Sitemas Cerrado y Abierto, Hardy Croos

7/29/2019 Sitemas Cerrado y Abierto, Hardy Croos

1/13

alculo de los gastos por tramo datos del problema

poblacion futura= 10500 habitantes

amo nro de h gastox tramo dotacion = 120 lt/hab/dia

-B 135 0.281 1.-Consumo medio

-C 200 0.417 Q=PFXdotacion= 14.583 lt/s

-D 190 0.396 86400

-E 189 0.394 2.-consumo maximo horario

-Rp 198 0.413 Qmh=1.5xQm= 21.875 lt/s

p-F 188 0.392 3.-consumo unitario

G 289 0.602 Qumitario=Qmh/P 0.00208 l/s

H 159 0.331

-I 120 0.250

1668

esumen del calculo hidraulico de la red de distribucion-sistema abierto

amo ga longitud diamet ro ve loc idad pe cota piezometrica cota de terreno presion

m) tramo tramo (m) (m) (m/s) unitario tramo inicial final inicial final inicial final

1 2 3 4 5 6 7 8 9 10 11 12 13 14

eser - 1 0 3.475 150 2 1.714 63.459 9.5188 2470 2,460.48 2470 2449 0 11.48

_2 0.281 3.475 122 2 1.714 63.459 7.7420 2,460.48 2,452.74 2443 2432 17.481 20.74

_3 0.417 1.206 110 2 0.595 8.962 0.9858 2,452.74 2,451.75 2432 2430 20.739 21.75

_4 0.396 0.396 100 1.5 0.347 4.624 0.4624 2,451.75 2,451.29 2430 2424 21.753 27.29

_5 0.394 0.394 90 1.5 0.345 4.579 0.4121 2,451.75 2,451.34 2430 2434 21.753 17.34

-Rp 0.413 1.988 99 2 0.981 22.573 2.2347 2,452.74 2,450.50 2432 2412 20.739 38.50

p-6 0.392 1.575 100 2 0.777 14.679 1.4679 2412 2,410.53 2412 2392 0.000 18.53

_7 0.602 0.602 115 1.5 0.528 10.046 1.1553 2,410.53 2,409.38 2392 2369 18.532 40.38

_8 0.331 0.581 100 1.5 0.510 9.412 0.9412 2,410.53 2,409.59 2392 2385 18.532 24.59

_9 0.250 0.250 120 1.5 0.219 1.976 0.2371 2,409.59 2,409.35 2385 2372 24.591 37.35

12

34

5

6

7

8

9


2/13

1.- se pide disear la red de distribucion para una poblacion:

poblacion futura= 977 habitantes

dotacion= 80 lt/hab/dia

1,.-CONSUMO MEDIO

Qm=PFXdotacion= 0.905

86400

2.-consumo maximo horario

Qmh=1.5xQm= 1.363.-consumo unitario

Qumitario=Qmh/longitud total real= 0.00106344 lt/s

tramo longitud gasto (l/s) diametro

(m) (m) inicial Qi marcha QM final ficticio (m)

1 2 3 4 5 6 7

12_22 35 0.0372 0.0372 0 0.0186 1

21_12 133 0.1787 0.1414 0.0372 0.1079 1

15_21 11 0.1904 0.0117 0.179 0.1845 120_21 63 0.0670 0.0670 0 0.0335 1

18_20 26 0.0946 0.0276 0.0670 0.0808 1

19-18 53 0.1510 0.0564 0.0946 0.1228 1

19_15 48 0.2414 0.0510 0.1904 0.2159 1

5_18 54 0.0574 0.0574 0 0.0287 1

5_17 27 0.0287 0.0287 0 0.0144 1

16_5 54 0.1436 0.0574 0.0861 0.1149 1

16_19 54 0.4498 0.0574 0.3924 0.4211 1

11_12 46 0.0489 0.0489 0 0.0245 1

11_13 26 0.0276 0.0276 0 0.0138 1

10_11 137 0.2223 0.1457 0.0766 0.1494 1

10_15 28 0.0298 0.0298 0 0.0149 1

9_10 14 0.2669 0.0149 0.2520 0.2595 1

9_14 23 0.0245 0.0245 0 0.0122 1

8_9 109 0.4073 0.1159 0.2914 0.3493 1

8_16 32 0.6274 0.0340 0.5934 0.6104 1.5

4_5 45 0.0479 0.0479 0 0.0239 1

4_6 23 0.0245 0.0245 0 0.0122 1

3_4 101 0.1797 0.1074 0.0723 0.1260 1

3_7 48 0.0510 0.0510 0 0.0255 1

2_3 35 0.2680 0.0372 0.2308 0.2494 1

2_8 28 1.0645 0.0298 1.0347 1.0496 1.5

1_2 23 1.3569 0.0245 1.3325 1.3447 1.5R-1 37 1.3569 0.0393 1.3176 1.3373 1.5

1276 1.3569


3/13

velocidad hf HF cota piezometrica cota de terreno

(m/s) (m) inicial final inicial final

8 9 10 11 12 13 14

0.0367 0.1163 0.00407 3,313.92 3,313.91 3272.8 3273.3

0.2130 3.0044 0.39959 3,315.15 3,314.75 3284.8 3272.8

0.3641 8.1004 0.08910 3,314.67 3,314.58 3286.3 3284.80.0661 0.3449 0.02173 3,315.17 3,315.15 3285.6 3284.8

