水利水電工程專(zhuān)業(yè)工程水文課程設(shè)計(jì)

2009——2010學(xué)年水利水電工程專(zhuān)業(yè)工程水文學(xué)課程設(shè)計(jì)學(xué) 院：工學(xué)指導(dǎo)教師：張彥專(zhuān) 業(yè)：08水利水電工學(xué) 號(hào)：2008096065姓 名：王曉鵬一 基本資料擬在黃河上修建蓄水工程。壩址斷面水文站內(nèi)有1960—2006年的洪水流量觀測(cè)資料，如表1年為Qm=22100m3/s,為1901年為8400m3/s年間其他未能查清。分析選定的典型洪水過(guò)程如表2所示表1實(shí)測(cè)歷年洪水資料統(tǒng)計(jì)表年份洪峰流量最大1d洪量最大3d洪量年份洪峰流量最大1d洪量最大3d洪量m3/s(m3/s)（m3/s）m3/s（m3/s）（m3/s）19609200110300187230198498121158402115701961850010002018360019853248388307014819627512901101529901986842197810178650196365241304813982019873264386507002419642100252004536019885671685004032619656325762161386201989542165420115980196654125834011680019906487768401400201967548665600118490199191201054201896831968240028560518401992884510311019102019693241390006895019936124734501321801970624574230135620199424562940052850197198010264211521995321037920689361972160018250353101996845110122018254019733245379327000519976243741021339801974632812350136420199885151021501836821975326139950704201999627875300135800197623692745051124200031643689067842197716201843034820200124892896054160197824582785652852200211891426025640197915401758033240200361207234012980619801200134202586020044832580101037401981541264520116583200510061204221560198232143850068490200632163948068654表2典型洪水過(guò)程日時(shí)流量日時(shí)流量日時(shí)流量日時(shí)流量m3/sm3/sm3/sm3/s70124018398014489094489041652203420155634845608243024314616657210423512288084265317631012398013383283130186150143647144430103582205648183325164100124200245260243000二設(shè)計(jì)任務(wù)根據(jù)以上資料推求百年一遇設(shè)計(jì)洪水的洪峰流量和洪水過(guò)程線。三設(shè)計(jì)思路及分析過(guò)程的方法直接從洪水過(guò)程線的統(tǒng)計(jì)規(guī)律求出一定的頻率的過(guò)程線。(1)典型洪水過(guò)程線的選擇，(2)典型洪水過(guò)程線的放大及求出設(shè)計(jì)洪水過(guò)程線等過(guò)程。其中基本資料已經(jīng)給出，關(guān)于步驟(2)有兩種方法：同頻率放大法和同倍比放大法。我采用同頻率放大法進(jìn)行放大。為完成以上步驟，我對(duì)基本資料中的數(shù)據(jù)進(jìn)行以下計(jì)算和做圖工作1、推求設(shè)計(jì)洪峰、洪量1d3d洪量的數(shù)據(jù)從小到大進(jìn)Xi~Pi徒手目估通過(guò)點(diǎn)群中心連成一條光滑曲線即經(jīng)驗(yàn)頻率曲線。Q5%Q50%Q95%按適線法作出理論頻率曲線(P—Ⅲ曲線)。P=1%對(duì)應(yīng)的設(shè)計(jì)洪量，Qmp、W1p、W3p2、計(jì)算放大倍比1d3d洪量：Qm、W1d、W3d、KQm=Qmp/Qm、K1=W1p/W1d、K3-1=W3p-W1p/W3d-W1d。線。四設(shè)計(jì)過(guò)程和步驟分別選取洪峰流量和時(shí)段洪量組成計(jì)算樣本，計(jì)算相應(yīng)頻率，繪制頻率曲線(m3/s)(m3/s)P(m3/s)(m3/s)年份表3流量壩址斷面年最大洪峰流量經(jīng)驗(yàn)頻率計(jì)算經(jīng)驗(yàn)頻率 年份 