水利水电规划课程设计说明书

1、水利水电规划课程设计说明书水利水电规划大作业目录一、作业任务错误!未指定书签二、设计年径流及其年分配错误!未指定书签1、设计年年径流的计算错误!未指定书签2、设计年内分配错误!未指定书签三、水库死水位与正常蓄水位的选择错误!未指定书签1、死水位的选择错误!未指定书签2、兴利库容计算错误!未指定书签3、正常蓄水位的选择错误!未指定书签四、装机容量及多年平均发电量错误!未指定书签1、代表年的水能计算错误!未指定书签五、设计洪水过程线的推求错误!未指定书签2 / 77水利水电规划课程设计说明书1、设计洪峰及洪量计算错误!未指定书签。2、设计洪水过程线的推求错误!未指定书签。六、水库防洪特征水位及坝顶

2、高程的计算错误!未指定书签。1、调洪规则及起调水位错误!未指定书签。2、防洪高水位计算错误!未指定书签。3、设计洪水位计算错误!未指定书签。4、校核洪水位计算错误!未指定书签。5、坝顶高程选择错误!未指定书签。七、结论错误!未指定书签。3 / 77水利水电规划课程设计说明书、作业任务在太湖流域的西苕溪支流西溪上，拟修建一水库，因而要进行水库规划的水文水利计算，其具体任务是：1. 设计年径流及其年内分配。2. 选择水库死水位。3. 选择正常蓄水位。4. 计算保证出力和多年平均发电量。5. 选择水电站装机容量。6. 推求各种洪水特征水位和确定大坝高程。二、设计年径流及其年分配1、设计年年径流的计算

3、对流量资料进行处理,进行年径流量频率计算。绘制年径流频率曲线（见图1）,由所得频率曲线得到标准频率对应的设计值，（见表1）水利水电规划课程设计说明书表1标准频率对应的设计值标准频率对应的设计值频率(%)设计值频率(%)设计值频率(%)设计值0.00152.953.3330.5875.0015.780.0147.195.0029.1880.0015.060.0344.0510.0026.6385.0014.260.0542.9720.0023.7890.0013.310.1041.0925.0022.7695.0012.020.2039.1630.0021.8897.0011.250.3337.

4、7040.0020.3599.009.940.5036.5250.0019.0099.908.101.0034.4360.0017.7399.996.932.0032.2670.0016.45100.006.14由表查出频率为20%、50%、80%的丰、平、枯年份的年径流量，即为设计年径流量。有如下结果：4 / 77水利水电规划课程设计说明书当P=20%f,得丰水年年径流量为23.619m3/s；当P=50°M,得平水年年径流量为19.034m3/s；当P=80°M,得枯水年年径流量为15.264m3/s。图1年径流频率曲线年径流频率曲线二 二L. S 11;1一:|1ii

5、i!. .|L!:IL . j:1.y!1!:! !；j工 J"i丁.经验频率1悔;一理论统率.至* =19日icuK0.27jcs=NEUIf jIi.""1s一，上“T，2、设计年内分配典型年的选择：根据典型年的选择原则可选择典型年。选择过程如下:4 / 77水利水电规划课程设计说明书图2枯水年选择枯水年选择月份图3丰水年选择丰水年选择图4平水年选择由上可以选择出典型枯水年为1979年，典型丰水年为1993年，典型平水年为1984年。对丰、平、枯年份个月份按流量进行缩放可得设计年各月分配表（见表）。表2设计年径流各月分配单位（n3/s）月份设计枯水年（1979

6、）设计丰水年（1993）设计丰水年（1984）典型年Q设计年Q典型年Q设计年Q典型年Q设计年Q520.50120.11126.62226.75525.28524.122652.13151.14126.08326.21344.05142.025729.01528.46465.52765.85539.00837.21488.9188.74965.17165.49726.11224.911933.46232.82620.31420.41613.42212.805104.3164.23411.54411.60228.07726.785112.2262.18419.38519.4826.8396.524

7、122.1482.1077.968.00011.64311.10713.1613.1016.6286.6613.0842.94223.0583.0009.8419.8902.1972.09636.5616.4365.0115.03616.0115.274419.17318.80919.70319.80223.51522.4338 / 77三、水库死水位与正常蓄水位的选择1、死水位的选择V沙，总T（1）（；W；m表3泥沙淤积确定死水位计算表年均年径流量泥沙沉积率孔隙率泥沙颗粒干谷重比值总淤沙容积淤积水位最终水位水库死水位W(i06m)mY(kg/m3)V(m3)h(m)H(项H(m617.939

