水能规划课程设计-洪水调节课程设计.doc

三 峡 大 学水能规划课程设计洪水调节课程设计任务书一、 设计目的1、 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、尺寸确定提供依据；2、 掌握列表试算法和半图解法的基本原理、方法、步骤及各自的特点；3、 了解工程设计所需洪水调节计算要解决的课题；4、 培养学生分析问题、解决问题的能力。二、 设计基本资料某水利枢纽工程以发电为主，兼有防洪、供水、养殖等综合效益，电站装机为5000KW，年发电量1372104 kwh，水库库容0.55亿m3。挡水建筑物为混凝土面板坝，最大坝高84.80m。溢洪道堰顶高程519.00m，采用2孔8m6m（宽高）的弧形门控制。水库正常蓄水位525.00m。电站发电引用流量为10m3/s。本工程采用2孔溢洪道泄洪。在洪水期间洪水来临时，先用闸门控制下泄流量q并使其等于洪水来水量Q，使水库水位保持在防洪限制水位不变；当洪水来水量Q继续增大时，闸门逐渐打开；当闸门达到全开后，就不再用闸门控制，下泄流量q随水库水位z的升高而增大，流态为自由流态，情况与无闸门控制一样。上游防洪限制水位Xm（注：X=524.5+学号最后1位/10，即524.5m-525.4m），下游无防汛要求。三、 设计任务及步骤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和半图解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：1、 根据工程规模和建筑物的等级，确定相应的洪水标准；2、 用列表试算法进行调洪演算：a) 根据已知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；b) 决定开始计算时刻和此时的q1、V1，然后列表试算，试算过程中，对每一时段的q2、V2进行试算；c) 将计算结果绘成曲线：Qt、qt在一张图上，Zt曲线绘制在下方。3、 用半图解法进行调洪计算：a) 绘制三条曲线：V/t-q/2=f1(z)、V/t+q/2=f2(z)、q=f(z)；b) 进行图解计算，将结果列成表格。4、 比较分析试算法和半图解法调洪计算的成果四、 时间安排和要求1、 设计时间为1周；2、 成果要求：设计说明书编写要求条理清楚、附图绘制标准。列表试算法要求采用手工计算，熟悉过程后可编程计算，如采用编程计算需提供程序清单及相应说明。设计成果请独立完成，如有雷同则二者皆取消成绩，另提交成果时抽查质询。五、 参考书：1、 水利水电工程等级划分及洪水标准(SL252-2000)2、 水利水能规划附录：一、堰顶溢流公式：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。二、设计洪水过程时刻（h）Q实测（m3/s）各频率Q（M3/S）0.1%1%2%5%03.325035292011362961961621212312680524432357334913007276025244960200012201040739516702300139011308066129021001290109077579191750119010106988543118085370654194028956475053871032481748340032711294709437362270122646063983262431323454934828921614204477294251195151914402832301761617741426321916217164385245204151181503512241871391913732020417012520123286183152113211102571711421062210224015412796239722614411989249021213511183三、水位库容曲线高程（m）450460470480490500505库容（104m3）018113.5359.3837.21573.62043.2高程（m）510515520525530535540库容（104m3）2583.33201.33895.74683.85593.966707842.6四、工程分等分级规范和洪水标准五、调洪计算成果表 频 率项 目设计洪水校核洪水列表试算法最大泄量（m3/s）991.1871535.314水库最高水位（m）528.942532.343半图解法最大泄量（m3/s）991.1531535.287水库最高水位（m）528.942532.341姓名： 赵晶 学号： 2010101132 洪水调节课程设计计算书一设计基本资料某水利枢纽工程以发电为主，兼有防洪、供水、养殖等综合效益，电站装机为5000KW，年发电量1372104 kwh，水库库容0.55亿m3。挡水建筑物为混凝土面板坝，最大坝高84.80m。溢洪道堰顶高程519.00m，采用2孔8m6m（宽高）的弧形门控制。水库正常蓄水位525.00m。电站发电引用流量为10m3/s。本工程采用2孔溢洪道泄洪。在洪水期间洪水来临时，先用闸门控制下泄流量q并使其等于洪水来水量Q，使水库水位保持在防洪限制水位不变；当洪水来水量Q继续增大时，闸门逐渐打开；当闸门达到全开后，就不再用闸门控制，下泄流量q随水库水位z的升高而增大，流态为自由流态，情况与无闸门控制一样。上游防洪限制水位524.7m（注：学号2010101132防洪限制水位Xm,X=524.5+ 2/10=524.7）下游无防汛要求。二. 分析：根据水库库容0.55亿m3，以发电为主，兼有防洪、供水、养殖等综合效益，电站装机为5000KW，年发电量1372104 kwh，查水利水电工程分等指标得出水库是一座中型水库。查建筑物洪水标准重现期T=50-100年，即设计洪水标准为1%2%，校核洪水标准为0.1%5%。所以取设计洪水标准为1%，校核洪水标准为0.1%。三 .设计原理、公式：水量平衡方程： Q1, Q2-分别为计算时段初、末的入库流量，m3/s ； v1，v2-分别为计算时段初、末水库的蓄水量，m3 ； q1，q2-分别为计算时段初、末的下泄流量，m3/s ；-计算时段，本题中取1小时。