memoria de calculo riego por aspersion
TRANSCRIPT
Datos del sistema:
Modulo de Riego Mr: Mr= 0.67 l/s/HaArea Regable At= 9.978 HaCaudal de Riego: Qr: 6.685 l/sCaudal de almacenamiento: Qa: 3 l/sTiempo de Riego: Tr= 12 h
Volumen de Almacanemiento Requerido Valm= 199.004 m3
DISEÑO DEL RESERVORIO:
Volumen 200 m3Tiempo de llenado: 8 hCaudal de Salida: 6.94 l/s
1.- Diseño Geometrico:
Predimensionamos el reservorio para las condiciones dadas:
Volumen requerido 0
CARACTERÍSTICAS GEOMÉTRICAS DEL RESERVORIO
PROYECTO: CONSTRUCCION DEL SISTEMA DE RIEGO POR ASPERSION EN LA COMUNIDAD CAMPESINA DE PICOL - TARAY
UBICACIÓN: PICOL-TARAY-CALCA-CUSCO
Altura (m)
Largo (m) Ancho (m) Talud D. Incl. (m)
Área (m2)
Anclaje (m) Revestimento
(Kg)
h l L b B Z d
Líquido 1.60 11.20 14.40 9.20 12.40 1.00 1.60 222.529 209.84
Total 0.30 15.00 13.00 1.90 278.533 233.09 1.00 103.04 -
El volumen de Relleno para darle la pendiente:Volumen de Relleno + agua muerta: V rell= 10.165 m3
Por consiguiente el volumen neto de agua sera:
Volumen Neto de Agua: V neto= 212.364 m3
Comprobacion: Vreq= 200 m3 < Vneto= 212.364 m3 OK!
1.- Diseño Hiadraulico:
Tiempo de Almacenamiento: Ta= 70788 sTa= 19.66 h
Borde Libre (m)
Volumen (m3) (m2)
La Arev
La= a+Zb+Zh
Lrev= [l+2(d+La)]Brev= [b+2(d+La)]
Arev= Lrev Brev
Reservorio
Q entrada
Q salida
Q total riego
Q entrada
Partidor
Poza disipadora
b B
l
L
Zanja de anclajeZb
Brevev
Lrev
a
Zh
a
Zb
Manta Asfaltica
Detalle de Anclaje
blBLBLblh
V 3
DISEÑO DE TUBERIA DE SALIDA DE RESERVORIO
1.- Datos
Cota Nivel de Aguas z1= 0 msnmCota de entrada a tuberia conexión camara de carga: z2= 0 msnmCota de salida de tuberia conexión camara de carga: z3= -0.2 msnmMaterial de la tuberia Material= PVCRugosidad absoluta de la tuberia: e 0.0000015 m.Longitud de la tuberia: L= 5 m.Diametro de la tuberia de salida Dn= 3 "Diametro interior de la tuberia de salida: Di= 82.10 mm
Di= 0.0821 mCaudal de salida: Qs= 6.68526 l/s
Qs= 0.00668526 m3/sDensidad del Agua: r 1000 Kg/m3Viscosidad Dinamica del Agua: m 0.00115 Pa*s
1.- Verificacion de condiciones de flujo:
Condiciones de operación minima:
Diferencia de Cotas: z2-z3= 0.2 mVelocidad de Flujo en tuberia: v= 1.26278819 m/s 1.344Factor de Friccion en Tuberia: f= 0.01823651 0.01813N° Reynolds Re 90153.1941
hL= 0.09026625
Se debe cumplir la ecuacion general de la energia: 0.1910097
0.2 > 0.19 OK!
