课程设计(水力计算)

径流年内分配计算表Q10%1975-197646.3037.6016.0127.6023.6029.008.048.064.165.348.7816.60231.09设计48.1539.1016.6528.7024.5430.168.368.384.335.559.1317.26240.33Q50%1978-197925.3736.0015.4120.599.236.085.353.563.604.1018.7314.88162.90设计25.6236.3615.5620.809.326.145.403.603.644.1418.9215.03164.53Q90%1971-197216.4822.308.0211.4518.346.763.705.163.504.111.938.20109.95设计16.8122.758.1811.6818.716.903.775.263.574.191.978.36112.152.设计洪水及过程线的推求1）洪峰资料的分析与处理①洪水资料的审查（略）；②洪水资料的选择，考虑历史洪水分别为1864年，1933年，1961年分别计算特大洪水和一般洪水的频率。年份Qm(m3/s)Qiki=Qi/Q均ki-1(ki-1)2P=m/(n+1)*1001864117001700Ⅰ3.022.024.14.171933216701670Ⅱ2.971.973.98.333878Ⅲ1.560.560.312.50195847657651.360.360.116.7195953147481.330.330.120.8196067486461.150.150.025.0196178786111.090.090.029.2196285545540.98-0.020.033.3196396115350.95-0.050.037.51964104724720.84-0.160.041.71965114604600.82-0.180.045.81966123564370.78-0.220.150.01967134034230.75-0.250.154.21968146464190.74-0.260.158.31969152664030.72-0.280.162.51970162613910.69-0.310.166.71971172033560.63-0.370.170.81972184233140.56-0.440.275.01973195352660.47-0.530.379.21974203912650.47-0.530.383.31975214192610.46-0.540.387.51976224372030.36-0.640.491.71977232651800.32-0.680.595.8197824180合计1295723.010.0111.01150.0平均563特大洪水的频率一般洪水的频率2）计算。采用矩法，径分析N=100年，L=1，a=3，计算得式中：模比系数经适线，选择CS=3.5Cv3）设计洪峰流量、设计洪水总量的计算。分别根据洪峰流量、洪水总量得理论曲线得P=1%、P=0.1%洪峰流量、洪水总量。推算得Qp=1%=497m3/s。3.选择典型洪水表1-3上游站典型洪水过程线日期（月日）时刻Qi（m3/s）日期（月日）时刻Qi（m3/s）9.1212:0032.69.133:3010149.1213:0034.59.1348859.1216:0079.59.1356419.12182839.1365709.12193059.1375479.12203319.1385079.12213709.13122609.12224319.13132319.12234509.13152019.130:005479.13171689.1317959.13181639.1329709.140:001169.132:3010369.14685.49.132:4210719.141276.99.133:0710719.141232.64.放大典型洪水过程线采用同倍比放大法，按相同频率的设计洪峰及几个时段洪量比值控制放大典型洪水，P=1%为例，见下表。表1-3上游站典型洪水过程线日期（月日）时刻Qi（m3/s）放大系数放大值修匀流量9.1212:0032.61.33434313:0034.51.33464616:0079.51.33106100182831.33376300193051.33406200203311.33440400213701.33492300224312.5510991100234502.55114811009.1300:005472.551395100017952.552027150029702.552474100002:3010362.552642200002:4210712.552731200003:0710712.55273127009.1303:3010142.552586200048851.331177100056411.3385385065701.3375875075471.3372872085071.33674600122601.33346300132311.33307300152011.33267200171681.33223200181631.3321720000:001161.33154100685.41.331141001276.91.331021001232.61.334350二、兴利调节计算①已知的来用水过程进行兴利调节计算求兴利库容，确定正常高水位。①绘制水位-库容曲线；②不计算水量损失时，求兴利库容，确定正常高水位。设计保证率为90%月份来水量用水量余水缺水v死=5弃水月末库容560.7225364147.47622.44830-83339.77719.59635-151829.47821.34435-14445.87987.676404853.359.9710114.08407453.37459.971155.384352053.32059.971223.36835-11.641.748.47116.65235-18.323.330.17218.58435-16.46.913.87327.50835-7.50.06.47439.8363554.811.47合计50941592332.4Z死=165m，V死=6.47m3/s月，V兴=53.5m3/s月=53.5×30.4×24×3600=1.4052亿m3。校核：全年总来水量-全年总用水量-总弃水量=0509-415-94=0计算无误。W蒸=（E水-E陆）F/1000，W渗=1%V蓄③考虑水量损失是的兴利库容，正常高水位（略）。三、防洪计算1、水库调洪辅助曲线计算过程，根据水量平衡原理计算绘制水库容积—下泄流量关系曲线。