大峡水电站枢纽洪水调节课程设计.doc

水资源规划与利用课程设计计算说明书 姓 名： 张文奇 学 号： 2013101531 专 业： 水利水电工程 三峡大学水利与环境学院 2017 年 1 月目录1、 设计目的-3二、设计基本资料-3三、洪水标准选择-4 3.1给定的工程分等分级规范和洪水标准-4 3.2设计、校核洪水标准的选择原理-4 3.3设计、校核洪水洪水过程线-5四、设计洪水调节-6 4.1下泄流量计算-6 4.2设计洪水调洪演算-84.3设计洪水的最大下泄流量和相应的水库最高水位的确定- 12五、校核洪水调节-12 5.1校核洪水调洪演算-12 5.2校核洪水的最大下泄流量和相应的水库最高水位的确定-156、 小结-167、 附表-17一、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、尺寸确定提供依据；掌握列表试算法的基本原理、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。二、设计基本资料 大峡水电站枢纽位于湖北省竹溪县境内，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），本工程项目为中型水库。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xm（x=563.5+学号最后一位/10,x=563.5-564.5m），当来量较小时，启用并控制闸门开启度，使泄量等于来量，水库水位维持起调水位不变；当来水增大，并大于闸孔全开的泄量时，闸门全开敞泄库水位上升，直至达到最高洪水位。三、洪水标准选择 3.1给定的工程分等分级规范和洪水标准： 3.2 设计、校核洪水标准的选择原理按照拟定的大峡水电站枢纽建筑物的类型以及尺寸，参照工程分等分级规范和洪水标准,确定该水电站枢纽工程等级为等级，工程规模为中型，水库容量在（0.101.0）亿m；选用永久性水工建筑物洪水标准为：设计标准重现期为10050年，校核标准重现期为1000500年，在其间选择设计洪水标准重现期为100年，校核洪水标准重现期为500年，选取相应频率的洪水过程线进行洪水调节设计。 3.3设计、校核洪水洪水过程线 表3-1时段设计p=1%校核p=0.2%015.2217.89116.4719.33217.7320.77318.9822.21420.2323.65521.4825.08622.7426.79724.3632.14830.1452.51948.0397.771082.79165.5211133.25247.1912195.57335.4213266.22426.9114341.11518.2815418.90612.2216504.13720.5617621.14887.5518853.061252.60191196.281774.48201532.372231.61211759.312472.35221838.512470.73231785.292284.97241641.031998.89251449.581683.64261245.001384.26271046.661118.3828863.34888.4529699.86694.3830558.91535.2231441.20408.7532345.83311.4933270.84238.9534213.32186.3635170.26149.2536138.69123.7537116.12106.7138100.2295.643989.2988.734081.6884.554174.8381.554272.8781.064372.1881.364472.3082.154572.8083.184673.5584.374774.4585.644872.5183.56四、设计洪水调节 4.1下泄流量计算式中：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。 本次设计过程中，起调水位为x=563.5+1/10=563.6m，通过内插法，可以得出相应的库容为1626.8万m3 ，相应的下泄流量为1183.96m3/s 。将求得的相关数据填入下面相应表格中： 表4-1水位Z（m）库容V（万m3）堰顶水头H0（m）下泄流量q（m3/s）55288900.0055394500.00554100300.00555106300.005561121146.9555711812132.7855812433243.9355913054375.5656013655524.8656114386689.9556215077869.43563158081062.24563.61626.88.61183.96564165891267.525651739101484.535661809111712.695671890121951.475681971132200.41568.99205613.992456.50图4-1水库水位库容关系曲线图4-2水库水位下泄流量关系曲线4.2设计洪水调洪演算： (1)在来水流量小于1183.96m3/s时，启用并控制闸门开启度，使泄量等于来水量，水库水位维持起调水位不变。(2)在来水流量大于1183.96m3/s时，开始进行调节洪水的试算过程。基本的计算方法为：选定一个计算的时段，确定出Q1、Q2、V1和q1，并假定一个q2值，根据公式V=（Q1+Q2-q1-q2)*（1/2）*3600/10000，V2=V1+V，算出一个V2值，并查找得到的qV曲线，查找出对应的q2值，与假定的q2值进行比对，若两个值的差值的绝对值不大于0.9m3/s，则可认为假设正确；若不相等，则重新假定，直到得出符合要求的q2。并将算出的q2和V2作为下一时段的q1和V1，重复上述过程。 （3）在此后的时段内，启用并控制闸门开启度，使泄量等于来水量，水库水位维持起调水位不变.