EXCEL METODO DE HARDY CROSS.xls

CALCULO DE HARDY CRO DATOS: log c/d tramo : 1000 m diam int. Tub. : 400 mm fluido: agua viscosidad cinematica: 1e-6m2/s

Q D A v Re | f L K

caudal diametro area tub velocidad reynols coeficiente de friccion longitud coeficiente de perdida de cargas lineales

Línea MALLA I

MALLA II

MALLA I

MALLA II

MALLA I

MALLA II

MALLA I

MALLA II

1 2 4 1 3 5

Q

D

A

v

Re

f

-0.3 0.4 -0.1 0.3 -0.3 0.1

0.3 0.3 0.3 0.3 0.3 0.3

0.070686 0.070686 0.070686 0.070686 0.070686 0.070686

4.244132 1273240 0.011076 5.658842 1697653 0.010529 1.414711 424413.2 0.013575 4.244132 1273240 0.011076 4.244132 1273240 0.011076 1.414711 424413.2 0.013575

1 -0.32256 2 0.368958 4 -0.13104 1 0.322561 3 -0.30848 5 0.091519

0.3 0.3 0.3 0.3 0.3 0.3

0.070686 0.070686 0.070686 0.070686 0.070686 0.070686

4.56331 1368993 0.010935 5.219682 1565905 0.010679 1.853871 556161.3 0.012893 4.56331 1368993 0.010935 4.364114 1309234 0.011022 1.294728 388418.5 0.01381

1 -0.31524 2 0.36379 4 -0.13621 1 0.315241 3 -0.32097 5 0.079032

0.3 0.3 0.3 0.3 0.3 0.3

0.070686 0.070686 0.070686 0.070686 0.070686 0.070686

4.459751 1337925 0.010979 5.146582 1543975 0.010706 1.926971 578091.3 0.012799 4.459751 1337925 0.010979 4.540773 1362232 0.010945 1.11807 335420.9 0.014212

1 -0.31686 2 0.358941 4 -0.14106 1 0.316858 3 -0.3242 5 0.075798

0.3 0.3 0.3 0.3 0.3 0.3

0.070686 0.070686 0.070686 0.070686 0.070686 0.070686

4.482618 1344785 0.01097 5.077971 1523391 0.010731 1.995582 598674.5 0.012715 4.482618 1344785 0.01097 4.586517 1375955 0.010925 1.072326 321697.7 0.014329

MALLA I

MALLA II

MALLA I

MALLA II

MALLA I

MALLA II

MALLA I

MALLA II

MALLA I

MALLA II

MALLA I

MALLA II

MALLA I

MALLA II

MALLA I

1 -0.31622 2 0.357393 4 -0.14261 1 0.316224 3 -0.32638 5 0.073617

0.3 0.3 0.3 0.3 0.3 0.3

0.070686 0.070686 0.070686 0.070686 0.070686 0.070686

4.473654 1342096 0.010973 5.05608 1516824 0.010739 2.017473 605241.8 0.012689 4.473654 1342096 0.010973 4.617372 1385211 0.010912 1.041471 312441.3 0.014412

1 -0.31632 2 0.356498 4 -0.1435 1 0.316317 3 -0.32719 5 0.072814

0.3 0.3 0.3 0.3 0.3 0.3

0.070686 0.070686 0.070686 0.070686 0.070686 0.070686

4.474968 1342490 0.010973 5.043409 1513023 0.010744 2.030144 609043.2 0.012674 4.474968 1342490 0.010973 4.62873 1388619 0.010907 1.030113 309033.9 0.014443

1 -0.31625 2 0.356139 4 -0.14386 1 0.316253 3 -0.32761 5 0.072392

0.3 0.3 0.3 0.3 0.3 0.3

0.070686 0.070686 0.070686 0.070686 0.070686 0.070686

4.474062 1342219 0.010973 5.038339 1511502 0.010746 2.035214 610564.1 0.012668 4.474062 1342219 0.010973 4.634704 1390411 0.010905 1.024138 307241.5 0.01446

