯水年P=85％5.5619735.351.039中水年P=50％7.5019577.111.055丰水年P=15％10.3719679.951.0422.设计代表年径流的年内分配在坝址下游1公里处设有潜渔水文站，自1954年开始有观测的流量资料。通过频率计算，得各设计频率的设计年径流量，选择典型年，计算缩放倍比如题目中给出。通过典型缩放得丰（P=15％）、中(P=50％)、枯(P=85％)设计年径流过程，见表1。年平均流量为：潜渔站设计年径流过程月份设计枯水年设计中水年设计丰水年典型年Q设计年Q典型年Q设计年Q典型年Q设计年Q314.3714.936.847.1911.4711.95418.9719.717.37.6813.1713.72519.8720.6521.1722.3123.3724.3661.681.738.619.0627.9729.1675.585.7922.1723.374.344.5180.430.435.876.171.611.6690.410.414.694.9323.5724.57100.780.83.183.338.028.35—28— 112.072.141.791.871.731.79121.121.153.974.170.810.8311.071.11.471.531.211.2522.252.332.72.836.486.7468.671.1789.7694.44119.68124.82四.水库死水位的选择1.绘制水库水位容积曲线和水电站下游水位流量关系曲线根据表2和表3，绘出水库水位容积曲线和水电站下游水位流量关系曲线，并将原始数据处理之后，插入AUTOCAD中，进行精确画图，以便进行后面数据的查阅，提高所得数据的准确度。4.水库水位容积曲线如表4表4水位容积曲线水位（m）48.3750.3752.3755.3760.3765.37容积（106m3）0.370.470.972.678.3718.37水位（m）70.3775.3780.3781.3782.3783.37容积（106m3）36.0760.6794.77103.17111.67120.37水位（m）84.3785.3786.3787.3788.3789.37容积（106m3）129.37138.97148.67159.17170.37181.87水位（m）90.3791.37容积（106m3）194.87207.375.水电站下游水位流量关系曲线如表5—28— 表5水位流量关系曲线水位（m）464848.25050.250.450.6流量（m3/s）01.547.411.5016.3920.422.根据泥沙资料计算水库的淤积体积和水库相应的淤积高程根据实测泥沙资料得多年平均含沙量kg/m3，泥沙干容重kg/m3，泥沙沉积率m＝90％，孔隙率p＝0.3，表1可得，多年平均径流总量为：,则悬移质年淤积体积为：计算公式:v=ρ*W*m*(1+α)(1-p)*γ—28— 上式中W为多年平均径流量.V1===0.0455因为推移质与悬移质淤积量之比值＝15％，水库的设计运行年限为50年，所以，总的淤积体积为：。可查得淤积高程为：55.4002m。由安全值为，所以死水位3.由水轮机实际情况可确定水库死水位。水轮机最小水头为16m，则可计算得到最大发电流量为：；查水电站下游水位流量曲线，可确定下游水位为46.63m，则可确定上游水位为：46.63+16=62.63m。综合上述情况，可得水库的最低死水位为62.63m，查水库水位容积曲线可得水库的死库容为13.26106m3。五．水库正常蓄水位的确定根据本地区的兴利、发电等综合利用要求，保证出力不低于800千瓦，发电保证率为85—28— ％，灌溉及航运任务不大，均可利用发电尾水得到满足，因此，初步确定正常蓄水位为：由此可知水库的兴利库容为82.2637.1.保证出力的计算根据本地区的兴利、发电等综合利用要求，保证出力不低于800千瓦，发电保证率为85％，选取设计枯水年进行计算：假设3月到5月为蓄水期，计算蓄水期的发电流量为：=5.0；由于经计算得到的蓄水期的发电流量，因此假设的蓄水期正确。再假设6月到次年2月为供水期，计算供水期的发电流量为：=4.97由于经计算得到的供水期的发电流量不都满足，因此假设的供水期不正确。重新假设6月，8月到次年2月为供水期，计算供水期的发电流量为：=4.92此时计算得到的供水期的发电流量满足，因此假设的供水期正确。因此可根据每月的天然来水和发电流量确定每月水库的水量，从而根据水库水位流量关系确定上游水位，再根据发电流量确定下游水位，利用出力公式即可计算得到每月的出力。出力公式：其中出力系数A＝7.5，Q为发电流量，预留水头损失HF＝0.5m。水库枯水年出力计算表月份天然来水（）发电用水（）余水量不足水量平均蓄水（106月平均水位（m）下游水位（m）水头（m）出力（kw）—28— 月末水库蓄水（106m3）m3）流量（）水量（106m3）流量（）水量（106m3）213.26314.567.327.2419.0332.2922.7766.3546.6019.751056.74419.347.3212.0231.5963.8848.0872.5246.6025.921395.36520.287.3212.9634.0697.9380.9078.0246.6031.421697.5761.364.923.569.3688.5893.2679.8346.4733.361212.6275.425.4288.5888.5879.1546.5032.651306.7580.064.924.8612.7775.8182.1978.2146.4731.741152.7690.044.914.8712.8063.0169.4176.3446.4729.871081.38100.434.924.4911.8051.2157.1174.3546.4727.881010.37111.774.923.158.2842.9347.0772.3146.4725.84935.08120.784.924.1410.8832.0537.4970.3646.4723.89863.2310.734.924.1911.0121.0426.5467.4146.4720.94754.3721.964.922.967.7813.2617.1564.5746.4718.10649.612.