洪水調(diào)節(jié)課程設(shè)計(jì)

1、正 文 一、確定防洪標(biāo)準(zhǔn)大米山水庫是一座以發(fā)電為主的小(一)型水庫，下游無防汛要求。查表2.1.1可知工程等別為級(jí)，再查表3.2.1可知該水庫設(shè)計(jì)洪水標(biāo)準(zhǔn)為30年一遇的洪水，校核標(biāo)準(zhǔn)為200年一遇的洪水。二、用列表試算法進(jìn)行調(diào)洪演算l 計(jì)算原理（1） 水量平衡方程：式中： 分別為計(jì)算時(shí)段初、末的入庫流量， 。 分別為計(jì)算時(shí)段初、末水庫的蓄水量， ； 分別為計(jì)算時(shí)段初、末的下泄流量， ； 計(jì)算時(shí)段，取為1小時(shí)。（2）無閘門控制的水庫堰頂溢流公式：式中m流量系數(shù)，其取值見混凝土重力壩設(shè)計(jì)規(guī)范sl319-2005附表a.3-1流量系數(shù)表，參見表3；b溢流堰寬度；hw堰上水頭，考慮壩前行進(jìn)流速水頭較小

2、；c上游面坡度影響修正系數(shù)，當(dāng)上游面為鉛直面時(shí)，c 取1.0；側(cè)收縮系數(shù)，根據(jù)閘墩厚度及墩頭形狀而定，可取0.94；s淹沒系數(shù)，視泄流的淹沒程度而定，不淹沒時(shí)s1.0。l 主要步驟a） 設(shè)計(jì)標(biāo)準(zhǔn)下的調(diào)洪計(jì)算1. 引用設(shè)計(jì)洪水過程線因?yàn)樵O(shè)計(jì)標(biāo)準(zhǔn)為30年一遇，則p=3.33時(shí)的洪水過程線即為設(shè)計(jì)洪水過程線，如下表1：表1 設(shè)計(jì)洪水過程線時(shí)段q(m3/s)7248.516958.7(t=1h)（p=3.33%）8345.617731.209.6952118546.7111.81088819402.9223.3111300.620289.9348.8121556.921212.5486.3131587

3、.622152.35132141443.823111.36182.2151206.624832. 求下泄流量與庫容關(guān)系曲線列出q與v關(guān)系曲線計(jì)算表表2 大米山水庫下泄流量與庫容關(guān)系表庫水位z（m）溢洪道堰頂水頭h（m）流量系數(shù)m下泄泄量q(m/s)庫容v（萬m）227.700.4360.00 20.17227.90.20.4369.21 21.76228.10.40.43626.04 23.38228.30.60.43647.84 25228.50.80.43673.66 26.72228.710.436102.94 28.45228.91.20.436135.32 30.18229.11.4

4、0.436170.53 31.96229.31.60.436208.34 33.89229.51.80.436248.60 35.56229.720.436291.17 37.41229.92.20.436335.92 39.26230.12.40.443388.90 41.18230.32.60.448443.46 43.14230.52.80.454502.24 45.1230.730.459563.13 47.14230.93.20.464627.13 49.18231.13.40.468692.75 51.25231.33.60.472761.22 53.33231.53.80.476

5、832.52 55.44231.740.48906.66 57.67231.94.20.484983.63 59.89232.14.40.4871061.26 62.16232.34.60.491141.42 64.43232.54.80.4931224.12 66.79232.750.4961309.34 69.17232.95.20.4981394.28 71.58233.15.40.5011484.37 74.02233.35.60.5031573.85 76.5233.55.80.5051665.51 79233.760.5071759.34 81.53233.96.20.508185

6、1.68 84.1234.16.40.511949.64 86.71234.36.60.5112045.74 89.34234.56.80.5122143.62 92.03234.770.5132243.26 94.73根據(jù)表2可以畫出qz、vz、qv曲線分別如下圖所示：3. 確定起始條件并列表試算大米山水庫堰頂高程為227.7m，對應(yīng)庫容為20.17萬m。當(dāng)水位達(dá)到溢流堰頂高程，下泄流量q隨水庫水位z的升高而增大，流態(tài)為自由流態(tài)。所以水庫起始條件為：水位為227.7m，相應(yīng)庫容為20.17萬m，相應(yīng)泄量為0。列表試算：表3 設(shè)計(jì)標(biāo)準(zhǔn)下大米山水庫調(diào)洪計(jì)算時(shí)間t（h）入庫洪水流量q （m/s）