8、0%0.316500.1313.1262.5664.5664.56由水轮机运行允许最低水头计算死库容（见表4）表4由水轮机运行允许最低水头计算死库容流量（m/s）流量水位（项最终水位（m7.546.6163.21在泥沙淤积确定的死水位及水轮机运行允许最低水头确定的死水位中选择较大者，定为最终死水位，即泥沙淤积确定的死水位：64.56m。2、兴利库容计算兴利库容计算见表4表4兴利库容确定（m/s）月份来水量用水量余水（+）缺水（-）520.1117.512.611651.1417.543.641728.4647.520.96488.7497.51.249932.8267.525.326104.2

9、347.5-3.266112.1847.5-5.316122.1077.5-5.39313.1017.5-4.39923.0007.5-4.50036.4367.5-1.064418.8097.511.309兴利用水23.938兴利库容64.96m63、正常蓄水位的选择(1)设计保证率为80%选取枯水年对应的年内分配为来水量；(2)兴利要求调节流量不低于7.5m3/s,则将用水量定为7.5m3/s;(3)来水量减去用水量得余水量或缺水量；(4)求得总缺水量，其绝对值即为兴利用水量，即23.938m3/s;(5)根据(4)中求得的结果可计算得兴利库容为64.96百万m3;(6)根据水位库容曲线查

10、得死库容为17.12百万m3(7)死库容加上兴利库容得正常蓄水位所对应的库容：80.08百万m3(8)根据(8)中求得的结果及水位库容曲线查得正常蓄水位为77.9m。四、装机容量及多年平均发电量.1、代表年的水能计算(1)选取丰水年对应的年内分配进行水能计算(见表5)根据来水量及兴利用水量，对发电用水进行调试，确定123月为供水期,78月为蓄水期；根据天然来水量及发电用水量求得各月份余水量及不足水量；根据水库死库容、各月天然来水入库量及水库放水量确定月末水库蓄水量，并求得月平均蓄水量；水利水电规划课程设计说明书根据月平均蓄水量及水位容积曲线求得月平均水位；根据发电用水量及水位流量曲线求得下游水

11、位；月平均水位减去下游水位及预留水头损失（0.5m）即得到水头差；出力系数为7.5，则根据水电站出力公式计算出各月的水流出力。（2）用同样的方法对平水年和枯水年进行出力计算（见表6、7）（3）取设计枯水年供水期的平均出力为保证出力：保证出力为1374kW.（4）装机利用小时数法计算装机容量将丰、平、枯三年（36个月）的出力列入表中，进行经验频率计算，并将其视作一年的出力情况进行持续时间的计算（见表8）；绘制年平均出力频率曲线及年平均出力历时曲线（见图59）;计算出力增量，即每行的出力减去下一行出力，最后行出力为本行出力值；计算平均持续时间，即每行的持续时间与下一行持续时间的均值，最后一行持续时

12、间即为本行平均持续时间；计算电量增量，即出力增量乘以平均持续时间；计算累计电量，最后一行出力即为本行累计电量，然后将本行累计电量加上上一行的电量增量即为本行的累计电量（本列数据由下向上计算）；将累计电量除以出力即得年利用小时数；利用调试法求得当年利用小时数为3440h时，装机容量为6119kW由于单机容量为1250kW则装机台数为5,总装装机容量为6250kW多年平均发电量2150万kW-h09 / 77水利水电规划课程设计说明书表5丰水年水能计算表月份天然来水发电用水余水（十）或缺水（-）月末相对蓄水弃水月平均相对蓄水月平均相对蓄水（106m3）月平均蓄水（106m3月平均水位（m下游水位（

13、m水头（m净水头（m）出力(kVV40.000526.75526.7550.000P0.0000.0000.00017.12064.5647.3017.2616.763363626.21326.2130.0000.0000.0000.00017.12064.5647.3017.2616.763295765.85553.70712.14812.1486.07415.97433.09469.2647.4021.8621.368604865.49753.707r11.790F23.93718.04347.45264.572P86.6347.4039.2338.7315601920.41620.416

