Memoria De Calculo Riego Por Aspersion 4r3p5b
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Datos del sistema: Modulo de Riego Mr: Area Regable Caudal de Riego: Caudal de almacenamiento: Tiempo de Riego:
Mr= At= Qr: Qa: Tr=
0.67 9.978 6.685 3 12
Volumen de Almacanemiento Requerido
Valm=
199.004
DISEÑO DEL RESERVORIO: Volumen Tiempo de llenado: Caudal de Salida:
200 m3 8h 6.94 l/s
1.- Diseño Geometrico: Predimensionamos el reservorio para las condiciones dadas: Volumen requerido
CARACTERÍSTICAS GEOMÉTRI PROYECTO: UBICACIÓN:
CONSTRUCCION DEL SISTEMA DE RIEGO POR ASPERSION EN LA COMUNIDAD CAMP PICOL-TARAY-CALCA-CUSCO Largo (m)
Líquido Total
Altura (m) Borde Libre h (m) 1.60 0.30
l
Ancho (m) L
11.20
b 14.40
9.20
15.00
Lrev
Brevev
l L
El volumen de Relleno para darle la pendiente: Volumen de Relleno + agua muerta:
V rell=
10.165
Por consiguiente el volumen neto de agua sera: Volumen Neto de Agua: Comprobacion:
V neto= Vreq=
212.364 200 m3
1.- Diseño Hiadraulico: Tiempo de Almacenamiento:
Ta= Ta=
70788 s 19.66 h
Reservorio
l/s/Ha Ha l/s l/s h
Partidor Poza disipadora
Q entrada Q salida
Q total riego
m3 Q entrada
ÍSTICAS GEOMÉTRICAS DEL RESERVORIO
ERSION EN LA COMUNIDAD CAMPESINA DE PICOL - TARAY
Ancho (m)
Talud
D. Incl. (m)
Z
d
Anclaje (m) Volumen (m3)
B 12.40 13.00
1.00
Área (m2) La
1.60
222.529
209.84
1.90
278.533
233.09
Lrev
V
1.00
h bl BL 3
blBL
La= a+Zb+Zh Lrev= [l+2(d+L Brev= [b+2(d+L Arev= Lrev Brev
l L
a Manta Asfaltica
m3
m3 <
Vneto=
212.364 m3
OK!
oza disipadora
Q total riego
BL
0
Revestimento (m ) (Kg) Arev 2
103.04
blBL
-
b
B
= [l+2(d+La)] = [b+2(d+La)]
Zanja de anclaje
Zb a Zb a
Zh
DISEÑO DE TUBERIA DE SALIDA DE RESERVORIO 1.- Datos Cota Nivel de Aguas Cota de entrada a tuberia conexión camara de carga: Cota de salida de tuberia conexión camara de carga: Material de la tuberia Rugosidad absoluta de la tuberia: Longitud de la tuberia: Diametro de la tuberia de salida Diametro interior de la tuberia de salida: Caudal de salida: Densidad del Agua: Viscosidad Dinamica del Agua:
z1= z2= z3= Material= L= Dn= Di= Di= Qs= Qs=
0 0 -0.2 PVC 0.0000015 5 3 82.10 0.0821 6.68526 0.00668526 1000 0.00115
z2-z3= v= f= Re hL=
0.2 1.26278819 0.01823651 90153.1941 0.09026625
1.- Verificacion de condiciones de flujo: Condiciones de operación minima: Diferencia de Cotas: Velocidad de Flujo en tuberia: Factor de Friccion en Tuberia: N° Reynolds
Se debe cumplir la ecuacion general de la energia:
0.1910097 0.2
>
0.19
CONDICIONES DE OPERACIÓN MAXIMA: Asumimos una velocidad de :
v=
3
msnm msnm msnm m. m. " mm m l/s m3/s Kg/m3 Pa*s
m m/s
1.344 0.01813
OK!
m/s
DISEÑO DE CAMARA DOBLE
1.0 DATOS
PER PROYECTO:
INSTALACION SISTEMA DE RIEGO POR ASPERSION EN LA COMUNIDA
UBICACIÓN:
PICOL-TARAY-CALCA
Nudos I Modulo 1 ADUCCION
PROGRESIVA
Lr
Q (l/s)
S (m/m)
Qc
F
DE
A
R P1
P1 P2
0 25.26
25.26 116.31
25.26 91.05
6.127 6.127
0.189 0.242
2.7E-03 2.7E-03
P2
CRP01
116.31
191.24
74.93
5.259
0.253
2.0E-03
CRP01
191.24 219.34 275.64 356.57 406.49 440.88
219.34 275.64 356.57 406.49 440.88 475.36
28.10 56.30 80.93 49.92 34.39 34.48
6.259 3.633 3.633 2.256 2.256 1.767
0.141
2.8E-03
P3 P5 P6 P9 P10
P3 P5 P6 P9 P10 P11
0.250 0.104 0.033 0.205 0.088
1.0E-03 1.0E-03 4.2E-04 4.2E-04 2.7E-04
P11
CRP02
475.36
525.46
50.10
1.767
0.301
2.7E-04
CRP02
P12
525.46
569.12
43.66 569.12
1.475
0.150
1.9E-04
0 21.71 59.26
21.71 59.26 100.32
21.71 37.55 41.06 100.32
0.292 0.195 0.097
0.272 0.218 0.189
9.5E-06 4.5E-06 1.2E-06
0.00 52.65 97.76
52.65 97.76 148.93
52.65 45.11 51.17
0.903 0.653 0.327
0.014 0.176 0.241
7.7E-05 4.2E-05 1.2E-05
