洪水調(diào)節(jié)課程設(shè)計報告三峽大學

1、-. z.水資源規(guī)劃及利用課程設(shè)計計算說明書姓 名：何明明學 號：2013101227專 業(yè)：水利水電工程三峽大學水利與環(huán)境學院2016年 1 月目錄 TOC o 1-3 h z u HYPERLINK l _Toc4087729001、設(shè)計目的 PAGEREF _Toc408772900 h 1HYPERLINK l _Toc4087729012、設(shè)計根本資料 PAGEREF _Toc408772901 h 1HYPERLINK l _Toc4087729023、洪水標準確定 PAGEREF _Toc408772902 h 1HYPERLINK l _Toc4087729033.1設(shè)計洪水標

2、準 PAGEREF _Toc408772903 h 2HYPERLINK l _Toc4087729043.2校核洪水標準 PAGEREF _Toc408772904 h 3HYPERLINK l _Toc4087729054、洪水調(diào)節(jié)方案 PAGEREF _Toc408772905 h 3HYPERLINK l _Toc4087729064.1 設(shè)計標準洪水調(diào)節(jié) PAGEREF _Toc408772906 h 3HYPERLINK l _Toc408772907下泄流量計算 PAGEREF _Toc408772907 h 3HYPERLINK l _Toc408772908列表試算法調(diào)洪演算

3、 PAGEREF _Toc408772908 h 5HYPERLINK l _Toc4087729094.2校核標準洪水調(diào)節(jié) PAGEREF _Toc408772909 h 85、HYPERLINK l _Toc408772916成果分析及結(jié)論 PAGEREF _Toc408772916 h 18HYPERLINK l _Toc4087729176、小結(jié) PAGEREF _Toc408772917 h 18-. z.洪水調(diào)節(jié)1、設(shè)計目的洪水調(diào)節(jié)目的：定量地找出入庫洪水、下泄洪水、攔蓄洪水的庫容、水庫水位的變化、泄洪建筑物型式和尺寸間的關(guān)系，為確定水庫的有關(guān)參數(shù)和泄洪建筑型式選擇、尺寸確定提供依

4、據(jù)；掌握列表試算法的根本原理、方法、步驟及各自的特點；了解工程設(shè)計所需洪水調(diào)節(jié)計算要解決的課題；培養(yǎng)學生分析問題、解決問題的能力。2、設(shè)計根本資料大峽水電站樞紐位于*省竹溪縣境內(nèi)，泉河流域規(guī)劃中梯級電站的第三級，工程距天寶鄉(xiāng)3km，距竹溪縣城83km。攔截堵河西支泗河上游的一級支流泉河。河流全長82.2km，流域面積894.6km2，大峽電站壩址以上流域面積482.70km2，占全流域的53.96%，河長43.7km，河床比降14.3。多年平均徑流量為11.2m3/s，多年平均徑流總量為3.53億m3，多年平均徑流深為733.9mm。大峽電站水庫正常蓄水位選為565m，汛限水位563.5m，死

5、水位552m，其相應(yīng)的死庫容為407萬m3，調(diào)節(jié)庫容1333萬m3，庫容系數(shù)3.8%。依據(jù)防洪標準(GB5020194)和水利水電工程等級劃分及洪水標準SL2522000，本工程工程為中型水庫。電站總裝機容量20MW，保證出力1.9MW，年發(fā)電量0.603億kWh。水庫擋水建筑物為混凝土重力壩，最大壩高88m。溢洪形式表孔泄流，溢洪道堰頂高程555m，采用2孔1210.5寬高的弧形門控制。大峽水庫調(diào)洪規(guī)則如下：起調(diào)水位取*m注：*=563.5+*最后1位/10，即563.5m-564.5m，當來量較小時，啟用并控制閘門開啟度，使泄量等于來量，水庫水位維持正常蓄水位不變；當來水增大，并大于閘孔全

6、開的泄量時，閘門全開敞泄庫水位上升，直至到達最高洪水位。3、洪水標準確定分別對設(shè)計洪水標準、校核洪水標準，按照上述擬定的泄洪建筑物的類型、尺寸和水庫運用方式，分別采用列表試算法推求水庫下泄流量過程，以及相應(yīng)的庫容、水位變化過程。具體步驟：根據(jù)工程規(guī)模和建筑物的等級，確定相應(yīng)的洪水標準；用列表試算法進展調(diào)洪演算：根據(jù)水庫水位容積關(guān)系曲線VZ和泄洪建筑物方案，用水力學公式求出下泄流量與庫容關(guān)系曲線qZ，并將VZ，qZ繪制在圖上；決定開場計算時刻和此時的q1、V1，然后列表試算，試算過程中，對每一時段的q2、V2進展試算；將計算結(jié)果繪成曲線：Qt、qt在一*圖上，Zt曲線繪制在下方。將計算結(jié)果填寫在

