DISEÑO DE DESARENADOR

CALCULO DE DESARENADOR

DESARENADOR CANAL PRINCIPAL (Quebrada Ayahuarcuna)KM 0+042

En el canal de entrada: En el vertedor: En la salida:

0.775 0.275 0.500

0.016 0.016

0.020 0.020

0.400 0.400

0.000 0.000

0.750 4.1781347E-05 0.515 -4.078674E-05

2.560 0.775 2.560 0.500

0.944 1.139

1.084 0.849

DESARENADOR:Velocidad crítica de sedimentación de flujoPartícula a sedimentar:

1.0 Diámetro de la partícula sedimentar.

44 Coeficiente de Champ.

0.440 Velocidad crítica de sedimentación en el desarenador.

Velocidad de decantación de flujo

1.064

0.100

Geometria del desarenadorAsumimos profundidad util del desarenador:

1.50

Componente normal de turbulencia:

0.047 Velikanov

0.048 Egiazarov

0.049 Gubin Se asume 0.049

Sección trapezoidal con talud V:H = 1:0.15 Z = 0.15

Base menor del desarenador:

0.424 Se asume 1.25

Area del desarenador:

2.213

Longitud de transición:

1.52

1.92 Se asume 1.50Por condiciones constructivas

PROYECTO ESPECIAL SIERRA CENTRO SUR

DIRECCION DE OBRAS Y ESTUDIOS

Q1 (m3/s) = Q3 (m3/s) = Q2 (m3/s) =

n1 ( ) = n2 ( ) =

S1 ( ) = S2 ( ) =

B1 ( m ) = B2 ( m ) =

z1 ( ) = z2 ( ) =

d1 ( ) = d2 ( ) =

v1 (m/s) = v2 (m/s) =

F1 ( ) = F2 ( ) =

E1 ( m ) = E2 ( m ) =

øs (mm) =

a ( ) =

vcs (m/s) =

ðw (Kg/dm3) =

Wd (m/s) =

Hd ( m ) =

U1 ( ) =

U2 ( ) =

U3 ( ) = Ut ( ) =

bd ( m ) = bd ( m ) =

Ad ( m2) =

Lt ( m ) = Lt ( m ) =

rDesarenado

Vertedor

Salidaentrada de Canal

limpia de Compuerta

1Q 2Q

3Q

213 QQQ

100

5.0s

cs

av

5.01 132.0d

cs

H

vU

d

cs

H

vU

3.27.52

75.036.6 d

cs

H

vU

)º5.12(21

tan

BHL d

t

rDesarenado

Vertedor


limpia de Compuerta

1Q 2Q

3Q

213 QQQ

100

5.0s

cs

av

5.01 132.0d

cs

H

vU

d

cs

H

vU

3.27.52

75.036.6 d

cs

H

vU

C16

Tantear hasta lograr Q1

G16


CALCULO DE DESARENADORPROYECTO ESPECIAL SIERRA CENTRO SUR


Longitud del desarenador:

1.5 Coeficiente de seguridad (1,5 - 2,0)

9.900

8.010

8.18

6.633 Se asume 8.20

2.733 > 1.917 OK!

0.350 < 0.440 OK!

VERTEDOR:

0.95 Coeficiente de corrección

0.79 Coeficiente por la forma de la crestaPRESS, H./SHRODER, R., PPL-gtz

Longitud de la cresta del vertedor:

0.140

2.30 -0.0079891996 Se asume 2.3Forchheiner

0.4

0.267 = 0.275 OK!2.097

0.12

0.16 COOPOP, Gunther Voigh

Comprobando Froude:

0.092 < 0.75 OK!

Resumen de medidas del desarenador:

entrada salida

0.775 0.500

0.400 0.400

0.000 0.000

0.020 0.020

0.750 0.515

1.50 Altura util del desarenador sin incluir freeboard

1.25 Base menor de la sección trapezoidal

2.75 Base mayor de la sección trapezoidal

1.50 Longitud de transición base canal

5.30 Longitud de transición corona

8.20 Longitud de la nave del desarenador

2.30 Longitud del vertedor

0.40 Ancho del canal de limpia

0.14 Altura de carga mínima sobre la cresta del vertedero

0.23 Altura total sobre la cresta del vertedero

0.350 Velocidad en el desarenador

K ( ) =

Ld1 ( m ) =

Ld2 ( m ) =

Ld3 ( m ) = Ld ( m ) =

Chequeo de condición (gtz, PROJEKT-PLANUNG-LAUTERJUNG, Wolfenbuttel)

