[毕业设计精品]赋石水库水利水电规划 工程水文及水利计算课程设计.doc

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1、课程设计(综合实验)报告 ( 2011- 2012年度第1学期) 课 题： 赋石水库水利水电规划 院 系： 可再生能源学院 专 业： 水利水电工程 班 级： 水电0902 姓 名： 学 号： 指导教师： 2011年 12 月 28日 赋石水库水利水电规划一、 设计任务在太湖流域的西苕溪支流西溪上，拟修建赋石水库，因而要进行水库规划的水文水利计算，其具体任务是：1、 选择水库死水位。2、 选择正常蓄水位。3、 计算电站保证出力和多年平均发电量。4、 选择水电站装机容量。5、 推求设计标准和校核标准的设计洪水过程线。6、 推求洪水特征水位和大坝坝顶高程。二、流域和水库情况简介 西苕溪为太湖流域一大

2、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。赋石水库为根治西苕溪流域水旱灾害骨干工程之一,位于安吉县丰城以西十公里,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下图。三、 设计方案（一）水位气象资料的搜集和审查熟悉流域的自然地理情况，广泛的搜集有关水文的气象资料（见基本资料）。经初步审查，降雨和径流等实

3、测资料是可靠的、具有一致性的，可用于本次设计。（二）设计年径流量及其年内分配2.1设计年径流量的计算先进行年径流量的频率计算，求出频率为85%、50%、15%的丰、中、枯年径流量表1 设计年径流及典型年径流量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中水年丰水年2.2设计年内分配根据年、月径流资料和代表年的选择原则，确定丰、中、枯三个代表年。并按设计年径流量为控制用同倍比方法缩放各代表年的逐月径流量，推求丰、中、枯年径流量的年内分配。表2 潜渔站设计年径流量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Q314.0014.566.476.821

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） 死水位的选择3.1绘制水库水位容积曲线和水电站下游水位流量关系曲线表3 水位容积曲线水位（m)48505255待添加的隐藏文字内容1606570758081容积（106m3）00.10.62.381835.760.394.4102.8水位（m)82838485868788899091容积（106m3）111.3120129138.6148.3158.8170181.5194.5207图1表4 水位流量关系曲线水位（m)46.046.246.446.646.847.047.2流量（m3/s）01.03.67.311.9

6、16.220.5图23.2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（按百年运用估计）所以有所以推移质可得根据水位容积曲线，内插法求得在此基础上加上安全值得3.3根据水轮机的情况确定水库的最低死水位由水轮机的水位流量关系可得3.4综合各方面情况确定水库死水位（四）选择正常蓄水位根据本地区的兴利要求，发电方面要求保证出力不低于800千瓦，发电保证率为85%，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79.9m。（五）保证出力、多年平均发电量和装机容量的计算表5 设计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丰水年0.731

7、.9614.5619.3420.281.365.420.060.040.431.771.785.56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保证出力的计算根据3各代表年的月平均流量资料，以3m3/s为间隔进行分组，计算各组流量的频率，制成表格，见附表1，并绘制流量频率曲线，附图1发电保证率为P=85%，根据流量频率曲线查得保证流量Qp=3.52m3/s5.2多年平均年发电量及装机容量的确定根据流量

8、频率计算成果，列表计算年利用小时数，见附表2，根据附表2中的数据，绘制N装E年和N装h年关系曲线，见附图2、附图3.装机年利用小时数h装=3440h，有附图2、附图3、查得装机容量为5600KW，多年平均年发电量195KW。（六）推求各种设计标准的设计洪水过程线本水库为大（2）型水库，工程等级为级，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5%，校核标准为0.1%，需要推求5%、1%、0.1%设计洪水过程线。6.1.按年最大值选样方法在实测资料中选取年最大洪峰流量及各历时洪量，根据洪水特性和防洪计算要求，确定设计历时为七天，控制历时为一天和三天，因而可得洪峰和各历时的洪量系列。6

