洪水调节课程设计.doc

洪水调节课程设计一、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、设计基本资料潘口水电站水库正常蓄水位355.00m，总库容23.38亿m3，具有完全年调节性能。属一等大(1)型工程，工程枢纽由混凝土面板堆石坝、右岸溢洪道、左岸引水隧洞、坝后地面厂房等组成，其中大坝、溢洪道、引水隧洞进水口为1级水工建筑物，正常运用洪水重现期为1000年，非常运用洪水重现期为10000年。潘口水电站承担下游防洪任务，为使下游城市及农田不受淹没，同时减少上游水位雍高带来的经济损失。具体防洪要求如下：防洪限制水位为340.00m，遭遇设计洪水位时，最高库水位不得超过357.0m，允许下泄流量为12500m3/s；遭遇校核洪水位时，最高库水位不得超过360.0m，允许下泄流量为15300m3/s。三、洪水调节演算准备1、 工程等别的确定由给出的资料知属一等大(1)型工程2、洪水标准的确定工程枢纽由混凝土面板堆石坝、右岸溢洪道、左岸引水隧洞、坝后地面厂房等组成，其中大坝、溢洪道、引水隧洞进水口为1级水工建筑物。四、洪水调节计算 1、列表试算法1）基本原理：根据水库容积曲线V=f（Z）和堰顶溢流公式q=f（H），得出蓄泄方程q=f（V）。联立水量平衡方程 V2 =V1 +（Q2+Q1q2q1） q=f(V)可得q=f(V)=g（q），即q=g（q）。因该式收敛，故可用循环程序编写，从而求出q。水库库容曲线表库水位Z(m)水库库容V（亿m3）34012.3340.552212.52342.65313.35344.580414.23346.510515.21348.601416.23350.183517.04352.206918.22353.823119.15355.314819.93357.000420.92358.518421.9359.949922.7536022.78 图2 潘口水位库容曲线 2）主要过程1、 由堰顶溢流公式，得出下泄流量 q=nbm+10 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，20.5m ；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b.水位高程Z与堰顶水头H的关系。基本材料可知溢洪道堰顶高程为337m，则H=Z-337m。2、计算并绘制水库的下泄流量与库容关系曲线水库q=f(V)关系曲线计算表库水位Z(m)水库库容V（亿m3）堰顶水头H(m)流量系数（M）两孔下泄流量（q1）三孔下泄流量（q2）34012.330.50909014480.1627720.2441340.552212.523.55220.507021435616.147924.2205342.65313.355.6530.5013758191223.18951834.7843344.580414.237.58040.497843371886.00482829.0073346.510515.219.51050.4951292772635.943953.91348.601416.2311.60140.4927635863534.40335301.6049350.183517.0413.18350.4912477424268.33556402.5032352.206918.2215.20690.4895602265269.6177904.4256353.823119.1516.82310.4883699946116.73849175.1075355.314819.9318.31480.4873711026933.857910400.7869357.000420.9220.00040.4863380797896.019111844.0286358.518421.921.51840.485481398796.288113194.4321359.949922.7522.94990.4847284289673.454214510.181336022.78230.4847029549704.637414556.9561 4、计算时段平均入库流量和入库水量 初选计算时段为t =2h=7200s,计算结果如表所示。5、逐时计算泄流过程 对于设计洪水起始计算，q1=480.16m3/s,V1=123000万m3，Z1=340m ,Q1=1040 m3/s , Q2=2030m3/s。 假设q2=536m3/s，则第一时段蓄水量变化值V=t *( Q1+ Q2)/2-( q1+q2)/2,时段来水量V2= V1 +V ,查下泄流量库容曲线得q2与原假设不符,需从设q2。假设q2=526.09m3/s,则第三时段蓄水量变化值为V=t *( Q1+ Q2)/2-( q1+q2)/2 =742.9508m3时段末水库水量V2= V1 +V=123742.950m3，查下泄流量与库容关系曲线得q2 =526.09m3/s ,与原假设相符, 即q2=526.09m3/s，查水位与库容关系曲线得Z2=340.18m。 6、以第一时段末的q2, V2 作为第二时段初的q1, V1 ,重复类似的试算过程,可求的第四时段的q2, V2 , 如此连续试算下去.,可求得以时段为2小时作间隔的泄流过程。3) 列表试算法计算表设计洪水（P=0.1%）的计算表水库调洪计算表（设计洪水P=0.1%）时间t（h）入库洪水流量Q（m3/s）时段平均入库流量Q均（m3/s）时段入库水量Qt（万m3）下泄流量q（m3/s）时段平均下泄流量q均（m3/s）时段下泄水量qt（万m3）时段内存水量变化V（万m3）水库存水量V（万m3）库存水位Z(m)123456789100104015351105.2480.16503.124362.2492742.95112300034012030526.09123743340.18652429031602275.2645.15585.616421.643161853.56125596.5340.65173798061354417.2926.82785.984565.908123851.29129447.8341.618441020090906544.81349.221138.02819.373325725.43135173.2343.01955112001070077041842.931596.071149.17116554.83141728.1344.45516115001135081722352.032097.481510.18276661.82148389.9345.77987117001160083522878.942615.481883.14816468.85154858.7347.0768118001175084603424.263151.62269.1526190.85161049.6348.34519119001185085323953.523688.892656.00085876166925.6349.504910124001215087484458.844206.183028.4515719.55172