水利計算課程設計

1、1 .題目 02 .設計要求 03 .基本資料： 14 .設計內容 114.1. 興利調節(jié)： 114.2. 調洪計算 15附表1 :未考慮蒸發(fā)的興利庫容計算表 18附表2 :考慮蒸發(fā)損失興利庫容計算表 44附表3:防洪高水位計算表（p=10%） 69附表4:設計洪水位計算表（p=2%） 72附表5:校核洪水位計算表（p=0.2%） 751 .題目xx水利樞紐工程工程規(guī)模設計2 .設計要求2.1 .方案:2.1.1興利調節(jié)方案序號灌溉囿枳渠系水量工業(yè)供水量生態(tài)流應用庫容曲線（萬畝）（萬 m3）（萬 m3）125.370.65660.00700.00淤積10年后的庫容2.1.2調洪計算方案序號設計

2、標準校核標準泄洪設備庫容曲線12.000.020.002洞2+溢洪道淤積50年后的庫容2.2 .目標：2.2.1 分析確定本水庫的興利庫容和正常蓄水位，酌情確定防洪限制水位2.2.2 調節(jié)洪水，確定本水庫的和洪水有關的特征水位。2.2.3 完成設計報告2.2.4 通過答辯3 .基本資料：3.1 .入庫徑流資料：本水庫長系列入庫徑流資料見表13.2 .蒸發(fā)、滲漏和結冰損失：xx水庫的年蒸發(fā)增損為641.8mm、分配到各月蒸發(fā)增損值見下表 2表2前天子水庫蒸發(fā)增損表單位：mm項目各月2套發(fā)增損量年增伊里月份一月二月三月四月五月六月分配1.442.426.0312.5217.3616.46蒸發(fā)增損量

3、9.215.538.780.4111.4105.6641.8月份七月八月九月十月月十二月分配13.6410.738.56.323.111.47蒸發(fā)增損量87.568.954.640.620.09.43.3 .水庫庫容關系曲線：根據水庫實測的的庫區(qū)地形圖量測本水庫的庫容關系曲線，再根據水庫泥沙 淤積規(guī)律推求水庫淤沙后的特性曲線，詳見表 3和附圖1確定水庫的興利特征水位和庫容計算相應標準的洪水位3.4 灌溉需水量：本水庫灌溉面積5.37萬畝。其作物構成和灌溉面積以及灌溉水量見表4灌溉水量利用系數(shù)為0.6。灌溉保證率50%。表4xx水庫灌區(qū)農作物灌溉制度表作物名稱種植比例 （%）灌水 次數(shù)灌水定額（

4、m3/畝）作物生長期灌水時間灌溉定額（m3/畝）小麥40170拔節(jié)期5.27 6.5210270孕穗期6.9 6.17370灌漿期6.24 7.3玉米30160拔節(jié)期6.9 6.17180260圓錐花絮7.4 7.12360灌漿期8.2 8.10土豆10160現(xiàn)雷期6.18 6.23120260開花期8.2 8.7油料8160莖部分枝5.31 6.5120260花絮形成6.18 6.23雜糧10160拔節(jié)期6.18 6.23120260抽穗期7.4 7.9蔬菜21605.27 5.303002606.18 6.213606.30 7.034607.11 7.125608.08 8.10春匯50

5、1803.5 3.20803.5 工業(yè)供水需求：工業(yè)供水需求為每年500 x 104m3,逐時段均勻供水，供水保證率 97%。3.6 水庫生態(tài)流量要求：本水庫每年為下游放生態(tài)流700xl04m3,按水庫入流逐月分配比例下放3.7 水庫入庫洪水過程線:xx水庫各頻率洪水入庫洪水過程線見附表 53.8 泄洪設備及其泄流能力：3.8.1 泄洪洞2:其功能包括工業(yè)供水和泄洪，本泄洪設備正在建設中。最大泄流能力為390m3/s 。其泄流公式為q = 45.9823 x ( h 庫水位-1200)0.6313.8.2溢洪道“新建開敞式自由溢流溢洪道，可以滿足前天子水庫大壩的自身安全。其相應的泄流公式為:q