式中：n=2；m=8；g=9.81m/s2；=0.92；m=0.48；四.列表试算法:1.设计洪水位（P=1%）：（1）.根据水位-库容曲线可画出下泄流量和库容曲线图：根据不同库水位计算H和q，并将计算结果列于表一如下：表一 设计洪水标准时水库qZV关系计算表库水位Z(m)溢洪道堰顶水头H（m）溢洪道泄量（m/s）发电洞泄量（m/s）总泄流量q（m/s）库容V (万m)524.75.7425.90 10435.90 4636.50 5256459.97 10469.97 4683.80 525.56.5518.64 10528.64 4774.81 5267579.62 10589.62 4865.82 526.57.5642.82 10652.82 4956.83 5278708.16 10718.16 5047.84 527.58.5775.58 10785.58 5138.85 5289845.01 10855.01 5229.86 528.59.5916.40 10926.40 5320.87 52910989.69 10999.69 5411.88 529.510.51064.84 101074.84 5502.89 530111141.79 101151.79 5593.90 530.511.51220.52 101230.52 5701.51 531121300.98 101310.98 5809.12 531.512.51383.13 101393.13 5916.73 532131466.94 101476.94 6024.34 532.513.51552.38 101562.38 6131.95 533141639.42 101649.42 6239.56 533.514.51728.03 101738.03 6347.17 534151818.17 101828.17 6454.78 534.515.51909.84 101919.84 6562.39 535162002.99 102012.99 6670.00 535.516.52097.61 102107.61 6787.26 536172193.67 102203.67 6904.52 536.517.52291.61 102301.61 7021.78 537182390.05 102400.05 7139.04 537.518.52490.33 102500.33 7256.30 538192591.96 102601.96 7373.56 538.519.52694.95 102704.95 7490.82 539202799.26 102809.26 7608.08 539.520.52904.89 102914.89 7725.34 540213011.81 103021.81 7842.60 根据上表一绘制qZ关系曲线，如下图：根据上表一绘制qV关系曲线，如下图（2）决定开始计算时刻和此时的q1、V1，试算过程中，对每一时段的q2、V2进行试算；确定调洪起始条件，起调水位为524.7m,相应的库容查表一得为4636.5万m3/s,初始下泄流量查表一得为10 m3/s，溢流坝为混凝土面板坝，所以下泄流量应等于入库流量。计算时段为1h，q1=10m3/s，V1=4636.5 万m3，计算结果见表二。表二 设计洪水标准（ 1%）调洪计算表时间t(h)入库洪水流量Q (m/s)时段平均入库流量 Q均(m/s)时段入库水量Q均t（万 m)下泄流量 q（m3/s）时段平均下泄流量（m3/s）时段下泄水量qt（万m3）时段内水库存水量变化V(万m)水库存水量V(万 m)水库水位Z(m)035115.500 41.580 35.000 115.500 41.580 0.000 4636.520 524.700 1196196.000 4636.520 524.700 2524360.000 129.600 446.000 321.000 115.560 14.040 4650.560 524.790 3727625.500 225.180 485.500 465.750 167.670 57.510 4708.070 525.135 41220973.500 350.460 589.123 537.312 193.432 157.028 4865.098 525.996 513901305.000 469.800 751.973 670.548 241.397 228.403 5093.501 527.251 612901340.000 482.400 894.030 823.002 296.281 186.119 5279.620 528.273 711901240.000 446.400 980.926 937.478 337.492 108.908 5388.528 528.872 88531021.500 367.740 991.187 986.057 354.980 12.760 5401.288 528.942 9647750.000 270.000 930.062 960.625 345.825 -75.825 5325.463 528.525 10483565.000 203.400 838.705 884.384 318.378 -114.978 5210.485 527.894 11437460.000 165.600 749.538 794.122 285.884 -120.284 5090.201 527.233 12398417.500 150.300 672.666 711.102 255.997 -105.697 4984.504 526.653 13348373.000 134.280 605.511 639.088 230.072 -95.792 4888.712 526.126 14294321.000 115.560 543.721 574.616 206.862 -91.302 4797.411 525.629 15283288.500 