畢業(yè)設(shè)計賦石水庫水利水電規(guī)劃 工程水文及水利計算課程設(shè)計

1、課程設(shè)計(綜合實驗)報告 ( 2011- 2012年度第1學(xué)期) 課 題： 賦石水庫水利水電規(guī)劃 院 系： 可再生能源學(xué)院 專 業(yè)： 水利水電工程 班 級： 水電0902 姓 名： 學(xué) 號： 指導(dǎo)教師： 2011年 12 月 28日 賦石水庫水利水電規(guī)劃1、 設(shè)計任務(wù)在太湖流域的西苕溪支流西溪上，擬修建賦石水庫，因而要進(jìn)行水庫規(guī)劃的水文水利計算，其具體任務(wù)是：1、 選擇水庫死水位。2、 選擇正常蓄水位。3、 計算電站保證出力和多年平均發(fā)電量。4、 選擇水電站裝機(jī)容量。5、 推求設(shè)計標(biāo)準(zhǔn)和校核標(biāo)準(zhǔn)的設(shè)計洪水過程線。6、 推求洪水特征水位和大壩壩頂高程。二、流域和水庫情況簡介 西苕溪為太湖流域一大

2、水系,流域面積為2260km2,發(fā)源于浙江省安吉縣天目山,干流全長150km,上游坡陡流急,安城以下堰塘遍布,河道曲折,排泄不暢,易遭洪澇災(zāi)害,又因流域攔蓄工程較少,灌溉水源不足,易受旱災(zāi)。賦石水庫為根治西苕溪流域水旱災(zāi)害骨干工程之一,位于安吉縣豐城以西十公里,控制西苕溪主要支流西溪,壩址以上流域面積328km2.流域內(nèi)氣候溫和,濕潤,多年平均雨量孝豐站為1450mm,國民經(jīng)濟(jì)以農(nóng),林業(yè)為主,流域內(nèi)大部為山區(qū),小部為丘陵,平地較少.流域水系及測站分布見下圖。3、 設(shè)計方案（一）水位氣象資料的搜集和審查熟悉流域的自然地理情況，廣泛的搜集有關(guān)水文的氣象資料（見基本資料）。經(jīng)初步審查，降雨和徑流等實

3、測資料是可靠的、具有一致性的，可用于本次設(shè)計。（二）設(shè)計年徑流量及其年內(nèi)分配2.1設(shè)計年徑流量的計算先進(jìn)行年徑流量的頻率計算，求出頻率為85%、50%、15%的豐、中、枯年徑流量表1 設(shè)計年徑流及典型年徑流量代表年設(shè)計頻率設(shè)計年徑流量典型年典型年徑流量縮放倍比枯水年中水年豐水年2.2設(shè)計年內(nèi)分配根據(jù)年、月徑流資料和代表年的選擇原則，確定豐、中、枯三個代表年。并按設(shè)計年徑流量為控制用同倍比方法縮放各代表年的逐月徑流量，推求豐、中、枯年徑流量的年內(nèi)分配。表2 潛漁站設(shè)計年徑流量月份設(shè)計枯水年設(shè)計中水年設(shè)計豐水年典型年Q設(shè)計年Q典型年Q設(shè)計年Q典型年Q設(shè)計年Q314.0014.566.476.821

4、1.1011.58418.6019.346.937.3112.8013.35519.5020.2820.8021.9423.0023.9961.311.368.248.6927.6028.7975.215.4221.8023.003.974.1480.060.065.505.801.241.2990.040.044.324.5623.2024.201 00.410.432.812.967.657.981 11.701.771.421.501.361.421 20.750.783.603.800.440.4610.700.731.101.160.840.8821.881.962.332.466.