0.00 96.53 132.50 172.16
96.53 132.50 172.16 227.17
96.53 35.97 39.66 55.01
0.693 0.444 0.347 0.249
0.179 0.363 0.067 0.232
4.7E-05 2.1E-05 1.3E-05 7.1E-06
DISTRIBUCION 01 P2 HS03 HS04
HS03 HS04 HS05
DISTRIBUCION 02 P2 HD14 HD15
HD14 HD15 HD16
DISTRIBUCION 03 P3 HD17 HS22 HS23
HD17 HS22 HS23 HD18
DISTRIBUCION 04 P3 HS06
HS06 HD01
HD01 P7 P8
P7 P8 HD02
Modulo 2 SECTOR 01 CD HD12 HD13 HD14 HD15 HD16 HD17
HD12 HD13 HD14 HD15 HD16 HD17 HS22
0 54.95 93.05 134.13 185.66 236.83 287.11
54.95 93.05 134.13 185.66 236.83 287.11 323.07
54.95 38.10 41.08 51.53 51.17 50.28 35.96
1.959 Err:509 Err:509 Err:509 Err:509 Err:509 Err:509
HS22
HS23
323.07
362.74
39.67
Err:509
HS23
HD18
362.74
417.75
55.01
Err:509
16.5 22.9 29.4 38.4 43.4 44.4 54.2 55.6 56.4 66 67.8 69.4 80.1 82.1 84.1 103.2 105.8 108.4 152
C-10 C-10 C-10 C-7.5 C-10 C-7,5 C-10 C-7,5 C-5 C-10 C-7,5 C-5 C-10 C-7,5 C-5 C-10 C-7,5 C-5 C-10
D=1/2" D=3/4" D=1" D=1 1/4" D=1 1/2" D=1 1/2" D=2" D=2" D=2"
D=2 1/2" D=2 1/2" D=2 1/2" D=3" D=3" D=3" D=4" D=4" D=4" D=6"
NTP 399.002 NTP 399.002 NTP 399.002 NTP 399.002 NTP 399.002 NTP 399.002 NTP 399.002 NTP 399.002 NTP 399.002 NTP 399.002 NTP 399.002 NTP 399.002 NTP 399.002 NTP 399.002 NTP 399.002 NTP 399.002 NTP 399.002 NTP 399.002 NTP 399.002
155.8 159.8 198.2 203.2 208.4 247 253.2 259.6
C-7,5 C-5 C-10 C-7,5 C-5 C-10 C-7,5 C-5
D=6" D=6" D=8" D=8" D=8" D=10" D=10" D=10"
NTP 399.002 NTP 399.002 NTP 399.002 NTP 399.002 NTP 399.002 NTP 399.002 NTP 399.002 NTP 399.002
PERDIDA DE CARGA EN TUBERIAS, COTA PIEZOMETRICA Y CARGAS DE DISEÑO
O POR ASPERSION EN LA COMUNIDAD CAMPESINA DE PICOL-TARAY
D calc (mm)
D asum (mm)
Dn
CLASE
NORMA
Dc
L (m)
CSM
49.07 46.65
54.20 54.20
D=2" D=2"
C-10 C-10
NTP 399.002 NTP 399.002
3.6E-09 3.6E-09
25.26 91.05
1 1
43.59
54.20
D=2"
C-10
NTP 399.002
3.6E-09
74.93
1
52.55
54.20
D=2"
C-10
NTP 399.002
3.6E-09
28.10
1
37.98 45.48 48.08 32.99 35.79
54.20 54.20 54.20 54.20 43.40
D=2" D=2" D=2" D=2" D=1 1/2"
C-10 C-10 C-10 C-10 C-10
NTP 399.002 NTP 399.002 NTP 399.002 NTP 399.002 NTP 399.002
3.6E-09 3.6E-09 3.6E-09 3.6E-09 1.1E-08
56.30 80.93 49.92 34.39 34.48
1 1 1 1 1
27.79
43.40
D=1 1/2"
C-10
NTP 399.002
1.1E-08
50.10
1
29.94
43.40
D=1 1/2"
C-10
NTP 399.002
1.1E-08
43.66
1
569.12
14.31 12.84 10.14
22.90 16.50 16.50
D=3/4" D=1/2" D=1/2"
C-10 C-10 C-10
NTP 399.002 NTP 399.002 NTP 399.002
2.4E-07 1.2E-06 1.2E-06
21.71 37.55 41.06
1 1 1
40.27 21.25 15.31
29.40 22.90 22.90
D=1" D=3/4" D=3/4"
C-10 C-10 C-10
NTP 399.002 NTP 399.002 NTP 399.002
7.1E-08 2.4E-07 2.4E-07
52.65 45.11 51.17
1 1 1
21.65 15.82 20.38 13.92
29.40 22.90 22.90 22.90
D=1" D=3/4" D=3/4" D=3/4"
C-10 C-10 C-10 C-10
NTP 399.002 NTP 399.002 NTP 399.002 NTP 399.002
7.1E-08 2.4E-07 2.4E-07 2.4E-07
96.53 35.97 39.66 55.01
1 1 1 1
16.5 0.75 19.05 3.85 50.8 3.4
AS DE DISEÑO
Hf (m)
C =
150
K =
1.212E+012
A
(m2)
V (m/s)
6.127 l/s
Q=
Vmin
Cota Terreno i
(22)
f
(23)
Cota Piezometrica i
(24)
2.95 10.62
0.00231 0.00231
2.66 2.66
OK! OK!
2.95 10.62
4068.756 4063.986
4063.986 4041.990
4068.756 4065.810
6.59
0.00231
2.28
OK!
6.59
4041.990
4023.005
4055.191
3.41
0.00231
2.71
2.49 3.59 0.92 0.63 1.19
0.00231 0.00231 0.00231 0.00231 0.00148
1.57 1.57 0.98 0.98 1.19
OK! OK! OK! OK! OK! OK!
3.41 2.49 3.59 0.92 0.63 1.19
4023.005 4019.054 4004.999 3996.596 3998.232 3991.179
4019.054 4004.999 3996.596 3998.232 3991.179 3988.150
4023.005 4019.596 4017.102 4013.516 4012.601 4011.971
1.72
0.00148
1.19
OK!
1.72
3988.150
3973.065
4010.784
1.08
0.00148
1.00
OK!
1.08
3973.065
3966.521
3973.065
0.60 2.42 0.73
0.00041 0.00021 0.00021
0.71 0.91 0.45
OK! OK! OK!