0.1595 1.7592 0.04574 3,315.22 3,315.17 3286.7 3285.6

0.2424 3.816 0.20223 3,315.42 3,315.22 3288.9 3286.7

0.4260 10.8310 0.51989 3,315.42 3,314.90 3288.9 3286.3

0.0567 0.2593 0.01400 3,317.64 3,317.63 3288.85 3286.7

0.0283 0.0719 0.00194 3,317.64 3,317.64 3288.85 3286.9

0.2267 3.3700 0.18198 3,317.44 3,317.25 3296.4 3288.85

0.8311 37.2854 2.01341 3,317.44 3,315.42 3296.4 3288.9

0.0483 0.1928 0.00887 3,313.92 3,313.92 3288 3272.8

0.0273 0.0671 0.00174 3,313.92 3,313.92 3288 3286.7

0.2949 5.4828 0.75115 3,314.68 3,313.92 3292 3288

0.0294 0.0769 0.00215 3,314.68 3,314.67 3292 3286.3

0.5121 15.2221 0.21311 3,314.89 3,314.68 3295.5 3292

0.0241 0.0535 0.00123 3,314.89 3,314.89 3295.5 3300

0.6894 26.3872 2.87620 3,317.77 3,314.89 3299.2 3295.5

0.5354 10.3043 0.32974 3,317.77 3,317.44 3299.2 3296.4

0.0472 0.1851 0.00833 3,317.65 3,317.64 3291.4 3288.85

0.0241 0.0535 0.00123 3,317.65 3,317.65 3291.4 3292

0.2487 4.0011 0.40411 3,318.06 3,317.65 3303.4 3291.4

0.0504 0.2085 0.01001 3,318.06 3,318.05 3303.4 3302.8

0.4921 14.1438 0.49503 3,318.55 3,318.06 3303.6 3303.4

0.9206 28.0877 0.78646 3,318.55 3,317.77 3303.6 3299.2

1.1795 44.4202 1.02166 3,319.57 3318.552 3308.5 3303.61.1729 43.9663 1.62675 3,321.20 3319.573 3321.2 3308.5


4/13

presion

inicial final

15 16

41.12 40.61

30.35 41.95

28.37 29.7829.57 30.35

28.52 29.57

26.52 28.52

26.52 28.60

28.79 30.93

28.79 30.74

21.04 28.40

21.04 26.52

25.92 41.12

25.92 27.22

22.68 25.92

22.68 28.37

19.39 22.68

19.39 14.89

18.57 19.39

18.57 21.04

26.25 28.79

26.25 25.65

14.66 26.25

14.66 15.25

14.95 14.66

14.95 18.57

11.07 14.95- 11.07


5/13

datos del problema

poblacion actual (Pa)= 1219 HAB ramal o area actual area futura

poblacion futura(Pf)= 1897 HAB tramo hab hab

dotacion= 90 LT/S 1 2 3

DENSIDAD : A-B 2.7 0

ACTUAL= 57 hab x area actual B-C 1.6 1.1

FUTURA= 47 hab x area futura C-D 2.8 0

1.-Consumo medio D-E 3.3 1.25Q=PFXdotacion= 1.976 lt/s E-F 1.9 0

86400 A-F 1.5 1.6

2.-consumo maximo horario B-G 1.15 1.7

Qmh=1.5xQm= 2.964 lt/s C-H 1.25 2.45

3.-consumo unitario D-I 1.1 2.5

Qumitario=Qmh/PF= 0.0015625 lt/hab/s E-J 1.15 2.05

F-K 1.07 0

A-D 1.87 1.77

DATOS DEL PROBLEMA

DISTRIBUCION DE LOS CAUDALES METODO DE HARDY CROSS

CIRCUITO TRAMO longitud diametro Q1 hf1 HF1/Q1

(m) (m) (L/S)

1 2 3 4 5 6 7

A-B 105 1.5 -1.2 -3.598 2.999

B-C 75 1 -0.732 -10.376 14.169

C-D 105 1 -0.218 -1.100 5.054

A-D 75 1.5 0.56 0.890 1.578

-14.184 23.800

A-D 75 1.5 -0.56 -0.890 1.578

D-E 110 1 0.431 3.899 9.038

E-F 75 1 0.854 13.779 16.142

A-F 110 1.5 1.2 3.598 2.999

20.386 29.757

2.96 REPARTIMOS 1.2

2.4 TRAMO AD= 0.56

RSERVORIO

G 2.96

0.468

B 1.2 1.2 F

A

0.732

I 0.56 II

I

II

rony huacho romero


6/13

C 0.218 D 0.431

0.51

H

1.213 I

=

1.213

TRAMO GASTO Longitud D V DIDA DE CAR

(m) Tramo Diseo (m) Pulg m/seg Unit(%)

