DATOSMaterial de tubería PVCCaudal (máximo diario) Q 0.009 m3/sTiempo de bombeo diario Tdb 16 hsCaudal de bombeo Qb 0.014 m3/sLongitud de cañeria L 4100.00 mVida util n 20 añosInteres anual i 12.00%Costo unitario de excavación C.U.E. 10 $/m3Cota de entrada Hent 280.00 mCota de salida Hsal 310 mPeso específico del agua 1000 kg/m3

Viscocidad cinemática m 1.00E-06Rendimiento h 0.7Tiempo de bombeo anual Tba 5840 hs/añoCosto unitario de energía C.Ener 0.309 $/KwhRugosidad absoluta k 0.000007 mFactor p/Ec.Hazen-Williams (PVC) c 150

DATOS DE NIVELACIÓNProgresiva [m] Cota Terreno [m]

Niv. Min. Agua 280.00

0.00 285.20 Diámetro externo [mm]

100.00 285.30 63200.00 285.40 75300.00 286.20 90400.00 286.20 110500.00 286.30 125600.00 286.30 140700.00 286.40 160800.00 286.40 200900.00 286.50 2501000.00 286.50 3151100.00 286.50 3551200.00 287.90 4001300.00 288.70 5001400.00 289.001500.00 289.001600.00 289.501700.00 290.101800.00 290.401900.00 290.602000.00 291.202100.00 293.502200.00 295.402300.00 298.002400.00 298.702500.00 299.002600.00 299.302700.00 299.502800.00 299.902900.00 300.303000.00 300.903100.00 301.703200.00 302.403300.00 303.003400.00 303.703500.00 304.103600.00 304.20

gagua

m2/seg

3700.00 304.803800.00 305.203900.00 305.504000.00 305.804100.00 306.10

Niv. de descarga 310

TABLA DE DIAMETRO ECONOMICO1 2 3 4 5

Diámetro [mm] Espesor [mm]

63 1.9 12.74 52242 6994.1375 2.2 16.08 65933 8827.0590 2.7 22.45 92049 12323.42110 3.2 30.03 123113 16482.28125 3.7 41.67 170852 22873.47140 4.1 54.89 225046 30128.92160 4.7 72.14 295792 39600.24200 5.9 110.43 452763 60615.36250 19.1 168.91 692531 92715.21315 9.2 298.64 1224433 163925.63355 10.4 372.24 1526185 204323.79400 11.7 463.72 1901252 254537.30500 14.6 709.65 2909565 389529.01

COTO MINIMO TOTAL 24635.96 $/añoDIAMETRO ECONOMICO 110 mm

VERIFICACION EN REGIMEN PERMANENTE

Va = VbDif topografica zb - za

Perdidas de cargaPresion Pa

VERIFICACION EN REGIMEN INPERMANENTEDatosModulo de elasticidad del agua e 216000 tn/m2Modulo de elasticidad del PVC EPVC 280000 tn/m2Peso específico del agua 1 tn/m3Espesor del caño e 0.0032 mDiametro del caño D 0.1036 mLongitud de la cañeria L 4100.00 mVelocidad V 1.66 m/s

Celeridad de la onda a 285.62 m/sTiempo crítico Tc 28.71 sSobrepresión por cierre instantaneo 48.35 mPresión total a soportar por la tubería Htot=Pa+Δh 111.73 m

% sobrepresion 10.50

VERIFICACION EN REGIMEN PERMANENTE

Va = VbDif topografica zb - za

Perdidas de cargaPresion Pa

VERIFICACION EN REGIMEN INPERMANENTEDatos

Costo Unitario [$/m]

Costo Total Inversión [$]

Costo Anualizado [$/año]

Pb/gΔht

gagua

Δh

VERIFICACIONES PARA Ø140 mm

Pb/gΔht

( )a bb a T

P PZ Z H

g g

( )a bb a T

P PZ Z H

g g

Modulo de elasticidad del agua e 216000 tn/m2Modulo de elasticidad del PVC EPVC 280000 tn/m2Peso específico del agua 1 tn/m3Espesor del caño e 0.0041 mDiametro del caño D 0.1318 mLongitud de la cañeria L 4100.00 mVelocidad V 1.03 m/sCeleridad de la onda a 286.59 m/sTiempo crítico Tc 28.61 sSobrepresión por cierre instantaneo 29.98 mPresión total a soportar por la tubería Htot=Pa+Δh 77.47 m

ESTACIÓN DE BOMBEO (<6 bomba centrifuga superficial)Caudal requerido QMd10 0.009 m3/sCaudal bombeo QbMd10 0.014 m3/s