5、116.3764.1666.7385.3290119.31124.45（三） 死水位的選擇3.1繪制水庫水位容積曲線和水電站下游水位流量關(guān)系曲線表3 水位容積曲線水位（m)48505255606570758081容積（106m3）00.10.62.381835.760.394.4102.8水位（m)82838485868788899091容積（106m3）111.3120129138.6148.3158.8170181.5194.5207圖1表4 水位流量關(guān)系曲線水位（m)46.046.246.446.646.847.047.2流量（m3/s）01.03.67.311.916.220.5圖23

6、.2根據(jù)泥沙資料計算水庫的淤積體積和水庫相應(yīng)的淤積高程（按百年運用估計）所以有所以推移質(zhì)可得根據(jù)水位容積曲線，內(nèi)插法求得在此基礎(chǔ)上加上安全值得3.3根據(jù)水輪機(jī)的情況確定水庫的最低死水位由水輪機(jī)的水位流量關(guān)系可得3.4綜合各方面情況確定水庫死水位（四）選擇正常蓄水位根據(jù)本地區(qū)的興利要求，發(fā)電方面要求保證出力不低于800千瓦，發(fā)電保證率為85%，灌溉及航運任務(wù)不大，均可利用發(fā)電尾水得到滿足，因此，初步確定正常蓄水位為79.9m。（五）保證出力、多年平均發(fā)電量和裝機(jī)容量的計算表5 設(shè)計代表年的月平均流量代表年各月平均流量全年平均流量123456789101112豐水年0.731.9614.5619.

7、3420.281.365.420.060.040.431.771.785.56平水年1.162.466.827.3121.948.6923.005.804.562.961.503.807.5枯水年0.886.3711.5813.3523.9928.794.141.2924.207.981.420.4610.375.1保證出力的計算根據(jù)3各代表年的月平均流量資料，以3m3/s為間隔進(jìn)行分組，計算各組流量的頻率，制成表格，見附表1，并繪制流量頻率曲線，附圖1發(fā)電保證率為P=85%，根據(jù)流量頻率曲線查得保證流量Qp=3.52m3/s5.2多年平均年發(fā)電量及裝機(jī)容量的確定根據(jù)流量頻率計算成果，列表計算

8、年利用小時數(shù)，見附表2，根據(jù)附表2中的數(shù)據(jù)，繪制N裝E年和N裝h年關(guān)系曲線，見附圖2、附圖3.裝機(jī)年利用小時數(shù)h裝=3440h，有附圖2、附圖3、查得裝機(jī)容量為5600KW，多年平均年發(fā)電量195KW。（六）推求各種設(shè)計標(biāo)準(zhǔn)的設(shè)計洪水過程線本水庫為大（2）型水庫，工程等級為級，永久性水工建筑級別為2級。下游防洪標(biāo)準(zhǔn)為5%，設(shè)計標(biāo)準(zhǔn)為5%，校核標(biāo)準(zhǔn)為0.1%，需要推求5%、1%、0.1%設(shè)計洪水過程線。6.1.按年最大值選樣方法在實測資料中選取年最大洪峰流量及各歷時洪量，根據(jù)洪水特性和防洪計算要求，確定設(shè)計歷時為七天，控制歷時為一天和三天，因而可得洪峰和各歷時的洪量系列。6.2.因七天洪量只有1

9、9571972年，所以可以用相關(guān)分析方法延長插補(bǔ)。（用三天洪量與七天洪量進(jìn)行相關(guān)分析） 表-6 三天洪量與七天洪量相關(guān)計算表年份三天洪量七天洪量KXKYKX-1KY-1(KX-1)2(KY-1)2(KX-1)(KY-1)195737.1952.461.13841.26010.13840.26010.01910.06770.035992445195815.8522.150.48520.5321-0.515-0.4680.26510.2190.240912536195919.832.90.60610.7903-0.394-0.210.15520.0440.082610879196020.833.2

10、0.63670.7975-0.363-0.2020.1320.0410.073573726196179.188.22.42122.11871.42121.11872.01981.25141.589825199196249.253.11.5061.27550.5060.27550.2560.07590.139405762196386.695.92.65072.30361.65071.30362.7251.69942.151962487196431.740.70.97030.9777-0.03-0.0220.00090.00050.000663283196524.4270.74690.6486-0

11、.253-0.3510.06410.12350.08895990119661425.40.42850.6101-0.571-0.390.32660.1520.22279595196719280.58160.6726-0.418-0.3270.17510.10720.136996296196818.435.50.56320.8528-0.437-0.1470.19080.02170.064317463196932.848.41.0041.16260.0040.16262E-050.02640.000647108197031.935.60.97640.8552-0.024-0.1450.00060

