洪水調(diào)節(jié)課程設(shè)計(jì).doc

洪水調(diào)節(jié)課程設(shè)計(jì)一、設(shè)計(jì)目的1、洪水調(diào)節(jié)目的：定量地找出入庫(kù)洪水、下泄洪水、攔蓄洪水的庫(kù)容、水庫(kù)水位的變化、泄洪建筑物型式和尺寸間的關(guān)系，為確定水庫(kù)的有關(guān)參數(shù)和泄洪建筑型式選擇、尺寸確定提供依據(jù)；2、掌握列表試算法和半圖解法的基本原理、方法、步驟及各自的特點(diǎn)；3、了解工程設(shè)計(jì)所需洪水調(diào)節(jié)計(jì)算要解決的課題；4、培養(yǎng)學(xué)生分析問(wèn)題、解決問(wèn)題的能力。二、設(shè)計(jì)基本資料潘口水電站水庫(kù)正常蓄水位355.00m，總庫(kù)容23.38億m3，具有完全年調(diào)節(jié)性能。屬一等大(1)型工程，工程樞紐由混凝土面板堆石壩、右岸溢洪道、左岸引水隧洞、壩后地面廠房等組成，其中大壩、溢洪道、引水隧洞進(jìn)水口為1級(jí)水工建筑物，正常運(yùn)用洪水重現(xiàn)期為1000年，非常運(yùn)用洪水重現(xiàn)期為10000年。潘口水電站承擔(dān)下游防洪任務(wù)，為使下游城市及農(nóng)田不受淹沒(méi)，同時(shí)減少上游水位雍高帶來(lái)的經(jīng)濟(jì)損失。具體防洪要求如下：防洪限制水位為340.00m，遭遇設(shè)計(jì)洪水位時(shí)，最高庫(kù)水位不得超過(guò)357.0m，允許下泄流量為12500m3/s；遭遇校核洪水位時(shí)，最高庫(kù)水位不得超過(guò)360.0m，允許下泄流量為15300m3/s。三、洪水調(diào)節(jié)演算準(zhǔn)備1、 工程等別的確定由給出的資料知屬一等大(1)型工程2、洪水標(biāo)準(zhǔn)的確定工程樞紐由混凝土面板堆石壩、右岸溢洪道、左岸引水隧洞、壩后地面廠房等組成，其中大壩、溢洪道、引水隧洞進(jìn)水口為1級(jí)水工建筑物。四、洪水調(diào)節(jié)計(jì)算 1、列表試算法1）基本原理：根據(jù)水庫(kù)容積曲線V=f（Z）和堰頂溢流公式q=f（H），得出蓄泄方程q=f（V）。聯(lián)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）。因該式收斂，故可用循環(huán)程序編寫(xiě)，從而求出q。水庫(kù)庫(kù)容曲線表庫(kù)水位Z(m)水庫(kù)庫(kù)容V（億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 圖2 潘口水位庫(kù)容曲線 2）主要過(guò)程1、 由堰頂溢流公式，得出下泄流量 q=nbm+10 式中：q通過(guò)溢流孔口的下泄流量，m3/s； n溢流孔孔口數(shù)； b溢流孔單孔凈寬，20.5m ；g重力加速度，9.81m/s2；閘墩側(cè)收縮系數(shù)，與墩頭形式有關(guān)，初步計(jì)算可假設(shè)為0.92； m流量系數(shù)，與堰頂形式有關(guān)，可查表，本工程取0.48； H0堰頂水頭b.水位高程Z與堰頂水頭H的關(guān)系。基本材料可知溢洪道堰頂高程為337m，則H=Z-337m。2、計(jì)算并繪制水庫(kù)的下泄流量與庫(kù)容關(guān)系曲線水庫(kù)q=f(V)關(guān)系曲線計(jì)算表庫(kù)水位Z(m)水庫(kù)庫(kù)容V（億m3）堰頂水頭H(m)流量系數(shù)（M）兩孔下泄流量（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、計(jì)算時(shí)段平均入庫(kù)流量和入庫(kù)水量 初選計(jì)算時(shí)段為t =2h=7200s,計(jì)算結(jié)果如表所示。5、逐時(shí)計(jì)算泄流過(guò)程 對(duì)于設(shè)計(jì)洪水起始計(jì)算，q1=480.16m3/s,V1=123000萬(wàn)m3，Z1=340m ,Q1=1040 m3/s , Q2=2030m3/s。 