DISEÑO HIDRÁULICO DEL AZUD
DATOS DE CALCULO: Caudal (m3/s) Ancho río (m) Altura azud (m) Desnivel (m)QUINOAQUIRO
12.85 4.00 1.456 0.82
He Va Ha Hd = He-Ha = N.A.M. Ht q d1 d2 Lr0.406
1.327 1.154 0.068 1.260 2690.283 3.603 3.212 0.406 2.084 8.884
FORMA DEL VERTEDERO X^n = K*Hd^(n-1)
n = 1,85 X e Y (Coordenadas; Y hacia abajo)K = 2,00
COORDENADAS AZUD COTAY = (X^1,85)/(2*Hd^0,85) X Y
0 0 2,688.956Yo = Y´ = 1/0,8 = (1,85*X^0,85)/(2*Hd^0,85) 0.2 0.0209 2,688.935Xo = 1.7950 0.4 0.0754 2,688.881Yo= 1.2128383 0.5 0.1140 2,688.842
1 0.4109 2,688.5451.5 0.8701 2,688.0862 1.4815 2,687.475
PUNTO DE TANGENCIA 1.7950 1.2128 2,687.743
DATOS DE CALCULO: Caudal (m3/s) Ancho río (m) Altura azud (m) Desnivel (m)
SAN VICENTE4.00 2.50 1.50 0.50
He Va Ha Hd = He-Ha = N.A.M. Ht q d1 d2 Lr0.2236
0.83 0.69 0.02 0.810 501.83 2.83 1.60 0.22360 1.42 6.19
FORMA DEL VERTEDERO X^n = K*Hd^(n-1)
n = 1,85 X e Y (Coordenadas; Y hacia abajo)K = 2,00
Y = (X^1,85)/(2*Hd^0,85)
Yo = Y´ = 1/0,8 = (1,85*X^0,85)/(2*Hd^0,85)Xo = 1.1547Yo= 0.78018206
DATOS DE CALCULO: Caudal (m3/s) Ancho río (m) Altura azud (m) Desnivel (m)NARANJAPATA
30.76 10.00 1.50 1.50
He Va Ha Hd = He-Ha = N.A.M. Ht q d1 d2 Lr0.3499
1.29 1.10 0.06 1.228 742.79 4.29 3.08 0.34992 2.18 9.48
FORMA DEL VERTEDERO X^n = K*Hd^(n-1)
n = 1,85 X e Y (Coordenadas; Y hacia abajo)K = 2,00
Y = (X^1,85)/(2*Hd^0,85)
Yo = Y´ = 1/0,8 = (1,85*X^0,85)/(2*Hd^0,85)Xo = 1.7497Yo= 1.18223745
DATOS DE CALCULO: Caudal (m3/s) Ancho río (m) Altura azud (m) Desnivel (m)TRIGOLOMA
3.35 2.50 1.00 0.25
He Va Ha Hd = He-Ha = N.A.M. Ht q d1 d2 Lr0.22681
0.74 0.77 0.03 0.711 2,799.89 1.99 1.34 0.22779 1.16 4.94
FORMA DEL VERTEDERO X^n = K*Hd^(n-1)
n = 1,85 X e Y (Coordenadas; Y hacia abajo)K = 2,00
Y = (X^1,85)/(2*Hd^0,85)
Yo = Y´ = 1/0,8 = (1,85*X^0,85)/(2*Hd^0,85)Xo = 1.0132Yo= 0.68460833
DATOS DE CALCULO: Caudal (m3/s) Ancho río (m) Altura azud (m) Desnivel (m)NAMZA ALAUSI
2.75 3.00 1.00 0.25
He Va Ha Hd = He-Ha = N.A.M. Ht q d1 d2 Lr0.1603
0.58 0.58 0.02 0.558 2,799.73 1.83 0.92 0.16040 0.96 4.14
FORMA DEL VERTEDERO X^n = K*Hd^(n-1)
n = 1,85 X e Y (Coordenadas; Y hacia abajo)K = 2,00
Hd = He-Ha 0.56
Y = (X^1,85)/(2*Hd^0,85)
Yo = Y´ = 1/0,8 = (1,85*X^0,85)/(2*Hd^0,85)Xo = 0.7954Yo= 0.53746621
DATOS DE CALCULO: Caudal (m3/s) Ancho río (m) Altura azud (m) Desnivel (m)PARTIDOR SALSIPUEDES
0.056 1.50 1.00 0.50
He Va Ha Hd = He-Ha = N.A.M. Ht q d1 d2 Lr0.0937
0.07 0.03 0.00 0.068 2,799.22 0.91 0.04 0.00933 0.17 0.78
