洪水調(diào)節(jié)課程設(shè)計(jì) 三峽大學(xué)

1、水資源規(guī)劃及利用課程設(shè)計(jì)計(jì)算說(shuō)明書(shū)姓 名：何明明學(xué) 號(hào)：2013101227專 業(yè)：水利水電工程三峽大學(xué)水利與環(huán)境學(xué)院2016年 1 月目 錄1、設(shè)計(jì)目的12、設(shè)計(jì)基本資料13、洪水標(biāo)準(zhǔn)確定13.1設(shè)計(jì)洪水標(biāo)準(zhǔn)23.2校核洪水標(biāo)準(zhǔn)34、洪水調(diào)節(jié)方案34.1 設(shè)計(jì)標(biāo)準(zhǔn)洪水調(diào)節(jié)3下泄流量計(jì)算3列表試算法調(diào)洪演算54.2校核標(biāo)準(zhǔn)洪水調(diào)節(jié)85、成果分析及結(jié)論186、小結(jié)18洪水調(diào)節(jié)1、設(shè)計(jì)目的1) 洪水調(diào)節(jié)目的：定量地找出入庫(kù)洪水、下泄洪水、攔蓄洪水的庫(kù)容、水庫(kù)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(kù)的有關(guān)參數(shù)和泄洪建筑型式選擇、尺寸確定提供依據(jù)；2) 掌握列表試算法的基本原理、方法、步驟

2、及各自的特點(diǎn)；3) 了解工程設(shè)計(jì)所需洪水調(diào)節(jié)計(jì)算要解決的課題；4) 培養(yǎng)學(xué)生分析問(wèn)題、解決問(wèn)題的能力。2、設(shè)計(jì)基本資料大峽水電站樞紐位于湖北省竹溪縣境內(nèi)，泉河流域規(guī)劃中梯級(jí)電站的第三級(jí)，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(jí)支流泉河。河流全長(zhǎng)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(zhǎng)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(kù)正常蓄水位選為565m，汛限水位563.5m，死水位552m，其相應(yīng)的死庫(kù)

3、容為407萬(wàn)m3，調(diào)節(jié)庫(kù)容1333萬(wàn)m3，庫(kù)容系數(shù)3.8%。依據(jù)防洪標(biāo)準(zhǔn)(GB5020194)和水利水電工程等級(jí)劃分及洪水標(biāo)準(zhǔn)（SL2522000），本工程項(xiàng)目為中型水庫(kù)。電站總裝機(jī)容量20MW，保證出力1.9MW，年發(fā)電量0.603億kWh。水庫(kù)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(mén)控制。大峽水庫(kù)調(diào)洪規(guī)則如下：起調(diào)水位取Xm（注：X=563.5+學(xué)號(hào)最后1位/10，即563.5m-564.5m），當(dāng)來(lái)量較小時(shí)，啟用并控制閘門(mén)開(kāi)啟度，使泄量等于來(lái)量，水庫(kù)水位維持正常蓄水位不變；當(dāng)來(lái)水增大，并大于閘孔全開(kāi)的泄量時(shí)，

4、閘門(mén)全開(kāi)敞泄庫(kù)水位上升，直至達(dá)到最高洪水位。3、洪水標(biāo)準(zhǔn)確定1) 分別對(duì)設(shè)計(jì)洪水標(biāo)準(zhǔn)、校核洪水標(biāo)準(zhǔn)，按照上述擬定的泄洪建筑物的類型、尺寸和水庫(kù)運(yùn)用方式，分別采用列表試算法推求水庫(kù)下泄流量過(guò)程，以及相應(yīng)的庫(kù)容、水位變化過(guò)程。具體步驟：2) 根據(jù)工程規(guī)模和建筑物的等級(jí)，確定相應(yīng)的洪水標(biāo)準(zhǔn)；3) 用列表試算法進(jìn)行調(diào)洪演算：a) 根據(jù)已知水庫(kù)水位容積關(guān)系曲線VZ和泄洪建筑物方案，用水力學(xué)公式求出下泄流量與庫(kù)容關(guān)系曲線qZ，并將VZ，qZ繪制在圖上；b) 決定開(kāi)始計(jì)算時(shí)刻和此時(shí)的q1、V1，然后列表試算，試算過(guò)程中，對(duì)每一時(shí)段的q2、V2進(jìn)行試算；c) 將計(jì)算結(jié)果繪成曲線：Qt、qt在一張圖上，Zt曲線

