Proyecto Acueducto Bueno
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DOTACION DIARIA CAUDAL MEDIO DIARIO (Qm) Calculo del Volumen del Tanque TRAMO AREA LPD TRAMO LPD Seg /Da Qm (LPS) 40% x 221,648.59 LPD + 3600 seg x 1 1080.39 2,800.00 1 2,800.00 !"#$%%&%% 0.0324 h 2 735.96 2,400.00 2 2,400.00 0.0278 319,059.44 LTS 3 1000.10 2,800.00 3 2,800.00 0.0324 319.06 m3 4 800.08 2,500.00 4 2,500.00 0.0289 5 800.08 2,500.00 5 2,500.00 0.0289 6 600.06 2,300.00 6 2,300.00 0.0266 7 840.94 2,500.00 7 2,500.00 0.0289 8 775.10 2,400.00 8 2,400.00 0.0278 9 244.56 1,700.00 9 1,700.00 0.0197 10 16 DORMI 13,600.00 10 13,600.00 0.1574 11 1994.35 498.59 11 498.59 0.0058 12 48 DORMI 57,600.00 12 57,600.00 0.6667 13 840.95 2,500.00 13 2,500.00 0.0289 14 900.00 45,000.00 14 45,000.00 0.5208 15 1151.88 2,800.00 15 2,800.00 0.0324 16 1000.00 20,000.00 16 20,000.00 0.2315 17 840.99 3,350.00 17 3,350.00 0.0388 18 3800.00 38,000.00 18 38,000.00 0.4398 19 682.17 2,300.00 19 2,300.00 0.0266 20 758.66 2,400.00 20 2,400.00 0.0278 21 815.10 2,500.00 21 2,500.00 0.0289 22 400.03 2,100.00 22 2,100.00 0.0243 23 600.06 2,300.00 23 2,300.00 0.0266 24 635.69 2,300.00 24 2,300.00 0.0266 25 858.88 2,500.00 25 2,500.00 0.0289 ' #"$!&*+ ' &*"* 40% 4 3600 seg/h P!"#$ &' ()!#' s* $ LPS 10 ' $' )es &' m-s es # )#!"e P!"#$ &' M x*# LPS 16 I' s*) #" LPS 32 "*#' e "*#' e
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TABLA PARA CALCULOS DE DIAMETRO DE TUBERIAS, PERDIDAS Y PARA UN ACUEDUCTO
Transcript of Proyecto Acueducto Bueno
DOTACION DIARIADOTACION DIARIACAUDAL MEDIO DIARIO (Qm)Calculo del Volumen del TanqueTRAMOAREALPDTRAMOLPDSeg / DiaQm (LPS)Voltanque=40%x221,648.59LPD+3600segx4hx16LPS11080.392,800.0012,800.0086,400.000.0324h2735.962,400.0022,400.000.0278Voltanque=319,059.44LTS31000.102,800.0032,800.000.0324319.06m34800.082,500.0042,500.000.02895800.082,500.0052,500.000.02896600.062,300.0062,300.000.02667840.942,500.0072,500.000.02898775.102,400.0082,400.000.02789244.561,700.0091,700.000.01971016 DORMI13,600.001013,600.000.1574111994.35498.5911498.590.00581248 DORMI57,600.001257,600.000.666713840.952,500.00132,500.000.028914900.0045,000.001445,000.000.5208151151.882,800.00152,800.000.0324161000.0020,000.001620,000.000.231517840.993,350.00173,350.000.0388183800.0038,000.001838,000.000.439819682.172,300.00192,300.000.026620758.662,400.00202,400.000.027821815.102,500.00212,500.000.028922400.032,100.00222,100.000.024323600.062,300.00232,300.000.026624635.692,300.00242,300.000.026625858.882,500.00252,500.000.0289221,648.592.56540%43600seg/hPoblacin Urbanistico LPS10nodo con presin ms desfavorable)Poblacin Mixta LPS16Industrial LPS32
VOLUMEN DEL TANQUEVOLUMEN DEL TANQUEDotacion(lts/dia):319,059.44Volumen del estanque319.06m3V=AxHAsumo ALTURA H=10A(m2)=31.906D(m)=6.370,50m10,00m6,50m