0.60 2.42 0.73
4041.990 4036.077 4027.883
4036.077 4027.883 4020.122
4055.191 4054.592 4052.171
3.48 5.53 1.74
0.00068 0.00041 0.00041
1.33 1.59 0.79
OK! OK! OK!
3.48 5.53 1.74
4041.990 4041.239 4033.306
4041.239 4033.306 4020.956
4055.191 4051.709 4046.182
3.91 2.16 1.51 1.13
0.00068 0.00041 0.00041 0.00041
1.02 1.08 0.84 0.60
OK! OK! OK! OK!
3.91 2.16 1.51 1.13
4019.054 4001.750 3988.706 3986.052
4001.750 3988.706 3986.052 3973.315
4019.596 4015.685 4013.528 4012.022
4.415 0.381
0.161
1249 l/h 0.346944 l/s 413 l/h 0.114722 l/h
0.381 1.09816
4.33
Cota Piezometrica f
(25)= (24)-(21)
Presion (mca) Estatica Dinamica f (26)=(22)-(23) f (27)=(25)-(23)
Presion (Bar) Comprobacion Dinamica Estatica f i
4065.810 4055.191
4.77 26.77
1.82 13.20
0.18 1.29
OK! OK!
4048.606
45.75
25.60
2.51
OK!
4019.596 4017.102 4013.516 4012.601 4011.971 4010.784
3.95 18.01 26.41 24.77 31.83 34.86
0.54 12.10 16.92 14.37 20.79 22.63
0.05 1.19 1.66 1.41 2.04 2.22
OK! OK! OK! OK! OK! OK!
4009.061
49.94
36.00
3.53
OK!
3971.990
6.54
5.47
0.54
OK!
4054.592 4052.171 4051.445
32.68 40.87 48.63
18.52 24.29 31.32
1.82 2.38 3.07
OK! OK! OK!
4051.709 4046.182 4044.441
27.52 35.45 47.80
10.47 12.88 23.48
1.03 1.26 2.30
OK! OK! OK!
4015.685 4013.528 4012.022 4010.891
21.26 34.30 36.95 49.69
13.94 24.82 25.97 37.58
1.37 2.43 2.55 3.68
OK! OK! OK! OK!
Comprobacion Dinamica f
OK! OK! OK! OK! OK! OK! OK! OK! OK! OK! OK!
OK! OK! OK!
OK! OK! OK!
OK! OK! OK! OK!
Hidrante HD6 HD1
Modelo
P
min
(bar)
P
min
(mca)
Selección de Caracteristicas del Aspersor Phid>Pmin Q min (l/h)
VYR-60 VYR-26 LA
2.81 2.00
28.66 20.40
1021 297
HS9 HS11 HD16 HD20
VYR-60 VYR-60 VYR-60 VYR-60
2.81 2.81 2.81 2.81
28.66 28.66 28.66 28.66
1021 1021 1021 1021
HS3 HD12 HS10 HD7 HD2
VYR-26 LA VYR-26 LA VYR-60 VYR-60 VYR-60
2.00 2.00 2.81 2.81 2.81
20.40 20.40 28.66 28.66 28.66
297 297 1021 1021 1021
HS4 HD13 HD8 HD3
VYR-25 L VYR-25 L VYR-60 VYR-60
2.50 2.50 2.81 2.81
25.50 25.50 28.66 28.66
980 980 1021 1021
HD9 HS5 HD14 HS1 HD4
VYR-26 LA VYR-26 LA VYR-26 LA VYR-60 VYR-60
2.00 2.00 2.00 2.81 2.81
20.40 20.40 20.40 28.66 28.66
297 297 297 1021 1021
HD10 HS6 HD15
VYR-26 LA VYR-26 LA VYR-26 LA
2.00 2.00 2.00
20.40 20.40 20.40
297 297 297
HD11 HS7 HS8 HS2 HD5
VYR-60 VYR-60 VYR-60 VYR-60 VYR-60
2.81 2.81 2.81 2.81 2.81
28.66 28.66 28.66 28.66 28.66
1021 1021 1021 1021 1021
HD21 HD26 HS13 HD17
VYR-60 VYR-60 VYR-60 VYR-60
2.81 2.81 2.81 2.81
28.66 28.66 28.66 28.66
1021 1021 1021 1021
HD22 HD27 HS14
VYR-26 LA VYR-26 LA VYR-60
2.00 2.00 2.81
20.40 20.40 28.66
297 297 1021
HD23 HS15 HD18
VYR-26 LA VYR-60 VYR-60
2.00 2.81 2.81
20.40 28.66 28.66
297 1021 1021
HD19 HS12 HD24 HD25
VYR-26 VYR-26 VYR-26 VYR-26
LA LA LA LA
2.00 2.00 2.00 2.00
20.40 20.40 20.40 20.40
297 297 297 297
HD28 HS16
VYR-26 LA VYR-26 LA
2.00 2.00
20.40 20.40
297 297
Selección del Aspersor ticas del Aspersor hum (m) Pmax (bar) P max (mca)
Marco de Rie Q
max
(l/h)
Q
max
(l/s)
26.20 22.80
4.21 4.20
42.94 42.84
1249 413
0.347 0.115
26.20 26.20 26.20 26.20
4.21 4.21 4.21 4.21
42.94 42.94 42.94 42.94
1249 1249 1249 1249
0.347 0.347 0.347 0.347
22.80 22.80 26.20 26.20 26.20
4.20 4.20 4.21 4.21 4.21
42.84 42.84 42.94 42.94 42.94
413 413 1249 1249 1249
0.115 0.115 0.347 0.347 0.347
28.00 28.00 26.20 26.20
5.00 5.00 4.21 4.21
51.00 51.00 42.94 42.94
1360 1360 1249 1249
0.378 0.378 0.347 0.347
22.80 22.80 22.80 26.20 26.20
4.20 4.20 4.20 4.21 4.21
42.84 42.84 42.84 42.94 42.94
413 413 413 1249 1249
0.115 0.115 0.115 0.347 0.347
22.80 22.80 22.80