48.60 m3/h

Veolcidad de aspiracion (adoptado) Vasp 1.50 m/s

Diámetro cañería aspiración ø asp 107.05 mm

Se adopta 140.00 mm

Veolcidad de impulsion V 1.03 m/s

Longitud horizontal cañería de impulsion L 4272.02 m

Desnivel topográfico (incluido alt. Tanque) h 24.80 m

Longitud aspiración 5.20 m

Rendimiento de la bomba h 0.75 %

Peso especifico agua g 1000 kg/m3

Viscocidad Cinematica 1.00E-06

Rugosidad Absoluta: PVC 7.00E-06 m

Hierro galvanizado 0.00015 m

1°. Se calcula la altura manométricaH geometrica 30.00 mΔH total (se adopta Perdida por friccion) 7.45 mH manométrica 37.45 m2°. Caudal de bombeoQ bombeo 0.01 m3/s

48.6 m3/h48600 lt/hora

3°. Potencia de la bomba

8.99 HP

Se adopta: Marca MOTORARGModelo CP250-C

H man 35.5 mQ 42 m3/hPotencia 10 HP

4°. Verificación ANPAANPA disponible (dado por el fabricante) ANPA dis 7 mCota entrada Ha 280.00 mCota salida Hb 285.20 mPerdida de carga Htasp 0.29 mPresión atmosférica 10.33 mPresión abs. Vaporización (a 10ºC) 0.125 mANPA requerido ANPA req 4.71 m

gagua

Δh

h1

m2/seg

Pa/gPb/g

75hg mb

b

HQN

Perdida de carga Por fricciónVelocidad de aspiración V 1.50 m/sNumero de Reynolds Re 203850Cañería de hierro galvanizadoFactor de Friccion

0.015993019872469

Perdida de Carga Unitaria

0.013

Perdida de Carga Total 0.29 mLongitud total de la cañeria de aspiración (ver plano) 22.36 m

Δhfriccion

2

eD71,3

k

fR

51,2log2

1f

g2

vDf

j2

f 0.134

Diámetro interno [mm] Velocidad [m/s] Re k/d f

59.2 5.09 301103.95 0.00012 0.01543

70.6 3.58 252483.76 0.00010 0.01565

84.6 2.49 210701.58 0.00008 0.01685

103.6 1.66 172059.40 0.00007 0.01738

117.6 1.29 151576.14 0.00006 0.01775

131.8 1.03 135245.48 0.00005 0.01811

150.6 0.79 118362.24 0.00005 0.01856

188.2 0.50 94714.95 0.00004 0.01938

211.8 0.40 84161.25 0.00003 0.01985

296.6 0.20 60098.97 0.00002 0.02131

334.2 0.16 53337.38 0.00002 0.02188

376.6 0.13 47332.33 0.00002 0.02247

470.8 0.08 37861.84 0.00001 0.02365

Tapada :

DN [mm]100150200250300400500600

>700

f

2ba

abb

P

f

2bb

b

2aa

a

Hg2

VPZZ

Ph

Hg2

VPZ

g2

VPZ

g

g

g

g

6 7 8 9 10

0.0839 343.958 393865.65 121704.49 128698.620.0360 147.659 169084.05 52246.97 61074.020.0149 60.986 69835.07 21579.04 33902.460.0056 23.044 26387.32 8153.68 24635.960.0030 12.396 14195.03 4386.26 27259.740.0017 7.155 8192.73 2531.55 32660.470.0009 3.744 4287.14 1324.73 40924.970.0003 1.269 1452.63 448.86 61064.220.0001 0.430 492.20 152.09 92867.290.0000 0.140 160.45 49.58 163975.210.0000 0.078 89.86 27.77 204351.550.0000 0.044 50.37 15.56 254552.860.0000 0.015 17.07 5.27 389534.29

DIAMETRO ECONOMICO FINAL 140

30.00 m10.33 m23.04 m63.38 m clase 10

MAYOR A CLASE 10, AUMENTAR UN DIAMETRO COMERCIAL

30.00 m10.33 m

7.15 m47.49 m CLASE 6

Perdida de Carga Unitaria [m/m]

Perdida de Carga Total [m]

Energia Consumida [KWh/año]

Costo Energia [$/año]

Costo Total [$/año]

CLASE 10

cañeria flexible

VERIFICA

0.012 22330.6486694856 0.016447962250.01644796225214 26143.6828292109 0.01595001875

0.0159500187479298 25744.9062523423 0.015997160560.0159971605560748 25782.923950004 0.015992621870.0159926218654394 25779.2661440925 0.015993058140.0159930581362672 25779.6177645202 0.015993016190.0159930161942834 25779.583960822 0.015993020230.0159930202264206 25779.5872105784 0.015993019840.0159930198387863 25779.5868981592 0.015993019880.015993019876052 25779.586928194 0.01599301987

fadopt fcalcfeR

Re 37861.84

Diametro 470.8

0.01200 4147.55662 0.024180.02418 5887.84919 0.022060.02206 5623.79271 0.022320.02232 5656.97602 0.022290.02229 5652.69870 0.022290.02229 5653.24826 0.022290.02229 5653.17762 0.022290.02229 5653.18670 0.022290.02229 5653.18553 0.022290.02229 5653.18568 0.022290.02229 5653.18567 0.022290.02229 5653.18567 0.022290.02229 5653.18567 0.022290.02229 5653.18567 0.022290.02229 5653.18567 0.022290.02229 5653.18567 0.022290.02229 5653.18567 0.02229