5、繪制在下方。4) 將計(jì)算結(jié)果填寫(xiě)在調(diào)洪成果表中3.1設(shè)計(jì)洪水標(biāo)準(zhǔn)設(shè)計(jì)洪水：為解決各類防洪問(wèn)題，所提供的作為規(guī)劃設(shè)計(jì)依據(jù)的各種設(shè)計(jì)標(biāo)準(zhǔn)的洪水，設(shè)計(jì)洪水三要素：設(shè)計(jì)洪峰流量、設(shè)計(jì)洪量、設(shè)計(jì)洪水過(guò)程線，根據(jù)“水利水電工程分等指標(biāo)”，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(biāo)準(zhǔn)重現(xiàn)期(年)，可查得，該工程設(shè)計(jì)洪水標(biāo)準(zhǔn)選為100年（即百年一遇(1%)洪水進(jìn)行設(shè)計(jì)）。洪水過(guò)程線如表（一）。3.2校核洪水標(biāo)準(zhǔn)根據(jù)“水利水電工程分等指標(biāo)”，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(biāo)準(zhǔn)重現(xiàn)期(年)，可查得，該工程校核標(biāo)準(zhǔn)選為50

6、0年（即五百年一遇(0.2%)洪水進(jìn)行校核）。表1 設(shè)計(jì)洪水過(guò)程時(shí)間t（h）Q(m/s) （設(shè)計(jì)）P=1%Q(m/s)(校核)P=0.2%時(shí)間t（h）Q(m/s) （設(shè)計(jì)）P=1%Q(m/s)(校核)P=0.2%時(shí)間t（h）Q(m/s) （設(shè)計(jì)）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 1532.372231.613

7、7 116.12106.714 20.2323.6521 1759.312472.3538 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

8、.382.1511 133.25247.1928 863.34888.4545 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(jì)標(biāo)準(zhǔn)洪水調(diào)節(jié)4.1.1下泄流量計(jì)算堰頂溢流公式： (1)式中：q通過(guò)溢流孔口的下泄流量，m3/s；

9、 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)收縮系數(shù)，與墩頭形式有關(guān)，初步計(jì)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(jì)算不同庫(kù)水位對(duì)應(yīng)的下泄流量q，由水位庫(kù)容曲線查得相應(yīng)的庫(kù)容V，計(jì)算結(jié)果見(jiàn)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2 q=f(V)關(guān)系曲線計(jì)算表水位Z（m）堰頂水頭 H（m）泄流量 q（m3/s）庫(kù)容 V(億m3)564.29.21310.00 0.1674 564.79.71418.23 0.1715 565.210.21529.29

10、 0.1753 565.710.71643.11 0.1788 566.211.21759.61 0.1825 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1 q=f（V）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）基本原理：根據(jù)水庫(kù)容積曲線V=f（Z）和堰頂溢流公式q=f（Z），得出蓄泄方程q=f（V）。聯(lián)立水量平

11、衡方程2）調(diào)洪計(jì)算求qt過(guò)程和Zt過(guò)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19個(gè)小時(shí)內(nèi)Q均小于，故q=Q，從20小時(shí)開(kāi)始調(diào)洪，從Q開(kāi)始調(diào)洪，保持溢洪道堰頂高程和單孔寬度不變，兩孔全開(kāi),取t=1h=3600s，聯(lián)立水量平衡方程以及蓄泄方程，計(jì)算結(jié)果如表3所示。表3 設(shè)計(jì)百年一遇洪水（P=1%）時(shí)間t（h）入庫(kù)洪水流量Q(m/s)時(shí)段平均入庫(kù)流量Q(m/s)時(shí)段入庫(kù)水量Qt(萬(wàn)m)下泄流量q(m/s)時(shí)段平均下泄流量（m/s）時(shí)段下泄水量qt(萬(wàn)m)時(shí)段內(nèi)水庫(kù)存水量變化V(萬(wàn)m)水庫(kù)存水量V（億m）水庫(kù)水位Z（m）0 15.2215.8455