4.20 4.20 4.20
42.84 42.84 42.84
413 413 413
0.115 0.115 0.115
26.20 26.20 26.20 26.20 26.20
4.21 4.21 4.21 4.21 4.21
42.94 42.94 42.94 42.94 42.94
1249 1249 1249 1249 1249
0.347 0.347 0.347 0.347 0.347
26.20 26.20 26.20 26.20
4.21 4.21 4.21 4.21
42.94 42.94 42.94 42.94
1249 1249 1249 1249
0.347 0.347 0.347 0.347
Disposicion
22.80 22.80 26.20
4.20 4.20 4.21
42.84 42.84 42.94
413 413 1249
0.115 0.115 0.347
22.80 26.20 26.20
4.20 4.21 4.21
42.84 42.94 42.94
413 1249 1249
0.115 0.347 0.347
22.80 22.80 22.80 22.80
4.20 4.20 4.20 4.20
42.84 42.84 42.84 42.84
413 413 413 413
0.115 0.115 0.115 0.115
22.80 22.80
4.20 4.20
42.84 42.84
413 413
0.115 0.115
Marco de Riego as a
Comprobacion de Velocidad de Infiltracion S (m2)
l
asp
(mm/h)
V ib(mm/h)
I
asp
< Vib
Comprobacion de Traslapes ai=%* % a
10.1936799
CALCULO DE AREAS Y CAUDALES MODULO 1 SECTOR 01 HIDRANTE HD14 HD15 HD16 AREA SECTOR 01
AREA (m2) 3719.104 4876.785 4876.785 13472.674
AREA (Ha) 0.372 0.488 0.488 1.347
AREA (m2) 1452.86 1452.86 1452.86 4358.58
AREA (Ha) 0.145286 0.145286 0.145286 0.435858
AREA (m2) 3719.104 1452.86 1452.86 3719.104 10343.928
AREA (Ha) 0.372 0.145 0.145 0.372 1.034
AREA (m2) 1452.86 2711.317 4876.785 9040.962
AREA (Ha) 0.145 0.271 0.488 0.904
AREA (m2) 1872.632
AREA (Ha) 0.187
SECTOR 02 HIDRANTE HS03 HS04 HS05 AREA SECTOR 01
SECTOR 03 HIDRANTE HD17 HS22 HS23 HD18 AREA SECTOR 02 SECTOR 04 HIDRANTE HS06 HD01 HD02 AREA SECTOR 02
SECTOR 05 HIDRANTE HS15
HS16 HS17 HS18 HS19 HS20 HS21 AREA SECTOR 02
1452.86 1452.86 2561.423 1452.86 1452.86 1452.86 11698.355
0.145 0.145 0.256 0.145 0.145 0.145 1.170
AREA (m2) 2711.317 2711.317 1982.582 1452.86 8858.076
AREA (Ha) 0.271 0.271 0.198 0.145 0.886
AREA (m2) 1872.632 2711.317 2711.317 7295.266
AREA (Ha) 0.187 0.271 0.271 0.730
AREA (m2) 1872.632 2711.317 3719.104 8303.053
AREA (Ha) 0.187 0.271 0.372 0.830
AREA (m2) 3719.104 3719.104 3719.104 2561.423 13718.735
AREA (Ha) 0.372 0.372 0.372 0.256 1.372
SECTOR 06 HIDRANTE HD10 HD11 HS13 HS14 AREA SECTOR 02
SECTOR 07 HIDRANTE HS11 HD06 HD07 AREA SECTOR 02
SECTOR 08 HIDRANTE HS12 HD08 HD09 AREA SECTOR 02
SECTOR 09 HIDRANTE HD03 HD04 HD05 HS10 AREA SECTOR 02
SECTOR 10 HIDRANTE HS07 HS08 HS09 AREA SECTOR 02
AREA MODULO 01 AREA TOTAL
AREA (m2) 1452.86 1452.86 1452.86 4358.580
AREA (Ha) 0.145 0.145 0.145 0.436
M2 91448.209 91448.209
E AREAS Y CAUDALES MODULO DE RIEGO
0.67 L/S*HA
CAUDAL DEMANDADO (l/s) 0.249 0.327 0.327 0.903
Comprobacion 0.903
CAUDAL EN CURS 0.653 0.327 0.000
CAUDAL DEMANDADO (l/s) 0.097 0.097 0.097 0.292
Comprobacion 0.292
CAUDAL EN CURS 0.195 0.097 0.000
CAUDAL DEMANDADO (l/s) 0.249 0.097 0.097 0.249 0.693
Comprobacion 0.693
CAUDAL EN CURS 0.444 0.347 0.249 0.000
CAUDAL DEMANDADO (l/s) 0.097 0.182 0.327 0.606
Comprobacion 0.606
CAUDAL EN CURS 0.508 0.327 0.000
CAUDAL DEMANDADO (l/s) 0.125
Comprobacion 0.784
CAUDAL EN CURS 0.658
0.097 0.097 0.172 0.097 0.097 0.097 0.784
0.561 0.464 0.292 0.195 0.097 0.000
CAUDAL DEMANDADO (l/s) 0.182 0.182 0.133 0.097 0.593
Comprobacion 0.593
CAUDAL EN CURS 0.412 0.230 0.097 0.000
CAUDAL DEMANDADO (l/s) 0.125 0.182 0.182 0.489
Comprobacion 0.489
CAUDAL EN CURS 0.363 0.182 0.000
CAUDAL DEMANDADO (l/s) 0.125 0.182 0.249 0.556
Comprobacion 0.556
CAUDAL EN CURS 0.431 0.249 0.000
CAUDAL DEMANDADO (l/s) 0.249 0.249 0.249 0.172 0.919
Comprobacion 0.919
CAUDAL EN CURS 0.670 0.421 0.172 0.000
CAUDAL DEMANDADO (l/s) 0.097 0.097 0.097 0.292
Comprobacion 0.292
CAUDAL EN CURS 0.195 0.097 0.000
Ha 9.145 9.145