14、0.00023.9370.00023.93762.95680.07677.9047.2030.7030.2046241011.60211.6020.00023.93723.93762.95680.07677.9046.7931.1130.6126631119.48219.482r0.00023.93723.93762.95680.07677.9047.2030.7030.204413128.00013.381-5.38118.55621.24755.87972.99976.8646.8729.9929.49296016.66113.381-6.72011.83615.19639.96657.0

15、8674.3546.8727.4826.98270829.89013.381P-3.492P8.34510.09126.53843.658:71.6246.87P24.7524.25243435.03613.381-8.3450.0004.17210.97328.09364.5646.8717.6917.191725419.80219.8020.0000.0000.0000.00017.12064.5647.2017.3616.862504兴利库容23.938m3/s.月m3/s.月m3/s.月设供水期为124月r供水期来水总量49.389供水期调节流量14.665设供水期为123月.供水期来

16、水总量29.587供水期调节流量13.381设蓄水期为511月r蓄水期来水总量253.819蓄水期调节流量32.840设蓄水期为59月蓄水期来水总量204.736蓄水期调节流量36.160设蓄水期为78月蓄水期来水总量131.351蓄水期调节流量53.707确定供水期为123月，蓄水期为78月表6枯水年水能计算表月份天然来水发电用水余水(十)或缺水(-)月末相对蓄水弃水月平均相对蓄水月平均相对蓄水(106m3月平均蓄水(106m3月平均水位(m下游水位(nj)水头(m净水头(nD出力(kW40.000520.11120.1110.0000.0000.0000.00017.12064.56P47

17、.2017.3616.8625431651.14127.83323.30823.30811.65430.64947.76972.4547.3025.1524.655146728.464127.8330.63123.93823.62362.128F79.24877.7847.3030.4829.986258188.7498.7490.00023.93823.93862.95780.07777.9046.6631.2430.742017932.82632.8260.00023.9380.00023.93862.95780.07777.9047.2030.7030.207435104.234P7.5

18、-3.26620.67222.30558.662P75.78277.27P46.6030.6730.1716971112.1847.5-5.31615.35618.01447.37664.49675.6246.6029.0228.521604122.1077.5-5.3939.96312.65933.29450.41473.5946.6026.9926.49149013.101P7.5-4.3995.5647.76320.418:37.53870.37P46.6023.7723.271309123.0007.5-4.5001.0643.3148.71525.83567.2146.6020.61

19、20.11113136.4367.5-1.0640.0000.5321.39918.51965.1546.6018.5518.05101518.80.000r0.0000.0000.00017.12064.56P47.1317.43P16.932388兴利库容23.938m3/s.月m3/s.月m3/s.月设供水期为94月供水期来水总量72.697供水期调节流量12.079设供水期为104月供水期来水总量39.871供水期调节流量9.116设供水期为103月供水期来水总量21.062供水期调节流量7.500设蓄水期为59月蓄水期来水总量141.290蓄水期调节流量28.152设蓄水期为69月蓄

20、水期来水总量121.179蓄水期调节流量24.310设蓄水期为67月蓄水期来水总量79.604蓄水期调节流量27.833确定枯水年供水期为103月，蓄水期为67月表7平水年水能计算表月份天然来水发电用水余水（十）或缺水（-）月末相对蓄水弃水月平均相对蓄水月平均相对蓄水（106m3月平土转水（106m3）月平均水位（m下游水位（m1水头（m净水头（m）出力(kvy40.000524.122124.1220.0000.0000.0000.00017.12064.5647.3017.2616.763032642.02527.65014.37514.3757.18718.90336.02370.074

21、7.3022.7722.274618737.21427.6509.56423.93819.15650.38267.50276.0647.3028.7628.265860824.911124.9110.00023.93823.93862.95880.07877.9047.3030.6030.105624912.80512.8050.00023.93823.93862.95880.07877.9046.8431.0630.5629351026.78526.7850.00023.9380.00023.93862.95880.07877.9047.3030.6030.106047116.524111.