6、 = 62.04父(h庫水位-1223.89) 1.5783.9 防洪要求本水庫下游有農田等防護對象，防護標準為十年一遇洪水，安全泄量為289m3/s表1xx水庫壩址歷年各月平均流量成果表單位：m 3/s年份各月平均流量年平均一月二月三月四月五月六月七月八月九月十月月十二月19590.210.172002.53.0512.416.17.944.962.371.524.3119600.7040.8318.245.6530.6443.853.64.373.922.510.4123.1619610004.581.472.3412.420.89.218.995.462.245.6719621.1611

7、.2819.369.513.32.1114.63.451.421.892.350.9444.3119630.4130.2627.363.92.971.579.363.645.372.292.140.5623.3519640.2820.2845.286.642.543.435.7216.06.975.182.811.154.7119650.4450.5546.073.711.270.4591.760.6580.1181.11.080.1321.4519660.0920.2265.562.450.9141.744.579.512.11.750.7940.1422.5119670.0620.0584

8、.022.673.450.4645.8927.67.862.962.080.34.8419680.1270.0977.483.511.250.6744.6112.22.162.941.660.8313.1619690.0750.0686.794.082.090.9295.9811.32.954.381.650.213.4119700.1050.151.987.21.392.395.2413.42.062.681.730.2923.2419710.090.0675.436.812.221.6111.95.452.421.851.830.2553.3619720.1420.2025.862.340

9、.9661.424.957.122.831.861.150.3492.4619730.1460.1395.111.810.3555.137.8618.99.324.312.450.4454.719740.1530.095.635.9510.04913.48.422.241.591.680.2573.419750.090.0455.172.541.140.4731.344.732.971.311.290.1811.79年份各月平均流量年平均一月二月三月四月五月六月七月八月九月十月廣月十二月19760.0570.072.913.921.512.1016.3422.04.732.430.6190.2

10、163.9519770.0770.1257.032.80.4380.8634.562.241.220.9811.170.2711.8319780.0640.093.381.340.9180.4735.6111.312.02.911.560.1463.3319790.1690.1863.112.841.251.4210.615.44.554.221.840.8763.9119800.4940.4124.375.712.583.561.792.061.592.281.230.2552.1919810.1720.1874.92.470.3671.6814.515.01.412.251.030.412

11、3.7519820.180.2255.483.631.812.654.658.611.91.461.10.2922.6919830.150.184.283.951.351.181.425.962.011.81.420.3372.0219840.1870.1052.113.830.8912.84.383.661.41.130.7710.3451.8119850.150.2322.752.850.8690.4342.674.661.890.6820.6590.1421.5119860.090.0751.423.780.3220.6520.5620.1720.0740.1270.1950.1650.

12、63519870.1050.241.491.050.0670.5690.2771.970.7790.5840.35200.6261988000.8311.540.3976.32910.98.461.810.8010.4490.272.6719890.1870.211.110.7270.121.171.531.513.491.860.6440.3891.0819900.180.1051.341.380.5990.2253.86.244.231.781.160.3671.819910.2020.2021.724.44.5393.343.670.5620.5920.6520.3070.2171.71

13、19920.090.1051.691.950.9660.4125.6210.61.731.481.480.2622.2219930.120.121.721.540.6371.481.692.220.6520.5390.4870.1120.951年份各月平均流量年平均一月二月三月四月五月六月七月八月九月十月月十二月19940.0970.1350.9061.780.3520.5542.154.381.480.9810.5920.2621.1519950.090.120.7120.9810.150.0026.1610.213.21.750.5770.2622.8619960.180.2250.951

14、3.480.9290.9065.7110.51.981.461.150.122.3119970.150.1951.492.371.511.984.073.460.7940.5920.30.181.4419980.1870.332.892.674.210.8764.821.490.7340.7410.6820.241.6719990.2320.151.331.090.8090.152.190.5320.6970.8460.7040.180.74920000.1420.1420.5320.8090.4570.4190.6891.60.3970.4490.330.2470.51720010.1570

15、.1720.8091.060.0820.2320.2851.531.11.680.4040.2320.65220020.1350.1420.4190.7940.6074.352.544.660.7490.4190.3150.1571.2820030.0970.2321.761.860.3370.3376.81.860.4120.6520.3670.1421.25200400.0461.260.4330.3850.120.4575.090.4210.5420.2650.0390.7662005000.770.8070.3970.0610.1812.240.8550.4940.2050.0770.