1 m

A [mm] B [mm]400 300500 200500 300600 350700 400800 400900 400

1000 400DN+500 500

fadopt fcalc

D71.3k

fRe

51,2log2f

1

feR

Diametros

63.00 ###75.00 ###90.00 ###

110.00 ###125.00 ###140.00 ###160.00 ###200.00 ###250.00 ###315.00 ###355.00 ###400.00 ###500.00 ###

diametro [mm]

50 70 90 110 130 150 170 190

0

10000

20000

30000

40000

50000

60000

70000

80000

Diámetro económico

Costo Anualizado

Costo Energía

Costo Total

ø (mm)

($)

PERFIL DEL ACUEDUCTO

Altura de bombeo Hb 37.45 m

Progresiva [m] Cota Terreno [m]Diferencia [m]

Niv. Min. Agua 280.00

0.00 285.20 285.2 0.00

3.00

322.65

100.00 285.30 284.05 1.25 322.35

200.00 285.40 284.35 1.05 322.05

300.00 286.20 284.65 1.55 321.74

400.00 286.20 284.95 1.25 321.44

500.00 286.30 284.55 1.75 -4.00 321.14

600.00 286.30 284.8 1.50

2.50

320.84

700.00 286.40 285.05 1.35 320.53

800.00 286.40 285.3 1.10 320.23

900.00 286.50 285.56 0.94 319.93

1000.00 286.50 285.16 1.34 -4.00 319.63

1100.00 286.50 285.56 0.94

4.00

319.32

1200.00 287.90 285.96 1.94 319.02

1300.00 288.70 286.36 2.34 318.72

1400.00 289.00 286.76 2.24 318.42

1500.00 289.00 286.36 2.64 -4.00 318.11

1600.00 289.50 287.18 2.32

8.25

317.81

1700.00 290.10 288 2.10 317.51

1800.00 290.40 288.33 2.07 317.21

1900.00 290.60 289.66 0.94 316.91

2000.00 291.20 289.26 1.94 -4.00 316.60

2100.00 293.50 291.26 2.24

20.00

316.30

2200.00 295.40 293.26 2.14 316.00

2300.00 298.00 295.26 2.74 315.70

2400.00 298.70 297.26 1.44 315.39

2500.00 299.00 296.86 2.14 -4.00 315.09

2600.00 299.30 297.48 1.82

6.25

314.79

2700.00 299.50 298.11 1.39 314.49

2800.00 299.90 298.73 1.17 314.18

2900.00 300.30 299.36 0.94 313.88

3000.00 300.90 298.96 1.94 -4.00 313.58

3100.00 301.70 299.91 1.79

9.50

313.28

3200.00 302.40 300.86 1.54 312.97

3300.00 303.00 301.81 1.19 312.67

3400.00 303.70 302.76 0.94 312.37

Cota intrados [m]

Pendiente [‰]

Linea piezometrica [m]

3500.00 304.10 302.36 1.74 -4.00 312.07

3600.00 304.20 302.91 1.29

5.50

311.77

3700.00 304.80 303.46 1.34 311.46

3800.00 305.20 304 1.20 311.16

3900.00 305.50 304.56 0.94 310.86

4000.00 305.80 304.16 1.64 -4.00 310.56

4100.00 306.10 305.16 0.94 1.00 310.25

Niv. de descarga 310

Golpe de ariete

+ -

322.65 322.65

323.38 321.92

324.11 321.19

324.84 320.46

325.57 319.73

326.31 318.99

327.04 318.26

327.77 317.53

328.50 316.80

329.23 316.07

329.96 315.34

330.69 314.61

331.42 313.88

332.16 313.14

332.89 312.41

333.62 311.68

334.35 310.95

335.08 310.22

335.81 309.49

336.54 308.76

337.27 308.03

338.00 307.30

338.74 306.56

339.47 305.83

340.20 305.10

340.93 304.37

341.66 303.64

342.39 302.91

343.12 302.18

343.85 301.45

344.59 300.71

345.32 299.98

346.05 299.25

346.78 298.52

347.51 297.79

0 500 1000 1500 2000 2500 3000 3500 4000

280

300

320

340

360

380

400

Perfil Acueducto

Cota Terreno

Cota Intrados

Línea Piezométrica

Golpe de ariete +

Golpe de ariete -

Prog. [m]

Alt

ura

[m

]

348.24 297.06

348.97 296.33

349.70 295.60

350.43 294.87

351.17 294.13

351.90 293.40

352.63 292.67

0 500 1000 1500 2000 2500 3000 3500 4000

280

300

320

340

360

380

400

Perfil Acueducto

Cota Terreno

Cota Intrados

Línea Piezométrica

Golpe de ariete +

Golpe de ariete -

Prog. [m]

Alt

ura

[m

]