Caudal Demandado (l/s) 6.127
Caudal Total 6.127
Mr= At= Qr: Qa: Tr=
0.67 9.978 6.685 3 12
Volumen de Almacanemiento Requerido
Valm=
199.004
DISEÑO DEL RESERVORIO: Volumen Tiempo de llenado: Caudal de Salida:
200 m3 8h 6.94 l/s
1.- Diseño Geometrico: Predimensionamos el reservorio para las condiciones dadas: Volumen requerido
CARACTERÍSTICAS GEOMÉTRI PROYECTO: UBICACIÓN:
CONSTRUCCION DEL SISTEMA DE RIEGO POR ASPERSION EN LA COMUNIDAD CAMP PICOL-TARAY-CALCA-CUSCO Largo (m)
Líquido Total
Altura (m) Borde Libre h (m) 1.60 0.30
l
Ancho (m) L
11.20
b 14.40
9.20
15.00
Lrev
Brevev
l L
El volumen de Relleno para darle la pendiente: Volumen de Relleno + agua muerta:
V rell=
10.165
Por consiguiente el volumen neto de agua sera: Volumen Neto de Agua: Comprobacion:
V neto= Vreq=
212.364 200 m3
1.- Diseño Hiadraulico: Tiempo de Almacenamiento:
Ta= Ta=
70788 s 19.66 h
Reservorio
l/s/Ha Ha l/s l/s h
Partidor Poza disipadora
Q entrada Q salida
Q total riego
m3 Q entrada
ÍSTICAS GEOMÉTRICAS DEL RESERVORIO
ERSION EN LA COMUNIDAD CAMPESINA DE PICOL - TARAY
Ancho (m)
Talud
D. Incl. (m)
Z
d
Anclaje (m) Volumen (m3)
B 12.40 13.00
1.00
Área (m2) La
1.60
222.529
209.84
1.90
278.533
233.09
Lrev
V
1.00
h bl BL 3
blBL
La= a+Zb+Zh Lrev= [l+2(d+L Brev= [b+2(d+L Arev= Lrev Brev
l L
a Manta Asfaltica
m3
m3 <
Vneto=
212.364 m3
OK!
oza disipadora
Q total riego
BL
0
Revestimento (m ) (Kg) Arev 2
103.04
blBL
-
b
B
= [l+2(d+La)] = [b+2(d+La)]
Zanja de anclaje
Zb a Zb a
Zh
DISEÑO DE TUBERIA DE SALIDA DE RESERVORIO 1.- Datos Cota Nivel de Aguas Cota de entrada a tuberia conexión camara de carga: Cota de salida de tuberia conexión camara de carga: Material de la tuberia Rugosidad absoluta de la tuberia: Longitud de la tuberia: Diametro de la tuberia de salida Diametro interior de la tuberia de salida: Caudal de salida: Densidad del Agua: Viscosidad Dinamica del Agua:
z1= z2= z3= Material= L= Dn= Di= Di= Qs= Qs=
0 0 -0.2 PVC 0.0000015 5 3 82.10 0.0821 6.68526 0.00668526 1000 0.00115
z2-z3= v= f= Re hL=
0.2 1.26278819 0.01823651 90153.1941 0.09026625
1.- Verificacion de condiciones de flujo: Condiciones de operación minima: Diferencia de Cotas: Velocidad de Flujo en tuberia: Factor de Friccion en Tuberia: N° Reynolds
Se debe cumplir la ecuacion general de la energia:
0.1910097 0.2
>
0.19
CONDICIONES DE OPERACIÓN MAXIMA: Asumimos una velocidad de :
v=
3
msnm msnm msnm m. m. " mm m l/s m3/s Kg/m3 Pa*s
m m/s
1.344 0.01813
OK!
m/s
DISEÑO DE CAMARA DOBLE
1.0 DATOS
PER PROYECTO:
INSTALACION SISTEMA DE RIEGO POR ASPERSION EN LA COMUNIDA
UBICACIÓN:
PICOL-TARAY-CALCA
Nudos I Modulo 1 ADUCCION
PROGRESIVA
Lr
Q (l/s)
S (m/m)
Qc
F
DE
A
R P1
P1 P2
0 25.26
25.26 116.31
25.26 91.05
6.127 6.127
0.189 0.242
2.7E-03 2.7E-03
P2
CRP01
116.31
191.24
74.93
5.259
0.253
2.0E-03
CRP01
191.24 219.34 275.64 356.57 406.49 440.88
219.34 275.64 356.57 406.49 440.88 475.36
28.10 56.30 80.93 49.92 34.39 34.48
6.259 3.633 3.633 2.256 2.256 1.767
0.141
2.8E-03
P3 P5 P6 P9 P10
P3 P5 P6 P9 P10 P11
0.250 0.104 0.033 0.205 0.088
1.0E-03 1.0E-03 4.2E-04 4.2E-04 2.7E-04
P11
CRP02
475.36
525.46
50.10
1.767
0.301
2.7E-04
CRP02
P12
525.46
569.12
43.66 569.12
1.475
0.150
1.9E-04
0 21.71 59.26
21.71 59.26 100.32
21.71 37.55 41.06 100.32
0.292 0.195 0.097
0.272 0.218 0.189
9.5E-06 4.5E-06 1.2E-06
0.00 52.65 97.76
52.65 97.76 148.93
52.65 45.11 51.17
0.903 0.653 0.327
0.014 0.176 0.241
7.7E-05 4.2E-05 1.2E-05
0.00 96.53 132.50 172.16
96.53 132.50 172.16 227.17
96.53 35.97 39.66 55.01