CONDICIONES DE OPERACIÓN MAXIMA:
Asumimos una velocidad de : v= 3 m/s
DISEÑO DE CAMARA DOBLE
1.0 DATOS
PERDIDA DE CARGA EN TUBERIAS, COTA PIEZOMETRICA Y CARGAS DE DISEÑO
PROYECTO: INSTALACION SISTEMA DE RIEGO POR ASPERSION EN LA COMUNIDAD CAMPESINA DE PICOL-TARAY
UBICACIÓN: PICOL-TARAY-CALCA
Nudos PROGRESIVALr Q (l/s) S (m/m) Qc
I F DE AModulo 1ADUCCION
R P1 0 25.26 25.26 6.127 0.189 2.7E-03 49.07 54.20
P1 P2 25.26 116.31 91.05 6.127 0.242 2.7E-03 46.65 54.20
P2 CRP01 116.31 191.24 74.93 5.259 0.253 2.0E-03 43.59 54.20
CRP01 P3 191.24 219.34 28.10 6.259 0.141 2.8E-03 52.55 54.20
P3 P5 219.34 275.64 56.30 3.633 0.250 1.0E-03 37.98 54.20
P5 P6 275.64 356.57 80.93 3.633 0.104 1.0E-03 45.48 54.20
P6 P9 356.57 406.49 49.92 2.256 0.033 4.2E-04 48.08 54.20
P9 P10 406.49 440.88 34.39 2.256 0.205 4.2E-04 32.99 54.20
P10 P11 440.88 475.36 34.48 1.767 0.088 2.7E-04 35.79 43.40
P11 CRP02 475.36 525.46 50.10 1.767 0.301 2.7E-04 27.79 43.40
CRP02 P12 525.46 569.12 43.66 1.475 0.150 1.9E-04 29.94 43.40
569.12
DISTRIBUCION 01P2 HS03 0 21.71 21.71 0.292 0.272 9.5E-06 14.31 22.90
HS03 HS04 21.71 59.26 37.55 0.195 0.218 4.5E-06 12.84 16.50
HS04 HS05 59.26 100.32 41.06 0.097 0.189 1.2E-06 10.14 16.50
100.32
DISTRIBUCION 02P2 HD14 0.00 52.65 52.65 0.903 0.014 7.7E-05 40.27 29.40
HD14 HD15 52.65 97.76 45.11 0.653 0.176 4.2E-05 21.25 22.90
HD15 HD16 97.76 148.93 51.17 0.327 0.241 1.2E-05 15.31 22.90
DISTRIBUCION 03P3 HD17 0.00 96.53 96.53 0.693 0.179 4.7E-05 21.65 29.40
HD17 HS22 96.53 132.50 35.97 0.444 0.363 2.1E-05 15.82 22.90
HS22 HS23 132.50 172.16 39.66 0.347 0.067 1.3E-05 20.38 22.90
HS23 HD18 172.16 227.17 55.01 0.249 0.232 7.1E-06 13.92 22.90
DISTRIBUCION 04
P3 HS06HS06 HD01
D calc (mm)
D asum (mm)
HD01 P7P7 P8P8 HD02
Modulo 2SECTOR 01
CD HD12 0 54.95 54.95 1.959HD12 HD13 54.95 93.05 38.10 #NAME?HD13 HD14 93.05 134.13 41.08 #NAME?HD14 HD15 134.13 185.66 51.53 #NAME?HD15 HD16 185.66 236.83 51.17 #NAME?HD16 HD17 236.83 287.11 50.28 #NAME?HD17 HS22 287.11 323.07 35.96 #NAME?HS22 HS23 323.07 362.74 39.67 #NAME?
HS23 HD18 362.74 417.75 55.01 #NAME?