表4-2设计洪水调洪演算时段t（h）入库流量Q（m/s）时段平均入库流量（m/s）时段入库水量（亿m)下泄流量q（m/s）时段平均下泄流量（m/s）时段下泄水量（亿m）时段内水库存水量变化V（亿m）水库存水量V（亿m）水库水位Z（m)015.2215.850.0005715.2215.850.0005700.16268563.6116.4716.470.16268563.6217.7317.100.00061617.7317.100.00061600.16268563.6318.9818.360.00066118.9818.360.00066100.16268563.6420.2319.610.00070620.2319.610.00070600.16268563.6521.4820.860.00075121.4820.860.00075100.16268563.6622.7422.110.00079622.7422.110.00079600.16268563.6724.3623.550.00084824.3623.550.00084800.16268563.6830.1427.250.00098130.1427.250.00098100.16268563.6948.0339.090.00140748.0339.090.00140700.16268563.61082.7965.410.00235582.7965.410.00235500.16268563.611133.25108.020.003889133.25108.020.00388900.16268563.612195.57164.410.005919195.57164.410.00591900.16268563.613266.22230.900.008312266.22230.900.00831200.16268563.614341.11303.670.010932341.11303.670.01093200.16268563.615418.9380.010.01368418.9380.010.0136800.16268563.616504.13461.520.016615504.13461.520.01661500.16268563.617621.14562.640.020255621.14562.640.02025500.16268563.618853.06737.100.026536853.06737.100.02653600.16268563.6191196.281024.670.03688811881020.530.036739080.0001490.162829563.619201532.371364.330.0491161302.21245.100.04482360.0042920.167121564.163211759.311645.840.059251531.51416.850.05100660.0082440.175365565.209221838.511798.910.0647611728.71630.100.05868360.0060770.181442566.067231785.291811.900.0652281785.81757.250.0632610.0019670.183409566.31241641.031713.160.06167417361760.900.0633924-0.0017190.18169566.098251449.581545.310.0556311595.81665.900.0599724-0.0043410.177349565.4932612451347.290.04850214211508.400.0543024-0.00580.171549564.71271046.661145.830.041251242.51331.750.047943-0.0066930.164856563.87928863.34955.000.03438964.31103.40.0397224-0.0021760.16268563.629699.86781.600.028138699.86832.080.029954900.16268563.630558.91629.390.022658558.91629.390.02265800.16268563.631441.2500.060.018002441.2500.060.01800200.16268563.632345.83393.520.014167345.83393.520.01416700.16268563.633270.84308.340.0111270.84308.340.011100.16268563.634213.32242.080.008715213.32242.080.00871500.16268563.635170.26191.790.006904170.26191.790.00690400.16268563.636138.69154.480.005561138.69154.480.00556100.16268563.637116.12127.410.004587116.12127.410.00458700.16268563.638100.22108.170.003894100.22108.170.00389400.16268563.63989.2994.760.00341189.2994.760.00341100.16268563.64081.6885.490.00307781.6885.490.00307700.16268563.64174.8378.260.00281774.8378.260.00281700.16268563.64272.8773.850.00265972.8773.850.00265900.16268563.64372.1872.530.00261172.1872.530.00261100.16268563.64472.372.240.00260172.372.240.00260100.16268563.64572.872.550.00261272.872.550.00261200.16268563.64673.5573.180.00263473.5573.180.00263400.16268563.64774.4574.000.00266474.4574.000.00266400.16268563.64872.5173.480.00264572.5173.480.00264500.16268563.6 入库流量Q下泄流量q图4-3设计洪水过程线与下泄流量过程线图4-4设计洪水水位过程线4.3 设计洪水的最大下泄流量和相应的水库最高水位的确定4.3.1原理：在洪水过程线与下泄过程线交叉处上下时段经过试算得出的q存在一个最大值，若其与对应时段的Q差值小于23m/s，则不需要再进行试算；否则缩小时差为0.5小时，在交叉点左右两个点内进行试算（方法过程同上），若不满足差值条件，继续缩小时差，进行试算，直至满足差值条件为止。此时所得到的q即为下泄流量的最大值（即qmax），对应的水位库容为最大水位（zmax）和最大库容（vmax）。4.3.2由设计洪水调洪演算表可知，q最大值为1785.8，其对应得Q值为1785.29，两者差值为0.512,可知最大下泄为1785.8m3/s，水库最高水位为566.31m。