645.1350.568511133001285092524956.314707.573389.45365862.55178507.7351.5738121510014200102245521.015238.663771.8326452.17184959.8352.6865131660015850114126185.615853.314214.38217197.62192157.5353.94881415400160001152010163.88174.695885.77795634.22197791.7355.02631513700145501047610617.510390.67481.25042994.75200786.4355.5679161240013050939610860.110738.87731.91911664.08202450.5355.8512171130011850853210958.810909.47854.7936677.206203127.7355.966518103001080077761094310950.97884.6332-108.63203019.1355.94819947098857117.210837.510890.27840.9487-723.75202295.3355.824820875091106559.210665.210751.37740.9454-1181.7201113.6355.623621804083956044.410438.8105527597.4206-1553199560.6355.35922275107775559810156.310297.67414.2367-1816.2197744.3355.017323687071905176.89838.699997.517198.2072-2021.4195722.9354.630724636066154762.89493.499666.096959.5852-2196.8193526.1354.210625593061454424.49134.939314.216706.2305-2281.8191244.3353.7787265470570041048817.868976.396463.0015-2359188885.3353.368727515053103823.28488.958653.46230.4484-2407.2186478.1352.9504284850500036008161.818325.385994.2725-2394.3184083.8352.534329463047403412.87845.128003.475762.4962-2349.7181734.1351.955430441045203254.47553.757699.445543.5946-2289.2179444.9351.7345314290435031327273.017413.385337.6354-2205.6177239.3351.356332420042453056.47007.687140.355141.0484-2084.6175154.6350.998833411041552991.66757.76882.694955.5368-1963.9173190.7350.66234401040602923.26521.316639.514780.4454-1857.2171333.4350.343635382039152818.86285.846403.584610.5751-1791.8169541.7350.015836361037152674.860466165.924439.4635-1764.7167777349.6712373390350025205808.485927.244267.6117-1747.6166029.4349.3298383210330023765574.455691.464097.8544-1721.9164307.5348.993539298030952228.45343.145458.83930.3328-1701.9162605.6348.661140281028952084.45119.715231.433766.6264-1682.2160923.4348.558541268027451976.44904.065011.893608.5586-1632.2159291.2348.278642255026151882.84696.194800.123456.0893-1573.3157717.9348.008843242024851789.24495.394595.793308.9659-1519.8156198.1347.748244230023601699.24301.454398.423166.8606-1467.7154730.5347.4966根据表格数据绘出Q/q-t图，Z-t图校核洪水（P=0.01%）的计算表水库调洪计算表（校核洪水P=0.01%） 时间t（h）入库洪水流量Q（m3/s）时段平均入库流量Q均（m3/s）下泄流量q（m3/s）时段平均下泄流量q均（m3/s）时段下泄水量qt（万m3）时段内存水量变化V（万m3）水库存水量V（万m3）库存水位Z(m)1235.00 678910012701880480.16 510.6334 367.6560 985.9440 12300034012490541.10 123985.94#DIV/0!254703980744.24 642.6715462.72352402.8765126388.82340.853131040079351073.10 908.667654.24025058.9598131447.78342.1336413400119001640.38 1356.738976.85147591.1486139038.93343.8662514500139502296.60 1968.4921417.31428626.6858147665.61345.6372614800146503006.30 2651.45051909.04448638.9556156304.57347.3724715000149003743.06 3374.67752429.76788298.2322164602.8349.0512815100150504445.75 4094.4042947.97097888.0291172490.83350.542915300152005083.31 4764.52953430.46127513.5388180004.37351.83041015900156005737.88 5410.5933895.6277336.373187340.74353.10031117000164506461.70 6099.7884391.84747452.1526194792.9354.45281219300181507284.91 6873.3054948.77968119.2204202912.12355.92981321200202508147.40 