确定水库正常蓄水位由于保证出力为供水期的平均出力，计算得：，根据本地区的兴利、发电等综合利用要求，保证出力不低于800千瓦，通过水能计算后能满足保证出力要求。因此水库的正常蓄水位为：—28— 六.容量与多年平均发电量计算1.保证出力的计算先对丰、中、枯三个代表年以月为时段进行水能计算，计算出各月的水流出力。设计枯水年的水能已经在上述过程中进行计算，取其供水期的平均出力为保证出力，即为957kw。2.中水年、丰水年的水能计算应用相同的方法进行丰水年和中水年的水能计算，如表6、7所示：表65水库丰水年出力计算表月份天然来水）发电用水）余水量不足水量月末水库蓄水（106m3）平均蓄水（106m3）月平均水位（m）下游水位（m）水头（m）出力（kw）流量（）水量（106m3）流量（）水量（106m3）213.26311.5811.5813.2613.2662.6346.7915.841332.28413.3513.3513.2613.2662.6346.8715.761527.91523.9914.929.0723.8437.1025.1867.0346.9420.092191.86628.7914.9213.8736.4573.5555.3273.9946.9427.052970.7374.147.83.669.6263.9368.7476.2446.6229.621703.3581.297.86.5117.1146.8255.3774.0046.6227.381572.41924.214.929.2824.3971.2159.0174.7446.9427.803054.70107.987.9871.2171.2176.6046.6329.971763.74111.427.86.3816.7754.4462.8275.3746.6228.751652.63120.467.797.3319.2635.1844.8171.8546.6225.231444.9410.887.796.9118.1617.0226.1067.2946.6220.671178.2926.377.81.433.7613.2615.1463.5746.6216.95962.30—28— 表6水库中水年出力计算表月份天然来水发电用水余水量不足水量月末水库蓄水（106m3）平均蓄水（106m3）月平均水位（m）下游水位（m）水头（m）出力流量水量（106m3）流量水量（106m3）213.2636.826.8213.2613.2662.6346.5716.06795.6947.317.3113.2613.2662.6346.6016.03851.41521.947.1414.8038.8952.1532.7169.1546.5922.561181.4968.697.131.564.1056.2554.2073.7646.5927.171426.197237.1415.8641.6897.9377.0977.4646.5930.871626.3785.87.781.985.2092.7395.3380.1146.6233.491924.9294.567.783.228.4684.2788.5079.1346.6232.511867.96102.967.784.8212.6771.6077.9477.5946.6230.961777.57111.57.786.2816.5055.1063.3575.4546.6228.831652.78123.87.783.9810.4644.6449.8772.8846.6226.261502.9711.167.786.6217.4027.2435.9470.0546.6223.431337.7822.467.785.3213.9813.2620.2566.1346.6219.501108.853.出力历时曲线将上述求得的丰水年、中水年和枯水年共36个月的出力值按从大到小的顺序排列并分别求出相应的频率，作出出力历时曲线如图3。4.装机容量和平均发电量的计算应用装机年利用小时法确定多年水库的装机容量和平均发电量。具体方法是：利用水电站的多年平均发电量除以装机容量—28— 得到机组多年平均的年利用小时数。因此，推算装机容量，可利用公式：由于水电站的有关，因此利用上式计算装机容量时需采用试算法。图3出力历时曲线先假定装机容量大于36个月中的最大出力，即3054.7kw，此时计算水电站的多年平均发电量如表8。则水电站的多年平均发电量为：因此可求得水电站的装机容量为：由于水电站的最大出力为3054.7kw，所求的装机容量大于此值，因此符合要求，即水电站的装机容量为：3630kw，多年平均发电量为.5kwh.表7水电站发电量计算表月份枯水年中水年丰水年出力（kw）发电量（kw出力（kw）发电量（kw出力（kw）发电量（kw—28— h）h）h）31056.74.4795.69.21332.28.741395.36.6851.41.41527.91.551697.57.71181.49.62191.86.761212.62.91426.19.52970.73.571306.75.51626.37.01703.35.181152.76.81924.92.91572.41.791081.38.21867.96.93054.70.6101010.37.91777.57.11763.74.611935.08.61652.78.41652.63.512863.23.21502.97.11444.94.61754.37.31337.78.31178.29.32649.61.31108.85.3962.30.3七．