流量經(jīng)驗(yàn)頻率M(N=129m(n=46PMPmM(N=129m(n=46PMPm年)年)年)年)19012210010.77200448322451.0618781472021.54198732642553.191984981232.31197532612655.321960920012.13198532482757.451991912024.26197332452859.571992884536.38196932412961.701998851548.51200632163063.8319618500510.64198232143165.9619968451612.77199532103268.0619868421714.89200031643370.2119428400817.02200124893472.3419627512919.15197824583574.47196365241021.28199424563676.60199064871123.40196824003778.72197463281225.53197623693880.85196563251327.66196421003981.528199962781429.79197716204085.11197062451531.91197216004187.23199762431634.04197915404289.36199361241736.17198012004391.49200361201838.30200211894493.62198856711940.43200510064595.74196754862042.5519719804697.87198954212144.68198154122246.81196654122348.94點(diǎn)繪洪峰流量經(jīng)驗(yàn)頻率曲線，如圖1-1。從經(jīng)驗(yàn)頻率曲線上讀取3點(diǎn)Q5%=10350m3/s、Q50%=4500m3/s、Q95%=1100m3/s,按三點(diǎn)法公式計(jì)算洪峰系列的參數(shù)。求得S=0.75/。由附表3S=f（Cs）關(guān)系得Cs=2.76，由附表4Cs=f(Ф)關(guān)系得Ф50%=-0.380，(Ф5%-Ф95%)=1.525σ=(Q5%—Q95%)/(Ф5%-Ф95%)=(10350-1100)/1.525=3382m3/sQ=Q50%-σФ50%=4500-(-0.380)×3382=5785m3/sCv=σ/Q=3382/5785=0.58表4頻率第一次試線第二次試線Q=5785，Cv=0.58,Cs=2Cv=1.16Q=5785，Cv=0.58,Cs=3Cv=1.74KpQpKpQp(1)(2)(3)(4)(5)12.81162563.011741352.11122062.1412380101.78102971.7710239201.4382731.387983500.8951490.844859750.5833550.583355900.3821980.452603950.2816200.402314990.158680.352025經(jīng)過(guò)多次配線，最后取Q=5785,Cv=0.58,Cs=3Cv,因該線于經(jīng)驗(yàn)點(diǎn)據(jù)的配合最好，故采用之，如圖1-1所示。由此求得P=1%的設(shè)計(jì)洪峰流量Q1%=16500m3/s;選取最大1d洪峰流量組成計(jì)算樣本，計(jì)算相應(yīng)頻率，繪制P—Ⅲ頻率曲表5 壩址斷面最大1d洪峰流量經(jīng)驗(yàn)頻率計(jì)算年份流量序號(hào)經(jīng)驗(yàn)頻率年份流量序號(hào)經(jīng)驗(yàn)頻率(m3/s)m(n=46Pm(m3/s)m(n=46Pm1984115840年)12)2451.06196011030024.2619969390002553.19199110542036.381985388302655.32199210311048.511987386502757.451998102150510.641982385002859.571996101220612.771973379322961.701961100020714.891995379203063.83198697810817.022000368903165.96196290110919.151994294003268.061990768401021.282001289603370.211965762161123.401968285603472.341999753001225.331978278563574.471970742301327.661976274503676.601997741021429.791964252003778.721993734501531.911977184303880.852003723401634.041972182503981.5281988685001736.171979175804085.111967656001838.302002142604187.231989654201940.431980134204289.361981654202042.551963130484391.491966583402144.681974123504493.622004580102246.812005120424595.741975399502348.941971102644697.87點(diǎn)繪最大1d洪峰流量經(jīng)驗(yàn)頻率曲線，如圖1-2從經(jīng)驗(yàn)頻率曲線上讀取3點(diǎn)Q5%=104000m3/s、Q50%=44000m3/s、Q95%=8000m3/sS=0.714Cs=f(Ф)關(guān)系得Ф50%=-0.377，(Ф5%-Ф95%)=2.723σ=(Q5%—Q95%)/(Ф5%-Ф95%)=(104000-8000)/2.723=35255m3/sQ=Q50%-σФ50%=44000-(-0.377)×35255=57291m3/sCv=σ/Q=38