12、.0210.003413913197131.835.30.97340.8479-0.027-0.1520.00070.02310.004049183197210.212.230.31220.2938-0.688-0.7060.47310.49870.485729922總計522.74666.0416.00115.999006.80394.37265.321856053平均32.6741.63所以有：A.均值B均方差C相關(guān)系數(shù)D回歸系數(shù)EY倚X的回歸方程即所以可根據(jù)得出的回歸方程以及已知的三天洪量可把缺少的七天的洪量值，列入下表。表-7 潛魚站洪峰及定時段洪量統(tǒng)計表年份洪峰Qm（m3/s）24小

13、時洪量W(106m3)三天洪量W(106m3)七天洪量W(106m3)195470227.9458.4067.2719552848.1713.3022.31195674829.8036.0044.94195740222.8037.1952.4619582008.7215.85221319.8032.90196047815.7020.8033.20196165952.5079.1088.20196258543.7049.2053.101963116055.6086.6095.90196440914.3231.7040.70196551015.6224.4027.0019

14、662329.5014.0025.40196724411.8219.0028.0019681679.9018.4035.50196938720.9032.8048.40197030517.2031.9035.60197150023.4031.8035.3019751085.3410.2012.23197348419.8742.8551.77197428716.1639.0547.98197516611.5822.0531.0319761198.2919.9528.9419772387.6120.5429.446.3 對洪峰和各時段洪量系列進(jìn)行頻率計算，用目估適線法求得相應(yīng)的參數(shù)。分別將歷年洪峰

15、、一天洪量、三天洪量、七天洪量頻率計算及參數(shù)確定過程列于附表3、附表4、附表5、附表6中。6.3.1 將原始資料按大小次序排列；用公式計算經(jīng)驗頻率，并將x與p對應(yīng)點繪于頻率格紙上；6.3.3 計算系列額多年平均降水量6.3.4 計算各項的模比系數(shù)，其總和應(yīng)等于n；6.3.5 計算各項的，其總和應(yīng)為零；6.3.6 計算各項的；6.3.7 計算變差系數(shù)選定Cs與Cv 的倍數(shù)關(guān)系，查表得Kp值，得出各種相應(yīng)頻率的Xp值，繪制XpP曲線，根據(jù)其與經(jīng)驗點據(jù)的配合情況，進(jìn)行參數(shù)調(diào)整，最終曲與經(jīng)驗點據(jù)配合最好的曲線參數(shù)。從而可得各設(shè)計頻率的洪峰流量和洪量值。6.4選擇典型洪水過程線選擇1963年為典型年其典

16、型洪水過程線如附表7，圖46.5 用分段同頻率放大法推求設(shè)計洪水過程線6.5.1 計算放大倍比表-8 放大倍比計算（%）( )2237.881566.521091.54( )101.8869.3546.75( )133.6496.8470.05( )134.85103.5180.011.931.350.941.841.260.840.940.810.690.191.021.536.5.2 將不同頻率下的各時段洪量在相應(yīng)的倍比下放大，得其設(shè)計洪水過程線。如圖4（P=0.1%）、圖5（P=1%）、圖6（P=5%）(7) 推求水庫防洪特征水位7.1 泄洪規(guī)則及起調(diào)水位根據(jù)水庫下游防洪要求，等于或小于

17、20年一遇的洪水，只放發(fā)發(fā)電用水（17m3/s），其余全部攔蓄在水庫里，超過20年一遇的洪水，溢洪道和泄洪洞共同泄洪，自由泄流。起調(diào)水位（防洪限制水位）為78.4m。7.2防洪高水位的計算用20年一遇的洪水過程線，初除下泄發(fā)電用水（17m3/s）外，其余蓄在水庫，則總蓄水量加在防洪限制水位上，則可得防洪高水位。20年一遇洪水，P=5%,.利用水平分割法割除其發(fā)電用水量，如附圖8由水位容積曲線查得，起調(diào)水位為78.4m時，V1=83.488W+ V1=+83.488=153.32由水位容積曲線查得：h=86.48m，即防洪高水位為86.48m。附錄：計算附表 附表1 分組流量頻率流量分組(Q)頻