DISEO HIDRAULICO D LA RED 250%HIPOTESIS 1: 250%GASTOS CONCENTRADOS EN LOS NODOS6.4130.26901.72211.72210.2863DISEO HIDRAULICOPRESIONDGQM=1.99112.0084TRAMOQMQmaxhorA-B0.02660.0665B-B10.02780.0695B1-B20.05300.133B-C0.0000.0000C-D0.0000.0000D-E0.0000.00000.687150.68715E-F0.54971.37431.73D-G1.37683.4420EFF-G0.0000.00001.0415G-G10.06130.1533G1-G20.05320.1330F-H0.00000.0000CAUDAL DE TRANSITOH-H10.18290.45736.413D3.00000GH1-H20.0000.0000H2-H30.11220.2805QM=1.4220.99160H2-H40.12150.3038+QM2.5656.413EF0.734750
DISEO HIDRAULICO D LA RED 180%HIPOTESIS 2:180%0.19371.2399121.2399120.2061DISEO HIDRAULICOPRESIONQM=4.6171.4341.446TRAMOQMQmaxhorA-B0.0270.0479B-B10.0280.0504B1-B20.0530.0954B-C0.0000.0000C-D0.0000.0000D-E0.0000.00000.4950.494748E-F0.54970.9895D-G1.37672.47811.24F-G0.0000.00000.7499G-G10.06130.1103G1-G20.05320.0958F-H0.00000.0000CAUDAL DE TRANSITOH-H10.18290.3292PRESION2.5H1-H20.0000.0000H2-H30.11220.2020QM=4.617H2-H40.12150.21870.68301.05402.565QM4.6170.18800
DIMENSION Y VEL DE TUBERIAS I1TRAMOLONG (m)Q (L/S) (Cm) (mm) (mm) Comercialr.QJSIGNOq1q2QID - G171.5630.73870845773.87110.000.06520.1956(+) -1.14061.86D - E35.201.42200.508583471450.86110.000.00710.0101(-) +1.14062.56E - F171.560.73480.365579842236.56110.000.01970.0145(+) -1.1406-0.41F-G35.200.99160.424698476142.47110.000.00520.0052(+) -1.1406-0.150.09720.20520.00000.0000Asumimos Velocidad0.70m/segclculo del diametro[(4 x Q)/(V x )]
INTERACCION 2TRAMOLONG (m)Q (L/S) (Cm) (mm) (mm) Comercialr.QJSIGNOq1q2QID - G171.561.860.581659620758.17110.000.04340.0808(+) -0.44351.42D - E35.202.56000.682389642468.24110.000.01170.0299(-) +0.44353.00E - F171.560.41000.273089103727.31110.000.01200.0049(+) -0.4435-0.03F-G35.200.150.165180232516.52110.000.00100.0002(+) -0.4435-0.290.06820.05590.00000.0000Asumimos Velocidad0.70m/segclculo del diametro[(4 x Q)/(V x )]
INTERACCION3TRAMOLONG (m)Q (L/S) (Cm) (mm) (mm) Comercialr.QJSIGNOq1q2QID - G171.561.420.508225691950.82110.000.03450.0490(+) -0.10021.32D - E35.203.00000.73870845773.87110.000.01340.0401(-) +0.10023.10E - F171.560.03000.07387084577.39110.000.00130.0000(+) -0.1002-0.07F-G35.200.290.229673792922.97110.000.00180.0005(+) -0.10020.190.05100.00950.00000.0000Asumimos Velocidad0.70m/segclculo del diametro[(4 x Q)/(V x )]
CAUDAL DEF.HIPOTESIS 1: 250%GASTOS CONCENTRADOS EN LOS NODOS6.4130.26901.72211.72210.2863DISEO HIDRAULICOPRESIONDGQM=1.99112.0084TRAMOQMQmaxhorA-B0.02660.0665B-B10.02780.0695B1-B20.05300.133B-C0.0000.0000C-D0.0000.0000D-E0.0000.00000.687150.68715E-F0.54971.37431.73D-G1.37683.4420EFF-G0.0000.00001.0415G-G10.06130.1533G1-G20.05320.1330F-H0.00000.0000CAUDAL DE TRANSITOH-H10.18290.45736.413D1.42000GH1-H20.0000.0000H2-H30.11220.2805QM=3.000-0.58840H2-H40.12150.3038+QM2.5656.413EF0.734750
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