0.693 0.444 0.347 0.249
0.179 0.363 0.067 0.232
4.7E-05 2.1E-05 1.3E-05 7.1E-06
DISTRIBUCION 01 P2 HS03 HS04
HS03 HS04 HS05
DISTRIBUCION 02 P2 HD14 HD15
HD14 HD15 HD16
DISTRIBUCION 03 P3 HD17 HS22 HS23
HD17 HS22 HS23 HD18
DISTRIBUCION 04 P3 HS06
HS06 HD01
HD01 P7 P8
P7 P8 HD02
Modulo 2 SECTOR 01 CD HD12 HD13 HD14 HD15 HD16 HD17
HD12 HD13 HD14 HD15 HD16 HD17 HS22
0 54.95 93.05 134.13 185.66 236.83 287.11
54.95 93.05 134.13 185.66 236.83 287.11 323.07
54.95 38.10 41.08 51.53 51.17 50.28 35.96
1.959 Err:509 Err:509 Err:509 Err:509 Err:509 Err:509
HS22
HS23
323.07
362.74
39.67
Err:509
HS23
HD18
362.74
417.75
55.01
Err:509
16.5 22.9 29.4 38.4 43.4 44.4 54.2 55.6 56.4 66 67.8 69.4 80.1 82.1 84.1 103.2 105.8 108.4 152
C-10 C-10 C-10 C-7.5 C-10 C-7,5 C-10 C-7,5 C-5 C-10 C-7,5 C-5 C-10 C-7,5 C-5 C-10 C-7,5 C-5 C-10
D=1/2" D=3/4" D=1" D=1 1/4" D=1 1/2" D=1 1/2" D=2" D=2" D=2"
D=2 1/2" D=2 1/2" D=2 1/2" D=3" D=3" D=3" D=4" D=4" D=4" D=6"
NTP 399.002 NTP 399.002 NTP 399.002 NTP 399.002 NTP 399.002 NTP 399.002 NTP 399.002 NTP 399.002 NTP 399.002 NTP 399.002 NTP 399.002 NTP 399.002 NTP 399.002 NTP 399.002 NTP 399.002 NTP 399.002 NTP 399.002 NTP 399.002 NTP 399.002
155.8 159.8 198.2 203.2 208.4 247 253.2 259.6
C-7,5 C-5 C-10 C-7,5 C-5 C-10 C-7,5 C-5
D=6" D=6" D=8" D=8" D=8" D=10" D=10" D=10"
NTP 399.002 NTP 399.002 NTP 399.002 NTP 399.002 NTP 399.002 NTP 399.002 NTP 399.002 NTP 399.002
PERDIDA DE CARGA EN TUBERIAS, COTA PIEZOMETRICA Y CARGAS DE DISEÑO
O POR ASPERSION EN LA COMUNIDAD CAMPESINA DE PICOL-TARAY
D calc (mm)
D asum (mm)
Dn
CLASE
NORMA
Dc
L (m)
CSM
49.07 46.65
54.20 54.20
D=2" D=2"
C-10 C-10
NTP 399.002 NTP 399.002
3.6E-09 3.6E-09
25.26 91.05
1 1
43.59
54.20
D=2"
C-10
NTP 399.002
3.6E-09
74.93
1
52.55
54.20
D=2"
C-10
NTP 399.002
3.6E-09
28.10
1
37.98 45.48 48.08 32.99 35.79
54.20 54.20 54.20 54.20 43.40
D=2" D=2" D=2" D=2" D=1 1/2"
C-10 C-10 C-10 C-10 C-10
NTP 399.002 NTP 399.002 NTP 399.002 NTP 399.002 NTP 399.002
3.6E-09 3.6E-09 3.6E-09 3.6E-09 1.1E-08
56.30 80.93 49.92 34.39 34.48
1 1 1 1 1
27.79
43.40
D=1 1/2"
C-10
NTP 399.002
1.1E-08
50.10
1
29.94
43.40
D=1 1/2"
C-10
NTP 399.002
1.1E-08
43.66
1
569.12
14.31 12.84 10.14
22.90 16.50 16.50
D=3/4" D=1/2" D=1/2"
C-10 C-10 C-10
NTP 399.002 NTP 399.002 NTP 399.002
2.4E-07 1.2E-06 1.2E-06
21.71 37.55 41.06
1 1 1
40.27 21.25 15.31
29.40 22.90 22.90
D=1" D=3/4" D=3/4"
C-10 C-10 C-10
NTP 399.002 NTP 399.002 NTP 399.002
7.1E-08 2.4E-07 2.4E-07
52.65 45.11 51.17
1 1 1
21.65 15.82 20.38 13.92
29.40 22.90 22.90 22.90
D=1" D=3/4" D=3/4" D=3/4"
C-10 C-10 C-10 C-10
NTP 399.002 NTP 399.002 NTP 399.002 NTP 399.002
7.1E-08 2.4E-07 2.4E-07 2.4E-07
96.53 35.97 39.66 55.01
1 1 1 1
16.5 0.75 19.05 3.85 50.8 3.4
AS DE DISEÑO
Hf (m)
C =
150
K =
1.212E+012
A
(m2)
V (m/s)
6.127 l/s
Q=
Vmin
Cota Terreno i
(22)
f
(23)
Cota Piezometrica i
(24)
2.95 10.62
0.00231 0.00231
2.66 2.66
OK! OK!
2.95 10.62
4068.756 4063.986
4063.986 4041.990
4068.756 4065.810
6.59
0.00231
2.28
OK!
6.59
4041.990
4023.005
4055.191
3.41
0.00231
2.71
2.49 3.59 0.92 0.63 1.19
0.00231 0.00231 0.00231 0.00231 0.00148
1.57 1.57 0.98 0.98 1.19
OK! OK! OK! OK! OK! OK!
3.41 2.49 3.59 0.92 0.63 1.19
4023.005 4019.054 4004.999 3996.596 3998.232 3991.179
4019.054 4004.999 3996.596 3998.232 3991.179 3988.150
4023.005 4019.596 4017.102 4013.516 4012.601 4011.971
1.72
0.00148
1.19
OK!
1.72
3988.150
3973.065
4010.784
1.08
0.00148
1.00
OK!
1.08
3973.065
3966.521
3973.065
0.60 2.42 0.73
0.00041 0.00021 0.00021
0.71 0.91 0.45
OK! OK! OK!