设计洪水的推求确定洪本水库为大（Ⅱ）型水库，工程等别为Ⅱ等，永久性水工建筑级别为2级。下游防洪标准为5%，设计标准为1％，校核标准为0.1%，需要推求5%、1％、0.1%设计洪水过程线。按年最大值选样方法在实测资料中选取最大洪峰流量及各历时洪量，根据洪水特性和防洪计算的要求，确定设计历时为7天，控制历时为1天和3天，因而可得洪峰和各历时的洪量系列。表8潜渔站洪峰及定时段洪量统计表年份洪峰Qm（m3/s）24小时洪量W1d（106m3）三天洪量W3d（106m3）七天洪量W7d（106m3）195470227.9458.4019552848.1713.30195674829.8036.00195740222.8037.1952.4619582008.7215.8522.15195923711.1319.8032.90196047815.7020.8033.20196165952.5079.1088.20196258543.7049.2053.101963116055.6086.6095.90196440914.3231.7040.70—28— 196551015.6224.4027.0019662329.5014.0025.40196724411.8219.0028.0019681679.9018.4035.50196938720.9032.8048.40197030517.2031.9035.60197150023.4031.8035.3019721085.3410.2012.23197348419.8742.85197428716.1639.05197516611.5822.0519761198.2919.9519772387.6120.45由于7天洪量只有1957~1972年，用相关分析方法延长插补：采用三天洪量为相关变量，取用线性回归的的方法建立W7d倚W3d的回归方程进行延长插补系列。由表9及回归方程的定义及公式可知：Y=0.9967X+9.年份3DX（106m3）7DY（106m3）KXKYKX-1KY-1(KX-1)2(KY-1)2(KX-1)(KY-1)195737.1952.461.138311.0.138310.0.019130.0.195815.8522.150.0.5321-0.51486-0.46790.0.218930.195919.832.90.0.-0.39396-0.209660.0.0.196020.833.20.0.79755-0.36335-0.202450.0.0.196179.188.22.2.1.1.2.1.1.196249.253.11.1.0.0.0.0.0.196386.695.92.2.1.1.2.724641.2.196431.740.70.0.-0.02973-0.022280.0.0.196524.4270.0.64861-0.25317-0.351390.0.0.0889619661425.40.0.-0.57149-0.389830.0.0.196719280.0.-0.41845-0.327370.17510.107170.196818.435.50.0.-0.43681-0.14720.0.0.196932.848.41.1.0.0.1.55E-050.0.197031.935.60.0.-0.02361-0.14480.0.0.197131.835.30.0.-0.02667-0.1520.0.0.197210.212.230.0.-0.6878-0.70620.0.0.由表格可得：σx==22.003106m3σy==22.4765106m3r=0.由显著性检验当α=0.01时，rα=0.4869。由于r>rα所以为总体正相关。由公式计算的结果可知空缺处的结果依次为：67.27141；22.32024；44.94533；51.77272；47.98526；31.04136；28.94829；29.44664。根据调查1922年9月1日在坝址附近发生一场大洪水，推算得潜渔站洪峰流量为1350m3/s。这场洪水是发生后至今最大的一次洪水。缺测年份内，没有大于1160m3/s的洪水发生。对于洪峰加入历史特大洪水采用独立样本法计算经验频率，计算结果见表10。表10洪峰经验频率计算表调查期或实测期系列年数洪水序列洪水年份洪峰Qm（m3/s）经验频率P统一样本法n(实测）N（调查）mM—28— （实测）（调查）调查期N156（1922-1977）1192213500.2196311600.实测期n24（1954-1977）1196311600.219567480.319547020.419616590.519625850.619655100.719715000.819734840.919604780.1019644090.396931119574020.1219693870.1319703050.1419742870.1519552840.1619672440.1719772380.1819592370.1919662320.2019582000.2119681670.2219751660.2319761190.2419721080.对于1日、3日和7日洪量频率计算，按照公式进行计算。结果列于表11中。