TALLER 2HIDROSTATICA SANDRA MILENA QUINTERO HERRERACOD. 7301081C.C.60384150 Para los siguientes problemas, los dimetros nominales comerciales de las tuberas se Puede suponer como los dimetros reales. La base de dimetros es: 75, 100, 150, 200, 250, 300, 350, 400, 450, 500, 600 y 720mm. A no ser que se especifiqu unfluidodiferente,sedebetrabajarconaguaa15C,conlassiguientes caractersticas: = 999,10 kg/m3 = 1,14 x 10^-3 Pas, = 1,141 x 10 ^-6 m2/s Tuberas Simples 1.Unatuberadeacerode20cmdedimetroyrugosidadabsolutade0.3mm conecta un tanque elevado con una piscina. El tanque produce una altura de 22 m por encima de la piscina, en donde el flujo sale como chorro libre, es decir, a presin atmosfrica. La longitud total de la tubera es de 200 m y tiene un coeficiente global de perdidas menores de 10,6. Calcule el caudal de agua que fluye por la tubera. Formulas: DESCRIPCIONECUACION VelocidadV = -22gdhf log10Ks/3,7d + (2,51 1/d2gdhf) Perdidas Menores Hm = Km v2 /2g Hf (i+1)Hf(i+1) = H - Hm ErrorE = Hf(i+1) Hf / Hf(i+1) * 100% CaudalQ = VA Datos: DESCRIPCIONCANTCONVERSION Dimetro()20 CM0,20 m Rugosidad Absoluta(Ks)0,3mm3,*10-4 m Altura (H)22m22 m Longitud (L)200m200 m Coeficiente Global (Km)10,610,6 Densidad ()999,10 Kg/m3 999,10 Kg/m3 Viscosidad ()1,141*10-6 Pa.S1,41*10-6m2/s Gravedad (g)9,81 m/s2 9,81 m/s2 Area (A)0,031415927 m2 0,031415927 m2 Resultados: hf (m)V(m/s)AQ (m3/s)hf+1hm (m)error 224,453410,031420,1399111,285010,7150-0,9495 11,41203,206410,031420,1007316,445495,554510,30607 16,44553,849880,031420,1209513,992438,00757-0,17531 13,99243,550870,031420,1115515,187986,812020,07872 15,18803,699610,031420,1162314,605317,39469-0,03989 14,60533,627880,031420,1139714,889297,110710,01907 14,88933,663020,031420,1150814,750897,24911-0,00938 14,75093,645940,031420,1145414,818347,181660,00455 14,81833,654270,031420,1148014,785477,21453-0,00222 14,78553,650210,031420,1146814,801497,198510,00108 14,80153,652190,031420,1147414,793687,20632-0,00053 14,79373,651230,031420,1147114,797487,202520,00026 El caudal que fluye por la tuberia es de0,114 m3/s 2. El sistema de toma de un acueducto municipal incluye una estacin de bombeo que enva elaguahaciauntanquedesarenadorlocalizadoenlacimadeunacolina.Elcaudal demandado por la poblacin es de 500 l/s, el cual es bombeado a travs de una tubera de acerode450mm(ks=0,046mm).Latuberatieneunalongitudtotalde500myun coeficiente global de perdidas menores de 9,4. Calcule la potencia requerida en la bomba si su eficiencia es del 75%. Formulas: DESCRIPCIONFORMULA AreaA = /4 * d2 Velocidadv = Q/A Altura perdida a causa por accesorios km = v2 / 2g Nmero de Reynolds (Re)Re = Q*v/ Factor de Friccin f = [-1,8 log10 [6,9/Re+((ks/d)/(3,7))1,11]]-2 Perdidas por friccinHf = f (l/d)(v2/2g) BombasHB= H + Hm + Hf PotenciaP0t = gQH/b Datos: DESCRIPCIONCANTCONVERSIONUNID Caudal (Q)500 l/s0,5m3/s Diametro (d)450 mm0,45m Rugosidad Adsoluta (ks)0,046 mm4,60E-05m Longitud total (l)500 m500m Coheficiente global de perdidas menores (km)9,49,4Eficiencia ()75%0,75% Altura (H)35 m35m Densidad del Agua ()999,1 Kg/m3999,1 Kg/m3 Viscosidad del Agua ()1,141*10-6 m2/s1,14E-06 m2/s Velocidad del Agua (V)1,140*10-3 Pa. S1,14E-03Pa. S Resultados: DESCRIPCIONRESULTADOS rea0,159 Velocidad3,14 Altura perdida a causa por accesorios4,7 Nmero de Reynolds (Re)1239886,6 Factor de Friccin 0,0142 Perdidas por friccin7,93 Bombas47,66 Potencia311415,87 La potencia requerida en la Bomba es de 311.415,87 Kw con una eficiencia del 75%. 3.Deacuerdoconeldiseoagronmicodeunsistemaderiegolocalizadodealta frecuencia, para un cultivo de mango es necesario transportar un caudal de 100 l/s entre la bocatoma, sobre una quebrada cercana a la finca, y la estacin de fertirrigacin. Con el fin de que el agua sea movida por gravedad, la bocatoma se localiza 1000 m aguas arriba de la estacin generndose de esta forma una diferencia de niveles de 25.2 m entre estos dos puntos.QudimetrosenPVCserequiere?Larugosidadabsolutaes:0.0015mm, respectivamente.Laviscosidadcinemticadelaguaes1.14x10-6m2/s.Elcoeficiente global de prdidas menores es 15.9. Formulas DESCRIPCIONFORMULA AreaA = /4 * d2 VelocidadV = -22gdhf log10Ks/3,7d + (2,51 1/d2gdhf) CargaQ = V * A Perdidas totalesHf(i+1) = H - Hm=Km V2 /2g ErrorE = Hf(i+1) - Hf / Hf(i+1) * 100% Datos: DESCRIPCIONCANTCONVERSIONUNID Caudal (Q)100 l/s0,1m3/s Longitud (l)1000 m1000m Altura (H)25,2m25,2m Rugosidad Absoluta (Ks)0,0015 mm1,50E-06Coheficiente global de perdidas menores (km)15,915,9Densidad del Agua ()999,1 Kg/m3999,1 Kg/m3 Viscosidad del Agua ()1,141*10-6 m2/s1,14E-06 m2/s Velocidad del Agua (V)1,140*10-3 Pa. S1,14E-03Pa. S Resultados: Para determinar el dimetro de la tubera a emplearcuando Q sea mayor o igual a 0,1 m3/s. hfd(m)VAQQQdhmhf+1error 25,20,0751,95550,00440,0086No25,20,152,89700,01770,0512No25,20,2253,63850,03980,1447Si10,728414,4716-0,74134 25,20,34,27330,07070,3021Si14,798610,4014-1,42275 25,20,34,27330,07070,3021Si14,798610,4014-1,42275 10,40140,32,62590,07070,1856Si5,587919,61210,46965 19,61210,33,72890,07070,2636Si11,268113,9319-0,40771 13,93190,33,08960,07070,2184Si7,735917,46410,20225 17,46410,33,49940,07070,2474Si9,923915,2761-0,14323 15,27610,33,25090,07070,2298Si8,564816,63520,08170 16,63520,33,40720,07070,2408Si9,407715,7923-0,05338 15,79230,33,31100,07070,2340Si8,884416,31560,03208 1,51700,30,86660,07070,0613Si0,608724,59130,93831 19,00350,33,66510,07070,2591Si10,886314,3137-0,32764 3,04560,31,30310,07070,0921Si1,376023,82400,87216 