Lc ( m ) =

vc (m/s) =

ß ( ) =

µ ( ) =

Hv ( m ) =

Lv ( m ) = Lv ( m ) =

BL ( m ) =

Qv (m3/s) = Q3 (m3/s) =

Hv1 ( m ) =

Hv2 ( m ) =

F ( ) =

Q1 (m3/s) = Q3 (m3/s) =

B1 ( m ) = B2 ( m ) =

z1 ( ) = z2 ( ) =

S1 ( ) = S2 ( ) =

d1 ( ) = d2 ( ) =

Hd ( m ) =

bd ( m ) =

Bd ( m ) =

Lt ( m ) =

LT ( m ) =

Ld ( m ) =

Lv ( m ) =

BL ( m ) =

Hv ( m ) =

Ht ( m ) =

vc (m/s) =

d

csdd W

vHL

1

csd

csdd vW

vHL

04.02

33 01.0 UW

vHL

d

csdd

LtL

L dc

3

2/323

2vvv HLgQ

d

csdd W

vHL

1

csd

csdd vW

vHL

04.02

33 01.0 UW

vHL

d

csdd

LtL

L dc

3

csd vv

2/323

2vvv HLgQ


DESARENADOR CANAL COLECTOR Nº 01 (Quebrada Llaqchumayo)KM 0+035


0.390 0.090 0.300

0.016 0.016

0.010 0.010

0.500 0.500

0.000 0.000

0.428 -4.706101E-06 0.354 5.3109935E-05

3.500 0.390 2.649 0.300

1.709 1.422

1.052 0.712






1.064

0.100


0.70


0.088 Velikanov

0.076 Egiazarov




0.651 Se asume 0.90


0.704





Q1 (m3/s) = Q3 (m3/s) = Q2 (m3/s) =

n1 ( ) = n2 ( ) =

S1 ( ) = S2 ( ) =

B1 ( m ) = B2 ( m ) =

z1 ( ) = z2 ( ) =

d1 ( ) = d2 ( ) =

v1 (m/s) = v2 (m/s) =

F1 ( ) = F2 ( ) =

E1 ( m ) = E2 ( m ) =

øs (mm) =

a ( ) =

vcs (m/s) =

ðw (Kg/dm3) =

Wd (m/s) =

Hd ( m ) =

U1 ( ) =

U2 ( ) =

U3 ( ) = Ut ( ) =

bd ( m ) = bd ( m ) =

Ad ( m2) =

Lt ( m ) = Lt ( m ) =

rDesarenado

Vertedor


limpia de Compuerta

1Q 2Q

3Q

213 QQQ

100

5.0s

cs

av

5.01 132.0d

cs

H

vU

d

cs

H

vU

3.27.52

75.036.6 d

cs

H

vU

)º5.12(21

tan

BHL d

t

rDesarenado

Vertedor


limpia de Compuerta

1Q 2Q

3Q

213 QQQ

100

5.0s

cs

av

5.01 132.0d

cs

H

vU

d

cs

H

vU

3.27.52

75.036.6 d

cs

H

vU

C16


G16






5.844

5.012

4.93

3.939 Se asume 5.00

1.667 > 0.902 OK!

0.554 < 0.557 OK!

VERTEDOR:




0.100

1.40 0.0081153539 Se asume 1.4Forchheiner

0.35

0.098 = 0.090 OK!2.097

0.09


Comprobando Froude:

0.215 < 0.75 OK!