表111日、3日和7日洪量频率计算表—28— 年份24小时洪量W1d（106m3）经验频率P年份三天洪量W3d（106m3）经验频率P年份七天洪量W7d（106m3）经验频率P196355.60.04196386.60.04196395.90.04196152.50.08196179.10.08196188.20.08196243.70.12195458.40.12195467.271410.12195629.80.16196249.20.16196253.10.16195427.940.20197342.850.20195752.460.20197123.40.24197439.050.24197351.772720.24195722.80.28195737.190.28196948.40.28196920.90.321956360.32197447.985260.32197319.870.36196932.80.36195644.945330.36197017.20.40197031.90.40196440.70.40197416.160.44197131.80.44197035.60.44196015.70.48196431.70.48196835.50.48196515.620.52196524.40.52197135.30.52196414.320.56197522.050.56196033.20.56196711.820.60196020.80.60195932.90.60197511.580.64197720.450.64197531.041360.64195911.130.68197619.950.68197729.446640.6819689.90.72195919.80.72197628.948290.7219669.50.761967190.761967280.7619588.720.80196818.40.801965270.8019768.290.84195815.850.84196625.40.8419558.170.881966140.88195522.320240.8819777.610.92195513.30.92195822.150.9219725.340.96197210.20.96197212.230.96—28— —28— 利用绘图软件画出频率曲线，并查询可得频率为5%，1%，0.1%的洪峰值和各历时段的洪量值，列入表12.表12相应设计频率的洪峰值和历时洪量值频率（%）洪峰Qm（m3/s）24小时洪量W1d（106m3）三天洪量W3d（106m3）七天洪量W7d（106m3）0.12278.52110.91167.35173.0211566.3674.11113.15117.2651067.2348.6777.5080.68由最大洪峰,由最大一日流量由最大三日流量由最大七日流量求得放大倍比系数K列入表12.表13典型年洪水过程的放大倍比系数频率（%）洪峰Qm（m3/s）24小时洪量W1d（106m3）三天洪量W3d（106m3）七天洪量W7d（106m3）0.11.9611.5321.7231.66911.3531.3111.1931.20950.9210.8620.8210.882根据所给的典型洪水过程及放大倍数，得到设计洪水过程所得结果列入表14.表14设计洪水过程表时段（Δt＝1h）流量（m3/s）流量P=0.1%（m3/s）流量P=1%（m3/s）流量P=5%（m3/s）时段（Δt＝1h）流量（m3/s）流量P=0.1%（m3/s）流量P=1%（m3/s）流量P=5%（m3/s）0610.13227.25585.289650286493.0068341.055234.8346—28— 1711.82098.46516.171251295508.521351.7875242.22452711.82098.46516.171252290499.902345.825238.1193813.50969.67447.052853263453.3594313.6275215.949341525.330518.139513.22454277477.4926330.3225227.444752338.840127.813920.276855265456.807316.0125217.591563457.415841.116229.974456252434.3976300.51206.917274372.614151.277535.307357245422.331292.1625201.169585796.255967.972546.802758235405.093280.2375192.9585973125.837487.052559.940359224386.1312267.12183.926410100172.38119.2582.1160212365.4456252.81174.073211130224.094155.025106.74361205353.379244.4625168.325512171294.7698203.9175140.408162192330.9696228.96157.651213230396.474274.275188.85363180310.284214.65147.79814260448.188310.05213.48664161277.5318191.9925132.197115317546.4446378.0225260.288765155267.189184.8375127.270516335577.473399.4875275.068566145249.951172.9125119.059517362624.0156431.685297.238267130224.094155.025106.74318373728.469486.765320.668168118203.4084140.71596.889819350683.55456.75