水库课程设计案例

1、南告水利枢纽综合利用设计目录一、 设计条件及基本设计资料.2I.枢纽状况.2II.基本资料.2III.设计的主要内容.4二、 设计成果.5I. 确定正常高水位Z正及兴利库容V兴.5 1.计算设计枯水年的年径流分配.52.对设计枯水年进行等流量完全年调节，确定正常高水位Z正及兴利库容V兴.5II.确定保证出力Np、装机容量N装及估算多年平均发电量E多.7 1. 划分供蓄水期，计算保证出力Np.7 2. 计算装机容量N装.9 3. 估算多年平均发电量E多.9III.确定防洪及设计、校核标准条件下的相应洪水位及最大下泄流量，坝顶高程.12 1.下游防洪及设计标准洪水的调节计算.12 2.校核标准洪水

2、的调节计算.16 3.坝顶高程的确定.22IV.最终成果.22一、设计条件及基本设计资料 该水利枢纽的开发任务是以发电为主、结合灌溉、下游有防洪任务。为此，要求确定一定的设计条件下枢纽的基本参数及水利效益。I.枢纽状况南告水利枢纽位于陸丰县城以北约45公里，大坝工程在螺河上游支流均前溪，电站厂房建在螺河主流岸，通过3公里左右的引水隧洞联接构成高水头混合式电站，南告水库为年调节。南告水库坝址以上集水面积152.7平方公里，河长27.1公里，平均比降14.6，水库在莲花山脉以南库区周围是海拔1000米左右高山，库内山坡陡峭，河流割切较深，植被好，水土流失不严重。该工程的灌溉用水与发电用水没有矛盾，

3、可完全结合，并要求尽可能等流量操作。II.基本资料1、坝址断面处的年径流频率计算成果如下：Q=9.01m3/s，Cv=0.28，Cs=2Cv，三个典型代表年（P=90%、P=50%、P=10%）的逐月来水量分配比例如表一。表一 典型代表年的逐月平均流量月份567891011121234全年QP=90%分配比（）13.2813.4327.1315.978.762.471.381.372.221.545.926.51100QP=50%分配比（）8.4127.3623.269.959.532.811.074.893.773.341.324.29100QP=10%分配比（）19.059.9710.11

4、16.9618.6510.850.710.710.892.441.538.151002、水库的水位面积库容关系表二。表二 水库的水位面积库容关系水位（m）297298299300301302303304305306307308309310面积（km2）0.300.400.460.480.510.540.600.650.700.750.800.850.900.96库容（万m3）1602002462963464004605306026807608439301030水位（m）311312313314315316317318319320321322323324面积（km2）1.021.081141.2

5、01.261.321.381.441.491.541.591.661.691.74库容（万m3）11201220133014401550167018001930206022102360252026802850水位（m）325326327328329330331332333334335336337338面积（km2）1.791.841.891.941.992.042.102.162.322.382.442.502.562.62库容（万m3）30203190336035403730394041504370460048305060530055505800水位（m）3393403413423.4334

6、4345346347348349350351面积（km2）2.682.752.852.953.053.153.253.353.453.553.653.763.87库容（万m3）60666330662069307240755078708200853088709210957099503、南告水电站厂房尾水位流量关系表三。表三 南告水电站厂房尾水位流量关系水位（m）51.052.1552.8753.4854.0654.1655.1255.6456.16流量（m3/s）0.210203040506070804、南告水电站发电引水流量水头损失关系表四。表四 南告水电站发电引水流量水头损失关系发电引水流量

7、(m3/s）246810121416182022水头损失(m)0.110.451.011.802.804.065.527.219.2311.2713.635、电站出力公式N=7.5q净H净千瓦。6、坝址断面处的洪水过程成果（下游防洪标准与设计标准相同，为五十年一遇，校核标准为千年一遇）如表五。表五 南告水库设计洪水过程线时间（小时）3.03.54.04.55.05.56.06.57.07.58.08.5流量P=2%015026040058070087011001310150016701480P=0.1%02504006008801100128015001700190021501700时间（小时

8、）9.09.510.010.511.011.512.012.513.013.514.014.5流量P=2%11308508008408701250146015801500145020802870P=0.1%135013001250130014001900220024502300220034004600时间（小时）15.015.516.016.517.017.518.018.519.019.520.020.5流量P=2%356034003210289023201970185016401580140012801170P=0.1%58505460500046004100360034003150290