DISENO DEL AZUD
DATOS DE CALCULO: Caudal (m3/s) Ancho río (m) Altura azud (m) Desnivel (m)NUNCATA CALPI
3.35 3.30 1.00 0.25
He Va Ha Hd = He-Ha = N.A.M. Ht q d1 d2 Lr0.17635
0.62 0.63 0.02 0.596 3,121.62 1.87 1.02 0.17635 1.01 4.34Hd X^n Y´ Xo Yo m n C K
0.60 1.29 1.25 0.8491 0.5737 0.80 1.85 2.10 2.00
FORMA DEL VERTEDERO X^n = K*Hd^(n-1) Y = (X^1,85)/(2*Hd^0,85)
n = 1,85 X e Y (Coordenadas; Y hacia abajo) Yo = Y´ = 1/0,8 = (1,85*X^0,85)/(2*Hd^0,85)K = 2,00
DISENO DE LA REJILLA
Q=S*Mo*b*H^(3/2)S=coef. De sumersion=1.05(1+0.2*hn/d2)*(Z/H)^(1/3) DATOS PARA EL CALCULOMo=(0.407+(0.045*H)/(H+d1))*(1+0.285*(H/(H+d1))^2)*(2g)^0.5K = coef. Contraccion=0.85 Q= 0.105b= Ancho libre de la rejilla K= 0.85s=Separacion entre barrotes H= 0.30t=Espesor de los barrotes d1= 0.5N=numero de espacios d2= 0.35No=Numero de barrotes s= 0.05B= Ancho total de la rejilla t= 0.0125
hn= 0.20Z= 0.10
Mo S b N No B1.9528 0.8112 0.475 10.00 9.00 0.6
DISENO DEL DESRIPIADOR
Q q V^2/2G T=d2+hn+Z dc=d1 d2 Lj0.105 0.18 0.051
0.028 0.678 0.05101 0.333 1.45
PROYECTO DE RIEGO LAS ABRAS TRAMO INICIALDISENO DE CAIDA VERTICAL 1
DATOS CALCULOSQ B dn V Ha=Va^2/2G q d1 d2 Lj
1.00 0.60 0.34 4.87 1.21 1.67 0.2744h T 0.2823 1.28 5.38
0.50 2.05
PROYECTO DE RIEGO LAS ABRAS TRAMO INICIALDISENO DE CAIDA VERTICAL 2
DATOS CALCULOSQ B dn V Ha=Va^2/2G q d1 d2 Lj
1.00 0.60 0.45 3.72 0.71 1.67 0.2744h T 0.2744 1.31 5.52
1.00 2.16
PROYECTO DE RIEGO LAS ABRAS TRAMO INICIALDISENO DE CAIDA VERTICAL 3
DATOS CALCULOSQ B dn V Ha=Va^2/2G q d1 d2 Lj
1.00 0.60 0.35 4.73 1.14 1.67 0.2886h T 0.2884 1.26 5.28
0.50 1.99
DATOS DE CALCULO: Caudal (m3/s) Ancho río (m) Altura azud (m) Desnivel (m)SAN ISIDRO
37.00 8.00 1.00 0.80
He Va Ha Hd = He-Ha = N.A.M. Ht q d1 d2 Lr0.6156
1.69 1.72 0.15 1.542 102.69 3.49 4.63 0.61560 2.37 9.73
FORMA DEL VERTEDERO X^n = K*Hd^(n-1)
n = 1,85 X e Y (Coordenadas; Y hacia abajo)K = 2,00
Y = (X^1,85)/(2*Hd^0,85)
Yo = Y´ = 1/0,8 = (1,85*X^0,85)/(2*Hd^0,85)Xo = 2.1980Y= 1.48513407
DATOS DE CALCULO: Caudal (m3/s) Ancho río (m) Altura azud (m) Desnivel (m)ANGAS (LLAGOS)
33.27 8.00 1.50 0.80
He Va Ha Hd = He-Ha = N.A.M. Ht q d1 d2 Lr0.512
1.58 1.35 0.09 1.484 103.08 3.88 4.16 0.512 2.38 10.03
FORMA DEL VERTEDERO X^n = K*Hd^(n-1)
n = 1,85 X e Y (Coordenadas; Y hacia abajo)K = 2,00
Y = (X^1,85)/(2*Hd^0,85)
Yo = Y´ = 1/0,8 = (1,85*X^0,85)/(2*Hd^0,85)Xo = 2.1146Y= 1.42880923
DATOS DE CALCULO: Caudal (m3/s) Ancho río (m) Altura azud (m) Desnivel (m)SOCABÓN (LLAGOS)