1）下泄流量—库容曲线查下游水位流量关系曲线枯水位m库容万m3堰顶水头h（m）H3/2下泄量q（m3/s）12345171.2332.400017236.10.770.6859.317340.41.772.3520817445.62.774.6140817550.83.777.3264817656.74.7710.4292017763.65.7713.86123017870.96.7717.62155817979.27.7721.661912180878.7725.97230118198.89.7730.542699182107.910.7735.343124计算辅助曲线M=1.77,B=50枯水位m库容万m3堰顶上库容（万m3）V/Δt下泄量q（m3/s）q/2v/Δt-q/2v/Δt+q/212345678171.2332.400000017236.13.7513.959.329.65484.2543.517340.481111.12081041007.11215.117445.613.21833.34082041629.32037.317550.818.42555.66483242231.62879.617656.724.33375.09204602915.03835.017763.631.24333.312306153718.34948.317870.938.55347.215587794568.26126.217979.246.86500.019129565544.07456.01808754.67583.323011150.56432.88733.818198.866.49222.226991349.57872.710571.7182107.975.510486.1312415628924.112048.12）调洪演算，根据设计洪水过程线和水库调洪辅助曲线进行调洪演算，其调洪计算成果P=1%及入库流量与下泄量过程线。时段Δt(h)平均入库流量（m3/s）v/Δt-q/2v/Δt+q/2时段末泄量（m3/s）总库容万m3水位m备注123456780000032.427171.23弃水12011842011733.11171.3925246107089836.12172.139471265155729242.03173.31413552046262057449.51174.72514802698352682855.43175.75611632930386193157.82176.31出现最大洪量77622810369388356.11175.82弃水85452570335578554.22175.6194202310299068051.91175.23103422077265257550.24174.98112941842237152947.02174.38122721679212244346.41174.1132533）求设计洪水位，校核洪水位、拦洪库容、调洪库容和最大下泄量qm。已知M=1.77，B=50m，经调解计算最大下泄量qm=932m3/s。根据计算得设计洪水为Z设=176.31m，最大总库容Vm=5782万m3。同时计算得设计调洪库容V调=5782-3243=2539万m3。由坝顶高程Z坝=Z校+Z风+Z安，可计算求得。P=1%洪水调洪计算（略）。四、水库水能计算水能计算按补给水量损失、装机容量未定情况，用等流量调节计算，见下表。保证出力保证电能多年平均发电量平水年P=50%，枯水年P=90%的水能计算（略）。P=90%,A=8时间Q天（m3/s）q电（m3/s）Q天（m3/s）q电（m3/s）V末（m3/s.月）V平均（m3/s.月）Z上（m）Z下（m）水头H净N（万kw）E(万kwh)1234567891011121356133.8227.1855.0630.8182122.7158.31.5774115.1622.333.82-11.5243.5449.3184122.7160.31.6315119.1719.733.82-14.1229.4236.48182122.7158.31.5774115.1821.433.82-12.421723.21178122.7154.31.4691107.2988.174.813.330.323.65178.2123.8153.43.1955233.31011574.840.270.550.4184.5123.8159.73.5724260.81155.655.6070.570.5190.1123.8165.32.9045212.01223.533.82-10.3260.1865.34188.6122.7164.91.7559128.2116.733.82-17.1243.0651.62184.2122.7160.51.6369119.5218.733.82-15.1227.9435.5180.3122.7156.61.5314111.8327.633.82-6.2221.7224.83178122.7154.31.4691107.244033.826.1827.924.81178122.7154.31.4691107.2合计509.6509.5886.86-86.84497.12486.4052187.91475.712700.223.79026881736.689622参考文献[1]误明远、詹道江、叶守泽等主编，水利电力出版社，1987年，[M][2]王燕生主编，工程水文学，水利电力出版社，1992年[M][3]叶守泽主编，水文水利计算，水利电力出版社，1992年[M][4]水利水能规划，周之豪等编，水利水电出版社，1986年[M][5]水利水能规划，湖北科学技术出版社，1989年[M][6]朱允芳等，水文水资源专业设计指南，水利电力出版社，2000年[M]。[7]何俊仕等编，水资源规划及利用，水利电力出版社，2006年[M]计算过程：月份567891011121234年份1958-195910.96176332.0536.97125.83.662.922.1911.268.33206.41959-196015.9641.423.526.7339.57.84.53.883.071.94.434.6177.31960-196124.8747.11132.199.985.74.13.142.893.769.112.13165.91961-196233.2518.228.647.8863.7168.56.014.912.994.518.05242.41962-196346.558.22516.618.36125.74.272.912.612.782.98198.11963-19642.736.856.815.9618.96.96.83.5611.28.176.185.54179.51964-196510.137.29.2335.214.76104.53.072.542.83310.7143.21965-19669.0637.536.818.097.949.96.34.143.183.744.8110.561521966-19672.424020.725.710.746.33.84.013.034.337.3319.29147.61967-19689.5415.720.58.36.944.23.22.952.636.55.726.5492.751968-196926.346.614.212.715.5273.44.379.6411.5918.611.72171.61969-197016.8821.811.733.217.947.84.94.285.923.814.3511.28153.81970-197119.6631.324.32943.6115.76.1533.223.142.481821971-197216.4822.38.0211.4518.346.83.75.163.54.111.938.21101.021972-197314.2140.716.743.114.897.85.95.265.44.564.6330.7193.91973-197442.630.740.822.325.5147.94.533.393.713.587.822071974-197524.522.31915.86.0915145.967.569.3217.5416.731731975-197646.337.61627.623.62988.064.165.348.7816.6231.11.041976-19779.5928.727.831.118.2127.55.154.8643.274.34156.81977-197817.439.611.916.619.54114