16、5122006000.3250.3850.8070.1131.572.760.1570.1110.0960.020.5362007000.9990.7340.265+0.0790.0020.0190.0480.4940.13200.2332008000.0710.2080.0761.160.14710.710.2010.1280.0130.309平均0.1690.1863.1242.8501.2571.4234.9627.1362.8411.8671.1550.3492.295年平均2.296 m 3/s7241 x 104m36表3: xx水庫水位庫容關系表單位：108m3水位初始庫 容10

17、年后庫容20年后庫 容30年后庫 容40年后庫 容50年后庫 容12000.0270.001000012010.0350.001000012020.0420.002000012030.0510.003000012040.060.004000012050.070.008000012060.080.014000012070.0920.0190.00100012080.1060.0260.00100012090.1220.0330.00200012100.140.0410.00200012110.1610.050.00400012120.1820.0590.0050.0010012130.2050.

18、0690.0080.0010012140.2290.0820.0140.0020012150.2540.0960.020.0030.001012160.2810.1110.0270.0050.0010.00112170.310.1290.0340.0070.0020.00112180.3390.1490.0430.010.0040.00212190.370.1730.0540.0170.0060.00412200.4030.2010.0710.0270.0140.01112210.440.2310.0940.0460.0270.02212220.4780.2660.1210.070.0480.

19、04212230.5180.3010.150.0970.0730.06612240.5610.3390.1830.1280.1020.09612250.6060.3780.2190.1630.1350.1312260.6530.4220.2590.2020.1740.16912270.7010.4690.3040.2450.2170.21212280.7510.5180.3510.2910.2620.25712290.8030.5680.4010.3410.3120.30612300.8560.6210.4530.3930.3630.35812310.910.6750.5070.4460.41

20、60.41112320.9650.730.5610.50.4710.4658表5xx設計洪水過程線 單位：m3/s時間p0.05%p0.1%p0.2%p1%p2%p5%p10%8.5.411310288.258.446.130.720.5517515813790.471.447.531.8652347040827021314294.9712101070930611482323213811109808505614432971969940832723477376252167108617626614363442311521186176266143634423115212861762661436344

21、231152138617626614363442311521486176266143634423115215187016501440947747501331161720152013208696864603041714101250108071456337724918141012501080714563377249191070947822542428287189201020903784517408274181211080952827545430288191221130996865570450302199231200106092160847932121224188016601450954752504

22、3338.6.152104610400026402080140092423520311027001780141094262332120187016301070846567375418501630142093573849432751510133011607636024042676113010008705734523032007609548475314248165110847542737024519312986.1934330826717714092.962.21033730326317413791.461.21132929625617013489.059.71231228024316112784

23、.456.51329226222715011979.052.91427524721414211274.349.81525723120113310569.746.71623721318512296.764.343.1時間p0.05%p0.1%p0.2%p1%p2%p5%p10%1724321918912599.065.844.11826023420313410670.547.21927724921614311375.150.32029526523015212079.853.42130327323615612482.155.02231228024316112784.456.523320288250

24、16513186.758.12432929625617013489.059.78.7.132929625617013489.059.7233229825917113589.860.2333229825917113589.860.2433229825917113589.860.2533530126117213690.660.7633530126117213690.660.7733730326317413791.461.2833730326317413791.461.2931228024316112784.456.51028625722314711777.451.91125723120113310

25、569.746.71223220818111994.462.742.01322420217511691.560.840.71421719516911288.658.839.41521018916410885.656.938.11620318315810582.755.036.81719617615310179.853.035.51818917014797.376.951.134.21918216314293.674.049.232.92017415713689.971.147.231.62117015213287.469.145.930.82216514812985.167.244.729.9

26、2316014412582.565.343.429.02415513912179.963.242.028.18.8.115113511777.761.440.827.3214613111475.259.439.526.5314112711072.757.438.225.64 .設計內容4.1 興利調節(jié):4.1.1 未考慮蒸發(fā)計算興利庫容利用五十年的來流量和用水需求和保證率初步估算興利庫容，計算見 附表1對求的的興利庫容排頻，設計保證率為 50%。計算見下頁表6,結果如下圖2。初步定興利庫容為732.39萬m 3圖2:興利庫容序號-保證率對應圖興利庫容序號表6:興利庫容排頻與設計保證率表序號年號

27、v興（萬mv興（萬m3）保證率（*100% ）備注11959-1960739.6517.750.0221960-1961495.4638.600.0431961-1962371.4056.440.0641962-1963512.0798.380.0851963-196438.60247.720.161964-1965889.20252.120.1271965-1966480.64258.800.1481966-1967780.64312.430.1691967-1968732.39359.560.18101968-1969668.90371.400.2111969-1970312.43376.