7、調(diào)洪成果表中3.1設(shè)計洪水標準設(shè)計洪水：為解決各類防洪問題，所提供的作為規(guī)劃設(shè)計依據(jù)的各種設(shè)計標準的洪水，設(shè)計洪水三要素：設(shè)計洪峰流量、設(shè)計洪量、設(shè)計洪水過程線，根據(jù)水利水電工程分等指標，將該水利樞紐工程工程等別定為中型；根據(jù)山區(qū)，丘陵區(qū)水利水電工程永久性水工建筑物洪水標準重現(xiàn)期(年)，可查得，該工程設(shè)計洪水標準選為100年即百年一遇(1%)洪水進展設(shè)計。洪水過程線如表一。3.2校核洪水標準根據(jù)水利水電工程分等指標，將該水利樞紐工程工程等別定為中型；根據(jù)山區(qū)，丘陵區(qū)水利水電工程永久性水工建筑物洪水標準重現(xiàn)期(年)，可查得，該工程校核標準選為500年即五百年一遇(0.2%)洪水進展校核。表1設(shè)計

8、洪水過程時間thQ(m/s) 設(shè)計P=1%Q(m/s)(校核)P=0.2%時間thQ(m/s) 設(shè)計P=1%Q(m/s)(校核)P=0.2%時間thQ(m/s) 設(shè)計P=1%Q(m/s)(校核)P=0.2%0 15.2217.8917 621.14887.5534 213.32186.361 16.4719.3318 853.061252.635 170.26149.252 17.7320.7719 1196.281774.4836 138.69123.75318.9822.2120 1532.372231.6137 116.12106.714 20.2323.6521 1759.312472

9、.3538 100.2295.645 21.4825.0822 1838.512470.7339 89.2988.736 22.7426.7923 1785.292284.9740 81.6884.557 24.3632.1424 1641.031998.8941 74.8381.558 30.1452.5125 1449.581683.6442 72.8781.069 48.0397.7726 12451384.2643 72.1881.3610 82.79165.5227 1046.661118.3844 72.382.1511 133.25247.1928 863.34888.4545

10、72.883.1812 195.57335.4229 699.86694.3846 73.5584.3713 266.22426.9130 558.91535.2247 74.4585.6414 341.11518.2831 441.2408.7548 72.5183.5615 418.9612.2232 345.83311.4916 504.13720.5633 270.84238.954、洪水調(diào)節(jié)方案一4.1 設(shè)計標準洪水調(diào)節(jié)4.1.1下泄流量計算堰頂溢流公式：(1)式中：q通過溢流孔口的下泄流量，m3/s；n溢流孔孔口數(shù)；b溢流孔單孔凈寬，m ；g重力加速度，9.81m/s2；閘墩側(cè)收縮

11、系數(shù)，與墩頭形式有關(guān)，初步計算可假設(shè)為0.92；m流量系數(shù)，與堰頂形式有關(guān)，可查表，本工程取0.48；H0堰頂水頭，m。計算不同庫水位對應(yīng)的下泄流量q，由水位庫容曲線查得相應(yīng)的庫容V，計算結(jié)果見表(2)。繪制q=f(V) 曲線關(guān)系、VZ關(guān)系曲線和qZ關(guān)系曲線，如圖1、圖2和圖3所示。 表2q=f(V)關(guān)系曲線計算表水位Zm堰頂水頭Hm泄流量qm3/s庫容V(億m3)564.29.21310.00 0.1674 564.79.71418.23 0.1715 565.210.21529.29 0.1753 565.710.71643.11 0.1788 566.211.21759.61 0.182

12、5 566.711.71878.75 0.1866 567.212.22000.46 0.1906 567.712.72124.69 0.1947 568.213.22251.39 0.1988 568.713.72380.51 0.2031 568.9913.992456.50 0.2056 圖1q=fV關(guān)系曲線圖2 VZ關(guān)系曲線圖3 qZ關(guān)系曲線4.1.2列表試算法調(diào)洪演算1根本原理：根據(jù)水庫容積曲線V=fZ和堰頂溢流公式q=fZ，得出蓄泄方程q=fV。聯(lián)立水量平衡方程2調(diào)洪計算求qt過程和Zt過程 由起調(diào)水位=564.2m可從圖3中查得需要調(diào)節(jié)的起始流量為=1310.00m/s，因在前1

13、9個小時內(nèi)Q均小于，故q=Q，從20小時開場調(diào)洪，從Q開場調(diào)洪，保持溢洪道堰頂高程和單孔寬度不變，兩孔全開,取t=1h=3600s，聯(lián)立水量平衡方程以及蓄泄方程，計算結(jié)果如表3所示。表3設(shè)計百年一遇洪水P=1%時間th入庫洪水流量Q(m/s)時段平均入庫流量Q(m/s)時段入庫水量Qt(萬m)下泄流量q(m/s)時段平均下泄流量m/s時段下泄水量qt(萬m)時段內(nèi)水庫存水量變化V(萬m)水庫存水量V億m水庫水位Zm0 15.2215.8455.704215.2215.8455.704200.17395651 16.4716.470.17395652 17.7317.16.15617.7317.