103.860 490.174 516.948 186.101 -82.241 4715.169 525.172 16263273.000 98.280 442.625 466.399 167.904 -69.624 4645.546 524.757 17245254.000 91.440 245.000 343.812 123.772 -32.332 4636.520 524.700 18224234.500 84.420 224.000 234.500 84.420 0.000 4636.520 524.700 19204214.000 77.040 204.000 214.000 77.040 0.000 4636.520 524.700 20183193.500 69.660 183.000 193.500 69.660 0.000 4636.520 524.700 21171177.000 63.720 171.000 177.000 63.720 0.000 4636.520 524.700 22154162.500 58.500 154.000 162.500 58.500 0.000 4636.520 524.700 23144149.000 53.640 144.000 149.000 53.640 0.000 4636.520 524.700 24135139.500 50.220 135.000 139.500 50.220 0.000 4636.520 524.700 由上表绘制水库设计洪水过程线与下泄流量过程线如下：由上表绘制水库水位过程线如下：说明：8小时左右水位达到最高水位528.942（m） qm=986.057（m3/s）2. 校核洪水位 （P=0.1%）（1）.根据水位-库容曲线可画出下泄流量和库容曲线图：库水位Z(m)溢洪道堰顶水头H（m）溢洪道泄量（m/s）发电洞泄量（m/s）总泄流量q（m/s）库容V (万m)524.75.7425.90 10435.90 4636.50 5256459.97 10469.97 4683.80 525.56.5518.64 10528.64 4774.81 5267579.62 10589.62 4865.82 526.57.5642.82 10652.82 4956.83 5278708.16 10718.16 5047.84 527.58.5775.58 10785.58 5138.85 5289845.01 10855.01 5229.86 528.59.5916.40 10926.40 5320.87 52910989.69 10999.69 5411.88 529.510.51064.84 101074.84 5502.89 530111141.79 101151.79 5593.90 530.511.51220.52 101230.52 5701.51 531121300.98 101310.98 5809.12 531.512.51383.13 101393.13 5916.73 532131466.94 101476.94 6024.34 532.513.51552.38 101562.38 6131.95 533141639.42 101649.42 6239.56 533.514.51728.03 101738.03 6347.17 534151818.17 101828.17 6454.78 534.515.51909.84 101919.84 6562.39 535162002.99 102012.99 6670.00 535.516.52097.61 102107.61 6787.26 536172193.67 102203.67 6904.52 536.517.52291.61 102301.61 7021.78 537182390.05 102400.05 7139.04 537.518.52490.33 102500.33 7256.30 538192591.96 102601.96 7373.56 538.519.52694.95 102704.95 7490.82 539202799.26 102809.26 7608.08 539.520.52904.89 102914.89 7725.34 540213011.81 103021.81 7842.60 由上表绘制qV关系曲线，如下图：（2）. 列表试算并画出Q-t和q-t水库调洪计算表时间t(h)入库洪水流量Q (m/s)时段平均入库流量 Q均(m/s)时段入库水量Q均t（万 m)下泄流量 q（m3/s）时段平均下泄流量（m3/s）时段下泄水量qt（万m3）时段内水库存水量变化V(万m)水库存水量V(万 m)水库水位Z(m)05017362.2850173.000 62.280 04636.52524.700 12962964636.52524.700 2680488175.68463.977 379.989 136.796 38.884 4675.404524.947 31300990356.4575.476 519.727 187.102 169.298 4844.703525.884 420001650594821.433 698.454 251.444 342.556 5187.259527.766 5230021507741159.603 990.518 356.587 417.414 5604.673530.050 6210022007921406.997 1283.300 461.988 330.012 5934.685531.583 7175019256931535.314 1471.156 529.616 163.384 6098.068532.343 811801465527.41517.703 1526.509 549.543 -22.143 6075.925532.240 98951037.5373.51399.061 1458.382 525.018 -151.518 5924.408531.536 10817856308.161268.381 