28、370.22121970-1971502.20458.030.24131971-1972557.93480.640.26141972-197398.38495.460.28151973-1974884.83502.200.3161974-1975820.27512.070.32171976-1976376.37545.270.34181976-1977784.18557.930.36191977-1978780.94578.670.38201978-1979545.27629.680.4211979-198056.44659.600.42221980-1981578.67668.900.442

29、31982-1982258.80681.870.46241982-1983629.68697.620.48251983-1984252.12732.390.5261984-1985799.75739.650.52271985-1986247.72780.640.54281985-19872,851.58780.940.56多年調節(jié)85.7-87.7291985-19883,007.09784.180.58多年調節(jié)85.3-88.4301988-1989920.31799.570.6311989-1990894.55799.750.62321990-199117.75820.270.643319

30、91-1992799.57884.830.66341992-1993659.60889.200.68351972-19941,163.51894.550.7多年調節(jié)92.7-94.6361994-19951,136.80920.310.72371995-1996681.87938.760.74381996-1997458.031044.660.76391997-1998697.621136.800.78401998-19991,044.661163.510.8411997-20002,337.131498.210.82多年調節(jié)97.7-2000.9421996-20013,836.422337

31、.130.84多年調節(jié)96.7-2001.8432001-2002359.562851.580.86442002-2003938.763007.090.88452003-20041,498.213836.420.9461996-20054,291.724291.720.92多年調節(jié)96.7-2005.7471996-20065,694.765694.760.94多年調節(jié)96.3-2006.8481995-20077,657.867657.860.96多年調節(jié)95.7-2007.7491995-200810,444.7210444.720.98多年調節(jié)95.7-2008.124.1.2 試算加蒸

32、發(fā)后的興利庫容(1)死庫容的選擇資料要求為泥沙淤積十年后的庫容，查水位庫容曲線定死庫容為270萬m3,略高于所查值。(2)計算步驟：將初步試算的興利庫容代入附表1,計蒸發(fā)損失計算后得到附表2。對附表2 進行興利調節(jié)，先保證生態(tài)，其次工業(yè)，再次農業(yè)。計算其是否被破壞，工業(yè)保 證率為97%,農業(yè)保證率為50%。(3)主要方法：根據庫容面積關系(見表7)制作庫容面積曲線(見圖3),根據所得的曲線 關系，擬線得到庫容面積函數(shù)關系，可根據庫容計算得到水面面積，庫容面積函 數(shù)關系為：y=-(6.0377483794083e-17)*xa6+(2.35638419095472e-12)*xa5-(3.574

33、38186849189e-08)*xa4+0.000263919335687014*xa3-1.00281720581211*xa2+2436.69270037772*x-259323.682323693 ,其中x為庫容，y為面積。(3)計算結果：當興利庫容為732.39萬m3時，不能滿足灌溉保證率。力口大至 736萬m3, 可以滿足生態(tài)流，工業(yè)保證率98%,農業(yè)保證率50%o正常蓄水位為死庫容加興 利庫容對應的水位為1218.38m 。死水位為1200m 0表7:庫容面積關系水位m庫容（萬m 3）庫容 差（萬m 3）水面面積 （itf）水位m庫容（萬m 3）庫容 差（萬m 3）水面面積 （i

34、tf）12002700121731002902900000120134070700000.00121833902902900000120242080800000.00121937003103100000120351090900000.00122040303303300000120460090900000.0012214400370370000012057001001000000.0012224780380380000012068001001000000.0012235180400400000012079201201200000.001224561043043000001208106014014

35、00000.00122560604504500000120912201601600000.00122665304704700000121014001801800000.00122770104804800000121116102102100000.00122875105005000000121218202102100000.00122980305205200000121320502302300000.00123085605305300000121422902402400000.00123191005405400000121525402502500000.001232965055055000001