14、16.15600.17395653 18.9818.3556.607818.9818.3556.607800.17395654 20.2319.6057.057820.2319.6057.057800.17395655 21.4820.8557.507821.4820.8557.507800.17395656 22.7422.117.959622.7422.117.959600.17395657 24.3623.558.47824.3623.558.47800.17395658 30.1427.259.8130.1427.259.8100.17395659 48.0339.08514.0706

15、48.0339.08514.070600.173956510 82.7965.4123.547682.7965.4123.547600.173956511 133.25108.0238.8872133.25108.0238.887200.173956512 195.57164.4159.1876195.57164.4159.187600.173956513 266.22230.89583.1222266.22230.89583.122200.173956514 341.11303.665109.3194341.11303.665109.319400.173956515 418.9380.005

16、136.8018418.9380.005136.801800.173956516 504.13461.515166.1454504.13461.515166.145400.173956517 621.14562.635202.5486621.14562.635202.548600.173956518 853.06737.1265.356853.06737.1265.35600.173956519 1196.281024.67368.88121196.281024.67368.881200.173956520 1532.371364.325491.1571381.91289.09464.0724

17、27.08460.1701564.53221 1759.311645.84592.502415611471.45529.72262.78040.176278565.339722 1838.511798.91647.60761704.811632.905587.845859.76180.1807565.96523 1785.291811.9652.2841779.81742.305627.229825.05420.1832566.28523.05 1778.0771781.684641.406061779.81779.8640.7280.678060.1832566.28523.1 1770.8

18、641778.077640.107721779.351779.65640.674-0.566280.1832566.28324 1641.031713.16616.73761733.91768.2125636.5565-19.81890.1816566.0925 1449.581545.305556.30981594.551664.225599.121-42.81120.1773565.48826 12451347.29485.024412451441.73519.0244-34.0000 0.173956527 1046.661145.83412.49881046.661145.83412.

19、498800.173956528 863.34955343.8863.34955343.800.173956529 699.86781.6281.376699.86781.6281.37600.173956530 558.91629.385226.5786558.91629.385226.578600.173956531 441.2500.055180.0198441.2500.055180.019800.173956532 345.83393.515141.6654345.83393.515141.665400.173956533 270.84308.335111.0006270.84308

20、.335111.000600.173956534 213.32242.0887.1488213.32242.0887.148800.173956535 170.26191.7969.0444170.26191.7969.044400.173956536 138.69154.47555.611138.69154.47555.61100.173956537 116.12127.40545.8658116.12127.40545.865800.173956538 100.22108.1738.9412100.22108.1738.941200.173956539 89.2994.75534.1118

21、89.2994.75534.111800.173956540 81.6885.48530.774681.6885.48530.774600.173956541 74.8378.25528.171874.8378.25528.171800.173956542 72.8773.8526.58672.8773.8526.58600.173956543 72.1872.52526.10972.1872.52526.10900.173956544 72.372.2426.006472.372.2426.006400.173956545 72.872.5526.11872.872.5526.11800.1

22、73956546 73.5573.17526.34373.5573.17526.34300.173956547 74.457426.6474.457426.6400.173956548 72.5173.4826.452872.5173.4826.452800.1739565時間th入庫洪水流量Q(m/s)時段平均入庫流量Q(m/s)時段入庫水量Qt(萬m)下泄流量q(m/s)時段平均下泄流量m3/s時段下泄水量qt(萬m)時段內(nèi)水庫存水量變化V(萬m)水庫存水量V億m水庫水位Zm23 1785.291811.90 652.2840 1779.81742.305627.2298 25.0542

23、0.1832566.28523.05 1778.077 1781.68 641.40611779.81779.8640.7280 0.6781 0.1832566.28523.1 1770.8641778.08 640.1077 1779.351779.65640.6740 -0.5663 0.1832566.28324 1641.031713.16 616.7376 1733.91768.213636.5565 -19.8189 0.1816566.090 3將入庫流量Q-t，q-t繪于一*圖上，另作Z-t曲線，如下列圖：圖4 Q-t關(guān)系曲線和q-t關(guān)系曲線圖5Z-t關(guān)系曲線4由上述圖4和圖