9、0265024002150时间（小时）21.021.522.022.523.023.524.024.525.025.526.0流量P=2%1000810700600500400320250170800P=0.1%1900160014501200100080060040025010007、水库的蒸发加渗漏损失每月采用150mm。8、泄洪设备为溢洪道：尺寸为12×（5×12）米，Z=335m，Z限 =341m，泄洪公式：q=MBH3/2 B=5×12 ，M=2.09、根据水库的淤积及发电要求，死水位最好选在307m高程。10、水库校核标准为千年一遇，设计洪水标准与下游

10、防洪标准均为五十年一遇，最大下泄流量不得超过2300 m3/s。III.设计的主要内容1、在设计条件（P=90%）下，确定Z正及兴利库容V兴。2、计算Np，从而选择N装及估算E多。（N装 = NP，=3.5）3、确定防洪及设计、校核标准条件下的相应洪水位及最大下泄流量，坝顶高程。二、设计成果I在设计条件（P=90%）下，确定正常高水位Z正及兴利库容V兴1.计算设计枯水年的年径流分配由已知Q=9.01m3/s、Cv=0.28、Cs=2Cv和P=90%查表可得系数=-1.21，可计算得Q90%=5.96m3/s，于是按表一的分配比计算得设计枯水年逐月均流量如所示：表1-1 设计枯水年年径流分配月份

11、567891011121234Qp=90%流量（m3/s）9.4989.60519.40311.4226.2651.7670.9870.9801.5881.1014.2344.6562.对设计枯水年进行等流量完全年调节，因为该工程的灌溉用水与发电用水没有矛盾，可完全结合，并要求尽可能等流量操作，且考虑蒸发和渗漏损失，所以进行两次损失试算，计算过程和结果如下所示：表1-2 设计枯水年水量调节计算（1）：未计入水量损失月份来水量(m3/s)用水量(m3/s)来水量-用水量(m3/s)时段末水库兴利蓄水量(m3/s)时段末水库兴利蓄水量(万m3)时段末水库蓄水量(万m3)时段末水面面积(km2)各月

12、平均水面面积(km2)各月损失水量(m3/s)余水(+)缺水(-)7600.859.4985.9593.5393.539929.5521689.5521.3291.0650.06169.6055.9593.6467.1851887.2822647.2821.6841.5070.086719.4035.95913.44520.6305418.5796178.5792.712.1970.125811.4225.9595.46326.0936853.4517613.4513.172.9400.16896.2655.9590.30626.3996933.9157693.9153.1953.1830.1

13、82101.7675.9594.19222.2075832.7916592.7912.8413.0180.172110.9875.9594.97217.2354526.9105286.9102.4972.6690.152120.9805.9594.97912.2563219.1503979.1502.0512.2740.13011.5885.9594.3717.8852071.0642831.0641.7341.8930.10821.1015.9594.8573.028795.2381555.2381.2631.4990.08634.2345.9591.7251.303342.2031102.

14、2031.0081.1360.06544.6565.9591.30300.000760.0000.80.9040.052合计71.50671.50626.39926.399表1-3设计枯水年水量调节计算（2）：第一次计入水量损失计算月份来水量(m3/s)用水量(m3/s)来水量-用水量(m3/s)时段末水库兴利蓄水量(m3/s)时段末水库兴利蓄水量(万m3)时段末水库蓄水量(万m3)时段末水面面积(km2)各月平均水面面积(km2)各月损失水量(m3/s)余水(+)缺水(-)7600.859.4375.8433.5943.594943.9371703.9371.3361.0680.06169.