36、21628102702700000.00圖3:庫容面積曲線庫容-面積曲線庫容（萬m34.2調洪計算4.2.1 防洪限制水位和制作水位庫容曲線：防洪限制水位定為正常蓄水位 1218.38m ,對應庫容為27.6萬m3。根據50年后泥沙淤積水位庫容關系（表 8）制作水位庫容曲線（見圖4）4.2.2 計算泄洪能力4.2.2.1 泄洪洞2:其功能包括工業(yè)供水和泄洪，本泄洪設備正在建設中。最大泄流能力為390m3/s。其泄流公式為q = 45.9823 m（h 庫水位1200）0.6314.2.2.2 溢洪道“新建開敞式自由溢流溢洪道，可以滿足前天子水庫大壩的自身安全。具相應的泄流公式為：q = 62.

37、04 父（h 庫水位-1223.89） 1.5784.2.2.3 根據水位庫容關系擬線，通過實時庫容計算其所對應的水位，計算公式如下：y=-0.000000000000000000044847973009*xa6+0.0000000000000006800 06832400539*xa5-0.00000000000399566077652058*xa4+0.0000000114866730031674*xa3-0.0000169517821312628*xa2+0.0147299492033*x+1218.2 3203478715 ,其中x為庫容，y為水位。4.2.2.4 將上一步求出的水位帶

38、入q = 45.9823 父（h庫水位-1200)0.631和q = 62.04父（h庫水位, cc cc、 1.578-1223.89)求出每個泄洪設備的泄洪能力4.2.3 計算防洪高水位：防洪要求為本水庫下游有農田等防護對象，防護標準為十年一遇洪水，安全泄量為 289 m3/s ， 利用十年一遇洪水資料調洪， 水庫達到最高水位即為防洪高水位。防洪高水位與防洪限制水位之間的庫容為防洪庫容。計算結果為 1222.0m ，對應的庫容為438.2萬m3。防洪庫容為438.2-27.6=410.6萬m3。計算過程見 附表 3。4.2.4 計算設計洪水位：設計標準為 50 年一遇洪水， 根據洪水資料進

39、行調洪， 水庫達到的最高水位為設計洪水位。 計算結果為， 設計洪水位為 1226.7m ， 對應的庫容為 2062.8 萬 m3。計算過程見 附表 4 。4.2.5 計算校核洪水位：校核標準為 500 年一遇洪水，根據洪水資料進行調洪，水庫達到的最高水位為校核洪水位。 校核洪水位與防洪限制水位之間的庫容為調洪庫容。 計算結果為，校核洪水位 為 1230.6m ， 對應 的 庫容 為 4001.8 萬 m 3。 調 洪庫容 為4001.8-27.6=3974.2 萬 m 3。計算過程見 附表 5表8 : 50年泥沙淤積水位庫容關系圖4:水位庫容關系曲線水位（m）庫容（萬m 3）121501216

40、10121710121820121940122011012212201222420122366012249601225130012261690122721201228257012293060123035801231411012324650水位庫容曲線庫容（萬m318附表1:未考慮蒸發(fā)的興利庫容計算表年份月份來水q來水比 例來水w灌溉用水工業(yè)用 水生態(tài)流總用水余水/虧水興利庫容去生態(tài)后 來水去工業(yè)和生態(tài)流后的來水w（m 3/s）*100%（萬 m 3）（萬 m 3）（萬m（萬 m 3）（萬 m 3）（萬 m 3）（萬 m 3）（萬 m3）（萬 m 3）195910.210.0041055.165

41、52.8757.87-2.7152.29-2.7120.1720.0033645.18552.3557.35-12.1742.83-12.17300.000000.00330.46550.00385.46-385.460.00-55.00400.000000.00550.0055.00-55.000.00-55.0052.50.04881656.64132.185534.17221.35435.29622.47567.4763.050.05954801.10841.855541.68938.53-137.43759.42704.42712.40.242083,256.93285.0255169.46509.482,747.453,087.483,032.48816.10.314324,228.76208.1955220.02483.213,745.554,008.743,953.7497.940.155012,085.4955108.51163.511,921.981,976.981,921.98104.960.096831,302.775567.78122.781,179.991,234.991,179.99112.370.0462762