1 2 3 4 5 6 7

RES-A 0 2.96 110 2 1.46237121 4.72828439

A-B 0 0.854 105 1.5 0.74915655 1.91832572

B-C 0 0.386 75 1 0.76252845 3.17959006

D-C 0 0.128 105 1 0.25289897 0.4127143

A-D 0 1.398 75 1.5 1.22619004 4.7730389

D-E 0 0.029 110 1 0.05735682 0.02652039

F-E 0 0.393 75 1 0.77583021 3.28296162A-F 0 0.740 110 1.5 0.64863649 1.46948658

ojo se cambia este dato

POR VER

rony huacho romero


7/13

cantidad de habitantes nro total de Qmax horario

actual futura habitantes tramo(l/s)

4 5 6 7

153.9 0 153.9 0.240

91.2 51.7 142.9 0.223

159.6 0 159.6 0.249

188 59 247 0.386108 0 108 0.169

85.5 75 160.7 0.251

65.55 79.9 145.45 0.227

71.25 115.15 186.4 0.291

63 117.5 180 0.282

65.55 96.35 161.9 0.253

60.99 0 60.99 0.095

107 83.19 190 0.297

2.96

VarxQ1 Q2 HF2 HF2/Q2 VarxQ2 Q3 HF3

8 9 10 11 12 13 14

0.322 -0.878 -2.018 2.299 0.0441 -0.834 -1.835

0.322 -0.410 -3.550 8.657 0.0441 -0.366 -2.877

0.322 0.104 0.283 2.706 0.0441 0.148 0.542

0.692 1.256 3.918 3.118 0.1480 1.405 4.814

-1.368 16.780 0.645

-0.692 -1.256 -3.918 3.118 -0.1480 -1.405 -4.814

-0.370 0.061 -0.105 -1.716 -0.1040 -0.043 -0.054

-0.370 0.483 4.810 9.953 -0.1040 0.379 3.073

-0.370 0.830 1.818 2.191 -0.1040 0.726 1.419

2.606 13.547 -0.377

K 0.346

0.854

rony huacho romero


8/13

E

J

0.422

GA COTA PIEZOMETRICA COTA TERRENO PRESIONES

Tramo(m) inicial (i) final (f) inicial (i) final (f) inicial (i) final (f)

8 9 10 11 12 13 14

5.20111283 3521 3515.79889 3521 3496 0.00 19.80

2.01424201 3515.79889 3513.78465 3496 3491 19.80 22.78

2.38469255 3513.78465 3511.39995 3491 3486 22.78 25.40

0.43335001 3512.21911 3511.78576 3481 3486 31.22 25.79

3.57977917 3515.79889 3512.21911 3496 3481 19.80 31.22

0.02917243 3512.21911 3512.18994 3481 3471 31.22 41.19

2.46222121 3514.18245 3511.72023 3466 3471 48.18 40.721.61643524 3515.79889 3514.18245 3496 3466 19.80 48.18

rony huacho romero


9/13

HF3/Q3 VarxQ3 Q4

15 16 17

2.200 -0.020 -0.854

7.860 -0.020 -0.386

3.650 -0.020 0.128

3.428 -0.007 1.398

17.138

3.428 -0.007 -1.411

1.270 0.014 -0.029

8.101 0.014 0.393

1.956 0.014 0.740

14.754

rony huacho romero


10/13

En una hoya una extencion de 2500hectareas se encuentra un acuifero libre k tiene las sgtes extenciones

largo de promedio= 5.8 km = 5800 m

ancho= 3.3 km = 3300 m

espesor= 18 m

area= 2500 hectareas

de la investigacion realizada se determina :porosidad &= 0.15

s= 0.047

los datos pluviografico de la region indica una precipitacion media de

precipitacion media= 300 mm-ao

perdidas de evaporacion= 0.40 se resta 1-0.43= 0.60

se pregunta:

1.-volumen total de agua k puede almacenarse en el acuifero

&=(Vv/Vt)*100= 5,167,800,000.00 m3 de agua k puede almacenarse

2.-volumen de agua k recibira anualmente el acuifero

area= 2500 hectareas = 10,000 m2 1hectarea =

2500 hectatea x

h= 300 mm = 0.3 m

volumen d agua= 4,500,000.00 m3/ ao

3.-caudal de bombeo permisible sin peligro de agotarlo bombeando

bombeando = 13 horas diarias todo el ao

Q= 948.3667

Q= 263.4352 LT/SEG

Q= 0.2634 M3/SEG

4.-nivel de las aguas subterraneas despues de 7 meses de sequia extrayendo el gasto anterior

dato= 7 MESES

V= 2,589,041.10

1 M3 0.047

X 2,589,041.10

X= 55,085,980.76 M3

AREA DEL ACUIFERO= 19,140,000.00 M2


11/13

E= 2.878

interpretacion

es decir k al final del 7 mes el acuifero habra bajado

septimo


12/13

25,000,000.00 m2


13/13

2.878 m

Sitemas Cerrado y Abierto, Hardy Croos

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