9、.2.因七天洪量只有19571972年，所以可以用相关分析方法延长插补。（用三天洪量与七天洪量进行相关分析） 表-6 三天洪量与七天洪量相关计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)195737.1952.461.13841.26010.13840.26010.01910.06770.035992445195815.8522.150.48520.5321-0.515-0.4680.26510.2190.240912536195919.832.90.60610.7903-0.394-0.210.15520.0440.0826108791

10、96020.833.20.63670.7975-0.363-0.2020.1320.0410.073573726196179.188.22.42122.11871.42121.11872.01981.25141.589825199196249.253.11.5061.27550.5060.27550.2560.07590.139405762196386.695.92.65072.30361.65071.30362.7251.69942.151962487196431.740.70.97030.9777-0.03-0.0220.00090.00050.000663283196524.4270.7

11、4690.6486-0.253-0.3510.06410.12350.08895990119661425.40.42850.6101-0.571-0.390.32660.1520.22279595196719280.58160.6726-0.418-0.3270.17510.10720.136996296196818.435.50.56320.8528-0.437-0.1470.19080.02170.064317463196932.848.41.0041.16260.0040.16262E-050.02640.000647108197031.935.60.97640.8552-0.024-0

12、.1450.00060.0210.003413913197131.835.30.97340.8479-0.027-0.1520.00070.02310.004049183197210.212.230.31220.2938-0.688-0.7060.47310.49870.485729922总计522.74666.0416.00115.999006.80394.37265.321856053平均32.6741.63所以有：A.均值 B均方差C相关系数D回归系数 EY倚X的回归方程即所以可根据得出的回归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 潜鱼站洪峰及定时段洪量统计表年份

13、洪峰Qm（m3/s）24小时洪量W(106m3)三天洪量W(106m3)七天洪量W(106m3)195470227.9458.4067.2719552848.1713.3022.31195674829.8036.0044.94195740222.8037.1952.4619582008.7215.8522.15195923711.1319.8032.90196047815.7020.8033.20196165952.5079.1088.20196258543.7049.2053.101963116055.6086.6095.90196440914.3231.7040.70196551015.6

14、224.4027.0019662329.5014.0025.40196724411.8219.0028.0019681679.9018.4035.50196938720.9032.8048.40197030517.2031.9035.60197150023.4031.8035.3019751085.3410.2012.23197348419.8742.8551.77197428716.1639.0547.98197516611.5822.0531.0319761198.2919.9528.9419772387.6120.5429.446.3 对洪峰和各时段洪量系列进行频率计算，用目估适线法求得

15、相应的参数。分别将历年洪峰、一天洪量、三天洪量、七天洪量频率计算及参数确定过程列于附表3、附表4、附表5、附表6中。6.3.1 将原始资料按大小次序排列；6.3.2用公式计算经验频率，并将x与p对应点绘于频率格纸上；6.3.3 计算系列额多年平均降水量6.3.4 计算各项的模比系数，其总和应等于n；6.3.5 计算各项的，其总和应为零；6.3.6 计算各项的；6.3.7 计算变差系数6.3.8选定Cs与Cv 的倍数关系，查表得Kp值，得出各种相应频率的Xp值，绘制XpP曲线，根据其与经验点据的配合情况，进行参数调整，最终曲与经验点据配合最好的曲线参数。从而可得各设计频率的洪峰流量和洪量值。6.