假設(shè)q2=536m3/s，則第一時(shí)段蓄水量變化值V=t *( Q1+ Q2)/2-( q1+q2)/2,時(shí)段來(lái)水量V2= V1 +V ,查下泄流量庫(kù)容曲線得q2與原假設(shè)不符,需從設(shè)q2。假設(shè)q2=526.09m3/s,則第三時(shí)段蓄水量變化值為V=t *( Q1+ Q2)/2-( q1+q2)/2 =742.9508m3時(shí)段末水庫(kù)水量V2= V1 +V=123742.950m3，查下泄流量與庫(kù)容關(guān)系曲線得q2 =526.09m3/s ,與原假設(shè)相符, 即q2=526.09m3/s，查水位與庫(kù)容關(guān)系曲線得Z2=340.18m。 6、以第一時(shí)段末的q2, V2 作為第二時(shí)段初的q1, V1 ,重復(fù)類(lèi)似的試算過(guò)程,可求的第四時(shí)段的q2, V2 , 如此連續(xù)試算下去.,可求得以時(shí)段為2小時(shí)作間隔的泄流過(guò)程。3) 列表試算法計(jì)算表設(shè)計(jì)洪水（P=0.1%）的計(jì)算表水庫(kù)調(diào)洪計(jì)算表（設(shè)計(jì)洪水P=0.1%）時(shí)間t（h）入庫(kù)洪水流量Q（m3/s）時(shí)段平均入庫(kù)流量Q均（m3/s）時(shí)段入庫(kù)水量Qt（萬(wàn)m3）下泄流量q（m3/s）時(shí)段平均下泄流量q均（m3/s）時(shí)段下泄水量qt（萬(wàn)m3）時(shí)段內(nèi)存水量變化V（萬(wàn)m3）水庫(kù)存水量V（萬(wàn)m3）庫(kù)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根據(jù)表格數(shù)據(jù)繪出Q/q-t圖，Z-t圖校核洪水（P=0.01%）的計(jì)算表水庫(kù)調(diào)洪計(jì)算表（校核洪水P=0.01%） 時(shí)間t（h）入庫(kù)洪水流量Q（m3/s）時(shí)段平均入庫(kù)流量Q均（m3/s）下泄流量q（m3/s）時(shí)段平均下泄流量q均（m3/s）時(shí)段下泄水量qt（萬(wàn)m3）時(shí)段內(nèi)存水量變化V（萬(wàn)m3）水庫(kù)存水量V（萬(wàn)m3）庫(kù)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根據(jù)數(shù)據(jù)繪出校核洪水的Q/q-t圖，和Z-t圖4）列表試算法結(jié)果： 頻 率項(xiàng) 目設(shè)計(jì)洪水校核洪水列表試算法最大泄量（m3/s）10982.31.76914258.16水庫(kù)最高水位（m）356.4359.6備注：經(jīng)過(guò)試算得出得調(diào)洪過(guò)程中，設(shè)計(jì)洪水和校核洪水過(guò)程都是首先開(kāi)啟兩孔進(jìn)行泄流，在第15段時(shí)段初開(kāi)啟三孔進(jìn)行泄流直至水位下降至防洪限制水位左右。2、半圖解法1） 計(jì)算并繪制輔助曲線q=f輔助曲線庫(kù)水位Z(m)水庫(kù)庫(kù)容V(萬(wàn)m3)堰頂以上庫(kù)容（萬(wàn)m3）v/t（m3/s）兩孔q（m3/s）兩孔q/2兩孔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)半圖解法計(jì)算表設(shè)計(jì)洪水（P=0.1%）的計(jì)算表 設(shè)計(jì)洪水（0.1%）半圖解法計(jì)算表時(shí)間t(2h) 入庫(kù)流量Q(m/s)平均入庫(kù)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%）的計(jì)算表校核洪水（0.01%）半圖解法計(jì)算表時(shí)間t(2h) 入庫(kù)流量Q(m/s)平均入庫(kù)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