15、5195.8433.6767.2701909.4222669.4221.6881.5120.086719.2785.84313.43520.7045438.1166198.1162.7152.2020.126811.2545.8435.41126.1156859.2417619.2413.1722.9440.16896.0835.8430.24026.3556922.3207682.3203.1913.1820.182101.5945.8434.24922.1065806.2796566.2792.8313.0110.172110.8355.8435.00917.0974490.7155250

16、.7152.4882.6600.152120.8505.8434.99312.1043179.1973939.1972.042.2640.12911.4805.8434.3647.7402033.0762793.0761.7231.8820.10721.0165.8434.8272.913765.1261525.1261.2461.4850.08534.1695.8431.6741.239325.4101085.4100.9971.1220.06444.6045.8431.23900.000760.0000.80.8990.051合计70.11970.11926.35526.355表1-4设计

17、枯水年水量调节计算（3）：第二次计入水量损失计算月份来水量(m3/s)用水量(m3/s)来水量-用水量(m3/s)时段末水库兴利蓄水量(m3/s)时段末水库兴利蓄水量(万m3)时段末水库蓄水量(万m3)余水(+)缺水(-)76059.4375.8443.5933.593943.8161703.81669.5195.8443.6757.2691909.1502669.150719.2785.84413.43420.7035437.7076197.707811.2545.8445.41026.1136858.7117618.71196.0835.8440.24026.3536921.7367681

18、.736101.5955.8444.24922.1045805.7316565.731110.8355.8445.00817.0964490.2415250.241120.8515.8444.99312.1033178.8053938.80511.4805.8444.3637.7392032.7802792.78021.0175.8444.8272.912764.9711524.97134.1705.8441.6741.239325.3971085.39744.6055.8441.23900.000760.000合计70.12270.12226.35326.353经两次试算，所得结果的误差已经

19、不大，所以第二次试算的结果即为所求：兴利库容V兴=26.353m3/s*月=6921.736万m3总库容V总=V兴+V死=6921.736+760=7681.736万m3查表二得 正常蓄水位Z正=344.412mII.计算保证出力Np，从而选择装机容量N装及估算多年平均发电量E多1. 划分供蓄水期，并根据已知正常蓄水位Z正及死水位Z死按等出力调节，计算保证出力Npa.设计枯水年的供蓄水期划分如下：表2-1 设计枯水年供蓄水期的划分供/蓄水期蓄水期供水期月份567891011121234Qp=90%流量（m3/s）9.4989.60519.40311.4226.2651.7670.9870.98

20、01.5881.1014.2344.656b.估算供水期的平均出力N由已知V死=760万m3、V兴=6921.736万m3得V=V死+0.5 V兴=4220.868万m3，查表二得上游平均水位Z上=331.322m由下泄量Q=5.844 m3/s查表三可得下游平均水位Z下=51.662 m，查表四得水头损失H损=0.966m所以粗略估算平均出力N=7.5Q（Z上-Z下-H损）=12215.16kwc.分别假设保证出力为12200、12000、11800kw进行等出力试算，计算过程如下：表2-2 保证出力的试算过程假设保证出力(103kw)月份天然来流量Q来(m3/s)假设发电流量(m3/s)取

21、用水库蓄水量(万m3)时段初水库蓄水量(万m3)时段末水库蓄水量(万m3)时段平均水库蓄水量(万m3)时段平均水面面积(km2)损失水量(万m3)扣除损失后时段末水库蓄水量(万m3)扣除损失后时段平均水库蓄水量(万m3)上游平均水位(m)下游平均水位(m)水头损失(m)平均净水头(m)校核出力(103kw)12.2101.7675.606-1008.336 7681.73586673.399 7177.5683.03045.4486627.952 7154.844342.72551.6340.900290.19112.20110.9875.685-1233.958 6627.9525393.9

22、94 6010.9732.66840.0145353.980 5990.966338.71851.6440.922286.15212.20120.9805.792-1263.901 5353.9804090.079 4722.0292.35235.2784054.802 4704.391333.45451.6560.952280.84612.2011.5885.916-1136.775 4054.8022918.026 3486.4141.92528.8772889.150 3471.976327.62251.6710.986274.96512.2021.1016.085-1309.078 2

23、889.1501580.072 2234.6111.54823.2231556.849 2222.999320.08751.6911.044267.35312.2034.2346.263-532.929 1556.8491023.920 1290.3851.11816.7761007.144 1281.997312.56451.7111.114259.73812.2044.6566.398-457.547 1007.144549.598 778.37090.81112.166537.432 772.288307.14851.7271.167254.25412.2012.0101.7675.51