16,08810,33,34510,07070,2364Si9,067816,13220,00273 6,20820,31,96240,07070,1387Si3,120822,07920,71882 13,51440,33,03800,07070,2147Si7,479517,72050,23735 8,31270,32,31530,07070,1637Si4,344120,85590,60142 El dimetro ptimo de tuberaa utilizar es: 0,3m. Tuberas en Serie 4.Unabombatransmiteunaalturatotalde50malflujodeaguaenunaseriedetres tuberas, tal como se muestra en la figura. Las tres tuberas estn elaborados en PVC (ks = 1,5x 10^-6 ). Cul es el caudal que llega al tanque ubicado aguas abajo?. Datos DESCRIPCIONCANTCONVERSIONUNID Altura (H)50m50m Rugosidad Absoluta (Ks)0,0015 mm1,50E-06Viscosidad ()1,141*10-6 m2/s1,14E-06 m2/s Diametro (d1)300mm0,3m Diametro (d2)250mm0,25m Diametro (d3)150mm0,15m TUBERIA 1 DESCRIPCIONFORMULARESULTADOS AreaA = /4 * d20,071 CargaQ = V * A0,2247 Perdidas totalesHm=Km V2 /2g3,2434 Perdidas por friccinHf = Ht * l1/(d1)5 (l2/(d1)51,848 Nmero de Reynolds (Re)Re = Q*v/6,25891E-07 Factor de Friccin f = [-1,8 log10 [6,9/Re+((ks/d)/(3,7))1,11]]-21,0257 VelocidadV = -22gdhf log10Ks/3,7d + (2,51 1/d2gdhf)3,1782 Resultados QVhmHthfhf 0,22473,17823,2434171,09961,781,848 0,1912,69812,33745,3458350,0311,848 TUBERIA 2 DESCRIPCIONFORMULARESULTADOS AreaA = /4 * d20,049 CargaQ = Q1 - Q20,195 Perdidas totalesHm=Km V2 /2g4,168 Perdidas por friccinHf =( l/d)*(v)2/2g415,5 Nmero de Reynolds (Re)Re = Q *v/868869,80 Factor de Friccin f = [-1,8 log10 [6,9/Re+((ks/d)/(3,7))1,11]]-20,0120 VelocidadV = 4Q2 / d223,9655 Resultados segunda tuberia QVRefhmhf 0,1953,966868869,800,012024,16784,3174 0,1613,274867002,620,011902,84102,9121 TUBERIA 3 DESCRIPCIONFORMULARESULTADOS AreaA = /4 * d20,000 CargaQ = Q1 - Ql1-Ql20,170 Perdidas totalesHm=Km V2 /2g22,55 Perdidas por friccinHf = f( l/d)*(v)2/2g12989,3 Nmero de Reynolds (Re)Re = Q *v/1262133,77 Factor de Friccin f = [-1,8 log10 [6,9/Re+((ks/d)/(3,7))1,11]]-20,0484 VelocidadV = 4Q2 / d229,6006 Resultados. QVRefhmhf 0,1709,60061262133,770,048422,550134,973 0,1367,6801052760,730,0117614,42920,978 5. Calcule la altura H del tanque mostrado en la figura teniendo en cuenta que el caudal que debe llegar a la piscina es de 60 l/s. El material de las tuberas es hierro galvanizado, (ks = 0,15mm). DATOS DESCRIPCIONCANTCONVERSIONUNID Caudal (Q)60l/s0,06 m3/s Caudal (QL1)40 l/S0,04 m3/s Caudal (QL2)35 l/s0,035 m3/s Longitud (l1)323 m323m Longitud (l2)125m125m Longitud (l3)230m230m Diametro (d1)250mm0,25m Diametro (d2)200mm0,2m Diametro (d3)1500,15m Tuberia 1 DESCRIPCIONFORMULARESULTADOS CaudalQ = Q+Ql1+Ql20,135 VelocidadV = 4(Q/ d2)2,75 Nmero de Reynolds (Re)Re = V*d/602541,63 Perdidas por friccinHf = f (l/d)(v2/2g)9,060 Factor de Friccin f = [-1,8 log10 [6,9/Re+((ks/d)/(3,7))1,11]]-20,0182 Perdidas menoresHm = Km (v2)/2g4,7400 VelocidadV = -22gdhf