16.5 C-10 D=1/2" NTP 399.002
22.9 C-10 D=3/4" NTP 399.002
29.4 C-10 D=1" NTP 399.002
38.4 C-7.5 D=1 1/4" NTP 399.002
43.4 C-10 D=1 1/2" NTP 399.002
44.4 C-7,5 D=1 1/2" NTP 399.002
54.2 C-10 D=2" NTP 399.002
55.6 C-7,5 D=2" NTP 399.002
56.4 C-5 D=2" NTP 399.002
66 C-10 D=2 1/2" NTP 399.002
67.8 C-7,5 D=2 1/2" NTP 399.002
69.4 C-5 D=2 1/2" NTP 399.002
80.1 C-10 D=3" NTP 399.002
82.1 C-7,5 D=3" NTP 399.002
84.1 C-5 D=3" NTP 399.002
103.2 C-10 D=4" NTP 399.002
105.8 C-7,5 D=4" NTP 399.002
108.4 C-5 D=4" NTP 399.002
152 C-10 D=6" NTP 399.002
155.8 C-7,5 D=6" NTP 399.002
159.8 C-5 D=6" NTP 399.002
198.2 C-10 D=8" NTP 399.002
203.2 C-7,5 D=8" NTP 399.002
208.4 C-5 D=8" NTP 399.002
247 C-10 D=10" NTP 399.002
253.2 C-7,5 D=10" NTP 399.002
259.6 C-5 D=10" NTP 399.002
PERDIDA DE CARGA EN TUBERIAS, COTA PIEZOMETRICA Y CARGAS DE DISEÑO
INSTALACION SISTEMA DE RIEGO POR ASPERSION EN LA COMUNIDAD CAMPESINA DE PICOL-TARAY C = 150
K = 1.21E+12
Dn CLASE NORMA Dc L (m) CSM Hf (m) A (m2) V (m/s)
D=2" C-10 NTP 399.002 3.6E-09 25.26 1 2.95 0.00231 2.66 OK!D=2" C-10 NTP 399.002 3.6E-09 91.05 1 10.62 0.00231 2.66 OK!D=2" C-10 NTP 399.002 3.6E-09 74.93 1 6.59 0.00231 2.28 OK!D=2" C-10 NTP 399.002 3.6E-09 28.10 1 3.41 0.00231 2.71 OK!D=2" C-10 NTP 399.002 3.6E-09 56.30 1 2.49 0.00231 1.57 OK!D=2" C-10 NTP 399.002 3.6E-09 80.93 1 3.59 0.00231 1.57 OK!D=2" C-10 NTP 399.002 3.6E-09 49.92 1 0.92 0.00231 0.98 OK!D=2" C-10 NTP 399.002 3.6E-09 34.39 1 0.63 0.00231 0.98 OK!
D=1 1/2" C-10 NTP 399.002 1.1E-08 34.48 1 1.19 0.00148 1.19 OK!D=1 1/2" C-10 NTP 399.002 1.1E-08 50.10 1 1.72 0.00148 1.19 OK!D=1 1/2" C-10 NTP 399.002 1.1E-08 43.66 1 1.08 0.00148 1.00 OK!
569.12
D=3/4" C-10 NTP 399.002 2.4E-07 21.71 1 0.60 0.00041 0.71 OK!D=1/2" C-10 NTP 399.002 1.2E-06 37.55 1 2.42 0.00021 0.91 OK!D=1/2" C-10 NTP 399.002 1.2E-06 41.06 1 0.73 0.00021 0.45 OK!
D=1" C-10 NTP 399.002 7.1E-08 52.65 1 3.48 0.00068 1.33 OK!D=3/4" C-10 NTP 399.002 2.4E-07 45.11 1 5.53 0.00041 1.59 OK!D=3/4" C-10 NTP 399.002 2.4E-07 51.17 1 1.74 0.00041 0.79 OK!
D=1" C-10 NTP 399.002 7.1E-08 96.53 1 3.91 0.00068 1.02 OK!D=3/4" C-10 NTP 399.002 2.4E-07 35.97 1 2.16 0.00041 1.08 OK!D=3/4" C-10 NTP 399.002 2.4E-07 39.66 1 1.51 0.00041 0.84 OK!D=3/4" C-10 NTP 399.002 2.4E-07 55.01 1 1.13 0.00041 0.60 OK!