24、0-983.121 7681.73586698.614 7190.1753.03445.5096653.106 7167.421342.76651.6230.873290.27012.00110.9875.590-1209.006 6653.1065444.100 6048.6032.67640.1415403.959 6028.532338.85951.6330.895286.33112.00120.9805.690-1237.110 5403.9594166.849 4785.4042.36835.5254131.324 4767.641333.72951.6440.923281.1611

25、2.0011.5885.805-1107.620 4131.3243023.703 3577.5131.95029.2482994.455 3562.889328.12751.6580.955275.51412.0021.1015.966-1277.821 2994.4551716.634 2355.5441.58923.8281692.806 2343.631320.89151.6771.000268.21412.0034.2346.124-496.420 1692.8061196.386 1444.5961.20318.0381178.349 1435.577313.96051.6951.

26、059261.20612.0044.6566.235-414.734 1178.349763.615 970.9820.92513.869749.746 964.047309.34051.7081.103256.52912.0011.8101.7675.420-959.482 7681.73586722.253 7201.9953.03845.5666676.687 7179.212342.80451.6130.848290.34411.80110.9875.490-1182.740 6676.6875493.947 6085.3172.68540.2775453.671 6065.17933

27、8.99751.6210.867286.50911.80120.9805.590-1210.844 5453.6714242.826 4848.2482.38535.7714207.055 4830.363334.00251.6330.895281.47411.8011.5885.700-1080.041 4207.0553127.014 3667.0341.97329.6013097.412 3652.234328.59151.6450.926276.01911.8021.1015.850-1247.353 3097.4121850.059 2473.7351.64024.5961825.4

28、62 2461.437321.63451.6630.968269.00311.8034.2345.990-461.224 1825.4621364.238 1594.851.28219.2361345.002 1585.232315.29451.6791.007262.60711.8044.6566.087-375.861 1345.002969.141 1157.0721.04215.634953.508 1149.255311.29351.6911.044258.55711.80d.由以上计算得保证出力死库容关系如下：表2-3 保证出力与死库容的关系保证出力（kw)122001200011

29、800死库容(万m3）537.432749.746953.508图2-1 保证出力与死库容关系曲线查表可得，当死库容V死=760万m3时，保证出力Np=11990kw2.采用倍比法计算装机容量N装取经验系数=3.5,得装机容量N装=41965kw3.按等流量调节，采用三个代表年法，计算丰、中、枯三年的年发电量，从而估算多年平均发电量E多表2-4 中、丰水年的年径流分配表月份567891011121234全年平均Qp=50%流量（m3/s）8.86428.83624.51510.06510.0442.9621.1285.1543.9733.521.3914.521104.9738.748Qp=1

30、0%流量（m3/s）28.23914.77914.98725.14127.64616.0841.0521.0521.3193.6172.26812.081148.26512.355a.按P=90%的来流量计算枯水年的出力（已含两次损失试算）月份来水量(m3/s)用水量(m3/s)来水量-用水量(m3/s)时段末水库兴利蓄水量(m3/s)时段末水库兴利蓄水量(万m3)时段末水库蓄水量(万m3)时段平均水库蓄水量(万m3)时段平均上游水位(m)时段平均下游水位(m)水头损失(m)月平均出力(kw)余水(+)缺水(-)76059.4375.8443.5933.593943.8161703.81612

31、31.908312.10851.6620.96611372.0769.5195.8443.6757.2691909.1502669.1502186.483319.84351.6620.96611711.06719.2785.84413.43420.7035437.7076197.7074433.428332.27651.6620.96612255.93811.2545.8445.41026.1136858.7117618.7116908.209341.93051.6620.96612679.0396.0835.8440.24026.3536921.7367681.7367650.224344.

32、31351.6620.96612783.49101.5955.8444.24922.1045805.7316565.7317123.734342.62551.6620.96612709.5110.8355.8445.00817.0964490.2415250.2415907.986338.40651.6620.96612524.6120.8515.8444.99312.1033178.8053938.8054594.523332.97651.6620.96612286.6311.4805.8444.3637.7392032.7802792.7803365.792327.03251.6620.9

33、6612026.1321.0175.8444.8272.912764.9711524.9712158.875319.65951.6620.96611702.9934.1705.8441.6741.239325.3971085.3971305.184312.77451.6620.96611401.2644.6055.8441.23900.000760.000922.698308.91651.6620.96611232.16合计70.12270.12226.35326.353144684.9得枯水年的发电量E枯=105562070kwhb.按P=50%的来流量计算中水年的出力（含一次损失计算）月份