1 -0.31625 2 0.355961 4 -0.14404 1 0.316253 3 -0.32779 5 0.072214

0.4 0.4 0.4 0.4 0.4 0.4

0.125664 0.125664 0.125664 0.125664 0.125664 0.125664

2.516663 1006665 0.011553 2.832646 1133058 0.01131 1.146228 458491.2 0.013375 2.516663 1006665 0.011553 2.608438 1043375 0.011479 0.57466 229864.2 0.015325

1 -0.31613 2 0.35596 4 -0.14404 1 0.316131 3 -0.32791 5 0.07209

0.4 0.4 0.4 0.4 0.4 0.4

0.125664 0.125664 0.125664 0.125664 0.125664 0.125664

2.515687 1006275 0.011554 2.832637 1133055 0.01131 1.146237 458494.7 0.013375 2.515687 1006275 0.011554 2.609423 1043769 0.011478 0.573676 229470.3 0.01533

1 -0.31616 2 0.355917 4 -0.14408 1 0.316162 3 -0.32792 5 0.072078

0.4 0.4 0.4 0.4 0.4 0.4

0.125664 0.125664 0.125664 0.125664 0.125664 0.125664

2.515935 1006374 0.011554 2.832295 1132918 0.01131 1.146578 458631.3 0.013375 2.515935 1006374 0.011554 2.609517 1043807 0.011478 0.573582 229432.8 0.01533

1 -0.31615 2 0.355909 4 -0.14409 1 0.316152 3 -0.32794 5 0.072061

0.4 0.4 0.4 0.4 0.4 0.4

0.125664 0.125664 0.125664 0.125664 0.125664 0.125664

2.515857 1006343 0.011554 2.832232 1132893 0.01131 1.146642 458656.7 0.013374 2.515857 1006343 0.011554 2.609659 1043863 0.011478 0.57344 229376.1 0.015331

1 -0.31615 2 0.355902

0.4 0.125664 2.515874 0.4 0.125664 2.832177

1006349 0.011554 1132871 0.01131

MALLA II

MALLA I

MALLA II

4 -0.1441 1 0.316154 3 -0.32794 5 0.072056

0.4 0.4 0.4 0.4

0.125664 0.125664 0.125664 0.125664

1.146697 458678.6 0.013374 2.515874 1006349 0.011554 2.609696 1043879 0.011478 0.573402 229361 0.015331

1 -0.31615 2 0.3559 4 -0.1441 1 0.316153 3 -0.32795 5 0.072053

0.4 0.4 0.4 0.4 0.4 0.4

0.125664 0.125664 0.125664 0.125664 0.125664 0.125664

2.515867 1006347 0.011554 2.832159 1132864 0.01131 1.146715 458685.8 0.013374 2.515867 1006347 0.011554 2.609721 1043888 0.011478 0.573378 229351.1 0.015332

CULO DE HARDY CROSS

L

K

C

Corrección

1000 1000 1000 1000 1000 1000

36.92162 35.09822 45.25165 36.92162 36.92162 45.25165

3694758 -0.031042431 3512290 4528346 3694758 -0.008481037 3694758 4528346

1000 1000 1000 1000 1000 1000

36.44975 35.59728 42.975 36.44975 36.7392 46.03471

3647537 -0.005167122 3562230 4300521 3647537 -0.012487275 3676502 4606707

1000 1000 1000 1000 1000 1000

36.59821 35.68542 42.66252 36.59821 36.4817 47.37315

3662394 -0.004849795 3571051 4269251 3662394 -0.003233456 3650735 4740645

1000 1000 1000 1000 1000 1000

36.56506 35.76958 42.38256 36.56506 36.41706 47.76424

3659077 -0.0015474 3579473 4241235 3659077 -0.002180991 3644266 4779783

1000 1000 1000 1000 1000 1000

36.57803 35.79674 42.29578 36.57803 36.37391 48.04027

3660375 -0.000895679 3582190 4232552 3660375 -0.00080285 3639948 4807404

1000 1000 1000 1000 1000 1000

36.57613 35.81252 42.24609 36.57613 36.35811 48.14452

3660185 -0.000358346 3583770 4227579 3660185 -0.000422328 3638367 4817837

1000 1000 1000 1000 1000 1000

36.57744 35.81885 42.22632 36.57744 36.34982 48.19995

3660316 -0.000178495 3584403 4225601 3660316 -0.000178104 3637538 4823384

1000 1000 1000 1000 1000 1000

28.88285 914514 -1.08581E-06 28.27411 895239.4 33.43827 1058752 28.88285 914514 -0.000123734 28.69659 908616.3 38.31159 1213055