1333.721 480.140 -171.980 5752.428530.737 11709763274.681150.004 1209.192 435.309 -160.629 5591.799529.989 12606657.5236.71020.859 1085.431 390.755 -154.055 5437.744529.142 13549577.5207.9908.557 964.708 347.295 -139.395 5298.349528.37668811.689 860.123 309.644 -124.964 5173.385527.690 15440458.5165.06727.999 769.844 277.144 -112.084 5061.301527.074 16414427153.72658.874 693.436 249.637 -95.917 4965.384526.547 17385399.5143.82600.987 629.931 226.775 -82.955 4882.429526.09148550.396 575.692 207.249 -74.769 4807.66525.681 19320335.5120.78504.938 527.667 189.960 -69.180 4738.48525.300 20286303109.08462.420 483.679 174.124 -65.044 4673.436524.934 21257271.597.74257.000 359.710 129.496 -31.756 4636.52524.700 22240248.589.46240.000 248.500 89.460 0.000 4636.52524.700 2324624387.48246.000 243.000 87.480 0.000 4636.52524.700 由上表绘制水库校核计洪水过程线与下泄流量过程线如下：由上表绘制水库水位过程线如下：说明：7小时左右达到最高水位Zm=532.343（m） qm=1535.314（m3/s）五. 半图解法：1.设计洪水位：（1）.计算并绘制q-V/t+q/2辅助曲线：水库水位 Z(m)总库容 万m3堰顶以上 库容万m3V/t (m3/s)q(m3/s)q/2(m3/s)V/t+q/2(m3/s)5193756.8200.00010.0005.0005.000524.74636.5879.682443.556435.900217.9502661.5065254683.8926.982574.944469.966234.9832809.927525.54774.811017.992827.750528.643264.3223092.0725264865.8211093080.556589.623294.8123375.367526.54956.831200.013333.361652.822326.4113659.7725275047.841291.023586.167718.164359.0823945.248527.55138.851382.033838.972785.581392.7904231.7635285229.861473.044091.778855.011427.5054519.283528.55320.871564.054344.583926.398463.1994807.7825295411.881655.064597.389999.689499.8445097.233529.55502.891746.074850.1941074.835537.4185387.6125305593.91837.085103.0001151.794575.8975678.897530.55701.511944.695401.9171230.521615.2616017.1775315809.122052.35700.8331310.979655.4906356.323531.55916.732159.915999.7501393.132696.5666696.3165326024.342267.526298.6671476.944738.4727037.139532.56131.952375.136597.5831562.384781.1927378.7755336239.562482.746896.5001649.421824.7117721.211533.56347.172590.357195.4171738.027869.0148064.4305346454.782697.967494.3331828.174914.0878408.420534.56562.392805.577793.2501919.836959.9188753.16853566702913.188092.1672012.9891006.4959098.661535.56787.263030.448417.8892107.6091053.8059471.6935366904.523147.78743.6112203.6731101.8379845.448536.57021.783264.969069.3332301.6111150.80610220.1395377139.043382.229395.0562400.0521200.02610595.082537.57256.33499.489720.7782500.3261250.16310970.9415387373.563616.7410046.5002601.9641300.98211347.482538.57490.82373410372.2222704.9491352.47511724.6975397608.083851.2610697.9442809.2621404.63112102.575539.57725.343968.5211023.6672914.8881457.44412481.1115407842.64085.7811349.3893021.8091510.90512860.293由表绘制qV/t+q/2辅助曲线如下（2）调洪计算表：时间t（h）入库洪水流量Q（m3/s）平均入库流量Q均（m3/s）V/t+q/2（m3/s）q（m3/s）Z（m3/s）0350.002461.05635.000 