某供水工程水力報(bào)告

供水工程水力分析一．工程概況：1.1水泵三用一備，大泵2臺(tái)（一用一備）單臺(tái)流量=2708立方/小時(shí)，小泵二用，單臺(tái)流量=1354立方/小時(shí)，考慮到遠(yuǎn)期供水規(guī)模，故總流量=6770立方/小時(shí)=1880.56L/S,管線長：2916M，管徑：DN1400*12---鋼管，海參-威廉系數(shù)C=125,水錘波速A=1031.6M/S;下游J4節(jié)點(diǎn)開始DN1400*14玻璃鋼管C＝150，水錘波速A≈200M/S。1.2起始點(diǎn)標(biāo)高R1--283.4米，并假設(shè)1m的水池吸水水位，最高節(jié)點(diǎn)PQ3-高程361.42米（4512米處），末端標(biāo)高R2—593.53米，并假設(shè)1m的水池淹沒水位。（穩(wěn)態(tài)分析時(shí)按2m計(jì)算了，但不影響水錘分析按1m計(jì)算）。二．穩(wěn)態(tài)水力分析2.1此工況在主管管徑：DN1400*12---鋼管，海參-威廉系數(shù)C=125;下游J4節(jié)點(diǎn)開始DN1400*14玻璃鋼管C＝150，其穩(wěn)態(tài)水力分析數(shù)據(jù)及圖表見后面，水力坡度線如圖1所示。三．瞬態(tài)水力分析3.1水錘波速：a=1031.6m/s—1863m＋200m/s-(4660-3623.78+17=1053.22m),水錘相：μ＝1863×2/1031.6+1053.22*2/200=14.14S;3.2止回閥關(guān)閥方案1：2S快閉70％＋18S緩閉30％，水擊升壓約77米，總壓力約155米，不好?。ㄒ妶D2）3.3止回閥關(guān)閥方案2：2S快閉80％＋18S緩閉20％，水擊升壓約50米，總壓力約128米，較好。（見圖2）3.4止回閥關(guān)閥方案4：2S快閉85％＋18S緩閉15％，水擊升壓約43米，總壓力約121米，最好！（見圖3），圖4為此條件下的包絡(luò)線圖。3.5圖5為最高節(jié)點(diǎn)PQ3(高程361.42米)水擊壓力歷時(shí)曲線，可以看出此點(diǎn)有斷流彌合水錘產(chǎn)生，加裝GA-992DN300注氣微排閥可解決（見圖6）3.6這是最理想的關(guān)閥方案，但水泵控制閥或止回閥并不一定能做到每次都成功按設(shè)定方案關(guān)閥，應(yīng)考慮關(guān)閥失敗的可能性，因此，系統(tǒng)仍需要安裝水錘防護(hù)后保護(hù)設(shè)備如水擊泄放閥。建議采用GAFIG.6600-UDN250×1臺(tái)+DN200×2臺(tái)，2.76Mpa，設(shè)定壓力分別為Pset1=94mH2O、Pset2=92mH2O和Pset3=90mH2O，選用三個(gè)較小口徑水擊閥比一個(gè)大口徑好：此工況對(duì)三個(gè)水擊閥來說，水擊高壓泄水壓力分別設(shè)定為90米、92米、94米；因?yàn)榭偟男顾芰κ菫樽畲笏N設(shè)計(jì)的，而每次水擊并不都達(dá)到最大值（泵系統(tǒng)為三用一備）。這樣，對(duì)較小的水擊來說，開啟一個(gè)或兩個(gè)較小口徑的水擊閥就夠了，而另一個(gè)水擊泄放閥則作為備用保護(hù)；如果水擊壓力繼續(xù)增高超過92米，則備用的水擊泄放閥將在此時(shí)自動(dòng)開啟泄水。這樣的安排，對(duì)系統(tǒng)的擾動(dòng)較小，適應(yīng)性、穩(wěn)定性最好。安裝這3臺(tái)水擊泄放閥后止回閥節(jié)點(diǎn)處的水擊壓力歷時(shí)曲線如圖7紅色線所示。3.7安裝3臺(tái)水擊泄放閥后的水擊包絡(luò)線如圖8所示，最大水擊壓力出現(xiàn)在末端閥門前。3.8假設(shè)采用3S快閉100％方案，停泵水錘很嚴(yán)重，見圖9。即使如此，上述3臺(tái)水擊泄放閥也能成功消除這些水錘，見圖10~13。四．空氣閥設(shè)計(jì)方案4.1微量排氣閥：3/16”=4.76mm孔口，GAFIG.920型DN50；但為了加快真空吸氣后的微量排氣速度，建議采用FIG.922型3/8”孔口的DN50微量排氣閥；4.2高速排氣孔口：DN80,GAFIG.930型；4.3高速吸氣孔口：DN100~300,GAFIG.990型-請(qǐng)注意，吸氣口徑越大，微量排氣孔口也要加大-如GAFIG.923型DN100-1/2”孔口。不然，大量吸氣后微量排氣太慢，影響管線恢復(fù)通水時(shí)間和通水能力。4.4無負(fù)壓的點(diǎn)上只需安裝復(fù)合式空氣閥就可以，建議GAFIG.945型DN80,配套的微量孔口3/16”=4.76mm。見圖11和12。4.5沿線空氣閥布置原則上每隔400～800m-（美國AWWAM51建議值）設(shè)置一處，最好設(shè)在局部最高點(diǎn)。4.6以上方案可以既可以解決空氣閥問題，同時(shí)也解決了負(fù)壓水錘問題。PUMP/LOSSELEMENTRESULTS穩(wěn)態(tài)水力分析－水泵參數(shù)INLETOUTLETPUMPEFFIC-USEFULINCREMTLTOTAL#PUMPS#PUMPSNPSHNAMEFLOWRATEHEADHEADHEADENCYPOWERCOSTCOSTPARALLELSERIESAvail.(l/s)(m)(m)(m)(%)(kW)($)($)(m)--------------------------------------------------------------------------------------------------------Pump-1940.011.9982.1880.2----------------****11.9Pump-2470.151.9981.1579.2----------------****12.0Pump-3470.261.9981.1379.1----------------****12.0PIPELINERESULTS穩(wěn)態(tài)水力分析－管段數(shù)據(jù)考慮了任意假設(shè)的局部損失后，沒采用末端調(diào)節(jié)閥,流量大約1880.42L/S=6770M3/H—很接近工況狀態(tài)PIPELINERESULTSSTATUSCODE:XX-CLOSEDPIPECV-CHECKVALVEPIPENODENUMBERSFLOWRATEHEADMINORLINEHL+ML/HL/NAME#1#2LOSSLOSSVELO.10001000(l/s)(m)(m)(m/s)(m/m)(m/m)-----------------------------------------------------------------------------------------P-1R-1I-Pump-1940.010.010.001.873.703.70P-2O-Pump-1I-AV-1940.010.010.582.44296.047.08P-3O-AV-1J-0940.010.010.632.44321.897.08P-4J1-1J1-21880.420.020.001.240.900.90P-5J1-2J1-31880.420.020.001.240.900.90P-6J1-3J11880.420.000.001.240.900.90P-7J1X11880.420.010.001.240.900.90P-8X1X31880.420.170.001.240.900.90P-9X3X71880.420.430.001.240.900.90P-10X7X10-11880.420.400.001.240.900.90P-11X10-1X14-51880.420.410.001.240.900.90P-12X14-5PQ011880.420.140.061.241.290.90P-13PQ01J41880.420.030.061.242.670.90P-14DN800分支管FJ8X16-10.000.000.000.000.000.00P-15J4J4-51880.420.000.031.245.090.64P-16J4-5J51880.420.010.031.243.470.64P-17J5X171880.420.030.121.243.320.64P-18X17PQ31880.420.530.151.240.820.64P-19PQ3R-21880.420.200.301.663.371.32P-20R-1I-Pump-2470.150.010.001.664.164.16P-21R-1I-Pump-3470.260.010.001.664.164.16P-22J-0J1-11880.420.030.001.240.900.90P-23O-Pump-2I-AV-2470.150.020.392.39203.0310.10P-24O-Pump-3I-AV-3470.260.400.001.663.873.87P-25O-AV-2J-20470.150.020.002.3910.1010.10P-26O-AV-3J-3470.260.000.000.941.021.02P-27J-20J-0940.410.010.001.873.703.70P-28J-3J-20470.260.000.000.941.021.02P-29J4FJ80.000.000.000.000.000.00~@AV-1I-AV-1O-AV-1940.010.000.520.13********0.01~@AV-2I-AV-2O-AV-2470.150.000.290.07********0.00~@AV-3I-AV-3O-AV-3470.260.000.290.07********0.00ENDNODERESULTS穩(wěn)態(tài)水力分析－節(jié)點(diǎn)數(shù)據(jù)節(jié)點(diǎn)名稱節(jié)點(diǎn)流量總水頭米節(jié)點(diǎn)高程米凈水頭米節(jié)點(diǎn)壓力kPaNODENODEEXTERNALHYDRAULICNODEPRESSURENODENAMETITLEDEMANDGRADEELEVATIONHEADPRESSURE(l/s)(m)(m)(m)(kpa)------------------------------------------------------------------------------FJ80.00362.93347.6015.33150.37J10.00364.65286.0978.56770.41J40.00362.93347.6015.33150.37J50.00362.86347.6015.26149.65PQ010.00363.02347.6015.42151.24PQ3最高節(jié)點(diǎn)0.00362.03361.420.615.97X10.00364.64286.6278.02765.09X170.00362.71348.8313.88136.12X30.00364.47293.8070.67693.02X70.00364.03295.1868.85675.23O-AV-10.00365.37284.3081.07795.02O-AV-20.00364.75284.3080.45788.97O-AV-30.00364.74284.3080.44788.83J-30.00364.74284.3080.44788.81J-200.00364.73284.3080.43788.78J-00.00364.72284.3080.42788.70J1-10.00364.69284.3080.39788.37J1-20.00364.67285.1379.54780.04J1-30.00364.65285.9378.72772.01J4-50.00362.90347.6015.30150.02O-Pump-10.00366.48284.3082.18805.91O-Pump-20.00365.45284.3081.15795.82O-Pump-30.00365.43284.3081.13795.64R-1吸水水池----286.30284.302.0019.61R-2出水水池----361.53359.532.0019.61X10-10.00363.63321.9741.66408.54X14-50.00363.22343.0920.13197.37X16-10.00362.93347.0315.90155.96I-Pump-10.00286.29284.301.9919.54I-AV-1水泵控制閥0.00365.89284.3081.59800.11I-Pump-20.00286.29284.301.9919.53I-Pump-30.00286.29284.301.9919.53I-AV-20.00365.04284.3080.74791.84I-AV-3