12、.704215.2215.8455.704200.17395651 16.4716.470.17395652 17.7317.16.15617.7317.16.15600.17395653 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.

13、558.47800.17395658 30.1427.259.8130.1427.259.8100.17395659 48.0339.08514.070648.0339.08514.070600.173956510 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.

14、173956514 341.11303.665109.3194341.11303.665109.319400.173956515 418.9380.005136.8018418.9380.005136.801800.173956516 504.13461.515166.1454504.13461.515166.145400.173956517 621.14562.635202.5486621.14562.635202.548600.173956518 853.06737.1265.356853.06737.1265.35600.173956519 1196.281024.67368.88121

15、196.281024.67368.881200.173956520 1532.371364.325491.1571381.91289.09464.072427.08460.1701564.53221 1759.311645.84592.502415611471.45529.72262.78040.176278565.339722 1838.511798.91647.60761704.811632.905587.845859.76180.1807565.96523 1785.291811.9652.2841779.81742.305627.229825.05420.1832566.28523.0

16、5 1778.0771781.684641.406061779.81779.8640.7280.678060.1832566.28523.1 1770.8641778.077640.107721779.351779.65640.674-0.566280.1832566.28324 1641.031713.16616.73761733.91768.2125636.5565-19.81890.1816566.0925 1449.581545.305556.30981594.551664.225599.121-42.81120.1773565.48826 12451347.29485.0244124

17、51441.73519.0244-34.0000 0.173956527 1046.661145.83412.49881046.661145.83412.498800.173956528 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 345.8339

18、3.515141.6654345.83393.515141.665400.173956533 270.84308.335111.0006270.84308.335111.000600.173956534 213.32242.0887.1488213.32242.0887.148800.173956535 170.26191.7969.0444170.26191.7969.044400.173956536 138.69154.47555.611138.69154.47555.61100.173956537 116.12127.40545.8658116.12127.40545.865800.17

19、3956538 100.22108.1738.9412100.22108.1738.941200.173956539 89.2994.75534.111889.2994.75534.111800.173956540 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

20、.372.2426.006472.372.2426.006400.173956545 72.872.5526.11872.872.5526.11800.173956546 73.5573.17526.34373.5573.17526.34300.173956547 74.457426.6474.457426.6400.173956548 72.5173.4826.452872.5173.4826.452800.1739565時(shí)間t（h）入庫(kù)洪水流量Q(m/s)時(shí)段平均入庫(kù)流量Q(m/s)時(shí)段入庫(kù)水量Qt(萬(wàn)m)下泄流量q(m/s)時(shí)段平均下泄流量（m3/s）時(shí)段下泄水量qt(萬(wàn)m)時(shí)段內(nèi)水庫(kù)存

21、水量變化V(萬(wàn)m)水庫(kù)存水量V（億m）水庫(kù)水位Z（m）23 1785.291811.90 652.2840 1779.81742.305627.2298 25.0542 0.1832566.28523.05 1778.077 1781.68 641.4061 1779.81779.8640.7280 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 -19.8