Vmin<V<Vmax
4.4150.3810.161
16.5 1249 l/h0.346944 l/s
0.75 413 l/h0.114722 l/h
19.05
3.85
50.8
3.4
PERDIDA DE CARGA EN TUBERIAS, COTA PIEZOMETRICA Y CARGAS DE DISEÑO
Q= 6.127 l/s 4.33
Cota Terreno Cota PiezometricaPresion (mca) Presion (Bar)
Estatica Dinamica Dinamicaf
2.95 4068.756 4063.986 4068.756 4065.810 4.77 1.82 0.1810.62 4063.986 4041.990 4065.810 4055.191 26.77 13.20 1.29
6.59 4041.990 4023.005 4055.191 4048.606 45.75 25.60 2.51
3.41 4023.005 4019.054 4023.005 4019.596 3.95 0.54 0.052.49 4019.054 4004.999 4019.596 4017.102 18.01 12.10 1.193.59 4004.999 3996.596 4017.102 4013.516 26.41 16.92 1.660.92 3996.596 3998.232 4013.516 4012.601 24.77 14.37 1.410.63 3998.232 3991.179 4012.601 4011.971 31.83 20.79 2.041.19 3991.179 3988.150 4011.971 4010.784 34.86 22.63 2.22
1.72 3988.150 3973.065 4010.784 4009.061 49.94 36.00 3.53
1.08 3973.065 3966.521 3973.065 3971.990 6.54 5.47 0.54
0.60 4041.990 4036.077 4055.191 4054.592 32.68 18.52 1.822.42 4036.077 4027.883 4054.592 4052.171 40.87 24.29 2.380.73 4027.883 4020.122 4052.171 4051.445 48.63 31.32 3.07
3.48 4041.990 4041.239 4055.191 4051.709 27.52 10.47 1.035.53 4041.239 4033.306 4051.709 4046.182 35.45 12.88 1.261.74 4033.306 4020.956 4046.182 4044.441 47.80 23.48 2.30
3.91 4019.054 4001.750 4019.596 4015.685 21.26 13.94 1.372.16 4001.750 3988.706 4015.685 4013.528 34.30 24.82 2.431.51 3988.706 3986.052 4013.528 4012.022 36.95 25.97 2.551.13 3986.052 3973.315 4012.022 4010.891 49.69 37.58 3.68
hl (m) (21)
i (22) f (23) i (24) f (25)= (24)-(21) f (26)=(22)-(23) f (27)=(25)-(23)
0.3811.0982
ComprobacionEstatica Dinamica
i f
OK! OK!OK! OK!
OK! OK!
OK! OK!OK! OK!OK! OK!OK! OK!OK! OK!OK! OK!
OK! OK!
OK! OK!
OK! OK!OK! OK!OK! OK!
OK! OK!OK! OK!OK! OK!
OK! OK!OK! OK!OK! OK!OK! OK!
Selección del AspersorCaracteristicas del Aspersor
Hidrante Modelo
HD6 VYR-60 2.81 28.66 1021 26.20 4.21HD1 VYR-26 LA 2.00 20.40 297 22.80 4.20
HS9 VYR-60 2.81 28.66 1021 26.20 4.21HS11 VYR-60 2.81 28.66 1021 26.20 4.21HD16 VYR-60 2.81 28.66 1021 26.20 4.21HD20 VYR-60 2.81 28.66 1021 26.20 4.21
HS3 VYR-26 LA 2.00 20.40 297 22.80 4.20HD12 VYR-26 LA 2.00 20.40 297 22.80 4.20HS10 VYR-60 2.81 28.66 1021 26.20 4.21HD7 VYR-60 2.81 28.66 1021 26.20 4.21HD2 VYR-60 2.81 28.66 1021 26.20 4.21
HS4 VYR-25 L 2.50 25.50 980 28.00 5.00HD13 VYR-25 L 2.50 25.50 980 28.00 5.00HD8 VYR-60 2.81 28.66 1021 26.20 4.21HD3 VYR-60 2.81 28.66 1021 26.20 4.21