7、時(shí)段平均入庫流量 （m/s）時(shí)段入庫水量 （萬m）下泄流量q（m）時(shí)段平均下泄流量（m/s）時(shí)段下泄水量 （萬m）時(shí)段內(nèi)水庫水量變化 （萬m）水庫容水量v （萬m）水庫水位z（m）09.610.73.85 05.72.05 1.80 20.17 227.70 111.811.421.97 227.93 223.317.556.32 19.415.45.54 0.77 22.74 228.02 348.836.0512.98 42.430.911.12 1.85 24.60 228.25 486.367.5524.32 78.960.6521.83 2.48 27.08 228.54 51321

8、09.1539.29 125.110236.72 2.57 29.66 228.84 6182.2157.156.56 175150.0554.02 2.54 32.19 229.12 7248.5215.3577.53 23920774.52 3.01 35.20 229.46 8345.6297.05106.94 333.1286.05102.98 3.96 39.16 229.89 9521433.3155.99 500.7416.9150.08 5.90 45.06 230.50 10888704.5253.62 848.1674.4242.78 10.84 55.90 231.54

9、111300.61094.3393.95 1272.51060.3381.71 12.24 68.14 232.61 121556.91428.75514.35 1543.21407.85506.83 7.52 75.66 233.23 131587.61572.25566.01 1593.61568.4564.62 1.39 77.05 233.34 13.051576.8151582.20828.48 1588.31590.9528.64 -0.16 76.89 233.33 13.11566.031576.81528.38 1582.51585.428.54 -0.15 76.74 23

10、3.32 13.21544.461566.0356.38 1545.41563.9556.30 0.07 75.71 233.24 13.51515.71530.08165.25 1518.41531.9165.45 -0.20 74.97 233.18 141443.81479.75266.36 1459.21488.8267.98 -1.63 73.34 233.04 151206.61325.2477.07 1227.71343.1483.52 -6.44 66.88 232.51 16958.71082.65389.75 977.41102.55396.92 -7.16 59.72 2

11、31.88 17731.2844.95304.18 750863.7310.93 -6.75 52.97 231.27 18546.7638.95230.02 560.6655.3235.91 -5.89 47.08 230.69 19402.9474.8170.93 416.4488.5175.86 -4.93 42.15 230.20 20289.9346.4124.70 300.6358.5129.06 -4.36 37.79 229.74 21212.5251.290.43 220.6260.693.82 -3.38 34.41 229.36 22152.3182.465.66 160

12、.6190.668.62 -2.95 31.46 229.04 23111.3131.847.45 118.1139.3550.17 -2.72 28.74 228.73 248397.1534.97 84101.0536.38 -1.40 27.33 228.50 說明：在t=13h時(shí)，水庫存水量變化量為正值，而在t=14h時(shí)，水庫存水量變化量為負(fù)值，故在這之間內(nèi)插四個(gè)值。得出最大庫容為77.05萬m，相應(yīng)最高水位為233.34m，相應(yīng)最大泄量為1593.6m/s。并的到入庫洪水過程線、下泄洪水過程線以及zt曲線分別如下圖：b） 校核標(biāo)準(zhǔn)下的調(diào)洪計(jì)算1. 引用校核洪水過程線表4時(shí)段q(m3/

13、s)7278.2161884.3(t=1h)（p=0.5%）8342.3171433.30129445.2181042114.210614.719740.1224.111933.120518.5354.3121577.221362.64102.2132197.922256.85158.2142429.6231876217.2152270.824132.12. 求下泄流量與庫容關(guān)系曲線該關(guān)系如表2所示。3. 列表試算注：初始條件與設(shè)計(jì)標(biāo)準(zhǔn)調(diào)洪相同。表5 大米山水庫列表試算計(jì)算表（p=0.5）時(shí)間t（h）入庫洪水流量q （m/s） 時(shí)段平均入庫流量 （m/s）時(shí)段入庫水量 （萬m）下泄流量q（m）