18、率統(tǒng)計枯水年中水年豐水年頻數(shù)頻率頻數(shù)頻率頻數(shù)頻率(0,3)80.66666666740.33333333340.333333333(3,6)10.08333333330.2510.083333333(6,9)0030.2520.166666667(9,12)000010.083333333(12,15)10.0833333330010.083333333(15,18)000000(18,21)20.1666666670000(21,24)0020.16666666710.083333333(24,27)000020.166666667 附表2 流量頻率曲線附表3 歷年洪峰頻率計算及參數(shù)確定過程

19、年份洪峰Qm（m3/s）序號由大到小排列（m3/s）模比系數(shù)kiki -1（ki -1）2p1954702111602.8966688311.8966688313.5973526540.04195528427481.867851970.867851970.7531670420.08195674837021.7529840680.7529840680.5669850070.12195740246591.6456075510.6456075510.416809110.16195820055851.4608200570.4608200570.2123551250.2195923765101.2735

20、354340.2735354340.0748216340.24196047875001.2485641510.2485641510.0617841370.28196165984841.2086100980.2086100980.0435181730.32196258594781.1936273290.1936273290.0374915420.3619631160104091.0213254760.0213254760.0004547760.41964409114021.0038455780.0038455781.47885E-050.441965510123870.966388653-0.0

21、336113470.0011297230.481966232133050.761624132-0.2383758680.0568230540.521967244142870.716675823-0.2833241770.0802725890.561968167152840.709184438-0.2908155620.0845736910.61969387162440.609299306-0.3907006940.1526470320.641970305172380.594316536-0.4056834640.1645790730.681971500182370.591819408-0.40

22、81805920.1666113960.721972108192320.579333766-0.4206662340.176960080.761973484202000.49942566-0.500574340.2505746690.81974287211670.417020427-0.5829795730.3398651830.841975166221660.414523298-0.5854767020.3427829680.881976119231190.297158268-0.7028417320.49398650.921977238241080.269689857-0.73031014

23、30.5333529050.96頻率P（%）第一次配線第二次配線Q=400.5 CV=0.6118 CS=3CVQ=400.5 CV=0.6118 CS=3.5CVKQKQ0.013.53.14131258.090653.663.2391881297.2947940.051.982.211364885.65128222.2236890.55180.11.321.807576723.9341881.291.789222716.5834110.20.641.391552557.3165760.591.360962545.0652810.5-0.280.828696331.892748-0.320.

24、804224322.0917120.75-0.720.559504224.081352-0.710.565622226.5316110.9-0.940.424908170.175654-0.8690.4683458187.57249290.95-1.020.375964150.573582-0.9110.4426502177.28140510.99-1.110.320902128.521251-0.9190.4377558175.3211979配線圖附表4 一天洪量頻率計算及參數(shù)確定過程年份24小時洪量W(106m3)序號由大到小排列（m3/s）模比系數(shù)kiki -1（ki -1）2p1954

25、27.94155.62.8542094461.8542094463.4380926680.0419558.17252.52.6950718691.6950718692.873268640.08195629.8343.72.2433264891.2433264891.5458607580.12195722.8429.81.5297741270.5297741270.2806606260.1619588.72527.941.4342915810.4342915810.1886091770.2195911.13623.41.2012320330.2012320330.0404943310.24196

26、015.7722.81.1704312110.1704312110.0290467980.28196152.5820.91.0728952770.0728952770.0053137210.32196243.7919.871.0200205340.0200205340.0004008220.36196355.61017.20.882956879-0.1170431210.0136990920.4196414.321116.160.829568789-0.1704312110.0290467980.44196515.621215.70.805954825-0.1940451750.0376535

27、30.4819669.51315.620.801848049-0.1981519510.0392641960.52196711.821414.320.735112936-0.2648870640.0701651560.5619689.91511.820.606776181-0.3932238190.1546249720.6196920.91611.580.594455852-0.4055441480.1644660560.64197017.21711.130.571355236-0.4286447640.1837363340.68197123.4189.90.508213552-0.49178

