洪水调节课程设计报告三峡大学

1、-. z.水资源规划及利用课程设计计算说明书姓 名：何明明学 号：2013101227专 业：水利水电工程三峡大学水利与环境学院2016年 1 月目录 TOC o 1-3 h z u HYPERLINK l _Toc4087729001、设计目的 PAGEREF _Toc408772900 h 1HYPERLINK l _Toc4087729012、设计根本资料 PAGEREF _Toc408772901 h 1HYPERLINK l _Toc4087729023、洪水标准确定 PAGEREF _Toc408772902 h 1HYPERLINK l _Toc4087729033.1设计洪水标

2、准 PAGEREF _Toc408772903 h 2HYPERLINK l _Toc4087729043.2校核洪水标准 PAGEREF _Toc408772904 h 3HYPERLINK l _Toc4087729054、洪水调节方案 PAGEREF _Toc408772905 h 3HYPERLINK l _Toc4087729064.1 设计标准洪水调节 PAGEREF _Toc408772906 h 3HYPERLINK l _Toc408772907下泄流量计算 PAGEREF _Toc408772907 h 3HYPERLINK l _Toc408772908列表试算法调洪演算

3、 PAGEREF _Toc408772908 h 5HYPERLINK l _Toc4087729094.2校核标准洪水调节 PAGEREF _Toc408772909 h 85、HYPERLINK l _Toc408772916成果分析及结论 PAGEREF _Toc408772916 h 18HYPERLINK l _Toc4087729176、小结 PAGEREF _Toc408772917 h 18-. z.洪水调节1、设计目的洪水调节目的：定量地找出入库洪水、下泄洪水、拦蓄洪水的库容、水库水位的变化、泄洪建筑物型式和尺寸间的关系，为确定水库的有关参数和泄洪建筑型式选择、尺寸确定提供依

4、据；掌握列表试算法的根本原理、方法、步骤及各自的特点；了解工程设计所需洪水调节计算要解决的课题；培养学生分析问题、解决问题的能力。2、设计根本资料大峡水电站枢纽位于*省竹溪县境内，泉河流域规划中梯级电站的第三级，工程距天宝乡3km，距竹溪县城83km。拦截堵河西支泗河上游的一级支流泉河。河流全长82.2km，流域面积894.6km2，大峡电站坝址以上流域面积482.70km2，占全流域的53.96%，河长43.7km，河床比降14.3。多年平均径流量为11.2m3/s，多年平均径流总量为3.53亿m3，多年平均径流深为733.9mm。大峡电站水库正常蓄水位选为565m，汛限水位563.5m，死

5、水位552m，其相应的死库容为407万m3，调节库容1333万m3，库容系数3.8%。依据防洪标准(GB5020194)和水利水电工程等级划分及洪水标准SL2522000，本工程工程为中型水库。电站总装机容量20MW，保证出力1.9MW，年发电量0.603亿kWh。水库挡水建筑物为混凝土重力坝，最大坝高88m。溢洪形式表孔泄流，溢洪道堰顶高程555m，采用2孔1210.5宽高的弧形门控制。大峡水库调洪规则如下：起调水位取*m注：*=563.5+*最后1位/10，即563.5m-564.5m，当来量较小时，启用并控制闸门开启度，使泄量等于来量，水库水位维持正常蓄水位不变；当来水增大，并大于闸孔全

6、开的泄量时，闸门全开敞泄库水位上升，直至到达最高洪水位。3、洪水标准确定分别对设计洪水标准、校核洪水标准，按照上述拟定的泄洪建筑物的类型、尺寸和水库运用方式，分别采用列表试算法推求水库下泄流量过程，以及相应的库容、水位变化过程。具体步骤：根据工程规模和建筑物的等级，确定相应的洪水标准；用列表试算法进展调洪演算：根据水库水位容积关系曲线VZ和泄洪建筑物方案，用水力学公式求出下泄流量与库容关系曲线qZ，并将VZ，qZ绘制在图上；决定开场计算时刻和此时的q1、V1，然后列表试算，试算过程中，对每一时段的q2、V2进展试算；将计算结果绘成曲线：Qt、qt在一*图上，Zt曲线绘制在下方。将计算结果填写在