5.20 8.00 1.50 0.80
He Va Ha Hd = He-Ha = N.A.M. Ht q d1 d2 Lr0.09
0.46 0.33 0.01 0.452 101.96 2.76 0.65 0.090 0.93 4.22
FORMA DEL VERTEDERO X^n = K*Hd^(n-1)
n = 1,85 X e Y (Coordenadas; Y hacia abajo)K = 2,00
Y = (X^1,85)/(2*Hd^0,85)
Yo = Y´ = 1/0,8 = (1,85*X^0,85)/(2*Hd^0,85)Xo = 0.64367Yo = 0.43491506
DATOS DE CALCULO: Caudal (m3/s) Ancho río (m) Altura azud (m) Desnivel (m)CHAMBO
0.50 3.00 0.50 0.20
He Va Ha Hd = He-Ha = N.A.M. Ht q d1 d2 Lr0.047
0.185 0.24 0.0030 0.182 100.68 0.88 0.17 0.041 0.35 1.57
FORMA DEL VERTEDERO X^n = K*Hd^(n-1)
n = 1,85 X e Y (Coordenadas; Y hacia abajo)K = 2,00
Y = (X^1,85)/(2*Hd^0,85)
Yo = Y´ = 1/0,8 = (1,85*X^0,85)/(2*Hd^0,85)Xo = 0.25888Yo = 0.17492008
4
COORDENADAS AZUD COTA
PH
dH
a
He
Resg
Resg
.
Lr
d1=
dc
d2
h
X Y0.000 0.000 501.0000.100 0.008 500.9920.200 0.030 500.9700.300 0.064 500.9360.400 0.110 500.8900.500 0.166 500.8340.600 0.232 500.7680.700 0.309 500.6910.800 0.396 500.6040.900 0.492 500.5081.000 0.598 500.4021.100 0.713 500.2871.155 0.780 500.220
COORDENADAS AZUD COTAX Y
0.000 0.000 741.5000.100 0.006 741.4940.200 0.021 741.4790.400 0.077 741.4230.600 0.163 741.3370.800 0.278 741.2221.000 0.420 741.0801.100 0.501 740.9991.200 0.588 740.9121.300 0.682 740.818
1.400 0.783 740.7171.500 0.889 740.6111.600 1.002 740.4981.750 1.182 740.318
COORDENADAS AZUD COTAX Y
0.000 0.000 2,799.1500.100 0.009 2,799.1410.200 0.034 2,799.1160.300 0.072 2,799.078
0.400 0.123 2,799.0270.500 0.185 2,798.9650.600 0.260 2,798.8900.700 0.345 2,798.8050.800 0.442 2,798.7080.900 0.550 2,798.6001.010 0.681 2,798.469
COORDENADAS AZUD COTAX Y
0.000 0.000 2,799.1500.100 0.012 2,799.1380.200 0.042 2,799.1080.300 0.088 2,799.0620.400 0.151 2,798.9990.500 0.228 2,798.9220.600 0.319 2,798.8310.700 0.424 2,798.7260.795 0.537 2,798.613
COORDENADAS AZUD COTAX Y
0.000 0.000 3,121.0200.100 0.011 -0.0110.200 0.040 2,799.1100.300 0.084 2,799.0660.400 0.143 2,799.0070.500 0.215 2,798.9350.600 0.302 2,798.8480.700 0.401 2,798.7490.800 0.514 2,798.6360.849 0.574 2,798.576
COORDENADAS AZUD COTAX Y
0.000 0.000 2,799.1500.100 0.005 2,799.1450.200 0.018 2,799.1320.300 0.037 2,799.1130.400 0.064 2,799.0860.500 0.096 2,799.0540.600 0.134 2,799.0160.700 0.179 2,798.9710.800 0.229 2,798.9210.900 0.285 2,798.8651.000 0.346 2,798.8041.200 0.485 2,798.6651.500 0.732 2,798.4181.750 0.974 2,798.1762.000 1.247 2,797.9032.198 1.485 2,797.665
PH
dH
a
He
Resg
Resg
.
