dise+æo azud

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

0.83 0.69 0.02 0.810 501.83 2.83 1.60 0.22360 1.42 6.19

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

1.29 1.10 0.06 1.228 742.79 4.29 3.08 0.34992 2.18 9.48

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

0.74 0.77 0.03 0.711 2,799.89 1.99 1.34 0.22779 1.16 4.94

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

0.58 0.58 0.02 0.558 2,799.73 1.83 0.92 0.16040 0.96 4.14

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

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

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

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

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

1.69 1.72 0.15 1.542 102.69 3.49 4.63 0.61560 2.37 9.73

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

1.58 1.35 0.09 1.484 103.08 3.88 4.16 0.512 2.38 10.03

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

0.46 0.33 0.01 0.452 101.96 2.76 0.65 0.090 0.93 4.22

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

0.185 0.24 0.0030 0.182 100.68 0.88 0.17 0.041 0.35 1.57

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

COORDENADAS AZUD COTA

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

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

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

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

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

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

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

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

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

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

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