log10Ks/3,7d + (2,51 1/d2gdhf)3,1782 Tuberia 2 DESCRIPCIONFORMULARESULTADOS CaudalQ = Q+Ql1+Ql20,100 VelocidadV = 4(Q/ d2)3,18 Nmero de Reynolds (Re)Re = V*d/557405,78 Perdidas por friccinHf = f (l/d)(v2/2g)6,152 Factor de Friccin f = [-1,8 log10 [6,9/Re+((ks/d)/(3,7))1,11]]-20,0191 Perdidas menoresHm = Km (v2)/2g3,5600 Tuberia 3 DESCRIPCIONFORMULARESULTADOS CaudalQ = Q+Ql1+Ql20,095 VelocidadV = 4(Q/ d2)5,37 Nmero de Reynolds (Re)Re = V*d/705959,68 Perdidas por friccinHf = f (l/d)(v2/2g)45,298 Factor de Friccin f = [-1,8 log10 [6,9/Re+((ks/d)/(3,7))1,11]]-20,0201 Perdidas menoresHm = Km (v2)/2g11,4600 6. En una planta de tratamiento de agua potable es necesario repartir el agua cruda a tres tanques floculadores, tal como se muestra en la figura. Calcule el dimetro de cada una de las tuberas si su material es PVC. (ks = 1,5 x 10^-6m). Datos. DESCRIPCIONCANTCONVERSIONUNID Caudal (Q)160l/s0,16 m3/s Caudal (QL1)160 l/S0,16 m3/s Caudal (QL2)160 l/s0,16 m3/s Longitud (l1)72 m72m Longitud (l2)45m45m Longitud (l3)45m45m Km11,21,2Km20,60,6Km30,30,3 Resultados. DESCRIPCIONFORMULARESULTADOS Factor de Friccin(1)hf1 = Ht(l1Cos)/(l1+l2+l3)8,580 Factor de Friccin (2)hf2= Ht(l1Cos)/(l1+l2+l3)5,360 Factor de Friccin (3)hf3= Ht(l1Cos)/(l1+l2+l3)5,360 Primera Tubera hfd(m)VAQQQdhmhf+1error 8,580,0753,36260,00440,0149no8,580,14,06040,00790,0319no8,580,155,27850,01770,0933no8,580,26,34430,03140,1993no8,580,257,30860,04910,3588no8,480,38,14660,07070,5759si4,059215,24080,444 15,2410,311,17150,07070,7897si7,633211,6668-0,306 11,6670,39,67550,07070,6839si5,725713,57430,141 13,5740,310,49710,07070,7420si6,739412,5606-0,081 12,5610,310,06780,07070,7117si6,199413,10060,041 13,1010,310,29850,07070,7280si6,486712,8133-0,022 12,8130,310,17630,07070,7193si6,333712,96630,012 12,9660,310,24150,07070,7239si6,415212,8848-0,006 12,8850,310,20680,07070,7215si6,371812,92820,003 Segunda Tubera hfd(m)VAQQQdhmhf+1error 5,360,0753,36180,00440,0149no5,360,14,05940,00790,0319no5,360,155,27720,01770,0933no5,360,26,34270,03140,1993no5,360,257,30670,04910,3587si1,632717,66730,697 17,670,2513,89210,04910,6819si5,901813,3982-0,319 13,400,2511,97510,04910,5878si4,385414,91460,102 14,910,2512,68510,04910,6227si4,920814,3792-0,037 14,380,2512,43840,04910,6106si4,731314,56870,013 14,570,2512,52620,04910,6149si4,798314,5017-0,005 14,500,2512,49520,04910,6134si4,774614,52540,002 14,530,2512,50620,04910,6139si4,783014,5170-0,001 hfd(m)VAQQQdhmhf+1error 5,360,0753,36180,00440,0149no0,3456 5,360,14,05940,00790,0319no0,5039 5,360,155,27720,01770,0933no0,8516 5,360,26,34270,03140,1993si1,230318,06970,703 18,06970,212,23070,03140,3842si4,574614,7254-0,227 14,72540,210,95480,03140,3442si3,670015,63000,058 15,63000,211,31230,03140,3554si3,913415,3866-0,016 