22、189 0.1816566.090 3）將入庫(kù)流量Q-t，q-t繪于一張圖上，另作Z-t曲線，如下圖：圖4 Q-t關(guān)系曲線和q-t關(guān)系曲線圖5 Z-t關(guān)系曲線4）由上述圖4和圖5可知，最大下泄流量發(fā)生在t=23h時(shí)刻, =1779.8m/s時(shí),此時(shí)最高水位以及=566.285m。4.2校核標(biāo)準(zhǔn)洪水調(diào)節(jié)具體的步驟和方法同上述4.1,運(yùn)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(shí)間t（h）入庫(kù)洪水流量Q(m/s)時(shí)段平均入庫(kù)流量Q(m/s)時(shí)段入庫(kù)水量Qt(萬(wàn)m)下泄流量q(m/s)時(shí)段平均下泄流量（m/s）時(shí)段下泄水量qt(萬(wàn)m)時(shí)段內(nèi)水庫(kù)存水量變化V(萬(wàn)m)水

23、庫(kù)存水量V（億m）水庫(kù)水位Z（m）0 17.8918.616.699617.8918.616.699600.17395651 19.3319.330.17395652 20.7720.057.21820.7720.057.21800.17395653 22.2121.497.736422.2121.497.736400.17395654 23.6522.938.254823.6522.938.254800.17395655 25.0824.3658.771425.0824.3658.771400.17395656 26.7925.9359.336626.7925.9359.336600.173

24、95657 32.1429.46510.607432.1429.46510.607400.17395658 52.5142.32515.23752.5142.32515.23700.17395659 97.7775.1427.050497.7775.1427.050400.173956510 165.52131.64547.3922165.52131.64547.392200.173956511 247.19206.35574.2878247.19206.35574.287800.173956512 335.42291.305104.8698335.42291.305104.869800.17

25、3956513 426.91381.165137.2194426.91381.165137.219400.173956514 518.28472.595170.1342518.28472.595170.134200.173956515 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

26、.61070.075385.22700.173956519 1774.481513.54544.874414611356.8488.44856.42640.173564.89420 2231.612003.045721.09621848.31654.65595.674125.42220.1855566.57321 2472.352351.98846.71282204.22026.25729.45117.26280.1972568.01522 2470.732471.54889.75442391.152297.675827.16362.59140.2035568.74122.3 2415.002

27、2442.866879.431762406.82398.975863.63115.800760.203974568.800622.35 2405.7142410.358867.728882407.62407.2866.5921.136880.20398568.801322.4 2396.4262401.07864.38522407.42407.5866.7-2.31480.203977568.800922.5 2377.852387.138859.369682406.32406.85866.466-7.096320.203963568.79922.6 2359.2742368.562852.6

28、82322403.52404.9865.764-13.081680.2039568.78823 2284.972387.138859.369682382.52400.75864.27-4.900320.2032568.70824 1998.892141.93771.09482214.32298.4827.424-56.32920.1976568.05425 1683.641841.265662.85541949.52081.9749.484-86.62860.1889566.99226 1384.261533.95552.2221656.71803.1649.116-96.8940.17925

29、65.75927 1118.381251.32450.47521118.381398.542503.4752-530.173956528 888.451003.415361.2294888.451003.415361.229400.173956529 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

30、.6432311.49360.12129.643200.173956533 238.95275.2299.0792238.95275.2299.079200.173956534 186.36212.65576.5558186.36212.65576.555800.173956535 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.

31、17536.42395.64101.17536.42300.173956539 88.7392.18533.186688.7392.18533.186600.173956540 84.5586.6431.190484.5586.6431.190400.173956541 81.5583.0529.89881.5583.0529.89800.173956542 81.0681.30529.269881.0681.30529.269800.173956543 81.3681.2129.235681.3681.2129.235600.173956544 82.1581.75529.431882.15

32、81.75529.431800.173956545 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(shí)間t（h）入庫(kù)洪水流量Q(m/s)時(shí)段平均入庫(kù)流量Q(m/s)時(shí)段入庫(kù)水量Qt(萬(wàn)m)下泄流量q(m/s)時(shí)段平均下泄流量（m/s）時(shí)段下泄水量qt(萬(wàn)m)時(shí)段內(nèi)水庫(kù)存水量變化V(萬(wàn)m)水庫(kù)存水量V（億m）水庫(kù)水位Z（m）22 2470.732471.54 889.75442391.152297.68 827.16362.59140.2035