工程水文与水利计算课程设计(30页).doc

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1、-工程水文与水利计算课程设计-第 29 页一 推求设计年径流 (一)资料： 已知某拟建水库坝址处逐年月平均流量表(见下表一) (二)要求：(1)如果设计水库的年径流设计保证率为p=90%，丰水采用p=10%，平水采用p=50%试用频率分析法求丰平枯的设计年径流值。 (2)根据设计年径流成果，选择典型年，用同倍比方法推求p=90%的年径流过程。 (三)交阅成果： (1)频率分析计算表。 (2)频率分析适线图。(3)频率p=90%的设计年径流过程。表一 年月径流过程表月年345678910111212年平均19303112121421616160.228.869.046.715.641.437.6

2、15597.2313213110530016810232.8109.018.421.725.013.160.290.5323344.812332139464.629.548.712.629.518.744.0122104.4333414115520140710868.630.714.214.77.710.917.698343511822514118614.88.518.59.014.819.146.754.871.4353682.317891.538677.692.644.516.237.837.454.085.898.6363714828218634869.096.928.75.56.56.

3、510.457.5103.8373818720818233135.414528.018.314.27.033.695.4107.1383978.529.116311247.524.69.84.02.82.82.714.340.9394011615278.810011118.723.820.435.418.019.644.061.5404115520.462.363.057.918.896.215720.78.032.784.664.7414215061.517219420195.780.09.146.033.311.350.592424310114421449263.78.01267.37.4

4、15.212.238.7102.5434411262.511337711675.013.050.86.36.431.277.586.7444548.019522616129.578.336.056.714722.033.154.390.6454669.448.544.587.312121.520937.341.238.010.833.063.5464725393.523216027059.549.117.729.561.064.263.4112.7474844.843.214520870.146.423.528.510.213.715.617568.7484916980.02812483558

5、8.048.010.69.040.023.040.0116495012519514929417497.016.477.013.251.021.1102109.6505190.088.518725887.077.013125.015.619.438.075.091515220922668.017138.018.547.024.023.331.331.311983.9525320610228527323383.511836.911.49.550.454.5121.9535410110220830922.637.392.738.616668.074.335.4104.6545569.72133504

6、5222962.38.65.03.85.24.863.1122.2555610489.718240734.526.813.82.94.02.55.221.374.5565710697.729110511.666.719925.37.15.412.750.381.5575882.821422098.815.539.616.334.712.615.012.334.566.3585917112935642.226.925.882.433.98.74.914.122993.7596027.320.725523897.650.5128.57.414.912.435.69.974.8606110189.3

7、13117319574.596.03.317.48.319.013486.86162104.510222020349.738.166.325.721.510.822.49.472.8626312018828127017098.462.343.525.513.25.88.8107.2636420.762.919616528.539.067.77.422.112.362.948.961.1646580.472.221031627.428.111.738.07.33.22.832.169.1656652.218694.017054.448.915.739.269.985.656.963.778666

8、711819955.313817211.826.28.26.615.66.740.666.5676893.510529528238.48.63.61.83.23.62.815.271.1686956.493.413522722710.913.79.23.415.451.411279.6697099.487.327317617937.531.014.19.17.027.236.681.47071179170218258125(1)频率分析计算表：表一 年月径流过程表年份年平均径流序号由大到小排列莫比系数Kk-1(K-1)p=m/(n+1)*100%19303197.21122.21.409 0.

9、4090.167 2.4313290.52121.91.406 0.4060.165 4.93233104.431161.338 0.3380.114 7.33334984112.71.300 0.30.090 9.6343571.45109.61.264 0.2640.070 12.2353698.66107.21.236 0.2360.056 14.63637103.87107.11.235 0.2350.055 17.13738107.18104.61.206 0.2060.042 19.5383940.99104.41.204 0.2040.042 22394061.510103.81

10、.197 0.1970.039 24.4404164.711102.51.182 0.1820.033 26.84142921298.61.137 0.1370.019 29.34243102.513981.130 0.130.017 31.7434486.71497.21.121 0.1210.015 34.1444590.61593.71.081 0.0810.007 36.6454663.516921.061 0.0610.004 394647112.717911.049 0.0490.002 41.5474868.71890.61.045 0.0450.002 43.948491161

11、990.51.044 0.0440.002 46.34950109.62086.81.001 0.0010.000 48.95051912186.71.000 00.000 51.2515283.92283.90.968 -0.0320.001 53.75253121.92381.50.940 -0.060.004 56.15354104.62481.40.939 -0.0610.004 58.55455122.22579.60.918 -0.0820.007 61555674.526780.900 -0.10.010 63.4565781.52774.80.863 -0.1370.019 6

12、5.9575866.32874.50.859 -0.1410.020 68.3585993.72972.80.840 -0.160.026 70.7596074.83071.40.823 -0.1770.031 73.2606186.83171.10.820 -0.180.032 75.6616272.83269.10.797 -0.2030.041 786263107.23368.70.792 -0.2080.043 80.5636461.13466.50.767 -0.2330.054 82.9646569.13566.30.765 -0.2350.055 85.46566783664.7