1000 1000 1000 1000 1000 1000

28.88488 28.27412 33.43822 28.88488 28.69463 38.3249

914578.2 -4.29041E-05 895239.9 1058750 914578.2 -1.17862E-05 908554.4 1213476

1000 1000 1000 1000 1000 1000

28.88437 28.27473 33.43631 28.88437 28.69445 38.32617

914561.9 -7.98907E-06 895259.2 1058690 914561.9 -1.78082E-05 908548.5 1213517

1000 1000 1000 1000 1000 1000

28.88453 28.27485 33.43596 28.88453 28.69417 38.32809

914567.1 -6.8886E-06 895262.8 1058678 914567.1 -4.74867E-06 908539.6 1213577

1000 28.88449 914565.9 -2.27084E-06 1000 28.27495 895265.9

1000 33.43565 1058669 1000 28.88449 914565.9 -3.12139E-06 1000 28.69409 908537.3 1000 38.3286 1213594 1000 1000 1000 1000 1000 1000

28.88451 914566.4 -1.2868E-06 28.27498 895267 33.43555 1058665 28.88451 914566.4 -1.17172E-06 28.69404 908535.7 38.32894 1213604

DETERMINAR LA DISTRIBUCION DE LOS CAUDALES ENLA SIGUIENTE TUBERIA. SI A

530 lts/seg

100 lit/seg A

230

400-40 300

B 80

600 - 40

600-30 E

120 lits/seg

Q inicial =

CIRCURITO I

CIRCURITO II

100

300-40 120

500 - 30 110

80

110

TRAMO AB BE AD DE

DIAM (m) 0.4 0.3 0.4 0.3

L(m)

TRAMO BC CF BE EF

DIAM (m) 0.4 0.3 0.3 0.4

L(m)

600-30 480 - 40 120 lits/seg 70

120

120

530

400 600 600 500

Q supuesto hl 0.3 7.86804321 0.08 4.14536836 0.23 -7.21578817 0.11 -6.22897518 -1.43135178

hl/Q 0.02622681 0.0518171 0.03137299 0.05662705 0.16604395

300 600 600 480

Q supuesto hl 0.12 1.08242675 0.04 1.14909678 0.08 -4.14536836 0.07 -0.63846426 -2.55230909

hl/Q 0.00902022 0.02872742 0.0518171 0.00912092 0.09868566

IGUIENTE TUBERIA. SI A ES EL PUNTO DE INGRESO Y F ES EL PUNTO DE DESCARGA C= C 80 lis/seg 40

F 110 lits/seg

lits/seg

Δ Q corregido 4.6596 304.6596 4.6596 84.6596 4.6596 234.6596 4.6596 114.6596

Δ Q corregido 13.9800 133.9800 13.9800 53.9800 13.9800 93.9800 13.9800 83.9800

100

1 1.856 1.856

QxL^(0.54)= 0.2788xCxD^(2.63)

0.5387931

7.62489118 2.50443951 3.04454995 7.89621346 3 9

3

CALCULAR EL CAUDAL POR EL METODO DE HARDY CROSS

TRAMO 1-2 2-3 3-4 4-1 2-4

CIRCURITO I

CIRCURITO II

CIRCURITO I

CIRCURITO II

LARGO m 1020 1250 950 1430 1050

DIAMETRO mm 200 150 150 250 100

TRAMO 1-2 2-4 1-4

DIAM (m) 0.2 0.1 0.25

L(m) Q supuesto hl 1020 0.05 21.2478551 1050 0.01 32.4756691 1430 0.015 -1.08234163 52.6411826