7716.15755555.63349024.3666211936.48357.424314197002045013191.47 10669.4367681.99367042.0064218978.49358.515115175001860013762.09 13476.7819703.2823688.718222667.21359.13616159001670014043.83 13902.96110010.1322013.8684224681.08359.475217146001525014199.58 14121.70410167.627812.3735225493.45359.61218133001395014173.23 14186.40510214.212-170.2116225323.24359.583319123001280014028.26 14100.74610152.537-936.5371224386.7359.425620114001185013798.30 13913.28310017.563-1485.563222901.14359.175421105001095013497.61 13647.9589826.5298-1942.53220958.61358.84832298201016013150.41 13324.019593.2872-2278.087218680.52358.4689239000941012796.85 12973.6299341.0125-2565.813216114.71358.0715248340867012406.76 12601.8069073.3-2830.9213283.81357.633257770805511995.42 12201.0898784.7837-2985.184210298.62357.1706267170747011552.44 11773.9258477.226-3098.826207199.8356.6598276740695511093.94 11323.1868152.6939-3145.094204054.7356.1243286330653510639.28 10866.6087823.9574-3118.757200935.95355.5933296030618010179.35 10409.3167494.7072-3045.107197890.84355.045330573058809718.97 9949.1627163.3966-2929.797194961.04354.48531555056409282.19 9500.5786840.4162-2779.616192181.43353.953432542054858912.83 9097.5086550.2058-2601.006189580.42353.489533528053508578.77 8745.7996296.9753-2444.975187135.45353.064634513052058262.43 8420.5996062.8313-2315.231184820.21352.662335487050007956.54 8109.4835838.8278-2238.828182581.39352.273236458047257669.95 7813.24455625.536-2223.536180357.85351.89137428044307386.05 7527.99955420.1596-2230.56178127.29351.508538403041557102.92 7244.48055216.026-2224.426175902.87351.127139372038756820.06 6961.4895012.2721-2222.272173680.59350.74640350036106538.77 6679.4174809.1802-2209.98171470.61350.367141333034156256.16 6397.46454606.1744-2147.374169323.24349.973242316032455975.24 6115.6974403.3018-2066.902167256.34349.569543299030755704.67 5839.95154204.7651-1990.765165265.57349.180644283029105443.94 5574.30454013.4992-1918.299163347.27348.806根据数据绘出校核洪水的Q/q-t图，和Z-t图4）列表试算法结果： 频 率项 目设计洪水校核洪水列表试算法最大泄量（m3/s）10982.31.76914258.16水库最高水位（m）356.4359.6备注：经过试算得出得调洪过程中，设计洪水和校核洪水过程都是首先开启两孔进行泄流，在第15段时段初开启三孔进行泄流直至水位下降至防洪限制水位左右。2、半图解法1） 计算并绘制辅助曲线q=f辅助曲线库水位Z(m)水库库容V(万m3)堰顶以上库容（万m3）v/t（m3/s）两孔q（m3/s）两孔q/2两孔v/t+q/2三孔q（m3/s）三孔q/2三孔v/t+q/234012300000480.163240.081240.081720.244360.122360.122340.55212520022001584616.147308.0731892.073924.22462.112046.11342.6531335001050075601223.19611.5958171.5951834.784917.3928477.392344.5814230019300138961886.005943.002148392829.0071414.515310.504346.51115210029100209522635.941317.9722269.973953.911976.9622928.955348.60116230039300282963534.4031767.230063.25301.6052650.830946.802350.18417040047400341284268.3352134.1736262.176402.5033201.2537329.252352.20718220059200426245269.6172634.8145258.817904.4263952.2146576.213353.82319150068500493206116.7383058.3752378.379175.1084587.5553907.554355.31519930076300549366933.8583466.9358402.9310400.7875200.3960136.39335720920086200620647896.0193948.0166012.0111844.0295922.0167986.014358.51821900096000691208796.2884398.1473518.1413194.4326597.2275717.216359.95227500104500752409673.4544836.7380076.7314510.1817255.0982495.091360227800104800754569704.6374852.3280308.3214556.9567278.4882734.478q=2.053*+0.124586*+0.00402815*+5.28485*-1.88179*3)半图解法计算表设计洪水（P=0.1%）的计算表 