CALCULO Y DISEÑO DE UNA RED DE DISTRIBUCION MEDIANTE EL METODO ESTANDAR MEJORADOAltura TE 15 m

Determinación de los Caudales de cálculo 15.01

L[Hm] = 86.01

Tramo29-30 1.20 0.2093 0.0000 0.209330-20 1.20 0.2092 0.2093 0.418519-20 1.20 0.2093 0.0000 0.209322-20 2.84 0.4959 0.0000 0.495920-8 1.20 0.2094 1.1237 1.333122-10 1.20 0.2094 0.0000 0.209410-9 1.26 0.2200 0.2094 0.429421-9 1.20 0.2094 0.0000 0.20949-8 1.58 0.2758 0.6389 0.91478-7 1.20 0.2090 2.2479 2.456937-7 3.60 0.6282 0.0000 0.62827-6 1.20 0.2094 3.0851 3.2945

36-17 3.10 0.5416 0.0000 0.541618-17 1.20 0.2094 0.0000 0.209417-6 0.50 0.0866 0.7510 0.83766-5 1.06 0.1854 4.1321 4.3175

29-27 2.26 0.3948 0.0000 0.394827-15 1.23 0.2146 0.3948 0.609419-15 2.26 0.3948 0.0000 0.394815-5 1.20 0.2094 1.0042 1.21365-4 1.84 0.3211 5.5311 5.8522

30-38 1.20 0.2095 0.0000 0.209537-38 1.20 0.2090 0.0000 0.209038-46 1.20 0.2095 0.4186 0.628146-45 1.20 0.2090 0.6281 0.837137-45 1.20 0.2095 0.0000 0.209545-44 1.20 0.2094 1.0467 1.256136-44 1.20 0.2095 0.0000 0.209544-43 1.06 0.1854 1.4656 1.651027-35 1.20 0.2095 0.0000 0.209537-35 2.26 0.3948 0.0000 0.394835-43 1.20 0.2095 0.6043 0.813843-42 1.84 0.3211 2.4648 2.7860

25-26 1.20 0.2090 0.0000 0.209026-14 1.20 0.2092 0.2090 0.418313-14 1.20 0.2094 0.0000 0.209414-4 1.20 0.2094 0.6277 0.83714-3 1.20 0.2095 6.6893 6.898933-3 3.60 0.6282 0.0000 0.62823-2 1.20 0.2094 7.5270 7.736532-2 3.60 0.6282 0.0000 0.62822-1 1.06 0.1854 8.3646 8.55001-11 1.20 0.2094 8.5500 8.759413-11 2.26 0.3948 0.0000 0.394811-23 1.20 0.2094 9.1543 9.3637

26-34 1.20 0.2095 0.0000 0.209533-34 1.20 0.2094 0.0000 0.209434-42 1.20 0.2095 0.4189 0.628542-41 1.20 0.2095 3.4144 3.624033-41 1.20 0.2095 0.0000 0.209541-40 1.20 0.2094 3.8335 4.0429

QM20[l/s] =Gh[(l/s)/Hm] = QM20 / L[Hm] =

Gr[l/s]=L[Hm]xGh GT[l/s]=Gr + Ge Gc[l/s]=0,55.Gr + GeLongitud

[Hm]Gasto en Ruta

[lts/seg]Gasto en Extemo

[lts/seg]Gasto Total

[tsl/seg]

32-40 1.20 0.2095 0.0000 0.209540-39 1.06 0.1854 4.2525 4.437939-31 1.20 0.2095 4.4379 4.647433-31 2.26 0.3948 0.0000 0.394831-23 1.20 0.2093 5.0422 5.2515

25-23 2.26 0.3948 0.0000 0.3948

23 - TE 0.00 0.0000 15.0100 15.0100

37-34 4.10 0.7155 0.0000 0.7155

29-26 4.10 0.7155 0.0000 0.7155

19-14 4.10 0.7155 0.0000 0.7155

CALCULO Y DISEÑO DE UNA RED DE DISTRIBUCION MEDIANTE EL METODO ESTANDAR MEJORADO

Determinación de los Caudales de cálculo

0.175

0.11510.32440.11510.27271.23890.11520.33040.11520.79062.36280.34553.20030.29790.11520.79864.2341

0.21710.51280.21711.11945.7077

0.11520.11500.53380.74310.11521.16180.11521.56760.11520.21710.71962.6415

0.11500.32410.11520.74296.80460.34557.64220.34558.46668.66520.21719.2694

0.11520.11520.53423.52970.11523.9487

Gc[l/s]=0,55.Gr + GeGasto de Calculo

[lts/seg]

0.11524.35444.55310.21715.1573

0.2171

15.0100

0.3935

0.3935

0.3935

Cálculo de la Presión en la Red y Determinación del Diámetro de la Misma

Presión mínima admisible 10 m Diferencia de presión máxima

Altura Tanque Elevado 15.00 m Mínima Presión en el Sistema

Ramal Tramo

Cota Terreno [m]

Longitud [Hm]

Diametro [mm]