22、652-5.12818.81121.37456.21573.33576.91146.79r30.1229.6225881211.10711.652-0.54518.26618.53848.75665.87675.8246.7929.0328.53249312.94211.652-8.7109.55613.91136.58653.70673.6646.7926.8726.37230422.09611.652-9.5560.0004.77812.56729.68768.3046.79r21.5121.011836315.27415.2740.0000.0000.0000.00017.12064.5

23、646.9617.6017.101959422.43322.4330.0000.0000.0000.00017.12064.5647.2017.3616.862837兴利库容23.938m3/s.月m3/s.月m3/s.月设供水期为103月供水期来水总量64.927供水期调节流量14.811设供水期为112月供水期来水总量22.670供水期调节流量11.652设蓄水期为510月蓄水期来水总量167.861蓄水期调节流量23.987设蓄水期为67月蓄水期来水总量79.238蓄水期调节流量27.650确定供水期为112月，蓄水期为67月12 / 77水利水电规划课程设计说明书表8出力计算表序号出力

24、(kW频率持续时间(h)出力增量(kW)持续时间增量电量增量(万kW-h)电量累积(万kWh)装机容量(kW多年平均发电量(万kW-h)年利用小时数(h)mNP(%)T=P*8760?NT(m)+T(m+1)/2(h)?EE?E出力电量累积1156012.702376997355248.483275.61156013275.612099.68286045.41474116959269.183027.1386043027.133518.34374358.11710117782997.522957.9574352957.953978.374625810.81947211106522.532860.

25、4462582860.444570.665604713.511184186130224.272837.9160472837.914693.236586016.221421237153936.442813.6458602813.644801.097562418.921657478177684.882777.2056242777.204938.458514621.6218945212012104.952692.3251462692.325232.259462424.322131622491.322587.3746242587.375595.3710461827.032368206248651.11

26、2586.0546182586.055599.6411441329.73260410502723285.762534.9444132534.945744.7012336332.43284168295920.152249.1833632249.186687.7913329535.143078263319684.032229.0332952229.036764.8314303237.84331573343324.922145.0030322145.007074.2615296040.5435512536709.082120.0829602120.087163.5516293543.24378898

27、390638.332111.0129352111.017193.0017283745.954025129414353.472072.6828372072.687306.6718270848.65426244438019.352019.2127082019.217457.4419266351.35449875461734.611999.8626631999.867508.4920258854.05473545485422.031965.2525881965.257592.2521254356.76497239509019.951943.2125431943.217641.1322250459.4

28、652091153275.681923.2625041923.267681.0723249362.16544560556433.141917.5824931917.587691.1324243464.86568245580126.331884.4424341884.447743.2025238867.57591984603750.591858.1123881858.117780.1326230470.2761562876274180.311807.5223041807.527843.5127201772.97639258651137.931627.2020171627.208067.12281

29、95975.686629123674882.841589.2819591589.288113.4029183678.386866111698477.471506.4418361506.448204.7330172581.08710328722120.281428.9717251428.978283.1931169783.78733993745869.221408.6916971408.698300.7732160486.497576114769587.861339.4716041339.478349.5433149089.1978131817931143.661251.6114901251.6

30、18399.7334130991.8980501788168145.191107.9613091107.968464.5435113194.598286116840597.39962.771131962.778511.1236101597.30852310158523865.38865.381015865.388523.2415 / 77水利水电规划课程设计说明书图5出力保证率曲线17 / 77leooo1400012000SiooooE8000600040002000?C%)出力用时曲线图6出力历时曲线160001400012000ioooo8000600010002000UT(h>水

31、利水电规划课程设计说明书图7出力发电量曲线19 / 77出力发电量曲线图8装机年利用小时数发电量曲线装机年利用小时数发电量曲线100008L007000550040002001000水利水电规划课程设计说明书22 / 77图9装机容量年利用小时数曲线1.50C2500350045005500650050085039500leooo装机容M川:利用小时数曲OQQ8000SOOO400020000U用小(h)五、设计洪水过程线的推求1、设计洪峰及洪量计算（1）设计洪峰计算按照独立样本法对洪峰进行频率估计（见表9）;绘制洪峰频率曲线（见图10）;选取设计频率分别为3%、1%

32、和0.1%对应的洪峰（见表10）;根据设计洪峰及实测洪峰求出相应的放大倍比（见表11）0（2）设计洪量计算分别绘制一天、三天和七天洪量频率曲线（见图10-12）,找到设计频率为3%、1%和0.1%所对应的洪量，求出相应的放大倍比（见表11）。2、设计洪水过程线的推求根据同频率放大法对典型洪水过程线进行放大（表12）,绘制洪水过程线（见图1315）表9标准频率对应的设计值标准频率对应的设计值频率洪峰流量24小时洪量三天洪量七天洪量P(%)m3/)-63.10m/s106m/s106m/s0.0013780.298221.9241305.760357.2100.013021.444175.2262

33、44.382287.2750.12265.584128.942183.246217.6310.22039.575115.114164.966196.9420.3331873.435105.013151.528181.2070.51738.72797.064140.633168.96811517.20883.568122.716148.27921289.70269.989104.314127.00731163.97562.45494.145115.3515997.83552.76780.70899.90710780.80640.01663.15479.21820566.77027.927145.