13、0.746 -0.2530.064 87.8666766.53763.50.732 -0.2680.072 90.2676871.13861.50.709 -0.2910.085 92.7686979.63961.10.705 -0.2950.087 95.1697081.44040.90.472 -0.5280.279 97.6合计3468.43468.440.000 0.0021.873 平均值86.7186.71(2)作理论频率曲线如图所示(3)对频率曲线配线：具体过程如下表个所示理论曲线配线表频率P（%）第一次配线第二次配线Q平均=86.71 Cv=0.30 Cs=2.5CvQ平均=8

14、6.71 Cv=0.30 Cs=3CvPkpQpPkpQp12.931.88163.01 2.961.89163.88 51.811.54133.53 1.861.56135.27 101.331.4121.39 1.341.4121.39 200.791.24107.52 0.771.23106.65 50-0.110.9784.11 -0.150.9683.24 75-0.720.7867.63 -0.730.7867.63 90-1.190.6455.49 -1.150.6657.23 95-1.440.5749.42 -1.350.5648.56 99-1.840.4539.02 -1

15、.660.543.36 (3)频率p=90%的设计年径流过程。水库设计年净流量个月分配表月份345678平均典型年月平均流量78.529.116311247.524.640.9设计年月平均流量106.52 39.49 221.19 151.98 64.46 33.38 102.84 月份910111212典型年月平均流量9.842.82.82.714.3设计年月平均流量13.30 5.43 3.80 3.80 3.66 19.41 二 推求设计洪水 (一)资料： 已知某拟建水库坝址处多年实测洪水资料(见下表二表四)，另调查到1878年的洪峰流量为18300m3/s，1935年的洪峰流量为125

16、00m3/s。 (二)要求： (1)根据表二及调查洪水试用频率分析列表法求p=1%和p=0.33%的设计洪峰流量。 (2)依据表三所给的一日、三日、七日设计洪量值以及上面求得的洪峰设计值，结合表四的典型洪水过程，推求p=1%的设计洪水过程线。 (三)交阅成果： (1)设计洪峰频率计算表以及频率分析图。(2)同频率法推求的设计洪水过程线。表二 实测洪峰流量成果表 年份19521953195419551956195719581959Qm(m3/s)642093207800136005850506065404370年份19601961196219631964196519661967Qm(m3/s)3

17、99090807430404067703560729010900年份19681969197019711972197319741975Qm(m3/s)9820749010000608038201030043407470年份19761977197819791980198119821983Qm(m3/s)86305670568051406230616085507730表三 不同时段洪量以及设计洪峰成果表时段t（日）设计洪峰Qmp137洪量W(m3/s.d)）139003850064600表四 典型洪水过程月日时6.19.019.0619.1219.1820.0020.0620.1220.18Qm(m

18、3/s)10201630301048606010725084509580月日时21.0021.0621.1221.1822.0022.0622.1222.18Qm(m3/s)1080012000127001330013600135001320012600月日时23.0023.0623.1223.1824.0024.0624.1224.18Qm(m3/s)1170010700918085007480642054504500月日时25.0025.0625.1225.1826.00Qm(m3/s)36502760228019001600(1) 设计洪峰频率计算表： 洪峰流量经验频率计算表表 调查或实

19、测期系列年数洪水序位洪水年份洪峰流量（m/s）经验频率Pn（实测）N（调查）m（实测）M（调查）PM(%)Pm(%)调查期N106(1878-1983年）11878183000.93 21955136001.87 31935125002.80 实测期n32(1935-1983年）1195513600已抽到上一栏21967109005.8431973103008.88419701000011.9151968982014.9561953932017.9971961908021.0381976863024.0691982855027.1101954780030.14111983773033.1812

20、1969749036.21131975747039.25141962743042.29151966729045.33161964677048.36171958654051.4181952642054.44191980623057.48201981616060.51211971608063.55221956585066.59231978568069.63241977567072.66251979514075.7261957506078.74271959437081.78281974434084.81291963404087.85301960399090.89311972382093.933219

21、65356096.96(2) 实测洪峰流量表以及典型洪水一日、3日、7日计算图： 实测洪峰流量成果表 合计年均洪流量年份195219531954195519561957195819597035.31 Qm(m3/s)64209320780013600585050606540437058960年份19601961196219631964196519661967Qm(m3/s)39909080743040406770356072901090053060年份19681969197019711972197319741975Qm(m3/s)98207490100006080382010300434074

22、7059320年份19761977197819791980198119821983Qm(m3/s)8630567056805140623061608550773053790合计199690表四 典型洪水过程月日时6.19.019.0619.1219.182020.0620.1220.18Qm(m3/s)10201630301048606010725084509580月日时2121.0621.1221.182222.0622.1222.18Qm(m3/s)1080012000127001330013600135001320012600月日时2323.0623.1223.182424.0624.1