14、時(shí)段平均下泄流量（m/s）時(shí)段下泄水量 （萬m）時(shí)段內(nèi)水庫水量變化 （萬m）水庫容水量v （萬m）水庫水位z（m）0.0 12.0 13.10 4.72 0.0 7.25 2.61 2.11 20.17 227.70 1.0 14.2 14.5 22.28 227.96 2.0 24.1 19.15 6.89 20.6 17.55 6.32 0.58 22.85 228.03 3.0 54.3 39.20 14.11 46.0 33.30 11.99 2.12 24.98 228.30 4.0 102.2 78.25 28.17 94.1 70.05 25.22 2.95 27.93 228.

15、64 5.0 158.2 130.20 46.87 149.7 121.90 43.88 2.99 30.92 228.98 6.0 217.2 187.70 67.57 209.0 179.35 64.57 3.01 33.92 229.30 7.0 278.2 247.70 89.17 271.7 240.35 86.53 2.65 36.57 229.61 8.0 342.3 310.25 111.69 334.2 302.95 109.06 2.63 39.20 229.89 9.0 445.2 393.75 141.75 433.4 383.80 138.17 3.58 42.78

16、230.26 10.0 614.7 529.95 190.78 596.4 514.90 185.36 5.42 48.20 230.80 11.0 933.1 773.90 278.60 899.9 748.15 269.33 9.27 57.47 231.68 12.0 1577.2 1255.15 451.85 1513.9 1206.90 434.48 17.37 74.84 233.17 13.0 2197.9 1887.55 679.52 2162.8 1838.35 661.81 17.71 92.55 234.54 14.0 2429.6 2313.75 832.95 2424

17、.0 2293.40 825.62 7.33 99.87 235.07 15.0 2270.8 2350.20 846.07 2296.5 2360.25 849.69 -3.62 96.26 234.81 16.0 1884.3 2077.55 747.92 1916.6 2106.55 758.36 -10.44 85.82 234.03 17.0 1433.3 1658.80 597.17 1468.9 1692.75 609.39 -12.22 73.59 233.07 18.0 1042.0 1237.65 445.55 1068.7 1268.80 456.77 -11.21 62

18、.38 232.12 19.0 740.1 891.05 320.78 763.3 916.00 329.76 -8.98 53.40 231.31 20.0 518.5 629.30 226.55 535.0 649.15 233.69 -7.15 46.25 230.61 21.0 362.6 440.55 158.60 376.7 455.85 164.11 -5.51 40.74 230.05 22.0 256.8 309.70 111.49 267.0 321.85 115.87 -4.37 36.37 229.59 23.0 187.0 221.90 79.88 194.5 230

19、.75 83.07 -3.19 33.18 229.23 24.0 132.1 159.55 57.44 140.0 167.25 60.21 -2.77 30.41 228.93 說明：在t=14h時(shí)，水庫存水量變化量為正值，而在t=15h時(shí)，水庫存水量變化量為負(fù)值，故在這之間內(nèi)插二個(gè)值。得出最大庫容為103.31萬m，相應(yīng)最高水位為235.07m，最大泄量為2424m/s。并的到入庫洪水過程線、下泄洪水過程線以及zt曲線分別如下圖：三、用半圖解法進(jìn)行調(diào)洪演算 求單輔助線表6 大米山水庫q與v/t+q/2關(guān)系曲線計(jì)算表水庫水位z（m）總庫容v（萬m）堰頂以上庫容v（萬m）v/t（m/s）q（

20、m/s）q/2（m/s）v/t+q/2（m/s）227.720.17000.00 0.00 0.00 227.921.761.594.42 9.21 4.60 9.02 228.123.383.218.92 26.04 13.02 21.94 228.3254.8313.42 47.84 23.92 37.34 228.526.726.5518.19 73.66 36.83 55.02 228.728.458.2823.00 102.94 51.47 74.47 228.930.1810.0127.81 135.32 67.66 95.47 229.131.9611.7932.75 170.5

