Problema de una red de distribución, con un caudal dado: Se pide estimar diámetro, caudales y calcular velocidades medias.

1. UNIVERSIDAD PERUANA LOS ANDES
FACULTAD DE INGENIERIA CIVIL
FILIAL - LIMA
90.0 L/s A B C 90.0 L/s 55.0 L/s 35.0 L/s
12 in 10 in 8 in
35.0 L/s 20.0 L/s 35.0 L/s
900 m 900 m 900 m 8 in 6 in 8 in
8 in 4 in 6 in 10 in
F E D 30.0 L/s 5.0 L/s 25.0 L/s 60.0 L/s
NODO msnm Qres-A 90.0 L/s
RES. 1186 Cpvc 150
A 1142
B 1140
C 1138
D 1137
E 1138.3
F 1140.4
AB 600 250 150 0.0550 2.4112929 43.84169 -0.0011 OK 0.0539 2.3254353 43.11742 0.0011 ITERAR 0.0550
AF 900 200 150 -0.0350 -4.646735 132.76386 -0.0011 OK -0.0361 -4.912291 136.1976 0.0011 ITERAR -0.0350
BE 900 150 150 0.0200 6.6985247 334.92623 -0.0048 OK 0.0152 4.0325341 265.26734 0.0013 ITERAR 0.0165
FE 600 100 150 -0.0050 -2.475377 495.0754 -0.0011 OK -0.0061 -3.540784 583.57684 0.0011 ITERAR -0.0050
1.9877056 1006.6072 -2.095106 1028.1592
BC 600 200 150 0.0350 3.0978233 88.509238 0.0037 ITERAR 0.0387 3.7362517 96.467089 -0.0002 OK 0.0385
BE 900 150 150 -0.0200 -6.698525 334.92623 0.0048 ITERAR -0.0152 -4.032534 265.26734 -0.0013 OK -0.0165
CD 900 200 150 0.0350 4.646735 132.76386 0.0037 ITERAR 0.0387 5.6043776 144.70063 -0.0002 OK 0.0385
ED 600 150 150 -0.0250 -6.747943 269.91773 0.0037 ITERAR -0.0213 -5.004036 235.27194 -0.0002 OK -0.0215
-5.70191 826.11706 0.3040594 741.70701
Se tiene la siguiente red de distribución agua, se pide determinar los caudales por el metodo de Hardy & Cross. Si el caudal de entrada es de 90 L/s. Ademas
calcular los diametros y velocidad medias por cada tramo.
hf/Q
(s/m2)
CAUDAL
(m3/s)
600 m 600 m
600 m 600 m
TRAMO
LONGITUD
(m)
DIAMETRO
(mm)
Cpvc hf (m)
ΔQ2
(m3/s)
Condición
ΔQ<0.00005
hf1 (m)
hf1/Q1
(s/m2)
ΔQ1
(m3/s)
Q1 (m3/s) Q2 (m3/s)
Condición
ΔQ<0.00005
I II I II
U.E.C.: ABASTECIMIENTO DE AGUA Y ALCANTARILLADO TEJADA VILLANUEVA, Richard Eduard.

2. UNIVERSIDAD PERUANA LOS ANDES
FACULTAD DE INGENIERIA CIVIL
FILIAL - LIMA
2.41406 43.864786 -0.00002 OK 0.05501 2.4123483 43.850505 0.000119 ITERAR 0.05513 2.4219948 43.930984 -0.000001 OK 0.05513
-4.63837 132.65393 -0.00002 OK -0.03499 -4.64354 132.72191 0.000119 ITERAR -0.03487 -4.614412 132.33874 -0.000001 OK -0.03487
4.70574 284.76743 -0.00042 OK 0.01610 4.4860605 278.58057 0.000125 ITERAR 0.01623 4.5504858 280.41168 -0.000045 OK 0.01618
-2.44424 492.20482 -0.00002 OK -0.00499 -2.463474 493.98022 0.000119 ITERAR -0.00487 -2.356005 483.95948 -0.000001 OK -0.00487
0.03718 953.49097 -0.208606 949.1332 0.0020636 940.64088
3.6968 95.997755 0.00040 ITERAR 0.03891 3.7682395 96.845682 -0.00001 OK 0.03890 3.7672014 96.833423 0.00004 OK 0.03895
-4.70574 284.76743 0.00042 ITERAR -0.01610 -4.48606 278.58057 -0.00012 OK -0.01623 -4.550486 280.41168 0.00005 OK -0.01618
5.5452 143.99663 0.00040 ITERAR 0.03891 5.6523593 145.26852 -0.00001 OK 0.03890 5.6508021 145.25013 0.00004 OK 0.03895
-5.10091 237.35382 0.00040 ITERAR -0.02109 -4.926453 233.5889 -0.00001 OK -0.02110 -4.928957 233.64345 0.00004 OK -0.02105
-0.56464 762.11563 0.0080858 754.28367 -0.061439 756.13868
DIAMETRO
90.0 L/s 55.1 L/s 38.9 L/s
RES.A 3000 300 150 0.0900 12.34 1.27 12 in 10 in 8 in
AB 600 250 150 0.0551 2.42 1.12
AF 900 200 150 -0.0349 -4.61 1.11 34.9 L/s 16.2 L/s 38.9 L/s
BE 900 150 150 0.0162 4.53 0.92
FE 600 100 150 -0.0049 -2.36 0.62 8 in 6 in 8 in
BC 600 200 150 0.0389 3.78 1.24 8 in 4 in 6 in 10 in
BE 900 150 150 -0.0162 -4.53 0.92 30.0 L/s 4.9 L/s 21.1 L/s 60.0 L/s
CD 900 200 150 0.0389 5.66 1.24
ED 600 150 150 -0.0211 -4.91 1.19
TRAMO
LONGITUD
(m)
Cpvc
CAUDAL
(m3/s)
hf2 (m)
hf2/Q2
(s/m2)
ΔQ3 (m3/s) Q3 (m3/s)
Condición
ΔQ<0.00005
hf3 (m)
hf3/Q3
(s/m2)
ΔQ4
(m3/s)
Condición
ΔQ<0.00005
Q4 (m3/s)
Vm (m/s)hf (m)
Condición
ΔQ<0.00005
Q5 (m3/s)hf4 (m)
hf4/Q4
(s/m2)
ΔQ5
(m3/s)
I II
U.E.C.: ABASTECIMIENTO DE AGUA Y ALCANTARILLADO TEJADA VILLANUEVA, Richard Eduard.