15,38660,211,21710,03140,3524si3,847815,45220,004 15,45220,211,24280,03140,3532si3,865515,4345-0,001 15,43450,211,23590,03140,3530si3,860715,43930,000 15,43930,211,23780,03140,3530si3,862015,43800,000 La tubera a emplear sera: TUBERIADIAMETROS 1300 2250 3200 Tuberas en Paralelo 7.Calculeelcaudaltotalquefluyeporelsistemaenparalelomostradoenlafigura.La presin en el nodo de entrada es de 430 kPa y en el nodo de salida es de 100 kPa, ambas manomtricas. Las tuberas son en PVC. (ks = 1,5 x 10^-6m). DESCRIPCIONCANTCONVERSIONUNID Rugosidad Absoluta (Ks)1,5*10^-61,50E-06P entrada464,0 KPa P salida100,0 KPa Densidad ( )999,1 kg/m3999,1 kg/m3 Viscosidad ( )1,140E-03 Pa.s m Eficiencia () 1,141*10^-06m2/s1,14E-06m LONGITUD(m)Km 2785,4 2306,1 2785,4 PRIMERA TUBERA HhfVQhmhf+1error 43,87243,8726,15070,10910,41233,460-0,311 43,87233,4605,30720,0947,75236,1200,074 43,87236,1205,53310,0988,42635,446-0,019 43,87235,4465,47660,0978,25535,6170,005 43,87235,6175,49100,0978,29835,574-0,001 43,87235,5745,48730,0978,28735,5850,000

SEGUNDATUBERA HhfVQhmhf+1error 43,87243,8728,18610,25720,83523,037-0,904 43,87223,0375,77320,18110,36333,5090,313 43,87233,5097,07490,22215,56228,310-0,184 43,87228,3106,45670,20312,96130,9110,084 43,87230,9116,77200,21314,25829,614-0,044 43,87229,6146,61640,20813,61130,2610,021 43,87230,2616,69450,21013,93429,938-0,011 43,87229,9386,65560,20913,77230,1000,005 43,87230,1006,67500,21013,85330,019-0,003 43,87230,0196,66540,20913,81330,0590,001 43,87230,0596,67020,20913,83330,039-0,001 43,87230,0396,66780,20913,82330,0490,000 TERCERATUBERA HhfVQhmhf+1error 43,87243,8726,15070,10910,41233,460-0,311 43,87233,4605,30720,0947,75236,1200,074 43,87236,1205,53310,0988,42635,446-0,019 43,87235,4465,47660,0978,25535,6170,005 43,87235,6175,49100,0978,29835,574-0,001 TUBERIAhfhmQ 135,5748,2870,097 230,03913,8230,209 335,6178,2980,097 Q TOTAL0,404 8.Enlaredmatrizdelsistemadedistribucindeaguapotabledelsistemadeaguade Pereira, se tiene el sistema paralelo mostrado en la figura. El caudal total que debe pasar por ste es de 300 l/s y la presin en el nodo inicial es de 243 kPa. El material de ambas tuberas es en PVC. Cul es la presin en el nodo final? Cules son los caudales por cada tubera? 1 =

=243000999,1 9,81 = 24,792 Primera Iteracin; Q1RefV1hfhmht 0,1182527595,310,01292,4074,0071,1815,189 Resultados H1 entrada24,792 A10,0491 A20,0707 TUBERIALONGITUD(m)DIAMETRO(m)Km 12630,254 22770,33,5 SEGUNDA TUBERIA hfVAQHmHf+1error 5,1893,00270,07070,21231,60843,5806-0,449 3,5812,45170,07070,17331,07234,11670,130 4,1172,64610,07070,18711,24903,9400-0,045 3,9402,58340,07070,18261,19053,99850,015 3,9982,60430,07070,18411,20993,9791-0,005 3,9792,59740,07070,18361,20353,98550,002 