28、64480.241853910.7219725.34199.50.487679671-0.5123203290.2624721190.76197319.87208.720.447638604-0.5523613960.3051031120.8197416.16218.290.425564682-0.5744353180.3299759350.84197511.58228.170.419404517-0.5805954830.3370911140.8819768.29237.610.390657084-0.6093429160.3712987890.9219777.61245.340.27412

29、731-0.725872690.5268911620.96頻率P（%）第一次配線第二次配線Q=19.48 CV=0.71 CS=3CVQ=19.48 CV=0.71 CS=3.5CVKQKQ0.013.663.598670.1007283.853.733572.728580.0522.4247.14162.012.427147.2799080.11.291.915937.3217321.251.887536.76850.20.591.418927.6401720.521.369226.6720160.5-0.320.772815.054144-0.360.744414.5009120.75-0

30、.710.49599.660132-0.670.524310.2133640.9-0.8690.383017.4610348-0.7720.451888.80262240.95-0.9110.353196.8801412-0.7910.438398.53983720.99-0.9190.347516.7694948-0.80.4328.41536配線圖附表5 三天洪量頻率計算及參數(shù)確定過程年份三天洪量W(106m3)序號由大到小排列（m3/s）模比系數(shù)kiki -1（ki -1）2p195458.4186.62.6819448751.6819448752.8289385610.04195513

31、.3279.12.4496748221.4496748222.1015570890.08195636358.41.8086094770.8086094770.6538492860.12195737.19449.21.5236915450.5236915450.2742528350.16195815.85542.851.3270362340.3270362340.1069526980.2195919.8639.051.2093527410.2093527410.043828570.24196020.8737.191.1517497680.1517497680.0230279920.2819617

32、9.18361.1148962530.1148962530.0132011490.32196249.2932.81.0157943640.0157943640.0002494620.36196386.61031.90.987921957-0.0120780430.0001458790.4196431.71131.80.984825023-0.0151749770.000230280.44196524.41231.70.981728089-0.0182719110.0003338630.481966141324.40.755651905-0.2443480950.0597059920.52196

33、7191422.050.682873955-0.3171260450.1005689290.56196818.41520.80.644162279-0.3558377210.1266204830.6196932.81620.540.636110251-0.3638897490.132415750.64197031.91719.950.61783834-0.382161660.1460475340.68197131.81819.80.613192939-0.3868070610.1496197020.72197210.219190.588417467-0.4115825330.169400182

34、0.76197342.852018.40.569835862-0.4301641380.1850411850.8197439.052115.850.490864045-0.5091359550.2592194210.84197522.0522140.433570765-0.5664292350.3208420780.88197619.952313.30.411892227-0.5881077730.3458707530.92197720.542410.20.315887272-0.6841127280.4680102250.96頻率P（%）第一次配線第二次配線Q=32.29 CV=0.61 C

35、S=3CVQ=32.29 CV=0.61 CS=3.5CVKQKQ0.013.53.135101.229153.663.2326104.3806540.051.982.207871.28986222.2271.68380.11.321.805258.2899081.291.786957.6990010.20.641.390444.8960160.591.359943.9111710.5-0.280.829226.774868-0.320.804825.9869920.75-0.720.560818.108232-0.710.566918.3052010.9-0.940.426613.77491

36、4-0.8690.4699115.17339390.95-1.020.377812.199162-0.9110.4442914.34612410.99-1.110.322910.426441-0.9190.4394114.1885489配線圖附表6 七天洪量頻率計算及參數(shù)確定過程年份七天洪量W(106m3)序號由大到小排列（m3/s）模比系數(shù)kiki -1（ki -1）2p195467.27195.92.3254122211.3254122211.7567175560.04195522.31288.22.1387002911.1387002911.2966383530.08195644.94367.271.6311833170.6311833170.398392380.12195752.46453.11.2875848690.2875848690.0827050570.16195822.15552.461.2720659550.2720659550.0740198840.2195932.9651.771.2553