923/62635=0.62表6頻率第一次試線第二次試線Q=57291,Cv=0.62,Cs=3Cv=1.24Q=57291,Cv=0.62,Cs=2Cv=1.86KpQpKpQp(1)(2)(3)(4)(5)13.21833313.1017015452.231275592.19124321101.811036971.79104843201.39796351.3883072500.81464060.8350416750.55315100.5730937900.42240620.4418906950.38217710.3913750990.35200520.356302經(jīng)過(guò)多次配線最后取Q=57921,Cv=0.62,Cs=2Cv,因該線于經(jīng)驗(yàn)點(diǎn)據(jù)的配合最好故采用之，如圖 1-2 所示。由此求得 P=1%的最大 1d 設(shè)計(jì)洪峰流量Q1%=170154m3/s。選取最大3d洪峰流量組成計(jì)算樣本，計(jì)算相應(yīng)頻率，繪制P7年份流量序號(hào)經(jīng)驗(yàn)頻率年份流量序號(hào)經(jīng)驗(yàn)頻率(m3/s) m(n=46 Pm (m3/s) m(n=46Pm1984211570年)12)2451.06199219102024.261985701482553.19199118968336.381987700242655.32196018723048.511973700052757.451998183682510.641969689502859.571961183600612.771995689362961.701996182540714.892006686543063.831986178650817.021982684903165.961962152990919.152000678423268.0619901400201021.282001541603370.2119631398201123.401978528523472.3419651386201225.531994528503574.4719741364201327.661968518403676.6019991358001429.791976511243778.7219701356201531.911964453603880.8519971339801634.041988403263981.52819931321801736.171972353104085.1120031298061838.301977348204187.2319671184901940.431979332404289.3619661168002042.551980258604391.4919811165832144.682002256404493.6219891159802246.812005215604595.7420041037402348.941971211524697.87點(diǎn)繪最大3d洪峰流量經(jīng)驗(yàn)頻率曲線，如圖1-3從經(jīng)驗(yàn)頻率曲線上讀取3點(diǎn)Q5%=172000m3/sQ50%=82000m3/sQ95%=24000m3/sS=0.77關(guān)系得4Cs=f(Ф)關(guān)系得Ф50%=-0.387，(Ф5%-Ф95%)=2.71σ=(Q5%—Q95%)/(Ф5%-Ф95%)=(172000-24000)/2.71=54613m3/sQ=Q50%-σФ50%=82000-(-0.387)×54613=103135m3/sCv=σ/Q=54613/103135=0.55表8頻率頻率第一次試線Q=103135,Cv=0.60,Cs=2Cv=1.20第二次試線Q=103135,Cv=0.60,Cs=3Cv=1.80(1)Kp(2)Qp(3)Kp(4)Qp(5)12.892980603.1031971852.152217402.19225865101.801856431.85190800201.441485141.401444389500.89917900.8082508750.56577560.5354661900.35360970.4142285950.26268150.3738160990.13134080.3435066經(jīng)過(guò)多次配線，最后取Q=103135,Cv=0.60,Cs=3Cv,因該線于經(jīng)驗(yàn)點(diǎn)據(jù)的配合最好，故采用之，如圖1-3所示。由此求得P=1%的最大1d設(shè)計(jì)洪峰流量Q1%=319718m3/s;根據(jù)P—Ⅲ頻率曲線推求設(shè)計(jì)洪峰流量和時(shí)段洪量如下表表9 蓄水工程典型及設(shè)計(jì)洪峰、流量統(tǒng)計(jì)表項(xiàng)目項(xiàng)目P=1%的設(shè)計(jì)值典型洪水洪峰Qm(m3/s)165006572洪量W（10/m3）1d612.6403.373d1151907頻率計(jì)算成果合理性檢查求。計(jì)算放大倍比洪峰和各時(shí)段洪量的放大倍比：KQm=16500/6572=2.5K1=612.6/403.37=1.52K3-1=(1151-907)/(612.6-403.37)=1.17推求設(shè)計(jì)洪水過(guò)程線按各時(shí)段的放大倍比將不同時(shí)段的洪峰流量進(jìn)行放大，其中最大1d為8日12時(shí)至9日12時(shí)。表10 設(shè)計(jì)洪水過(guò)程線計(jì)算表典型洪水過(guò)程線時(shí)間 流量