Entrada Salida Externo Interno

TE- 26

TE-23 118.60 103.60 15.0100 0.40 110 103.6 0.02522

23-11 103.60 102.99 9.2694 1.20 110 103.6 0.01034

11-1 102.99 103.55 8.6652 1.20 110 103.6 0.00913

1-2 103.55 101.78 8.4666 1.06 110 103.6 0.00874

2-3 101.78 100.86 7.6422 1.20 110 103.6 0.00723

3-4 100.86 99.70 6.8046 1.20 110 103.6 0.00584

4-14 99.70 99.65 0.7429 1.20 75 70.6 0.00062

14-26 99.65 99.66 0.3241 1.20 75 70.6 0.00013

23-31 103.60 103.40 5.1573 1.20 90 84.6 0.00933

31-39 103.40 103.30 4.5531 1.20 90 84.6 0.00741

39-40 103.30 101.91 4.3544 1.06 90 84.6 0.00683

40-41 101.91 100.43 3.9487 1.20 90 84.6 0.00570

41-42 100.43 99.57 3.5297 1.20 90 84.6 0.00463

42-34 99.57 99.67 0.5342 1.20 75 70.6 0.00034

34-26 99.67 99.66 0.1152 1.20 75 70.6 0.00002

26-27

4-5 99.70 98.62 5.7077 1.84 110 103.6 0.00422

5-15 98.62 98.65 1.1194 1.20 75 70.6 0.00133

15-27 98.65 98.30 0.5128 1.23 75 70.6 0.00031

42-43 99.57 97.89 2.6415 1.84 75 70.6 0.00651

43-35 97.89 98.12 0.7196 1.20 75 70.6 0.00059

Caudal de Calculo [lts/s]

Perdida de Carga j [m/m]

26-27

35-27 98.12 98.30 0.1152 1.20 75 70.6 0.00002

27-30

5-6 98.62 97.29 4.2341 1.06 110 103.6 0.00243

6-7 97.29 95.81 3.2003 1.20 110 103.6 0.00145

7-8 95.81 95.26 2.3628 1.20 110 103.6 0.00082

8-20 95.26 94.87 1.2389 1.20 75 70.6 0.00160

20-30 94.87 95.20 0.3244 1.20 75 70.6 0.00013

43-44 97.89 97.13 1.5676 1.06 75 70.6 0.00248

44-45 97.13 96.28 1.1618 1.20 75 70.6 0.00142

45-46 96.28 95.05 0.7431 1.20 75 70.6 0.00062

46-38 95.05 95.04 0.5338 1.20 75 70.6 0.00034

38-30 95.04 95.20 0.1152 1.20 75 70.6 0.00002

Cálculo de la Presión en la Red y Determinación del Diámetro de la Misma

0.907 m VERIFICA

11.706 m VERIFICA

Cota Piezometrica [m]

ObsEntrada Salida

Espesor [mm]

1.00863 118.60 117.59 13.991

1.24051 117.59 116.35 13.361

0.907

63 1.9 59.2

1.09507 116.35 115.26 11.706 75 2.2 70.6

0.92862 115.26 114.33 12.547 90 2.7 84.6

0.86797 114.33 113.46 12.599 110 3.2 103.6

0.70062 113.46 112.76 13.059 125 3.7 117.6

0.07474 112.76 112.68 13.034 140 4.1 131.8

0.01610 112.68 112.67 13.008 160 4.7 150.6

1.11961 117.59 116.47 13.072 200 5.9 188.2

0.88999 116.47 115.58 12.282 250 7.3 235.4

0.72502 115.58 114.86 12.947 315 9.2 296.6

0.68350 114.86 114.17 13.743 355 10.4 334.2

0.55573 114.17 113.62 14.048 400 11.7 376.6

0.04062 113.62 113.58 13.907 500 14.6 470.8

0.00238 113.58 113.57 13.915

0.77560 112.76 111.98 13.363

0.562

0.15957 111.98 111.82 13.173

0.03858 111.82 111.78 13.485

1.19782 113.62 112.42 14.530

0.07049 112.42 112.35 14.229

Hf [m] Presion Disponible [m]

Diametro nominal [mm]

Diametro interior [mm]

0.00238 112.35 112.35 14.047

0.562

0.25768 111.98 111.73 14.435

0.623

0.17344 111.73 111.55 15.742

0.09877 111.55 111.45 16.193

0.19251 111.45 111.26 16.391

0.01612 111.26 111.24 16.044

0.26335 112.42 112.16 15.026

0.17095 112.16 111.99 15.705

0.07463 111.99 111.91 16.861

0.04057 111.91 111.87 16.830

0.00238 111.87 111.87 16.668

75 2.2 70.6

90 2.7 84.6

110 3.2 103.6

140 4.1 131.8

160 4.7 150.6

200 5.9 188.2

250 7.3 235.4

315 9.2 296.6

CALCULO DE LAS REACCIONES EN LOS NUDOS DE LOS TRAMOS

Cálculo de las reacciones en los nudos de los tramos

Malla Tramo Longitud [Hm]