300.89569118203.4084140.71596.889820330644.49430.65283.70170103177.5514122.827584.573321315615.195411.075270.80557197167.2086115.672579.646722305595.665398.025262.20857292158.5896109.7175.541223293572.229382.365251.89217385146.523101.362569.793524293572.229382.365251.89217482141.351697.78567.330225445869.085580.725382.56657579136.180294.207564.8669265751122.975750.375494.32757665112.04777.512553.3715276751318.275880.875580.2975775594.80965.587545.1605288051572.1651050.525692.0585784374.123451.277535.3073299151786.9951194.075786.6255794169.236749.581336.145630100019531305859.7803355.727139.906929.09283110602070.181383.3911.282813660.793243.534831.73763211302206.891474.65971.461824372.614151.999937.90883311602278.3561566.6961067.2834982.746359.255743.19843410602070.181383.3911.282845389.501164.092946.7248359501855.351239.75816.715855084.43560.46544.08368641687.3921127.52742.7808864881.057658.046442.3168377601484.28991.8653.372874779.368956.837141.4352386601288.98861.3567.402884677.680255.627840.5536396171205.001805.185530.4349894474.302853.209238.790440470917.91613.35404.059904372.614151.999937.908841370722.61482.85318.089914169.236749.581336.145642306527.4828364.905251.2566923965.859347.162734.382443260448.188310.05213.486933762.481944.744132.619244235405.093280.2375192.9585943559.104542.325530.85645227391.3026270.6975186.3897953457.415841.116229.974446240413.712286.2197.064963355.727139.906929.092847253436.1214301.7025207.7383973254.038438.697628.211248269463.7022320.7825220.8759983152.349737.488327.329649277477.4926330.3225227.4447993050.66136.27926.448—28— 根据表格并利用软件绘制洪水过程线如图所示：由上至下为：P=0.1%时，洪水过程线P=1%时，洪水过程线典型洪水过程线P=5%时，洪水过程线八.水库洪水特征水位的计算和坝顶高程的确定1.防洪高水位的计算根据水库下游防洪要求，20年一遇的洪水，只放发电用水17m3/s，其余全部拦蓄在水库里，起调水位（防洪限制水位）:=78+16/100=78.16m,其对应的水库体积为:=76.59（106m3）。用5％（20年一遇）洪水过程线，下泄发电用水（17m3/s），因此可绘制出水库入、出流过程线如下。—28— 图12水库入、出流过程线根据水库调洪规则，可计算此次洪水过程水库的蓄水量如表23：表2320年一遇洪水水库蓄水量计算表时段Δt＝1h）入库流量（m3/s）下泄流量（m3/s）蓄水流量（m3/s）蓄水量（m3/s）时段（Δt＝1h）入库流量（m3/s）下泄流量（m3/s）蓄水流量（m3/s）蓄水量（m3/s）051755205171880.69161756195171780.66261757189171720.63371758181171640.604121759173171560.5851817160164171470.5562717100.0261158171410.5273517180.0562148171310.4984517280.0863138171210.4595617390.1264124171070.41107717600.1865120171030.38—28— 