Lr
d1
=dc
d2
h
COORDENADAS AZUD COTAX Y
0.000 0.000 2,758.9700.100 0.005 2,758.9650.200 0.018 2,758.9520.300 0.039 2,758.9310.400 0.066 2,758.9040.500 0.099 2,758.8710.600 0.139 2,758.8310.700 0.185 2,758.7850.800 0.237 2,758.7330.900 0.294 2,758.6761.000 0.358 2,758.6121.200 0.501 2,758.4691.300 0.581 2,758.3891.400 0.666 2,758.3041.500 0.757 2,758.2132.115 1.429 2,757.541 Nota: La cota es la cota más la altura del azud
PH
dH
a
He
Resg
Resg
.
Lr
d1
=dc
d2
h
COORDENADAS AZUD COTAX Y
0.000 0.000 2,758.9700.100 0.014 2,758.9560.200 0.050 2,758.9200.300 0.106 2,758.8640.400 0.180 2,758.7900.500 0.273 2,758.6970.600 0.382 2,758.5880.644 0.435 2,758.535
COORDENADAS AZUD COTAX Y
0.000 0.000 2,758.9700.050 0.008 2,758.9620.100 0.030 2,758.9400.150 0.064 2,758.9060.200 0.109 2,758.861
0.25888 0.175 2,758.795
PH
dH
a
He
Resg
Resg
.
Lr
d1=
dc
d2
h
PH
dH
a
He
Resg
Resg
.
Lr
d1
=dc
d2
h
PH
dH
a
He
Resg
Resg
.
Lr
d1
=dc
d2
h
DISEÑO HIDRÁULICO DEL AZUD
DATOS DE CALCULO: Caudal (m3/s) Ancho río (m) Altura azud (m) Desnivel (m) Cota rioSAN PABLO
1.50 1.65 1.000 0.25 3328.00
He Va Ha Hd = He-Ha = N.A.M. Ht q d1 d20.159
0.572 0.578 0.017046 0.5552124 3329.572 1.822 0.909 0.159 0.953l
FORMA DEL VERTEDERO X^n = K*Hd^(n-1) Y0.8244792 0.555
n = 1,85 X e Y (Coordenadas; Y hacia abajo)K = 2,00
COORDENADAS AZUD COTAY = (X^1,85)/(2*Hd^0,85)= 0.824479194 X Y
0.00 0 3,329.0000.10 0.0116 3,328.988
Yo = Y´ = 1/0,8 = (1,85*X^0,85)/(2*Hd^0,85) 0.20 0.0420 3,328.958Xo = 0.7912 0.30 0.0889 3,328.911Yo= 0.53461667605 0.40 0.1514 3,328.849
0.50 0.2287 3,328.7710.60 0.3204 3,328.6800.70 0.4262 3,328.5740.80 0.5456 3,328.4540.90 0.6785 3,328.3221.00 0.8245 3,328.1761.10 0.9835 3,328.0171.20 1.1552 3,327.845
1.30 1.3396 3,327.6601.40 1.5364 3,327.4641.60 1.9670 3,327.0331.70 2.2004 3,326.8001.80 2.4459 3,326.5541.90 2.7032 3,326.2972.00 2.9722 3,326.0282.10 3.2530 3,325.747
PUNTO DE TANGENCIA 0.7912 0.5346 3,328.465
DISEÑO HIDRÁULICO DEL AZUD
Lr
4.127
PH
dH
a
He
Lr
d1=d
c
d2
h
Res
g
Res
g.
PH
dH
a
He
Lr
d1=d
c
d2
h
Res
g
Res
g.