HD9 VYR-26 LA 2.00 20.40 297 22.80 4.20HS5 VYR-26 LA 2.00 20.40 297 22.80 4.20HD14 VYR-26 LA 2.00 20.40 297 22.80 4.20HS1 VYR-60 2.81 28.66 1021 26.20 4.21HD4 VYR-60 2.81 28.66 1021 26.20 4.21
HD10 VYR-26 LA 2.00 20.40 297 22.80 4.20HS6 VYR-26 LA 2.00 20.40 297 22.80 4.20HD15 VYR-26 LA 2.00 20.40 297 22.80 4.20
HD11 VYR-60 2.81 28.66 1021 26.20 4.21HS7 VYR-60 2.81 28.66 1021 26.20 4.21HS8 VYR-60 2.81 28.66 1021 26.20 4.21HS2 VYR-60 2.81 28.66 1021 26.20 4.21HD5 VYR-60 2.81 28.66 1021 26.20 4.21
HD21 VYR-60 2.81 28.66 1021 26.20 4.21HD26 VYR-60 2.81 28.66 1021 26.20 4.21HS13 VYR-60 2.81 28.66 1021 26.20 4.21HD17 VYR-60 2.81 28.66 1021 26.20 4.21
HD22 VYR-26 LA 2.00 20.40 297 22.80 4.20
P min (bar) P min (mca) Phid>Pmin Q min (l/h) f hum (m) Pmax (bar)
HD27 VYR-26 LA 2.00 20.40 297 22.80 4.20HS14 VYR-60 2.81 28.66 1021 26.20 4.21
HD23 VYR-26 LA 2.00 20.40 297 22.80 4.20HS15 VYR-60 2.81 28.66 1021 26.20 4.21HD18 VYR-60 2.81 28.66 1021 26.20 4.21
HD19 VYR-26 LA 2.00 20.40 297 22.80 4.20HS12 VYR-26 LA 2.00 20.40 297 22.80 4.20HD24 VYR-26 LA 2.00 20.40 297 22.80 4.20HD25 VYR-26 LA 2.00 20.40 297 22.80 4.20
HD28 VYR-26 LA 2.00 20.40 297 22.80 4.20HS16 VYR-26 LA 2.00 20.40 297 22.80 4.20
Selección del AspersorCaracteristicas del Aspersor Marco de Riego
Disposicion a S (m2)
42.94 1249 0.34742.84 413 0.115
42.94 1249 0.34742.94 1249 0.34742.94 1249 0.34742.94 1249 0.347
42.84 413 0.11542.84 413 0.11542.94 1249 0.34742.94 1249 0.34742.94 1249 0.347
51.00 1360 0.37851.00 1360 0.37842.94 1249 0.34742.94 1249 0.347
42.84 413 0.11542.84 413 0.11542.84 413 0.11542.94 1249 0.34742.94 1249 0.347
42.84 413 0.11542.84 413 0.11542.84 413 0.115
42.94 1249 0.34742.94 1249 0.34742.94 1249 0.34742.94 1249 0.34742.94 1249 0.347
42.94 1249 0.34742.94 1249 0.34742.94 1249 0.34742.94 1249 0.347
42.84 413 0.115
Comprobacion de Velocidad de Infiltracion
P max (mca) Q max (l/h) Q max (l/s) as l asp (mm/h)
42.84 413 0.11542.94 1249 0.347
42.84 413 0.11542.94 1249 0.34742.94 1249 0.347
42.84 413 0.11542.84 413 0.11542.84 413 0.11542.84 413 0.115
42.84 413 0.11542.84 413 0.115
Comprobacion de Traslapes%
10.1936799
Comprobacion de Velocidad de Infiltracion
V ib(mm/h) I asp < Vib ai=%*f a<ai
CALCULO DE AREAS Y CAUDALES
MODULO 1 MODULO DE RIEGO
SECTOR 01
HIDRANTE AREA (m2) AREA (Ha) CAUDAL DEMANDADO (l/s)HD14 3719.104 0.372 0.249HD15 4876.785 0.488 0.327HD16 4876.785 0.488 0.327
AREA SECTOR 01 13472.674 1.347 0.903
SECTOR 02