1110017830.266611217950.3612132171150.366710017830.3213178171610.50689117740.2814201171840.62699117740.2715245172280.74708017630.2516259172420.85717517580.2217279172620.91727117540.2018303172860.99736617490.1919300172831.02746317460.1720283172660.99756117440.1621271172540.94765017330.1422262172450.90774217250.1023252172350.86783317160.0724252172350.85793117140.0525382173651.0880261790.0426494174771.52812817110.0427580175631.87823417170.0528692176752.23833917220.0729786177692.60844217250.0830859178422.90854017230.0931910178933.12863917220.0832971179543.32873817210.0833996179793.48883717200.0734910178933.37893517180.0735816177993.05903417170.0636742177252.74913317160.0637653176362.45923117140.0538567175502.13933017130.05—28— 39530175131.91942817110.0440404173871.62952717100.0441317173001.2496261790.0342236172190.9397261790.0343201171840.7398251780.0344181171640.6399241770.0345175171580.58100231760.0246185171680.59101221750.0247195171780.62102221750.0248208171910.66103211740.0249214171970.70104201730.0150221172040.72105191720.0151228172110.75106181710.0152224172070.75107181710.0053203171860.71108171700.0054214171970.6970.86经计算，水库的总蓄水量为，此时的水库蓄水体积为：==76.59+70.86=148.52（106m3）查水库的水位容积曲线可以得到水库的防洪高水位为：86.02m。2.设计洪水位的计算用1％（百年一遇）洪水过程线，从防洪限制水位开始，先按发电流量（17m3/s）下泄，其余蓄在水库里，经计算到第37个时段末即蓄至防洪高水位，此后打开溢洪道闸门和泄洪洞闸门，自由泄流。从第38个时段开始，采用试算法进行调洪演算，得设计洪水位、拦洪库容和相应最大下泄流量。（1）由水库的水位容积曲线和泄洪建筑物泄流曲线可以得到水库的蓄泄方程，即：q=f（V）表24水库的蓄泄曲线—28— 水位（m）808182838485流量（m3/s）332336341347351354容积（106m3）94.4102.8111.3120129138.6水位（m）868788899091流量（m3/s）3583623704818741460容积（106m3）148.3158.8170181.5194.5207（2）推求下泄流量过程：已知计算时段始末的入库流量、，时段初的出库流量，水库蓄水量，假设时段末的出库流量，根据水量平衡方程可计算得到时段末的水库蓄水量，在曲线q-V中查得相应的，与原假设进行比较，若相同则符合，否则重新假设进行计算。（3）应用上述方法依次进行计算即得到下泄流量过程q-t，因此可以通过反复的调洪演算计算得到不同时段相应的水库体积和水库水位，当入库流量与出库流量相等时即可得到最大下泄流量，而此时的水位即为水库的设计洪水位，相应的库容即为拦洪库容，计算结果如表25所示。表25水库设计洪水调洪计算表时段（Δt＝1h）入库流量（m3/s）下泄流量（m3/s）水库体积（106m3）水位（m）31177.6677.554211777.6777.555321777.7077.556481777.7877.567601777.9277.58—28— 8661778.0877.619741778.2777.64101021778.5377.67111331778.8977.73121741779.3877.80132351780.0677.90142651780.8978.02153231781.8978.17163421783.0378.33173691784.2578.51184861785.7278.73194561787.3678.97204301788.8979.19214101790.3479.41223971791.7379.61233821793.0879.81243821794.3980.00255801796.0680.20267491798.3980.482788017101.2680.8228104917104.6781.2229119217108.6581.6930130317113.0882.2031138117117.8582.7532147217122.9283.3233151117128.2383.9134138117133.3784.4635123817138.0384.94—28— 36112617142.2285.373799017145.9785.7638860358148.6286.0339804358.77150.3286.1940612359.25151.5886.3141430359.47152.1686.3742312359.49152.2086.3743265359.39151.9586.3544240359.24151.5686.3145232359.07151.1286.2746245358.91150.6886.2347258358.76150.3086.1948274358.63149.9686.1649283358.52149.6886.1350292358.43149.4286.1151301358.34149.2086.0952296358.26148.9886.0653268358.16148.7186.0454283358.04148.4186.01根据上述计算可作出相应的设计洪水过程线以及下泄流量过程线如图13所示：—28— 图13水库设计洪水入、出流过程线（5）根据上述计算可得，水库的设计洪水位为86.41m，此时水库体积为152.20（106m3），因此可得水库的拦洪库容为：==152.20-70.86=81.34（106m3）,此时的下泄流量为359.49（m3/s），即为最大下泄流量。