3,9862,59960,07070,18381,20563,9834-0,001 3,9832,59890,07070,18371,20493,98410,000 Resultados de la Iteracin: FORMULASRESULTADOCONVERSION Q1118 l/s0,118 m3/s Q2184 l/s0,184 m3/s Qt302 l/s0,302 m3/s H2 = H1 - HR19,531m19,531m Ps=*g*H2s191426,6708 191,43 kPa 9.EnelsubsistemadedistribucindeaguapotabledePereira,quepartedeltanque Matecaa,setieneunatuberaconlascaractersticasmostradasenlafigura.Elcaudal mximo que puede fluir por esta tubera es de 200 l/s. La presin en el nodo de entrada equivale a 35,3 m de agua y la del nodo final es de 27,6 m de agua. Si se quieres que el caudal aumente a 400 l/s Cual deber ser el dimetro de la nueva tubera si su longitud y coeficientedeperdidasmenoressonigualesalosdelatuberaoriginalyelmateriales PVC. Cules son los caudales finales en cada uno de las tuberas? Cul es la altura final en el nodo 2? TUBERIAL (m)d(m)KskmQ 12630,2543*10^-57,60,2 22631,5*10^-67,60,2 Tubera en PVC: hf (m)d(m)V(m/s)A(m)Q(m/s)QQdhmhf+1error 64,70,157,82750,01770,1383no64,70,29,39250,03140,2951si34,17330,527-1,119 30,5270,26,25440,03140,1965no15,15349,5470,384 49,5470,28,13130,03140,2555si25,61139,089-0,268 39,0890,27,15170,03140,2247si19,81244,8880,129 44,8880,27,70810,03140,2422si23,01541,685-0,077 41,6850,27,40530,03140,2326si21,24243,4580,041 43,4580,27,57420,03140,2380si22,22242,478-0,023 42,4780,27,48120,03140,2350si21,68043,0200,013 43,0200,27,53280,03140,2366si21,98042,720-0,007 42,7200,27,50430,03140,2358si21,81442,8860,004 42,8860,27,52010,03140,2363si21,90642,794-0,002 42,7940,27,51130,03140,2360si21,85542,8450,001 42,8450,27,51620,03140,2361si21,88342,817-0,001 42,8170,27,51350,03140,2360si21,86842,8320,000 QdARefVhmhfhr 0,14200,20,0314792287,50,012244,5207,91416,756424,670 Tubera en Asbesto cemento: hf (m)d(m)V(m/s)A(m)hmhf+1errorQ 24,560,2546,41950,050715,9638,5970-1,8570,325 8,5970,2543,63800,05075,12719,54320,5600,184 19,5430,2545,67540,050712,47712,1932-0,6030,288 12,1930,2544,39750,05077,49117,17930,2900,223 17,1790,2545,29370,050710,85513,8150-0,2440,268 13,8150,2544,70510,05078,57516,09460,1420,238 16,0950,2545,11030,050710,11614,5539-0,1060,259 14,5540,2544,83970,05079,07315,59710,0670,245 15,5970,2545,02430,05079,77814,8916-0,0470,255 14,8920,2544,90010,05079,30115,36910,0310,248 15,3690,2544,98450,05079,62415,0461-0,0210,253 15,0460,2544,92750,05079,40515,26470,0140,250 15,2650,2544,96610,05079,55315,1168-0,0100,252 15,1170,2544,94000,05079,45315,21690,0070,250 15,2170,2544,95770,05079,52115,1491-0,0040,251 15,1490,2544,94580,05079,47515,19500,0030,251 15,1950,2544,95380,05079,50615,1640-0,0020,251 15,1640,2544,94840,05079,48515,18490,0010,251 TUBERIATIPOQ (l/s)D 1 ASBESTO-CEMENTO 2510,254 2PVC1420,2 QT393 Segunda iteracinTuberia en PVC QdARefVhmhfhr 