HIDRANTE AREA (m2) AREA (Ha) CAUDAL DEMANDADO (l/s)HS03 1452.86 0.145286 0.097HS04 1452.86 0.145286 0.097HS05 1452.86 0.145286 0.097
AREA SECTOR 01 4358.58 0.435858 0.292
SECTOR 03
HIDRANTE AREA (m2) AREA (Ha) CAUDAL DEMANDADO (l/s)HD17 3719.104 0.372 0.249HS22 1452.86 0.145 0.097HS23 1452.86 0.145 0.097HD18 3719.104 0.372 0.249
AREA SECTOR 02 10343.928 1.034 0.693
SECTOR 04
HIDRANTE AREA (m2) AREA (Ha) CAUDAL DEMANDADO (l/s)HS06 1452.86 0.145 0.097HD01 2711.317 0.271 0.182HD02 4876.785 0.488 0.327
AREA SECTOR 02 9040.962 0.904 0.606
SECTOR 05
HIDRANTE AREA (m2) AREA (Ha) CAUDAL DEMANDADO (l/s)HS15 1872.632 0.187 0.125HS16 1452.86 0.145 0.097HS17 1452.86 0.145 0.097HS18 2561.423 0.256 0.172HS19 1452.86 0.145 0.097
HS20 1452.86 0.145 0.097HS21 1452.86 0.145 0.097
AREA SECTOR 02 11698.355 1.170 0.784
SECTOR 06
HIDRANTE AREA (m2) AREA (Ha) CAUDAL DEMANDADO (l/s)HD10 2711.317 0.271 0.182HD11 2711.317 0.271 0.182HS13 1982.582 0.198 0.133HS14 1452.86 0.145 0.097
AREA SECTOR 02 8858.076 0.886 0.593
SECTOR 07
HIDRANTE AREA (m2) AREA (Ha) CAUDAL DEMANDADO (l/s)HS11 1872.632 0.187 0.125HD06 2711.317 0.271 0.182HD07 2711.317 0.271 0.182
AREA SECTOR 02 7295.266 0.730 0.489
SECTOR 08
HIDRANTE AREA (m2) AREA (Ha) CAUDAL DEMANDADO (l/s)HS12 1872.632 0.187 0.125HD08 2711.317 0.271 0.182HD09 3719.104 0.372 0.249
AREA SECTOR 02 8303.053 0.830 0.556
SECTOR 09
HIDRANTE AREA (m2) AREA (Ha) CAUDAL DEMANDADO (l/s)HD03 3719.104 0.372 0.249HD04 3719.104 0.372 0.249HD05 3719.104 0.372 0.249HS10 2561.423 0.256 0.172
AREA SECTOR 02 13718.735 1.372 0.919
SECTOR 10
HIDRANTE AREA (m2) AREA (Ha) CAUDAL DEMANDADO (l/s)HS07 1452.86 0.145 0.097HS08 1452.86 0.145 0.097
HS09 1452.86 0.145 0.097AREA SECTOR 02 4358.580 0.436 0.292
M2 HaAREA MODULO 01 91448.209 9.145AREA TOTAL 91448.209 9.145
CALCULO DE AREAS Y CAUDALES
0.67 L/S*HA
Comprobacion CAUDAL EN CURS0.903 0.653
0.3270.000
Comprobacion CAUDAL EN CURS0.292 0.195
0.0970.000
Comprobacion CAUDAL EN CURS0.693 0.444
0.3470.2490.000
Comprobacion CAUDAL EN CURS0.606 0.508
0.3270.000
Comprobacion CAUDAL EN CURS0.784 0.658
0.5610.4640.2920.195
0.0970.000
Comprobacion CAUDAL EN CURS0.593 0.412
0.2300.0970.000
Comprobacion CAUDAL EN CURS0.489 0.363
0.1820.000
Comprobacion CAUDAL EN CURS0.556 0.431
0.2490.000
Comprobacion CAUDAL EN CURS0.919 0.670
0.4210.1720.000
Comprobacion CAUDAL EN CURS0.292 0.195
0.097
0.000
Caudal Demandado (l/s) Caudal Total6.127 6.127