21、3 85.26 118.01 229.333.8913.7238.11 208.34 104.17 142.28 229.535.5615.3942.75 248.60 124.30 167.05 229.737.4117.2447.89 291.17 145.58 193.47 229.939.2619.0953.03 335.92 167.96 220.99 230.141.1821.0158.36 388.90 194.45 252.81 230.343.1422.9763.81 443.46 221.73 285.53 230.545.124.9369.25 502.24 251.12

22、 320.37 230.747.1426.9774.92 563.13 281.57 356.48 230.949.1829.0180.58 627.13 313.56 394.15 231.151.2531.0886.33 692.75 346.38 432.71 231.353.3333.1692.11 761.22 380.61 472.72 231.555.4435.2797.97 832.52 416.26 514.23 231.757.6737.5104.17 906.66 453.33 557.50 231.959.8939.72110.33 983.63 491.82 602.

23、15 232.162.1641.99116.64 1061.26 530.63 647.27 232.364.4344.26122.94 1141.42 570.71 693.66 232.566.7946.62129.50 1224.12 612.06 741.56 232.769.1749136.11 1309.34 654.67 790.78 232.971.5851.41142.81 1394.28 697.14 839.94 233.174.0253.85149.58 1484.37 742.19 891.77 233.376.556.33156.47 1573.85 786.93

24、943.40 233.57958.83163.42 1665.51 832.76 996.17 233.781.5361.36170.44 1759.34 879.67 1050.11 233.984.163.93177.58 1851.68 925.84 1103.42 234.186.7166.54184.83 1949.64 974.82 1159.65 234.389.3469.17192.14 2045.74 1022.87 1215.01 234.592.0371.86199.61 2143.62 1071.81 1271.42 234.794.7374.56207.11 2243

25、.26 1121.63 1328.74 主要步驟1) 設(shè)計(jì)標(biāo)準(zhǔn)下用半圖解法進(jìn)行調(diào)洪計(jì)算表7 大米山水庫半圖解法調(diào)洪計(jì)算表（p=3.33）時(shí)間t（h）入庫流量q（m/s）平均入庫流量（m/s）v/t+q/2（m/s）q（m/s）z（m）09.610.70.0 0.0 227.70 111.810.7 11.4 227.69223.317.5516.9 19.4 227.99 348.836.0533.5 42.2 228.36 486.367.5558.8 79.4 228.98 5132109.1588.6 124.7 229.11 6182.2157.1121.0 175.1 229.32

26、7248.5215.35161.2 239.1 229.70 8345.6297.05219.2 332.9 229.99 9521433.3319.6 500.9 230.42 10888704.5523.2 847.8 231.24 111300.61094.3769.6 1272.7 232.63 121556.91428.75925.7 1543.1 233.32 131587.61572.25954.8 1593.7 233.48 141443.81515.7876.8 1458.4 233.24 151206.61325.2743.6 1227.7 232.67 16958.710

27、82.65598.6 977.5 231.82 17731.2844.95466.0 749.8 231.25 18546.7638.95355.2 561.0 230.55 19402.9474.8269.0 416.0 230.10 20289.9346.4199.5 300.9 229.58 21212.5251.2149.7 220.5 229.39 22152.3182.4111.7 160.6 229.10 23111.3131.882.8 115.9 228.73 248397.1564.1 87.4 228.38 說明：t=13h時(shí)水位最高，為233.48m。最大泄量為1593

28、.7m/s。2) 校核標(biāo)準(zhǔn)下用半圖解法進(jìn)行調(diào)洪計(jì)算表4 大米山水庫半圖解法調(diào)洪計(jì)算表（p=0.5）時(shí)間t（h）入庫流量q（m/s）平均入庫流量（m/s）v/t+q/2（m/s）q（m/s）z（m）0.00 12.00 13.10 0.00 0.00 227.70 1.00 14.20 13.10 14.52 227.992.00 24.10 19.15 17.73 20.55 228.133.00 54.30 39.20 36.37 46.48 228.42 4.00 102.20 78.25 68.15 93.42 228.75 5.00 158.20 130.20 104.93 150.09 229.026.00 217.20 187.70 142.53 208.75 229.38 7.00 278.20 247.70 181.48 271.85 229.56 8.00 342.30 310.25 219.88 334.12 229.98 9.00 445.20 393.75 279.51 433.42 230.31 10.00 614.70 529.95 376.05 596.37 230.85 11.00 933