34、84258.82025500.91324.11940.51552.41030447.03021.13836.15747.16540363.21216.750129.37838.71450298.85213.43824.17232.30360249.45911.03720.17727.35070207.5509.13216.78722.97975191.0858.47015.45520.93980176.1187.80714.24519.48285162.6477.22813.15517.73490150.0746.897112.13816.30695140.4956.60711.36415.0

35、8297134.9576.49110.91614.38299133.9096.49110.83114.96599.9132.8626.49110.74613.887100132.8626.49110.74613.887水利水电规划课程设计说明书图10洪峰流量频率曲线24 / 77洪峰流量频率曲线二兀附,号若斯攀近论频祷0.010.050.512510203。405060邙B0如究&3为99&沾.的师里I7.13超11洪量频率曲线0.51251&203dS060703白9095SB99».S99.$39.99频窣龄IK1O09OSD7060S0唱公皿)疆扶水利水

36、电规划课程设计说明书图12三日洪量频率曲线三日洪里一侦率曲线26 / 771M；1如.160-!-ooooofl5-1-32farD1同叩曲Kif反二；="q,"2gr”w«i图12七日洪量频率曲线七日洪量频率曲线1011屿口£12E1C203D10500"7DSC加Q5犯狗的S的死频率的水利水电规划课程设计说明书表10各设计频率对应的洪峰洪量峰洪量不同频率洪水洪峰流量（m3/s）一日洪量（106m3）三天洪量（106m3）七天洪量（106m3）典型洪水116055.6086.695.9防洪标准洪水（3%1163.97562.45494.145

37、115.351设计标准洪水（1%1517.20883.568122.716148.279校核标准洪水（0.1%）2265.584128.942183.246217.631表11各设计洪水对应的放大比放大比/、同频率洪水KqKw1KW3-1KW7-3实际运用时Kw7-3下游防洪标准洪水（3%1.0031.1231.0222.2801.022设计标准洪水（1%）1.3081.5031.2632.7491.263校核标准洪水（0.1%）1.9532.3191.7523.6971.752表12各设计洪水过程线计算表下游防洪标准洪水（3%时段(At=1h)典型流(m3/s)放大倍比放大流量（m3/s）修

38、匀流量（mn/s）061.0226.1326.132171.0227.1547.154271.0227.1547.154381.0228.1768.1764151.02215.33015.3305231.02223.50623.5066341.02234.74834.7487431.02243.94643.9468571.02258.25458.2549731.02274.60674.606101001.022102.200102.200111301.022132.860132.860121711.022174.762174.762132301.022235.0601235.060114260

39、1.022265.720265.720153171.022323.974323.974163351.022342.370342.370173621.1231.022406.5261369.9641388.245；183731.123418.879418.879193501.123393.050393.050203301.123370.590370.590213151.123353.745353.745223051.123342.515342.515232931.123329.039329.039242931.123329.039329.039254451.123499.735578.00026

40、5751.123645.725700.000276751.123758.025780.000288051.123904.0151850.0001299151.1231027.545900.0003010001.1231123.000930.0003110601.1231190.380950.0003211301.1231268.9901970.00013311601.0031.1231163.4801302.6801163.4803410601.1231190.3801950.000359501.1231066.850920.000368641.123970.272880.000377601.

41、123853.4801830.0001386601.123741.180740.000396171.123692.891692.891404701.123527.8101527.8101413701.1231.022415.510378.1401396.825423061.022312.732312.732432601.022265.7201265.7201442351.022240.170240.170452271.022231.994231.994462401.022245.280245.2801472531.022258.566258.566482691.022274.918274.918492771.022283.0941283.0941502861.022292.292292.292512951.022301.490301.490522901.022296.380296.3801532631.022268.786268.786542771.022283.094