24、5可知，最大下泄流量發(fā)生在t=23h時刻,=1779.8m/s時,此時最高水位以及=566.285m。4.2校核標準洪水調(diào)節(jié)具體的步驟和方法同上述4.1,運用公式1和2即可得到下表：表4校核500年一遇洪水P=0.2%時間th入庫洪水流量Q(m/s)時段平均入庫流量Q(m/s)時段入庫水量Qt(萬m)下泄流量q(m/s)時段平均下泄流量m/s時段下泄水量qt(萬m)時段內(nèi)水庫存水量變化V(萬m)水庫存水量V億m水庫水位Zm0 17.8918.616.699617.8918.616.699600.17395651 19.3319.330.17395652 20.7720.057.21820.77

25、20.057.21800.17395653 22.2121.497.736422.2121.497.736400.17395654 23.6522.938.254823.6522.938.254800.17395655 25.0824.3658.771425.0824.3658.771400.17395656 26.7925.9359.336626.7925.9359.336600.17395657 32.1429.46510.607432.1429.46510.607400.17395658 52.5142.32515.23752.5142.32515.23700.17395659 97.7

26、775.1427.050497.7775.1427.050400.173956510 165.52131.64547.3922165.52131.64547.392200.173956511 247.19206.35574.2878247.19206.35574.287800.173956512 335.42291.305104.8698335.42291.305104.869800.173956513 426.91381.165137.2194426.91381.165137.219400.173956514 518.28472.595170.1342518.28472.595170.134

27、200.173956515 612.22565.25203.49612.22565.25203.4900.173956516 720.56666.39239.9004720.56666.39239.900400.173956517 887.55804.055289.4598887.55804.055289.459800.173956518 1252.61070.075385.2271252.61070.075385.22700.173956519 1774.481513.54544.874414611356.8488.44856.42640.173564.89420 2231.612003.0

28、45721.09621848.31654.65595.674125.42220.1855566.57321 2472.352351.98846.71282204.22026.25729.45117.26280.1972568.01522 2470.732471.54889.75442391.152297.675827.16362.59140.2035568.74122.3 2415.0022442.866879.431762406.82398.975863.63115.800760.203974568.800622.35 2405.7142410.358867.728882407.62407.

29、2866.5921.136880.20398568.801322.4 2396.4262401.07864.38522407.42407.5866.7-2.31480.203977568.800922.5 2377.852387.138859.369682406.32406.85866.466-7.096320.203963568.79922.6 2359.2742368.562852.682322403.52404.9865.764-13.081680.2039568.78823 2284.972387.138859.369682382.52400.75864.27-4.900320.203

30、2568.70824 1998.892141.93771.09482214.32298.4827.424-56.32920.1976568.05425 1683.641841.265662.85541949.52081.9749.484-86.62860.1889566.99226 1384.261533.95552.2221656.71803.1649.116-96.8940.1792565.75927 1118.381251.32450.47521118.381398.542503.4752-530.173956528 888.451003.415361.2294888.451003.41

31、5361.229400.173956529 694.38791.415284.9094694.38791.415284.909400.173956530 535.22614.8221.328535.22614.8221.32800.173956531 408.75471.985169.9146408.75471.985169.914600.173956532 311.49360.12129.6432311.49360.12129.643200.173956533 238.95275.2299.0792238.95275.2299.079200.173956534 186.36212.65576

32、.5558186.36212.65576.555800.173956535 149.25167.80560.4098149.25167.80560.409800.173956536 123.75136.549.14123.75136.549.1400.173956537 106.71115.2341.4828106.71115.2341.482800.173956538 95.64101.17536.42395.64101.17536.42300.173956539 88.7392.18533.186688.7392.18533.186600.173956540 84.5586.6431.19

33、0484.5586.6431.190400.173956541 81.5583.0529.89881.5583.0529.89800.173956542 81.0681.30529.269881.0681.30529.269800.173956543 81.3681.2129.235681.3681.2129.235600.173956544 82.1581.75529.431882.1581.75529.431800.173956545 83.1882.66529.759483.1882.66529.759400.173956546 84.3783.77530.15984.3783.77530.15900.173956547 85.6485.00530.601885.6485.00530.601800.173956548 83.5684.630.45683.5684.630.45600.1739565時間th入庫洪水流量Q(m/s)時段平均入庫流量Q(m/s)時段入庫水量Qt(萬m)下泄流量q(m/s)時段平均下泄流量m/s時段下泄水量qt(萬m)時段內(nèi)水庫存水量變化V(萬m)水庫存水量V億m