16、4选择典型洪水过程线选择1963年为典型年其典型洪水过程线如附表7，图46.5 用分段同频率放大法推求设计洪水过程线6.5.1 计算放大倍比表-8 放大倍比计算（%）( )2237.881566.521091.54( )101.8869.3546.75( )133.6496.8470.05( )134.85103.5180.011.931.350.941.841.260.840.940.810.690.191.021.53 6.5.2 将不同频率下的各时段洪量在相应的倍比下放大，得其设计洪水过程线。如图4（P=0.1%）、图5（P=1%）、图6（P=5%）(七) 推求水库防洪特征水位7.1 泄

17、洪规则及起调水位根据水库下游防洪要求，等于或小于20年一遇的洪水，只放发发电用水（17m3/s），其余全部拦蓄在水库里，超过20年一遇的洪水，溢洪道和泄洪洞共同泄洪，自由泄流。起调水位（防洪限制水位）为78.4m。7.2防洪高水位的计算用20年一遇的洪水过程线，初除下泄发电用水（17m3/s）外，其余蓄在水库，则总蓄水量加在防洪限制水位上，则可得防洪高水位。20年一遇洪水，P=5%,.利用水平分割法割除其发电用水量，如附图8由水位容积曲线查得，起调水位为78.4m时，V1=83.488W+ V1=+83.488=153.32由水位容积曲线查得：h=86.48m，即防洪高水位为86.48m。附录

18、：计算附表 附表1 分组流量频率流量分组(Q)频率统计枯水年中水年丰水年频数频率频数频率频数频率(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

19、量频率曲线附表3 历年洪峰频率计算及参数确定过程年份洪峰Qm（m3/s）序号由大到小排列（m3/s）模比系数kiki -1（ki -1）2p1954702111602.8966688311.8966688313.5973526540.04195528427481.867851970.867851970.7531670420.08195674837021.7529840680.7529840680.5669850070.12195740246591.6456075510.6456075510.416809110.16195820055851.4608200570.4608200570.21235

20、51250.2195923765101.2735354340.2735354340.0748216340.24196047875001.2485641510.2485641510.0617841370.28196165984841.2086100980.2086100980.0435181730.32196258594781.1936273290.1936273290.0374915420.3619631160104091.0213254760.0213254760.0004547760.41964409114021.0038455780.0038455781.47885E-050.44196

21、5510123870.966388653-0.0336113470.0011297230.481966232133050.761624132-0.2383758680.0568230540.521967244142870.716675823-0.2833241770.0802725890.561968167152840.709184438-0.2908155620.0845736910.61969387162440.609299306-0.3907006940.1526470320.641970305172380.594316536-0.4056834640.1645790730.681971

22、500182370.591819408-0.4081805920.1666113960.721972108192320.579333766-0.4206662340.176960080.761973484202000.49942566-0.500574340.2505746690.81974287211670.417020427-0.5829795730.3398651830.841975166221660.414523298-0.5854767020.3427829680.881976119231190.297158268-0.7028417320.49398650.921977238241

23、080.269689857-0.7303101430.5333529050.96频率P（%）第一次配线第二次配线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

24、.828696331.892748-0.320.804224322.0917120.75-0.720.559504224.081352-0.710.565622226.5316110.9-0.940.424908170.175654-0.8690.4683458187.57249290.95-1.020.375964150.573582-0.9110.4426502177.28140510.99-1.110.320902128.521251-0.9190.4377558175.3211979配线图附表4 一天洪量频率计算及参数确定过程年份24小时洪量W(106m3)序号由大到小排列（m3/s）

25、模比系数kiki -1（ki -1）2p195427.94155.62.8542094461.8542094463.4380926680.0419558.17252.52.6950718691.6950718692.873268640.08195629.8343.72.2433264891.2433264891.5458607580.12195722.8429.81.5297741270.5297741270.2806606260.1619588.72527.941.4342915810.4342915810.1886091770.2195911.13623.41.2012320330.201

26、2320330.0404943310.24196015.7722.81.1704312110.1704312110.0290467980.28196152.5820.91.0728952770.0728952770.0053137210.32196243.7919.871.0200205340.0200205340.0004008220.36196355.61017.20.882956879-0.1170431210.0136990920.4196414.321116.160.829568789-0.1704312110.0290467980.44196515.621215.70.805954