0,1470,20,03147755490,012284,67910,12518,019328,144 Tubera asbesto cemento caudal hf (m)d(m)V(m/s)A(m)hmhf+1errorQ 26,7250,2546,71830,050717,4849,2415-1,8920,340 9,24150,2543,78370,05075,54619,62040,5290,192 19,62040,2545,68750,050712,53012,6360-0,5530,288 12,63600,2544,48330,05077,78617,38020,2730,227 17,38020,2545,32700,050710,99214,1738-0,2260,270 14,17380,2544,77090,05078,81716,34920,1330,242 16,34920,2545,15390,050710,28914,8767-0,0990,261 14,87670,2544,89750,05079,29115,87510,0630,248 15,87510,2545,07260,05079,96715,1989-0,0440,257 15,19890,2544,95450,05079,50915,65730,0290,251 15,65730,2545,03480,05079,81915,3468-0,0200,255 15,34680,2544,98060,05079,60915,55720,0140,252 15,55720,2545,01740,05079,75115,4146-0,0090,254 15,41460,2544,99240,05079,65515,51120,0060,253 15,51120,2545,00930,05079,72015,4458-0,0040,254 15,44580,2544,99790,05079,67615,49010,0030,253 15,49010,2545,00570,05079,70615,4601-0,0020,254 15,46010,2545,00040,05079,68615,48040,0010,253 TUBERIATIPOQ (l/s)D 1 ASBESTO-CEMENTO 2530,254 2PVC1460,2 QT399 Redes Abiertas 10. Calcule los caudales de llegada a los cuatro embalses mostrados en la figura. Todas las tuberas son de PVC (ks = 0,0015mm). Las longitudes, los dimetros y los coeficientes globales de perdidas menores son los mostrados en la figura. EMBALSE1145 LHG (m)200160130104 UNIONES12 Z inicial (m)150140 Q (m3/s)0,120,1 TUBERIA12456 L754335298351617 D0,60,150,20,10,3 KS1,5*10^-61,5*10^-61,5*10^-61,5*10^-61,5*10^-6 A0,2827440,01767150,0314160,0078540,070686 Km9,84,94,24,86,3 Nodo InicialE1E2U2U2U1 Nodo FinalU1U1E4E5U2 PRIMERA ITERACION Alturas TUBOH(m) E1 - U150 E2-U110 U1-U35 U1-U210 TUBERIA 1 E1-U1 Hf [m]VHmHf (i+1)Q [m^3/s]ERROR 509,21842,4437,5572,60684,89% 7,5573,3235,51544,4850,939488,67% 44,4858,65737,43512,5652,44871,75% 12,5654,3779,57140,4291,238221,76% 40,4298,22333,77816,2222,32559,88% 16,2225,02612,61737,3831,421130,45% 37,3837,88431,04818,9522,22949,30% 18,9525,46714,92735,0731,54685,07% 35,0737,61828,98921,0112,15440,09% 21,0115,7816,68633,3141,63458,56% 33,3147,4127,42722,5732,09532,24% 22,5736,00818,02931,9711,69941,64% 31,9717,24826,23823,7622,04925,68% 23,7626,17619,05530,9451,74630,23% 30,9457,12225,33224,6682,01420,29% 24,6686,30219,8430,161,78222,26% 30,167,02424,64125,3591,98615,92% 25,3596,39720,44129,5591,80916,56% 29,5596,94824,11225,8881,96412,42% 25,8886,46920,929,11,82912,41% 29,16,8923,70926,2911,9489,65% 26,2916,52321,25228,7481,8449,34% 28,7486,84523,426,61,9357,47% 26,66,56421,52128,4791,8567,06% 28,4796,8123,16426,8361,9255,77% 26,8366,59521,72728,2731,8655,36% 28,2736,78322,98427,0161,9184,45% 27,0166,61921,88428,1161,8724,07% 28,1166,76322,84627,1541,9123,42% 27,1546,63722,00527,9951,8773,10% 27,9956,74722,7427,261,9082,63% 