I

23-1 0.175 2.40 0.3948 1.20

1-4 0.175 3.46 0.6282 1.06 0.6282 2.26

4-26 0.175 2.40 0.2094 1.20

23-39 0.175 2.40 0.3948 1.20

39-42 0.175 3.46 0.2095 1.06 0.2095 2.26

42-26 0.175 2.40 0.2094 1.20

II

5-27 0.175 2.40 0.3948 1.20

5-8 0.175 3.46 0.0866 1.06 0.6282 2.26

8-30 0.175 2.40 0.2093 1.20

43-27 0.175 2.40 0.3948 1.20

43-46 0.175 3.46 0.2095 1.06 0.2095 2.26

46-30 0.175 2.40 0.2090 1.20

NudoReacciones

Total [lts/s]Tramo

Izquieda Derecha TE-23

2323-1 23-39

0.8123-1

0.41 0.41 1-4

11-4

0.954-26

0.95 23-39

44-26 1-4

1.9639-42

0.31 1.65 42-26

264-26 42-26

1.215-27

0.61 0.61 5-8

3939-42 23-39

1.228-30

0.52 0.70 43-27

4242-26 39-42

1.5643-46

0.31 1.25 46-30

275-27 43-27

1.400.70 0.70

55-27 5-8

0.990.41 0.58

88-30 5-8 Qr 9-8

2.070.31 1.48 0.28

308-30 46-30

1.21

Gh (l/seg)/Hm P1 d1 P2 d2

S =

300.61 0.61

1.21

4343-27 43-46

0.930.41 0.52

4646-30 43-46

1.560.31 1.25

TOTAL 15.88

Cálculo de las reacciones en los nudos de los tramos

Resultante Parcial

Ri [lts/s] Rd [lts/s]

0.41 0.41

0.95 1.65

0.31 0.61

0.41 0.70

0.52 1.25

0.31 0.61

0.41 0.70

0.58 1.48

0.31 0.61

0.41 0.70

0.52 1.25

0.31 0.61

5.46 10.56

Caudal [lts/s]

15.88

7.54

6.58

2.31

7.54

6.32

2.38

2.80

2.80

0.73

2.69

2.69

1.13

Análisis de Caudales por el Método de Hardy Cross

Malla Tramo Longitud [m] K J

CONDICIONES INICIALES

I

23-1 2.40 103.6 0.00754 61.954 0.00732

1-4 3.46 103.6 0.00658 61.954 0.00570

4-26 2.40 70.6 0.00231 400.355 0.00531

∑=

23-39 2.40 84.6 0.00754 166.029 0.01963

39-42 3.46 84.6 0.00632 166.029 0.01416

42-26 2.40 70.6 0.00238 400.355 0.00560

∑=

II

5-27 2.40 70.6 0.00280 400.355 0.00757

5-8 3.46 103.6 0.00280 61.954 0.00117

8-30 2.40 70.6 0.00073 400.355 0.00062

∑=

43-27 2.40 70.6 0.00269 400.355 0.00706

43-46 3.46 70.6 0.00269 400.355 0.00706

46-30 2.40 70.6 0.00113 400.355 0.00142

∑=

PRIMERA ITERACION

I

23-1 2.40 103.6 0.00504 61.954 0.00348

1-4 3.46 103.6 0.00409 61.954 0.00236

4-26 2.40 70.6 -0.00018 400.355 0.00005

∑=

23-39 2.40 84.6 0.00452 166.029 0.00764

39-42 3.46 84.6 0.00330 166.029 0.00427

42-26 2.40 70.6 -0.00063 400.355 0.00048

∑=

II

5-27 2.40 70.6 0.00152 400.355 0.00244

5-8 3.46 103.6 0.00152 61.954 0.00038

8-30 2.40 70.6 -0.00056 400.355 0.00038

∑=

43-27 2.40 70.6 0.00138 400.355 0.00204

43-46 3.46 70.6 0.00138 400.355 0.00204

46-30 2.40 70.6 -0.00018 400.355 0.00005

∑=

SEGUNDA ITERACION

I

23-1 2.40 103.6 0.00298 61.954 0.00132

1-4 3.46 103.6 0.00202 61.954 0.00064

Diametro [mm]

Caudal [m3/seg]