27、825-0.1940451750.037653530.4819669.51315.620.801848049-0.1981519510.0392641960.52196711.821414.320.735112936-0.2648870640.0701651560.5619689.91511.820.606776181-0.3932238190.1546249720.6196920.91611.580.594455852-0.4055441480.1644660560.64197017.21711.130.571355236-0.4286447640.1837363340.68197123.4

28、189.90.508213552-0.4917864480.241853910.7219725.34199.50.487679671-0.5123203290.2624721190.76197319.87208.720.447638604-0.5523613960.3051031120.8197416.16218.290.425564682-0.5744353180.3299759350.84197511.58228.170.419404517-0.5805954830.3370911140.8819768.29237.610.390657084-0.6093429160.3712987890

29、.9219777.61245.340.27412731-0.725872690.5268911620.96频率P（%）第一次配线第二次配线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

30、.360.744414.5009120.75-0.710.49599.660132-0.670.524310.2133640.9-0.8690.383017.4610348-0.7720.451888.80262240.95-0.9110.353196.8801412-0.7910.438398.53983720.99-0.9190.347516.7694948-0.80.4328.41536配线图附表5 三天洪量频率计算及参数确定过程年份三天洪量W(106m3)序号由大到小排列（m3/s）模比系数kiki -1（ki -1）2p195458.4186.62.6819448751.681944

31、8752.8289385610.04195513.3279.12.4496748221.4496748222.1015570890.08195636358.41.8086094770.8086094770.6538492860.12195737.19449.21.5236915450.5236915450.2742528350.16195815.85542.851.3270362340.3270362340.1069526980.2195919.8639.051.2093527410.2093527410.043828570.24196020.8737.191.1517497680.15174

32、97680.0230279920.28196179.18361.1148962530.1148962530.0132011490.32196249.2932.81.0157943640.0157943640.0002494620.36196386.61031.90.987921957-0.0120780430.0001458790.4196431.71131.80.984825023-0.0151749770.000230280.44196524.41231.70.981728089-0.0182719110.0003338630.481966141324.40.755651905-0.244

33、3480950.0597059920.521967191422.050.682873955-0.3171260450.1005689290.56196818.41520.80.644162279-0.3558377210.1266204830.6196932.81620.540.636110251-0.3638897490.132415750.64197031.91719.950.61783834-0.382161660.1460475340.68197131.81819.80.613192939-0.3868070610.1496197020.72197210.219190.58841746

34、7-0.4115825330.1694001820.76197342.852018.40.569835862-0.4301641380.1850411850.8197439.052115.850.490864045-0.5091359550.2592194210.84197522.0522140.433570765-0.5664292350.3208420780.88197619.952313.30.411892227-0.5881077730.3458707530.92197720.542410.20.315887272-0.6841127280.4680102250.96频率P（%）第一次

35、配线第二次配线Q=32.29 CV=0.61 CS=3CVQ=32.29 CV=0.61 CS=3.5CVKQKQ0.013.53.135101.229153.663.2326104.3806540.051.982.207871.28986222.2271.68380.11.321.805258.2899081.291.786957.6990010.20.641.390444.8960160.591.359943.9111710.5-0.280.829226.774868-0.320.804825.9869920.75-0.720.560818.108232-0.710.566918.3052

36、010.9-0.940.426613.774914-0.8690.4699115.17339390.95-1.020.377812.199162-0.9110.4442914.34612410.99-1.110.322910.426441-0.9190.4394114.1885489配线图附表6 七天洪量频率计算及参数确定过程年份七天洪量W(106m3)序号由大到小排列（m3/s）模比系数kiki -1（ki -1）2p195467.27195.92.3254122211.3254122211.7567175560.04195522.31288.22.1387002911.1387002911

37、.2966383530.08195644.94367.271.6311833170.6311833170.398392380.12195752.46453.11.2875848690.2875848690.0827050570.16195822.15552.461.2720659550.2720659550.0740198840.2195932.9651.771.2553346270.2553346270.0651957720.24196033.2748.41.1736178470.1736178470.0301431570.28196188.2847.981.163433560.163433