3.校核洪水位的计算方法与设计洪水计算相同，只是用0.1％（1000年一遇）设计洪水过程线来进行计算，结果如表26所示：表26水库校核洪水调洪计算表时段（Δt＝1h）入库流量（m3/s）下泄流量（m3/s）水库体积（106m3）水位（m）31177.6577.544211777.6677.555321777.7177.556481777.7877.56—28— 7601777.9277.588771778.1077.619991778.3677.65101361778.7277.70111761779.2277.77122321779.8977.87133121780.8178.01143531781.9578.17154301783.2978.37164541784.8278.60174911786.4678.84187251788.5979.15196811791.0679.51206421793.3879.85216131795.5880.14225941797.6980.38235701799.7280.642457017101.7280.872586617104.2481.1726111917107.7581.5827131417112.0782.0928156717117.1982.6829178117123.1683.3530194617129.8184.0831206317136.9684.8332219917144.5785.62332257358151.9286.34342063361.85158.4086.96—28— 351849365.81164.1387.48361681369.4169.1687.93371479403.37173.4688.30381284436.78176.9288.60391201464.3179.7788.8540915491.8181.8689.0341610519.74182.7889.1042415518.05182.7689.1043353505.16182.3089.0644319487.7181.7289.0245308477.27181.1188.9746325471.78180.5488.9247343467.07180.0688.8748365463.21179.6688.8449376460.04179.3388.8150388457.38179.0588.7951400455.21178.8388.7752393453.2178.6288.75根据上述计算可作出相应的校核洪水过程线以及下泄流量过程线如图14所示。根据上述计算可得，水库的校核洪水位为：=89.10m，此时水库体积为182.78（106m3），因此可得水库的调洪库容为：==182.78-70.86=111.15（106m3）,此时的下泄流量为519.32（m3/s），即为最大下泄流量。—28— 图14水库校核洪水入、出流过程线4.坝顶高程计算根据现行《碾压式土石坝设计规范》（SDJ218－84），坝顶在水库静水位以上的超高按下式确定：y＝R＋e＋A（1）设计情况下坝顶高程①平均波浪爬高：其中：为斜坡的糙率渗透性系数，根据大坝迎水坡为块石护面确定为0.8；库区汛期多年平均最大风速Vm＝17m/s，设计情况下取V＝1.5Vm=25.5m/s，因此可得=25.5/,由经验系数表可查得kw=1；按官厅水库波高公式计算波高：h＝0.0166V4/5D1/3=0.0166*25.54/5*60001/3=4.025m按上式计算的波高与平均波高关系为：，则=h/1.71=2.35m；—28— 按鹤地水库波长公式计算平均波长：＝0.389VD1/3=180.25m；斜坡的坡度系数m＝3.0；因此平均波浪爬高：==5.207m设计波浪爬高值按工程等级确定，对Ⅰ、Ⅱ、Ⅲ级土石坝取累计概率P＝1％时的爬高值R1%，查《碾压式土石坝设计规范》可得，R1％/＝2.23，则波浪爬高为：=2.23=11.61m②风浪涌高：=0.0036=7.18m③安全超高A，按坝的等级及运用情况从表《永久性挡水建筑物安全加高》中查得为=1m。因此，设计情况下：=+++=87.37+11.81+7.18+1=107.8m（2）校核情况下坝顶高程①平均波浪爬高：库区汛期多年平均最大风速Vm＝17m/s，校核情况下取V＝Vm=17m/s，因此可得=17/,由经验系数表可查得kw=1；波高：h＝0.0166V4/5D1/3=0.0166*174/5*60001/3=2.91m，则=h/1.71=1.70m；平均波长：＝0.389VD1/3=120.166m；因此平均波浪爬高：==3.616m②风浪涌高：=0.0036=3.092m③安全超高A，按坝的等级及运用情况从表《永久性挡水建筑物安全加高》中查得为=0.5m。—28— 因此，校核情况下：=+++=89.1+3.616+3.092+0.5=96.3m故可得出结论，坝顶高程为：Z坝＝Max{Z坝，设，Z坝，校}=107.8m—28—'