27,266,65122,09727,9031,8812,36% 27,9036,73522,6627,341,9042,02% 27,346,66222,16727,8331,8841,80% 27,8336,72622,59827,4021,9021,55% 27,4026,6722,22127,7791,8861,37% 27,7796,71922,55127,4491,91,19% 27,4496,67622,26327,7371,8881,05% 27,7376,71422,51527,4851,8980,91% 27,4856,68122,29427,7061,8890,80% 27,7066,7122,48727,5131,8970,70% 27,5136,68422,31827,6821,890,61% 27,6826,70722,46627,5341,8960,53% 27,5346,68722,33727,6631,8910,47% 27,6636,70422,4527,551,8960,41% 27,556,68922,35127,6491,8910,36% 27,6496,70222,43727,5631,8950,31% 27,5636,69122,36227,6381,8920,27% 27,6386,70122,42827,5721,8950,24% 27,5726,69222,3727,631,8920,21% 27,636,722,42127,5791,8940,18% 27,5796,69322,37627,6241,8920,16% 27,6246,69922,41527,5851,8940,14% 27,5856,69422,38127,6191,8930,12% 27,6196,69822,41127,5891,8940,11% 27,5896,69422,38527,6151,8930,09% TUBERIA 2: E2U1Hf [m] V [m/s] Hm [m]Hf (i+1)Q [m^3/s]ERROR 102,4741,52868,47140,043715,29% 8,4712,2581,27368,72640,03993,01% 8,7262,2951,31598,68410,04060,48% 8,6842,2891,30888,69120,04050,08% 8,6912,291,318,690,04050,01% TUBERIA 3: U1E3 Hf [m]V [m/s]Hm [m]Hf (i+1)Q [m^3/s]ERROR 51,690712350,859592184,140407820,0531152917,19% 4,140407821,523723660,698176834,301823170,047869193,90% 4,301823171,556204160,728259494,271740510,04888960,70% 4,271740511,550193390,722644614,277355390,048700760,13% 4,277355391,551316750,723692334,276307670,048736050,02% TUBERIA 6: U1U2 Hf [m]V [m/s]Hm [m]Hf (i+1)Q [m^3/s]ERROR 102,774656382,472065417,527934590,196128924,72% 7,527934592,375640391,812186748,187813260,167924128,77% 8,187813262,487392751,986690788,013309220,175823432,13% 8,013309222,458254731,940418098,059581910,173763790,58% 8,059581912,466009291,952679488,047320520,174311930,15% 8,047320522,463956471,949429848,050570160,174166820,04% Correccin de la altura piezomtrica en la union U1 CALCULO DE LOS CAUDALES DE LOS TUBOS QUE LLEGAN A U2 Alturas TUBOH [m] U2E410 U2E536 U1U256,053 TUBERIA 4: U2E Tuberia 4 U2-E4 Hf [m]V [m/s]Hm [m]Hf (i+1)Q [m^3/s]ERROR 103,1812,1657,8350,121,65% 7,8352,7831,6588,3420,0876,48% 8,3422,881,7768,2240,091,42% Hf [m]V [m/s]Hm [m]Hf (i+1) Q [m^3/s]

ERROR 36 3,743,42232,5780,0299,51% 32,578 3,543,06632,9340,0281,09% 32,934 3,5613,10332,8970,0280,11% 32,897 3,5593,09932,9010,0280,01% TUBERIAQ [m^3/s] E1U11,8928 E2U10,0405 U1E30,0487 U1U20,1742 Z_U1 [m]46,053 Z_U1 [m]196,053 32,901 3,5593,132,90,0280,00% Hf [m]V [m/s]Hm [m]Hf (i+1)QERROR 56,0537,08116,10139,9520,50128,72% 39,9525,89511,1644,8930,41712,37% 44,8936,2812,66243,3910,4443,35% 43,3916,16512,20443,8490,4361,06% 43,8496,212,34443,7090,4380,32% 43,7096,18912,30143,7520,4380,10% CaudalesTUBOQ [m^3/s] U2E40,0899 U2E50,028 U1U20,4375 Correccin de la altura piezomtrica en la union U2 Z_U2 [m]63,200 Z_U2 [m]76,8