hl/Q 0.4249571 3.24756691 0.07215611 3.74468012

TRAMO 2-3 2-4 4-3

DIAM (m) 0.15 0.1 0.15

L(m) Q supuesto hl 1250 0.01 5.37042739 1050 0.01 -32.4756691 950 0.025 -22.2568769 -49.3621186

hl/Q 0.53704274 3.24756691 0.89027507 4.67488472

TRAMO 1-2 2-4 1-4

DIAM (m) 0.2 0.1 0.25

L(m) Q supuesto hl 1020 42.4013 15.6603154 1050 -3.3063 -4.18651405 1430 -22.5987 -2.3111485 9.16265284

hl/Q 0.36933572 1.266236 0.1022691 1.73784082

TRAMO 2-3 2-4 4-3

DIAM (m) 0.15 0.1 0.15

L(m) Q supuesto 1250 15.7076 1050 -3.3063 950 -19.2924

hl 12.388 4.187 -13.776 2.798

hl/Q 0.7887 1.2662 0.7141 2.7689814

CROSS C=

Δ Q corregido -7.5987 42.4013 -13.3063 -3.3063 7.5987 -22.5987

Δ Q corregido 5.7076 15.7076 13.3063 -3.3063 5.7076 -19.2924

Δ Q corregido -2.8500 39.5513 -2.8500 -6.1562 -2.8500 -25.4487

Δ Q corregido -0.5463 15.1613 8.6164 5.3101 -0.5463 -19.8387

100

DATOS:

Area Perimetro Radio hidraulico Espejo de agua

Q b y s B

= = = = =

0.56 0.8 0.5 0.005 0.8

n

=

0.018

A=b*y

A=

0.4

P=b+2y

P=

1.8

RH=A/P

Rh= 0.222

B=b

B=

0.8

Q=

0.576

V=

1.441

formula de manig

podemos determinar el tirante del canal mediante un tanteo

Y b 0.1 0.8 0.2 0.8 0.3 0.8 0.4 0.8 0.5 0.8 0.6 0.8 0.7 0.8 0.8 0.8 0.9 0.8 1 0.8 1.1 0.8 1.2 0.8 1.3 0.8 1.4 0.8

Ecuacion en funcion de y 0.014853084 0.041758588 0.074062786 0.109438461 0.146752322 0.185373962 0.224921821 0.265150507 0.305894683 0.34703874 0.388499339 0.430214856 0.472138723 0.514235085

valor constante 0.14255273

n tanteo

alor constante

CANAL TRA DATOS:

CANAL TRAPEZOIDAL Q b y s B

= = = = =

1.12785972 0.8 0.5 0.005 0.8

n

=

0.018

Z

=

1

Area Perimetro Radio hidraulico Espejo de agua

A=(b+zy)y

A=

P=b+

P=

RH=A/P

Rh=

B=b+2zy

B=

Q= V=

podemos determinar el tirante del canal mediante un

Y 0.1 0.2 0.3 0.4 0.5 0.6 0.7 0.8 0.9 1 1.1 1.2

0.65 2.214213562 0.293557953 1.8

1.127859721 0.061347481

nar el tirante del canal mediante un tanteo

Ecuacion en funcion de y

valor constante

b 0.8 0.8 0.8 0.8 0.8 0.8 0.8 0.8 0.8 0.8 0.8 0.8

0.01714065 0.05556691 0.11292558 0.18973973 0.28710621 0.40629978 0.54865097 0.7155001 0.90817817 1.12799863 1.3762541 1.65421523

0.28710621

LINEA DE IMPULSION

DATOS: Q litros=

20 0.02 7 150 340

N= c= L= 1) hallar caudal de diseño Qd= Q/(n/24) Qd=

l/seg m3/seg horas de bombeo pvc rugosidad m

0.068571429 m3/seg

2) halla diametro (brees) D=1.3 ((N/24)^(1/4))*((Qd^(1/2))) D= 0.250170819 m D= 9.849244848 pug 10 buscamos un diametro comercial redondenado 0.254 m 3) hallar la velocidad V= Qd/A V= 1.3533 4) calculo de perdida de carga Q=0.2785xCxD^(2.63)x(J/L)^(2.63) J= 1.875192984