设计洪水（0.1%）半图解法计算表时间t(2h) 入库流量Q(m/s)平均入库流量Q(m/s)v/t+q/2q(m/s)Z(m)V（M3）010401535240.081480.163340123000120301294.919566.992340.353124404.752429031603887.927809.086341.22127838.033798061359213.841326.8342.954134875.61410200909016977.042101.776345.136145119.665112001070025575.2643017347.397156426.066115001135033908.2643989.643349.583167324.237117001160041518.6214853.353351.366177294.378118001175048415.2685645.189352.923186323.169119001185054620.086420.785354.378194402.3410124001215060349.2957179.974354.746201832.3711133001285066019.3218896.896355.002209209.5512151001420072322.4259243.876355.277217438.8713166001585079519.54910955.56355.321223768.4314154001600081586.99210981.9355.758226361.1715137001455081803.09510982.1355.804226632.1816124001305080477.24710918.47356.324224969.4617113001185078208.77810878.1356.333222124.6218103001080075330.67410426.92356.243218510.02199470988572088.75910260.65355.806214400.6208750911068638.10710157.93355.128210026.59218040839565075.17710008.84355.375205528.83227510777561541.3399959.1354.916201071.93236870719058072.2379894.613354.621196715.18246360661554692.6249329.59354.011192483.1255930614551508.0348759.218353.294188456.15265470570048448.8168228.989352.62184575.45275150531045529.8277734.468351.978180864.71284850500042795.3597290.327351.38177375.27294630474040245.0326876.094350.822174120.81304410452037888.9386493.409350.306171114.21314290435035745.5296129.329349.791207664.84324200424533861.25804.305349.324205273.43334110415532211.8955519.819348.915203180.29344010406030752.0765268.017348.553201327.62353820391529399.0595041.45348.198189500.36363610371528072.614818.491347.852187812.91373390350026754.1194596.87347.508186135.57383210330025457.2494378.883347.17184485.74392980309524173.3664163.079346.835182852.44402810289522905.2873950.415346.505152069.56412680274521699.8723772.43346.199150518.97422550261520542.4423601.529345.906149030.11432420248519425.9133436.668345.623147593.86442300236018349.2443277.693345.35146208.89校核洪水（P=0.01%）的计算表校核洪水（0.01%）半图解法计算表时间t(2h) 入库流量Q(m/s)平均入库流量Q(m/s)v/t+q/2q(m/s)Z(m)V（M3）012701880240.081480.163340123000124901294.919566.992340.353124404.7542547039804707.927888.356341.494128921.873310400793511754.5711579.38343.689138229.0024134001190022075.1932616.28346.46151843.1275145001395033408.913930.52349.455166671.7356148001465044128.3885143.81351.953180717.347150001490053884.5826321.03354.196193450.0948151001505062613.5537466.29356.248204778.3479153001520070347.2668415.98357.877214860.10610159001560077531.28612932.3358.98221701.61111170001645081049.03413879.3359.806225929.68512193001815085319.71413919.5360.748231347.15613212002025090950.19114195.4357.989238489.56514197002045095804.78414219.4358.857243965.37215175001860096985.35114286.1359.139245443.72616159001670096033.61314256.3358.912244251.92217146001525093819.15314128.7