23、224.18Qm(m3/s)1170010700918085007480642054504500月日时2525.0625.1225.1826Qm(m3/s)36502760228019001600求Cv值年份洪峰流量Xj-X平Xi-X平（Xj-X平）（Xj-X平）18781830011250.7126578250.51955136006550.742911670.491935125005450.729710130.491967109003850.71973103003250.710567050.491970100002950.78706630.49196898202770.77676778.4

24、9195393202270.75156078.49196190802030.74123742.49197686301580.72498612.49198285501500.72252100.4919547800750.7563550.4919837730680.7463352.4919697490440.7194216.4919757470420.7176988.4919627430380.7144932.4919667290240.757936.4919646770-279.378008.4919586540-509.3259386.4919526420-629.3396018.491980

25、6230-819.3671252.4919816160-889.3790854.4919716080-969.3939542.4919565850-1199.31438320.4919785680-1369.31874982.4919775670-1379.31902468.4919795140-1909.33645426.4919575060-1989.33957314.4919594370-2679.37178648.4919744340-2709.37340306.4919634040-3009.39055886.4919603990-3059.39359316.4919723820-3

26、229.310428378.4919653560-3489.312175214.49合计3E+0523252.1-6998199200051114073296.7不同时段洪量以及设计洪峰成果表 不同时段洪量以及设计洪峰成果表时段t（日）设计洪峰Qmp（m/s)137设计洪量W(m/s日）15117139003850064600典型洪量(m/s日）1360011812.53558054580起讫时间22日0时0分21.18221820.1823.1819.026.0(3) 作经验频率曲线如图并配线：理论曲线配线频率第一次配线第二次配线第三次配线平均Q=7049 CV=0.35 CS=3CV平均Q

27、=7049 CV=0.35 CS=3.5CV平均Q=7049 CV=0.35 CS=4CVpKpQppKpQppKpQp0.33%7.813.733526317.4 4.052.417517041.0 4.152.452517287.7 1%3.122.09214746.5 3.212.123514968.6 3.272.144515116.6 51.891.661511711.9 1.921.67211785.9 1.941.67911835.3 101.341.46910355.0 1.341.46910355.0 1.331.465510330.3 200.741.2598874.7 0

28、.721.2528825.3 0.711.24858800.7 50-0.180.9376604.9 -0.210.92656530.9 -0.220.9236506.2 75-0.740.7415223.3 -0.740.7415223.3 -0.730.74455248.0 90-1.10.6154335.1 -1.060.6294433.8 -1.040.6364483.2 95-1.280.5523891.0 -1.20.584088.4 -1.170.59054162.4 99-1.520.4683298.9 -1.380.5173644.3 -1.320.5383792.4 （4）

29、洪水流量过程线设计：时间典型流量放大倍比放大流量修匀流量6月19*010201.371397.41397.419*616301.372233.12233.119*1230101.374123.74123.719*1848601.376658.26658.220*060101.378233.78233.720*672501.379932.59932.520*1284501.3711576.511576.520*1895801.37/1.0413124.6/9963.21312421*0108001.04112321408021*6120001.04124801494021*12127001.04

30、132081554021*18133001.04/1.1813832/156941584022*0136001.18/1.116048/149601604822*6135001.18159301593022*12132001.18155761557622*18126001.18/1.0414868/131041486823*0117001.04121681296023*6107001.04111281141023*1291801.049547.21053023*1885001.04/1.378840/116451010024*074801.3710247.6946024*664201.3787

31、95.4859024*1254501.377466.57466.524*1845001.376165616525*036501.375000.55000.525*627601.373781.23781.225*1222801.373123.63123.625*1819001.372603260326*016001.3721922192（4）设计洪水流量过程线和典型洪水过程线：三 列表法年调节计算 (一)资料： 已知某拟建水库坝址处逐年月平均流量表(见表一) (二)要求： (1)如果水库各月均匀供水，Q调=30m3s，试用列表法求1964年3月至1965年2月这一年所需兴利库容(不考虑水库蒸发，

32、渗漏损失)。 (2)分析该年什么时候兴利库容必须蓄满，什么时候兴利库容供水结束。 (3)分别用早蓄方案和迟蓄方案求水库蓄水变化过程和各月弃水量。 (三)交阅成果： (1)逐月流量调节计算表。 (2)绘出入库流量、出库流量、早蓄(或迟蓄)方案弃水量过程线(参考课本)。(3)绘出早蓄和迟蓄方案水库蓄水过程线。表一 年月径流过程表月年345678910111212年平均19303112121421616160.228.869.046.715.641.437.615597.2313213110530016810232.8109.018.421.725.013.160.290.5323344.81233

33、2139464.629.548.712.629.518.744.0122104.4333414115520140710868.630.714.214.77.710.917.698343511822514118614.88.518.59.014.819.146.754.871.4353682.317891.538677.692.644.516.237.837.454.085.898.6363714828218634869.096.928.75.56.56.510.457.5103.8373818720818233135.414528.018.314.27.033.695.4107.1383978.529.116311247.524.69.84.02.82.82.7