85,1QKJ LJH

85,1

63,2DC2785,0

1K

I

4-26 2.40 70.6 -0.00225 400.355 0.00504

∑=

23-39 2.40 84.6 0.00286 166.029 0.00326

39-42 3.46 84.6 0.00164 166.029 0.00117

42-26 2.40 70.6 -0.00230 400.355 0.00527

∑=

II

5-27 2.40 70.6 0.00099 400.355 0.00110

5-8 3.46 103.6 0.00099 61.954 0.00017

8-30 2.40 70.6 -0.00109 400.355 0.00131

∑=

43-27 2.40 70.6 0.00069 400.355 0.00057

43-46 3.46 70.6 0.00069 400.355 0.00057

46-30 2.40 70.6 -0.00087 400.355 0.00087

∑=

TERCERA ITERACION

I

23-1 2.40 103.6 0.00346 61.954 0.00174

1-4 3.46 103.6 0.00251 61.954 0.00096

4-26 2.40 70.6 -0.00177 400.355 0.00323

∑=

23-39 2.40 84.6 0.00290 166.029 0.00335

39-42 3.46 84.6 0.00168 166.029 0.00122

42-26 2.40 70.6 -0.00226 400.355 0.00510

∑=

II

5-27 2.40 70.6 0.00098 400.355 0.00109

5-8 3.46 103.6 0.00098 61.954 0.00017

8-30 2.40 70.6 -0.00109 400.355 0.00133

∑=

43-27 2.40 70.6 0.00060 400.355 0.00044

43-46 3.46 70.6 0.00060 400.355 0.00044

46-30 2.40 70.6 -0.00096 400.355 0.00105

∑=

CUARTA ITERACION

I

23-1 2.40 103.6 0.00348 61.954 0.00176

1-4 3.46 103.6 0.00253 61.954 0.00097

4-26 2.40 70.6 -0.00174 400.355 0.00316

∑=

23-39 2.40 84.6 0.00290 166.029 0.00335

39-42 3.46 84.6 0.00168 166.029 0.00122

42-26 2.40 70.6 -0.00226 400.355 0.00510

∑=

II

5-27 2.40 70.6 0.00098 400.355 0.00109

5-8 3.46 103.6 0.00098 61.954 0.00017

II

8-30 2.40 70.6 -0.00109 400.355 0.00133

∑=

43-27 2.40 70.6 0.00060 400.355 0.00043

43-46 3.46 70.6 0.00060 400.355 0.00043

46-30 2.40 70.6 -0.00096 400.355 0.00106

∑=

Análisis de Caudales por el Método de Hardy Cross

H H / Q

CONDICIONES INICIALES

0.0176 2.3325

-0.002490.0197 2.9969

0.0127 5.5129

0.0500 10.8422

0.0471 6.2507

-0.003010.0490 7.7555

0.0135 5.6572

0.1095 19.6635

0.0182 6.4888

-0.001280.0041 1.4483

0.0015 2.0607

0.0237 9.9978

0.0170 6.2919

-0.001320.0244 9.0662

0.0034 3.0161

0.0448 18.3742

PRIMERA ITERACION

0.0084 1.6574

-0.002060.0082 1.9989

-0.0001 0.6448

0.0164 4.3011

0.0183 4.0515

-0.001670.0148 4.4721

-0.0012 1.8376

0.0319 10.3611

0.0058 3.8552

-0.000530.0013 0.8605

-0.0009 1.6426

0.0062 6.3583

0.0049 3.5548

-0.000690.0071 5.1223

-0.0001 0.6415

0.0118 9.3185

SEGUNDA ITERACION

0.0032 1.0600

0.000480.0022 1.1005

Q

LJH

QH85,1

HQ

-0.0121 5.3856

0.00048

-0.0067 7.5460

0.0078 2.7417

0.000040.0040 2.4628

-0.0126 5.4995

-0.0008 10.7040

0.0026 2.6741

-0.000010.0006 0.5969

-0.0032 2.9030

0.0001 6.1740

0.0014 1.9776

-0.000090.0020 2.8496

-0.0021 2.4059

0.0012 7.2332

TERCERA ITERACION

0.0042 1.2037

0.000020.0033 1.3190

-0.0077 4.3886

-0.0003 6.9113

0.0080 2.7737

0.000000.0042 2.5130

-0.0123 5.4194

0.0000 10.7061

0.0026 2.6595

0.000000.0006 0.5936

-0.0032 2.9174

0.0000 6.1705

0.0010 1.7494

0.000000.0015 2.5209

-0.0025 2.6223

0.0000 6.8926

CUARTA ITERACION

0.0042 1.2102

0.000000.0034 1.3287

-0.0076 4.3425

0.0000 6.8814

0.0080 2.7737

0.000000.0042 2.5130

-0.0123 5.4194

0.0000 10.7061

0.0026 2.6595

0.000000.0006 0.5936

-0.0032 2.9174

0.00000

0.0000 6.1705

0.0010 1.7438

0.000000.0015 2.5127

-0.0025 2.6276

0.0000 6.8841

Verificación de las presiones - Caudales obtenidos por el Método de Hardy-Cross

Material de la tuberia: PVC

Coeficiente C: 150

Altura del tanque elevado: 15 m

Malla TramoCota Terreno [m]

Caudal [lt/s] Hf [m]Cota Piezometrica [m]