524.700 1196115.502541.555196.000 524.700 2524360.002705.555446.010 524.820 3727625.502885.045485.588 525.133 41220973.503372.957589.104 525.996 513901305.004088.853751.954 527.251 612901340.004676.898894.012 528.273 711901240.005022.887980.864 528.872 88531021.505063.523991.153 528.942 9647750.004822.369930.092 528.525 10483565.004457.278840.038 527.892 11437460.004077.240749.222 527.230 12398417.503745.518672.448 526.650 13348373.003446.070605.334 526.124 14294321.003161.735543.638 525.623 15283288.502906.597490.070 525.171 16263273.002689.527442.332 524.757 17245254.002566.056245.000 524.700 18224234.502555.556224.000 524.700 19204214.002545.556204.000 524.700 20183193.502535.056183.000 524.700 21171177.002529.056171.000 524.700 22154162.502520.556154.000 524.700 23144149.002515.556144.000 524.700 24135139.502511.056135.000 524.700 根据上表绘制水库设计洪水过程线与下泄流量过程线如下：由上表绘制水库水位过程线如下：其中：8小时左右出现最高水位528.942（m） 最大泄量991.153（m3/s）2.校核洪水位：（1）.计算并绘制q-V/t+q/2辅助曲线：水库水位 Z(m)总库容 万m3堰顶以上 库容万m3V/t (m3/s)q(m3/s)q/2(m3/s)V/t+q/2(m3/s)5193756.8200.00010.0005.0005.000524.74636.5879.682443.556435.900217.9502661.5065254683.8926.982574.944469.966234.9832809.927525.54774.811017.992827.750528.643264.3223092.0725264865.8211093080.556589.623294.8123375.367526.54956.831200.013333.361652.822326.4113659.7725275047.841291.023586.167718.164359.0823945.248527.55138.851382.033838.972785.581392.7904231.7635285229.861473.044091.778855.011427.5054519.283528.55320.871564.054344.583926.398463.1994807.7825295411.881655.064597.389999.689499.8445097.233529.55502.891746.074850.1941074.835537.4185387.6125305593.91837.085103.0001151.794575.8975678.897530.55701.511944.695401.9171230.521615.2616017.1775315809.122052.35700.8331310.979655.4906356.323531.55916.732159.915999.7501393.132696.5666696.3165326024.342267.526298.6671476.944738.4727037.139532.56131.952375.136597.5831562.384781.1927378.7755336239.562482.746896.5001649.421824.7117721.211533.56347.172590.357195.4171738.027869.0148064.4305346454.782697.967494.3331828.174914.0878408.420534.56562.392805.577793.2501919.836959.9188753.16853566702913.188092.1672012.9891006.4959098.661535.56787.263030.448417.8892107.6091053.8059471.6935366904.523147.78743.6112203.6731101.8379845.448536.57021.783264.969069.3332301.6111150.80610220.1395377139.043382.229395.0562400.0521200.02610595.082537.57256.33499.489720.7782500.3261250.16310970.9415387373.563616.7410046.5002601.9641300.98211347.482538.57490.82373410372.2222704.9491352.47511724.6975397608.083851.2610697.9442809.2621404.631