0.60 2.42 0.73
4041.990 4036.077 4027.883
4036.077 4027.883 4020.122
4055.191 4054.592 4052.171
3.48 5.53 1.74
0.00068 0.00041 0.00041
1.33 1.59 0.79
OK! OK! OK!
3.48 5.53 1.74
4041.990 4041.239 4033.306
4041.239 4033.306 4020.956
4055.191 4051.709 4046.182
3.91 2.16 1.51 1.13
0.00068 0.00041 0.00041 0.00041
1.02 1.08 0.84 0.60
OK! OK! OK! OK!
3.91 2.16 1.51 1.13
4019.054 4001.750 3988.706 3986.052
4001.750 3988.706 3986.052 3973.315
4019.596 4015.685 4013.528 4012.022
4.415 0.381
0.161
1249 l/h 0.346944 l/s 413 l/h 0.114722 l/h
0.381 1.09816
4.33
Cota Piezometrica f
(25)= (24)-(21)
Presion (mca) Estatica Dinamica f (26)=(22)-(23) f (27)=(25)-(23)
Presion (Bar) Comprobacion Dinamica Estatica f i
4065.810 4055.191
4.77 26.77
1.82 13.20
0.18 1.29
OK! OK!
4048.606
45.75
25.60
2.51
OK!
4019.596 4017.102 4013.516 4012.601 4011.971 4010.784
3.95 18.01 26.41 24.77 31.83 34.86
0.54 12.10 16.92 14.37 20.79 22.63
0.05 1.19 1.66 1.41 2.04 2.22
OK! OK! OK! OK! OK! OK!
4009.061
49.94
36.00
3.53
OK!
3971.990
6.54
5.47
0.54
OK!
4054.592 4052.171 4051.445
32.68 40.87 48.63
18.52 24.29 31.32
1.82 2.38 3.07
OK! OK! OK!
4051.709 4046.182 4044.441
27.52 35.45 47.80
10.47 12.88 23.48
1.03 1.26 2.30
OK! OK! OK!
4015.685 4013.528 4012.022 4010.891
21.26 34.30 36.95 49.69
13.94 24.82 25.97 37.58
1.37 2.43 2.55 3.68
OK! OK! OK! OK!
Comprobacion Dinamica f
OK! OK! OK! OK! OK! OK! OK! OK! OK! OK! OK!
OK! OK! OK!
OK! OK! OK!
OK! OK! OK! OK!
Hidrante HD6 HD1
Modelo
P
min
(bar)
P
min
(mca)
Selección de Caracteristicas del Aspersor Phid>Pmin Q min (l/h)
VYR-60 VYR-26 LA
2.81 2.00
28.66 20.40
1021 297
HS9 HS11 HD16 HD20
VYR-60 VYR-60 VYR-60 VYR-60
2.81 2.81 2.81 2.81
28.66 28.66 28.66 28.66
1021 1021 1021 1021
HS3 HD12 HS10 HD7 HD2
VYR-26 LA VYR-26 LA VYR-60 VYR-60 VYR-60
2.00 2.00 2.81 2.81 2.81
20.40 20.40 28.66 28.66 28.66
297 297 1021 1021 1021
HS4 HD13 HD8 HD3
VYR-25 L VYR-25 L VYR-60 VYR-60
2.50 2.50 2.81 2.81
25.50 25.50 28.66 28.66
980 980 1021 1021
HD9 HS5 HD14 HS1 HD4
VYR-26 LA VYR-26 LA VYR-26 LA VYR-60 VYR-60
2.00 2.00 2.00 2.81 2.81
20.40 20.40 20.40 28.66 28.66
297 297 297 1021 1021
HD10 HS6 HD15
VYR-26 LA VYR-26 LA VYR-26 LA
2.00 2.00 2.00
20.40 20.40 20.40
297 297 297
HD11 HS7 HS8 HS2 HD5
VYR-60 VYR-60 VYR-60 VYR-60 VYR-60
2.81 2.81 2.81 2.81 2.81
28.66 28.66 28.66 28.66 28.66
1021 1021 1021 1021 1021
HD21 HD26 HS13 HD17
VYR-60 VYR-60 VYR-60 VYR-60
2.81 2.81 2.81 2.81
28.66 28.66 28.66 28.66
1021 1021 1021 1021
HD22 HD27 HS14
VYR-26 LA VYR-26 LA VYR-60
2.00 2.00 2.81
20.40 20.40 28.66
297 297 1021
HD23 HS15 HD18
VYR-26 LA VYR-60 VYR-60
2.00 2.81 2.81
20.40 28.66 28.66
297 1021 1021
HD19 HS12 HD24 HD25
VYR-26 VYR-26 VYR-26 VYR-26
LA LA LA LA
2.00 2.00 2.00 2.00
20.40 20.40 20.40 20.40
297 297 297 297
HD28 HS16
VYR-26 LA VYR-26 LA
2.00 2.00
20.40 20.40
297 297
Selección del Aspersor ticas del Aspersor hum (m) Pmax (bar) P max (mca)
Marco de Rie Q
max
(l/h)
Q
max
(l/s)
26.20 22.80
4.21 4.20
42.94 42.84
1249 413
0.347 0.115
26.20 26.20 26.20 26.20
4.21 4.21 4.21 4.21
42.94 42.94 42.94 42.94
1249 1249 1249 1249
0.347 0.347 0.347 0.347
22.80 22.80 26.20 26.20 26.20
4.20 4.20 4.21 4.21 4.21
42.84 42.84 42.94 42.94 42.94
413 413 1249 1249 1249
0.115 0.115 0.347 0.347 0.347
28.00 28.00 26.20 26.20
5.00 5.00 4.21 4.21
51.00 51.00 42.94 42.94
1360 1360 1249 1249
0.378 0.378 0.347 0.347
22.80 22.80 22.80 26.20 26.20
4.20 4.20 4.20 4.21 4.21
42.84 42.84 42.84 42.94 42.94
413 413 413 1249 1249
0.115 0.115 0.115 0.347 0.347
22.80 22.80 22.80
4.20 4.20 4.20
42.84 42.84 42.84
413 413 413