Entrada Salida Entrada Salida

I

TE-23 103.60 103.60 40 103.60 15.01 0.991 118.60 117.61

23-1 103.60 103.55 240 103.60 3.48 0.399 117.61 117.21

1-4 103.55 99.70 346 103.60 2.53 0.318 117.21 116.89

4-26 99.70 99.66 240 70.60 -1.74 0.716 116.89 116.18

23-39 103.60 103.30 240 84.60 2.90 0.760 117.61 116.85

39-42 103.30 99.57 346 84.60 1.68 0.399 117.21 116.81

42-26 99.57 99.66 240 70.60 -2.26 1.159 116.89 115.73

II

5-27 98.62 98.30 240 70.60 0.98 0.246 116.12 115.87

5-8 98.30 95.26 346 103.60 0.98 0.055 116.12 116.06

8-30 95.26 95.20 240 70.60 -1.09 0.301 116.06 115.76

43-27 97.89 98.30 240 70.60 0.60 0.098 115.69 115.60

43-46 98.30 95.05 346 70.60 0.60 0.142 115.69 115.55

46-30 95.05 95.20 240 70.60 -0.96 0.240 115.55 115.31

Longitud [m]

Diámetro [mm]

87.485.185.1

85.1

27850 DC.

Qj

Verificación de las presiones - Caudales obtenidos por el Método de Hardy-Cross

Verificación

14.01 Δp Nodo 23

13.66

0.1117.19

16.52

13.55 Δp Nodo 26

17.240.44

16.07

17.57 Δp Nodo 27

20.800.27

20.56

17.30 Δp Nodo 30

20.500.45

20.11

Presion Disponible [m]

LjHf

TRAMOS - GASTOS (RUTA - EXTREMO - TOTAL - DE APORTE)

Caudal hectométrico 0.17 lt/s/m

Altura tanque 15.00 m

Altura tanque* 18.00 m

*Para igualar las presiones con el Método Estándar Mejorado se incrementa la altura del tanque elevado 10-20%

MALLA Tramo Longitud [Hm] Gasto en Ruta [lts/seg]

TE- 26

TE-23 0.40 0.07

23-11 1.20 0.20

11-1 1.20 0.20

1-2 1.06 0.18

2-3 1.20 0.20

3-4 1.20 0.20

4-14 1.20 0.20

14-26 1.20 0.20

23-31 1.20 0.20

31-39 1.20 0.20

39-40 1.06 0.18

40-41 1.20 0.20

41-42 1.20 0.20

42-34 1.20 0.20

34-26 1.20 0.20

26-27

4-5 1.84 0.31

5-15 1.20 0.20

15-27 1.23 0.21

42-43 1.84 0.31

43-35 1.20 0.20

35-27 1.20 0.20

27-30

5-6 1.06 0.18

6-7 1.20 0.20

7-8 1.20 0.20

8-20 1.20 0.20

20-30 1.20 0.20

43-44 1.06 0.18

44-45 1.20 0.20

45-46 1.20 0.20

46-38 1.20 0.20

38-30 1.20 0.20

TRAMOS - GASTOS (RUTA - EXTREMO - TOTAL - DE APORTE)

Incremento* 20 %

Cota tanque* 121.60 m

*Para igualar las presiones con el Método Estándar Mejorado se incrementa la altura del tanque elevado 10-20%

Gasto en Extemo [lts/seg] Gasto Total [tsl/seg] APORTE

15.40 15.47 25-23

0.39 0.60 13-11

0.00 0.20

0.63 0.81 32-2

0.63 0.83 33-3

0.00 0.20

0.21 0.41 13-14

0.21 0.41 25-26

0.39 0.60 33-31

0.00 0.20

0.21 0.39 32-40

0.21 0.41 33-41

0.00 0.20

0.21 0.41 33-34

0.00 0.20

0.00 0.31

0.39 0.60 19-15

0.39 0.60 29-27

0.00 0.31

0.39 0.60 37-35

0.00 0.20

0.84 1.02 17-6

0.63 0.83 37-7

0.91 1.12 9-8

0.71 0.91 19-20 22-20

0.21 0.41 29-30

0.21 0.39 36-44

0.21 0.41 37-45

0.00 0.20

0.21 0.41 37-38

0.00 0.20

COMPARACIÓN DE RESULTADOS

MALLA NodoM.E.M. EPANET

I

23 13.99 14.62 4.49

11 13.36 13.99 4.71

1 11.71 12.33 5.33

2 12.55 13.17 4.96

3 12.60 13.22 4.93

4 13.06 13.69 4.84

14 13.03 13.70 5.11

26 13.01 13.69 5.24

31 13.07 13.53 3.51

39 12.28 12.58 2.43

40 12.95 13.12 1.34

41 13.74 13.78 0.27

42 14.05 13.97 0.55

34 13.91 13.73 1.27

II

5 13.36 13.90 4.02

15 13.17 13.64 3.54

27 13.48 13.92 3.23

6 14.44 14.91 3.29

7 15.74 16.20 2.91

8 16.19 16.64 2.76

20 16.39 16.80 2.50

30 16.04 16.44 2.47

35 14.23 14.10 0.91

43 14.53 14.40 0.89

44 15.03 14.86 1.11

45 15.71 15.51 1.24

46 16.86 16.65 1.25

38 16.83 16.60 1.37

Presiones [kg/cm2] Error Porcentual