entrada salida

0.390 0.300

0.500 0.500

0.000 0.000

0.010 0.010

0.428 0.354












K ( ) =

Ld1 ( m ) =

Ld2 ( m ) =

Ld3 ( m ) = Ld ( m ) =


Lc ( m ) =

vc (m/s) =

ß ( ) =

µ ( ) =

Hv ( m ) =

Lv ( m ) = Lv ( m ) =

BL ( m ) =

Qv (m3/s) = Q3 (m3/s) =

Hv1 ( m ) =

Hv2 ( m ) =

F ( ) =

Q1 (m3/s) = Q3 (m3/s) =

B1 ( m ) = B2 ( m ) =

z1 ( ) = z2 ( ) =

S1 ( ) = S2 ( ) =

d1 ( ) = d2 ( ) =

Hd ( m ) =

bd ( m ) =

Bd ( m ) =

Lt ( m ) =

LT ( m ) =

Ld ( m ) =

Lv ( m ) =

BL ( m ) =

Hv ( m ) =

Ht ( m ) =

vc (m/s) =

d

csdd W

vHL

1

csd

csdd vW

vHL

04.02

33 01.0 UW

vHL

d

csdd

LtL

L dc

3

2/323

2vvv HLgQ

d

csdd W

vHL

1

csd

csdd vW

vHL

04.02

33 01.0 UW

vHL

d

csdd

LtL

L dc

3

csd vv

2/323

2vvv HLgQ

DISEÑO DE DESARENADOR

PROYE PROYECTO : "CONSTRUCCIÓN DEL CANAL DE IRRIGACIÓN SALTANA" PROV. : CANTA

SOLIC SOLICITANTE : DIRECCIÓN REGIONAL DE AGRICULTURA DE LIMA DIST. : SAN BUENAVENTURA

DPTO. DPTO. : LIMA FECHA : SETIEMBRE 20009


0.250 0.160 0.090

0.016 0.016

0.010 0.010

0.500 0.500

0.500 0.000

0.302 -0.0195224402 0.143 -4.417122E-06

1.658 0.250 1.265 0.090

0.964 1.070

0.442 0.224






1.064

0.100


0.8


0.092 Velikanov

0.083 Egiazarov




Q1 (m3/s) = Q3 (m3/s) = Q2 (m3/s) =

n1 ( ) = n2 ( ) =

S1 ( ) = S2 ( ) =

B1 ( m ) = B2 ( m ) =

z1 ( ) = z2 ( ) =

d1 ( ) = d2 ( ) =

v1 (m/s) = v2 (m/s) =

F1 ( ) = F2 ( ) =

E1 ( m ) = E2 ( m ) =

øs (mm) =

a ( ) =

vcs (m/s) =

ðw (Kg/dm3) =

Wd (m/s) =

Hd ( m ) =

U1 ( ) =

U2 ( ) =

U3 ( ) = Ut ( ) =

rDesarenado

Vertedor


limpia de Compuerta

1Q 2Q

3Q

213 QQQ

100

5.0s

cs

av

5.01 132.0d

cs

H

vU

d

cs

H

vU

3.27.52

75.036.6 d

cs

H

vU

213 QQQ

100

5.0s

cs

av

5.01 132.0d

cs

H

vU

d

cs

H

vU

3.27.52

75.036.6 d

cs

H

vU

D19


H19






0.102 Se asume 0.40


0.416

bd ( m ) = bd ( m ) =

Ad ( m2) =






-0.23 Se asume 1.00Por condiciones constructivas



7.467

6.628

6.38

5.034 Se asume 2.00

0.667 > -0.226 OK!

0.601 < 0.622 OK!

VERTEDOR:




0.160

1.10 -0.0039795241 Se asume 1.1Forchheiner

0.24

0.156 = 0.160 OK!2.097

0.14


Comprobando Froude:

0.219 < 0.75 OK!


entrada salida

0.250 0.090

0.500 0.500

0.500 0.000

0.010 0.010

0.302 0.143

Lt ( m ) = Lt ( m ) =

K ( ) =

Ld1 ( m ) =

Ld2 ( m ) =

Ld3 ( m ) = Ld ( m ) =


Lc ( m ) =

vc (m/s) =

ß ( ) =

µ ( ) =

Hv ( m ) =

Lv ( m ) = Lv ( m ) =

BL ( m ) =

Qv (m3/s) = Q3 (m3/s) =

Hv1 ( m ) =

Hv2 ( m ) =

F ( ) =

Q1 (m3/s) = Q3 (m3/s) =

B1 ( m ) = B2 ( m ) =

z1 ( ) = z2 ( ) =

S1 ( ) = S2 ( ) =

d1 ( ) = d2 ( ) =

)º5.12(21

tan

BHL d

t

d

csdd W

vHL

1

csd

csdd vW

vHL

04.02

33 01.0 UW

vHL

d

csdd

LtL

L dc

3

2/323

2vvv HLgQ

d

csdd W

vHL

1

csd

csdd vW

vHL

04.02

33 01.0 UW

vHL

d

csdd

LtL

L dc

3

csd vv

2/323

2vvv HLgQ

DESARENADORES CANAL COLECTOR

SISTEMA CANAL UBICAC.CANAL DE INGRESO CANAL DE SALIDA DESARENADOR (m)

TIPOCOTA (m.s.n.m.)

Q(m3/s) bi(m) hi(m) e(m) S(m/m) V(m/s) n Q(m3/s) bf(m) hf(m) e(m) S(m/m) V(m/s) n h2 h3 L1 L2 L3 L4 b2 b3 b4 C1 C2 C3 C4 C5 C6

CHINCHAYSUYO Canal Aductor 0+025 0.39 0.50 0.60 0.10 0.01 1.82 0.016 0.030 0.50 0.60 0.10 0.01 0.35 0.016 0.70 1.45 1.00 5.00 2.40 2.60 0.90 2.40 0.40 I 4122.40 4123.00 4122.30 4121.55 4122.60 4123.20Canal Aductor 1+765 0.30 0.80 0.60 0.10 0.01 1.82 0.016 0.030 0.50 0.60 0.10 0.01 0.35 0.016 0.70 1.45 1.00 5.00 2.40 2.60 0.90 2.40 0.40 I 4111.11 4111.71 4111.01 4110.26 4111.31 4111.91

DESARENADORES CANAL PRINCIPAL

SISTEMA CANAL UBICAC.CANAL DE INGRESO CANAL DE SALIDA DESARENADOR (m)

TIPOCOTA (m.s.n.m.)