7、调洪成果表中3.1设计洪水标准设计洪水：为解决各类防洪问题，所提供的作为规划设计依据的各种设计标准的洪水，设计洪水三要素：设计洪峰流量、设计洪量、设计洪水过程线，根据水利水电工程分等指标，将该水利枢纽工程工程等别定为中型；根据山区，丘陵区水利水电工程永久性水工建筑物洪水标准重现期(年)，可查得，该工程设计洪水标准选为100年即百年一遇(1%)洪水进展设计。洪水过程线如表一。3.2校核洪水标准根据水利水电工程分等指标，将该水利枢纽工程工程等别定为中型；根据山区，丘陵区水利水电工程永久性水工建筑物洪水标准重现期(年)，可查得，该工程校核标准选为500年即五百年一遇(0.2%)洪水进展校核。表1设计

8、洪水过程时间thQ(m/s) 设计P=1%Q(m/s)(校核)P=0.2%时间thQ(m/s) 设计P=1%Q(m/s)(校核)P=0.2%时间thQ(m/s) 设计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、洪水调节方案一4.1 设计标准洪水调节4.1.1下泄流量计算堰顶溢流公式：(1)式中：q通过溢流孔口的下泄流量，m3/s；n溢流孔孔口数；b溢流孔单孔净宽，m ；g重力加速度，9.81m/s2；闸墩侧收缩

11、系数，与墩头形式有关，初步计算可假设为0.92；m流量系数，与堰顶形式有关，可查表，本工程取0.48；H0堰顶水头，m。计算不同库水位对应的下泄流量q，由水位库容曲线查得相应的库容V，计算结果见表(2)。绘制q=f(V) 曲线关系、VZ关系曲线和qZ关系曲线，如图1、图2和图3所示。 表2q=f(V)关系曲线计算表水位Zm堰顶水头Hm泄流量qm3/s库容V(亿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 图1q=fV关系曲线图2 VZ关系曲线图3 qZ关系曲线4.1.2列表试算法调洪演算1根本原理：根据水库容积曲线V=fZ和堰顶溢流公式q=fZ，得出蓄泄方程q=fV。联立水量平衡方程2调洪计算求qt过程和Zt过程 由起调水位=564.2m可从图3中查得需要调节的起始流量为=1310.00m/s，因在前1

13、9个小时内Q均小于，故q=Q，从20小时开场调洪，从Q开场调洪，保持溢洪道堰顶高程和单孔宽度不变，两孔全开,取t=1h=3600s，联立水量平衡方程以及蓄泄方程，计算结果如表3所示。表3设计百年一遇洪水P=1%时间th入库洪水流量Q(m/s)时段平均入库流量Q(m/s)时段入库水量Qt(万m)下泄流量q(m/s)时段平均下泄流量m/s时段下泄水量qt(万m)时段内水库存水量变化V(万m)水库存水量V亿m水库水位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时间th入库洪水流量Q(m/s)时段平均入库流量Q(m/s)时段入库水量Qt(万m)下泄流量q(m/s)时段平均下泄流量m3/s时段下泄水量qt(万m)时段内水库存水量变化V(万m)水库存水量V亿m水库水位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将入库流量Q-t，q-t绘于一*图上，另作Z-t曲线，如下列图：图4 Q-t关系曲线和q-t关系曲线图5Z-t关系曲线4由上述图4和图

24、5可知，最大下泄流量发生在t=23h时刻,=1779.8m/s时,此时最高水位以及=566.285m。4.2校核标准洪水调节具体的步骤和方法同上述4.1,运用公式1和2即可得到下表：表4校核500年一遇洪水P=0.2%时间th入库洪水流量Q(m/s)时段平均入库流量Q(m/s)时段入库水量Qt(万m)下泄流量q(m/s)时段平均下泄流量m/s时段下泄水量qt(万m)时段内水库存水量变化V(万m)水库存水量V亿m水库水位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时间th入库洪水流量Q(m/s)时段平均入库流量Q(m/s)时段入库水量Qt(万m)下泄流量q(m/s)时段平均下泄流量m/s时段下泄水量qt(万m)时段内水库存水量变化V(万m)水库存水量V亿m