5、 校核洪水调节5.1校核洪水调洪演算表5-1校核洪水设计过程时段t（h）入库流量Q（m/s）时段平均流量（m/s）时段入库水量（亿m）下泄流量q（m/s）时段平均下泄流量（m/s）时段下泄水量（亿m）时段内库容存水量变化V（亿m）水库存水量（亿m）水库水位Z（m）017.8918.610.0006717.8918.610.0006700.16268563.6119.3319.3300.16268563.6220.7720.050.00072220.7720.050.00072200.16268563.6322.2121.490.00077422.2121.490.00077400.16268563.6423.6522.930.00082523.6522.930.00082500.16268563.6525.0824.370.00087725.0824.370.00087700.16268563.6626.7925.940.00093426.7925.940.00093400.16268563.6732.1429.470.00106132.1429.470.00106100.16268563.6852.5142.330.00152452.5142.330.00152400.16268563.6997.7775.140.00270597.7775.140.00270500.16268563.610165.52131.650.004739165.52131.650.00473900.16268563.611247.19206.360.007429247.19206.360.00742900.16268563.612335.42301.310.010847335.42301.310.01084700.16268563.613426.91381.170.013722426.91381.170.01372200.16268563.614518.28472.600.017013518.28472.600.01701300.16268563.615612.22565.250.020349612.22565.250.02034900.16268563.616720.56666.390.02399720.56666.390.0239900.16268563.617887.55804.060.028946887.55804.060.02894600.16268563.6181252.61070.080.0385231209.61048.580.03774870.0009540.163634563.722191774.481513.540.0544871406.51308.050.04708980.0073980.171032564.646202231.612003.050.072111829.41617.950.05824620.0138630.184895566.493212472.352351.980.0846712199.42014.400.07251840.0121530.197048567.994222470.732471.540.08897523902294.700.08260920.0063660.203414568.735232284.972377.850.0856032368.82379.400.0856584-0.000690.202724568.655241998.892141.930.07710922102289.400.0824184-0.0053090.197415568.037251683.641841.270.0662861947.72078.850.0748386-0.0085530.188862566.983261384.261533.950.0552221656.71802.200.0648792-0.0096570.179205565.758271118.381251.320.04504813721514.350.0545166-0.0094690.169736564.48628888.451003.420.0361231026.831199.420.0431789-0.0070560.16268563.629694.38791.420.028491694.38860.610.030981800.16268563.630535.22614.800.022133535.22614.800.02213300.16268563.631408.75471.990.016991408.75471.990.01699100.16268563.632311.49360.120.012964311.49360.120.01296400.16268563.633238.95275.220.009908238.95275.220.00990800.16268563.634186.36212.660.007656186.36212.660.00765600.16268563.635149.25167.810.006041149.25167.810.00604100.16268563.636123.75136.500.004914123.75136.500.00491400.16268563.637106.71109.700.003949106.71109.700.00394900.16268563.63895.64101.180.00364295.64101.180.00364200.16268563.63988.7392.190.00331988.7392.190.00331900.16268563.64084.5586.640.00311984.5586.640.00311900.16268563.64181.5583.050.0029981.5583.050.0029900.16268563.64281.0681.310.00292781.0681.310.00292700.16268563.64381.3681.210.00292481.3681.210.00292400.16268563.64482.1581.760.00294382.1581.760.00294300.16268563.64583.1882.670.00297683.1882.670.00297600.16268563.64684.3783.780.00301684.3783.780.00301600.16268563.64785.6485.010.0030685.6485.010.0030600.16268563.64883.5684.600.00304683.5684.600.00304600.16268563.6入库流量Q下泄流量q图5-1校核洪水过程线与下泄流量过程线图5-2校核洪水水位过程线5.2校核洪水的最大下泄流量和相应的水库最高水位表5-2 水库时段细分调洪计算表222470.732471.540.0889754423902294.700.08260920.0063660.203414568.73522.1252447.512459.120.0885283224392414.50.0869220.0016060.20502568.92222.178752441.7052444.60750.08800587244324410.0878760.000130.20515568.93822.23252435.92438.80