34、来水量(m3/s)用水量(m3/s)来水量-用水量(m3/s)时段末水库蓄水量(万m3)各月平均水库蓄水量(万m3)月平均水库水面面积(km2)各月损失水量(m3/s)计入损失后净来水量(m3/s)计入损失后泄水量(m3/s)来水量-用水量(m3/s)时段末水库蓄水量(万m3)各月平均水库蓄水量(万m3)月平均上游水位(m)月平均下游水位(m)水头损失(m)月平均出力(kw)余水(+)缺水(-)余水(+)缺水(-)76076058.8648.8640.000760.000760.0000.8000.0468.8188.8180.000760.000760.000307.00052.0112.2

35、0916718.166628.83613.49915.3374788.3552774.1781.7180.09828.73813.37215.3664795.9082777.954323.57652.3935.06226689.615724.51513.49911.0167681.7746235.0642.7250.15624.35913.37210.9877681.7746238.841339.65552.3935.06228302.143810.06510.0650.0007681.7747681.7743.1910.1829.8839.8830.0007681.7747681.77434

36、4.41252.1362.74121460.487910.04410.0440.0007681.7747681.7743.1910.1829.8629.8620.0007681.7747681.774344.41252.1342.73121415.844102.9627.0004.0386621.0947151.4343.0210.1732.7896.8824.0926606.9537144.363342.69151.7841.35814944.207111.1287.0005.8725078.7035849.8982.6310.1500.9786.8825.9045056.2715831.6

37、12338.11951.7841.35814708.203125.1547.0001.8464593.7644836.2342.3820.1365.0186.8821.8644566.7774811.524333.92051.7841.35814491.47613.9737.0003.0273798.6304196.1972.1130.1213.8526.8823.0293771.1224168.950331.08651.7841.35814345.23123.527.0003.4802884.5123341.5711.8850.1083.4126.8823.4692859.9033315.5

38、13326.73851.7841.35814120.83131.3917.0005.6091411.1992147.8561.5190.0871.3046.8825.5771394.9802127.442319.45051.7841.35813744.64744.5217.0002.479760.0001085.6000.9970.0574.4646.8822.418760.0001077.490310.52851.7841.35813284.168合计104.973104.97326.35326.353103.478103.47826.35326.353214225.019得中水年的发电量E

39、中=156298574 kwhc.按P=10%的来流量计算丰水年的出力（含一次损失计算）月份来水量(m3/s)用水量(m3/s)来水量-用水量(m3/s)时段末水库蓄水量(万m3)各月平均水库蓄水量(万m3)月平均水库水面面积(km2)各月损失水量(m3/s)计入损失后净来水量(m3/s)计入损失后泄水量(m3/s)来水量-用水量(m3/s)时段末水库蓄水量(万m3)各月平均水库蓄水量(万m3)月平均上游水位(m)月平均下游水位(m)水头损失(m)月平均出力(kw)余水(+)缺水(-)余水(+)缺水(-)760.000760.000528.23918.22410.0153390.4122075

40、.2061.4950.08528.15418.10210.0523400.1122080.056319.13452.7339.33434900.650614.77914.7790.0003390.4123390.4121.8980.10814.67114.6710.0003400.1123400.112327.22352.4866.08729559.379714.98714.9870.0003390.4123390.4121.8980.10814.87914.8790.0003400.1123400.112327.22352.4866.26229958.860825.14118.2246.91

41、75207.1164298.7642.1410.12225.01918.1026.9175216.8334308.472331.72052.7339.33436609.475927.64618.2249.4227681.7746444.4452.7890.15927.48718.1029.3857681.7746449.303340.41152.7339.33437789.4191016.08416.0840.0007681.7747681.7743.1910.18215.90215.9020.0007681.7747681.774344.41252.5757.12733955.402111.0527.1326.0806084.7736883.2732.9350.1680.8847.0156.1316071.4946876.634341.82851.8001.41115185.181121.0527.1326.0804487.7725286.2722.4970.1430.9097.0156.1064467.7905269.642335.87451.8001.41114871.90211.3197.1325.8132960.9003724.3361.98