Q(m3/s) bi(m) hi(m) e(m) S(m/m) V(m/s) n Q(m3/s) bf(m) hf(m) e(m) S(m/m) V(m/s) n h2 h3 L1 L2 L3 L4 b2 b3 b4 C1 C2 C3 C4 C5 C6

CHINCHAYSUYO Canal Principal 0+040 0.775 0.60 0.60 0.10 0.02 2.80 0.016 0.500 0.60 0.50 0.10 0.02 2.56 0.016 1.50 1.90 1.80 8.20 4.20 4.00 1.20 2.60 0.40 II 3855.71 3856.31 3854.81 3854.40 3855.90 3856.50

3420.2728

0.04533419.910

4111.124111.09

0.0299999999997450.0014999999999870.007499999999936

4111.1125


DESARENADOR CANAL PRINCIPAL (Quebrada Ayahuarcuna - Paqcha)KM 0+040


0.775 0.275 0.500

0.016 0.016

0.020 0.020

0.400 0.400

0.000 0.000

0.750 4.1781347E-05 0.515 -4.078674E-05

2.829 0.775 2.560 0.500

1.043 1.139

1.158 0.849






1.064

0.100


1.50 1.230.05

Componente normal de turbulencia: 0.411.91

0.047 Velikanov

0.048 Egiazarov




0.424 Se asume 1.20


2.137





Q1 (m3/s) = Q3 (m3/s) = Q2 (m3/s) =

n1 ( ) = n2 ( ) =

S1 ( ) = S2 ( ) =

B1 ( m ) = B2 ( m ) =

z1 ( ) = z2 ( ) =

d1 ( ) = d2 ( ) =

v1 (m/s) = v2 (m/s) =

F1 ( ) = F2 ( ) =

E1 ( m ) = E2 ( m ) =

øs (mm) =

a ( ) =

vcs (m/s) =

ðw (Kg/dm3) =

Wd (m/s) =

Hd ( m ) =

U1 ( ) =

U2 ( ) =

U3 ( ) = Ut ( ) =

bd ( m ) = bd ( m ) =

Ad ( m2) =

Lt ( m ) = Lt ( m ) =

rDesarenado

Vertedor


limpia de Compuerta

1Q 2Q

3Q

213 QQQ

100

5.0s

cs

av

5.01 132.0d

cs

H

vU

d

cs

H

vU

3.27.52

75.036.6 d

cs

H

vU

)º5.12(21

tan

BHL d

t

rDesarenado

Vertedor


limpia de Compuerta

1Q 2Q

3Q

213 QQQ

100

5.0s

cs

av

5.01 132.0d

cs

H

vU

d

cs

H

vU

3.27.52

75.036.6 d

cs

H

vU

C16


G16






9.900

8.010

8.18

6.633 Se asume 8.20

2.733 > 1.804 OK!

0.363 < 0.440 OK!

VERTEDOR:




0.100

4.00 0.0053295826 Se asume 4.0Forchheiner

0.35

0.280 = 0.275 OK!2.097

0.09


Comprobando Froude:

0.095 < 0.75 OK!


entrada salida

0.775 0.500

0.400 0.400

0.000 0.000

0.020 0.020

0.750 0.515












K ( ) =

Ld1 ( m ) =

Ld2 ( m ) =

Ld3 ( m ) = Ld ( m ) =


Lc ( m ) =

vc (m/s) =

ß ( ) =

µ ( ) =

Hv ( m ) =

Lv ( m ) = Lv ( m ) =

BL ( m ) =

Qv (m3/s) = Q3 (m3/s) =

Hv1 ( m ) =

Hv2 ( m ) =

F ( ) =

Q1 (m3/s) = Q3 (m3/s) =

B1 ( m ) = B2 ( m ) =

z1 ( ) = z2 ( ) =

S1 ( ) = S2 ( ) =

d1 ( ) = d2 ( ) =

Hd ( m ) =

bd ( m ) =

Bd ( m ) =

Lt ( m ) =

LT ( m ) =

Ld ( m ) =

Lv ( m ) =

BL ( m ) =

Hv ( m ) =

Ht ( m ) =

vc (m/s) =

d

csdd W

vHL

1

csd

csdd vW

vHL

04.02

33 01.0 UW

vHL

d

csdd

LtL

L dc

3

2/323

2vvv HLgQ

d

csdd W

vHL

1

csd

csdd vW

vHL

04.02

33 01.0 UW

vHL

d

csdd

LtL

L dc

3

csd vv

2/323

2vvv HLgQ

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DISEÑO DE DESARENADOR