0.115 0.115 0.115
26.20 26.20 26.20 26.20 26.20
4.21 4.21 4.21 4.21 4.21
42.94 42.94 42.94 42.94 42.94
1249 1249 1249 1249 1249
0.347 0.347 0.347 0.347 0.347
26.20 26.20 26.20 26.20
4.21 4.21 4.21 4.21
42.94 42.94 42.94 42.94
1249 1249 1249 1249
0.347 0.347 0.347 0.347
Disposicion
22.80 22.80 26.20
4.20 4.20 4.21
42.84 42.84 42.94
413 413 1249
0.115 0.115 0.347
22.80 26.20 26.20
4.20 4.21 4.21
42.84 42.94 42.94
413 1249 1249
0.115 0.347 0.347
22.80 22.80 22.80 22.80
4.20 4.20 4.20 4.20
42.84 42.84 42.84 42.84
413 413 413 413
0.115 0.115 0.115 0.115
22.80 22.80
4.20 4.20
42.84 42.84
413 413
0.115 0.115
Marco de Riego as a
Comprobacion de Velocidad de Infiltracion S (m2)
l
asp
(mm/h)
V ib(mm/h)
I
asp
< Vib
Comprobacion de Traslapes ai=%* % a
10.1936799
CALCULO DE AREAS Y CAUDALES MODULO 1 SECTOR 01 HIDRANTE HD14 HD15 HD16 AREA SECTOR 01
AREA (m2) 3719.104 4876.785 4876.785 13472.674
AREA (Ha) 0.372 0.488 0.488 1.347
AREA (m2) 1452.86 1452.86 1452.86 4358.58
AREA (Ha) 0.145286 0.145286 0.145286 0.435858
AREA (m2) 3719.104 1452.86 1452.86 3719.104 10343.928
AREA (Ha) 0.372 0.145 0.145 0.372 1.034
AREA (m2) 1452.86 2711.317 4876.785 9040.962
AREA (Ha) 0.145 0.271 0.488 0.904
AREA (m2) 1872.632
AREA (Ha) 0.187
SECTOR 02 HIDRANTE HS03 HS04 HS05 AREA SECTOR 01
SECTOR 03 HIDRANTE HD17 HS22 HS23 HD18 AREA SECTOR 02 SECTOR 04 HIDRANTE HS06 HD01 HD02 AREA SECTOR 02
SECTOR 05 HIDRANTE HS15
HS16 HS17 HS18 HS19 HS20 HS21 AREA SECTOR 02
1452.86 1452.86 2561.423 1452.86 1452.86 1452.86 11698.355
0.145 0.145 0.256 0.145 0.145 0.145 1.170
AREA (m2) 2711.317 2711.317 1982.582 1452.86 8858.076
AREA (Ha) 0.271 0.271 0.198 0.145 0.886
AREA (m2) 1872.632 2711.317 2711.317 7295.266
AREA (Ha) 0.187 0.271 0.271 0.730
AREA (m2) 1872.632 2711.317 3719.104 8303.053
AREA (Ha) 0.187 0.271 0.372 0.830
AREA (m2) 3719.104 3719.104 3719.104 2561.423 13718.735
AREA (Ha) 0.372 0.372 0.372 0.256 1.372
SECTOR 06 HIDRANTE HD10 HD11 HS13 HS14 AREA SECTOR 02
SECTOR 07 HIDRANTE HS11 HD06 HD07 AREA SECTOR 02
SECTOR 08 HIDRANTE HS12 HD08 HD09 AREA SECTOR 02
SECTOR 09 HIDRANTE HD03 HD04 HD05 HS10 AREA SECTOR 02
SECTOR 10 HIDRANTE HS07 HS08 HS09 AREA SECTOR 02
AREA MODULO 01 AREA TOTAL
AREA (m2) 1452.86 1452.86 1452.86 4358.580
AREA (Ha) 0.145 0.145 0.145 0.436
M2 91448.209 91448.209
E AREAS Y CAUDALES MODULO DE RIEGO
0.67 L/S*HA
CAUDAL DEMANDADO (l/s) 0.249 0.327 0.327 0.903
Comprobacion 0.903
CAUDAL EN CURS 0.653 0.327 0.000
CAUDAL DEMANDADO (l/s) 0.097 0.097 0.097 0.292
Comprobacion 0.292
CAUDAL EN CURS 0.195 0.097 0.000
CAUDAL DEMANDADO (l/s) 0.249 0.097 0.097 0.249 0.693
Comprobacion 0.693
CAUDAL EN CURS 0.444 0.347 0.249 0.000
CAUDAL DEMANDADO (l/s) 0.097 0.182 0.327 0.606
Comprobacion 0.606
CAUDAL EN CURS 0.508 0.327 0.000
CAUDAL DEMANDADO (l/s) 0.125
Comprobacion 0.784
CAUDAL EN CURS 0.658
0.097 0.097 0.172 0.097 0.097 0.097 0.784
0.561 0.464 0.292 0.195 0.097 0.000
CAUDAL DEMANDADO (l/s) 0.182 0.182 0.133 0.097 0.593
Comprobacion 0.593
CAUDAL EN CURS 0.412 0.230 0.097 0.000
CAUDAL DEMANDADO (l/s) 0.125 0.182 0.182 0.489
Comprobacion 0.489
CAUDAL EN CURS 0.363 0.182 0.000
CAUDAL DEMANDADO (l/s) 0.125 0.182 0.249 0.556
Comprobacion 0.556
CAUDAL EN CURS 0.431 0.249 0.000
CAUDAL DEMANDADO (l/s) 0.249 0.249 0.249 0.172 0.919
Comprobacion 0.919
CAUDAL EN CURS 0.670 0.421 0.172 0.000
CAUDAL DEMANDADO (l/s) 0.097 0.097 0.097 0.292
Comprobacion 0.292
CAUDAL EN CURS 0.195 0.097 0.000
Ha 9.145 9.145
Caudal Demandado (l/s) 6.127
Caudal Total 6.127
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April 2023 0