ANEXOS.pdf

1.4

CANALES Area (ha) Caudal (l/s)

PRINCIPAL 96.853 135.5942 SEC10 8.398 11.7572

SEC1 2.368 3.3152 132.3 1 1.483 2.0762

SEC2 3.384 4.7376 127.5 2 1.969 2.7566

1 0.766 1.0724 3 1.132 1.5848

2 1.846 2.5844 4 2.258 3.1612

SEC3 4.225 5.915 121.6 SEC11 3.19 4.466

SEC4 2.237 3.1318 118.4946 SEC12 13.533 18.9462

1 0.668 0.9352 1 6.785 9.499

2 0.418 0.5852 A 0.555 0.777

SEC5 2.144 3.0016 115.5 B 0.912 1.2768

1 1.772 2.4808 C 0.997 1.3958

2 0.372 0.5208 2 1.2 1.68

SEC6 17.843 24.9802 90.5 3 2.961 4.1454

1 1.947 2.7258 SEC13 8.45 11.83

2 2.918 4.0852 1 0.856 1.1984

3 3.448 4.8272 2 1.271 1.7794

4 3.25 4.55 3 0.687 0.9618

5 2.648 3.7072 4 0.699 0.9786

6 1.728 2.4192 5 0.776 1.0864

7 1.322 1.8508 6 0.508 0.7112

8 0.582 0.8148 7 0.508 0.7112

SEC7 16.644 23.3016 67.2

1 3.942 5.5188

2 3.586 5.0204

3 4.863 6.8082

4 2.344 3.2816

5 1.909 2.6726

6 1.586 2.2204

SEC8 3.254 4.5556 62.7

SEC9 2.937 4.1118 58.5

1 1.986 2.7804

2 0.951 1.3314

46.8

42.3

23.4

11.5

Caudal especifico (l/s/ha)

TRAMO

CANAL 1

Cota Inicial= 2186.00 [m.s.n.m.] 0.00

Cota final= 2185.880 [m.s.n.m.] 32.44

L= 32.44 [m]

Qd = 0.136 m3/s

So = 0.00370 [m/m]

n = 0.017

DIMENSIONAMIENTO DE LA SOLERA DEL CANAL:

Máxima Eficiencia Canales Rectangulares

b = 0.538 m. Asumimos Constructivamente b = 0.60 m.

Cálculo del Tirante Normal con la base asumida

Si Yn = 0.24 m

0.038 = 0.038 Ok!!! Se Iguala

Calculo de propiedades geometricas e hidráulicas de la sección

Area:

A= 0.145 m2

Perímetro:

P= 1.084 m

Radio Hidráulico:

Rh= 0.134 m

Se debe cumplir los siguientes criterios

Vmax 3 m/s

Vmin 0.7 m/s

Velocidad en la sección

V= 0.934 m/s Ok Cumple!!!

Pendiente mínima

Amín= 0.194 m2

Pmin= 1.246 m2

Rh= 0.156 m2Smin= 0.0017 m/m

Datos de iniciales

Prog.inicial=0+0

Prog.Final=0+

[Concreto ]

2

1

3

21

SoRAn

Q 2Y

b

𝐴 = 𝑏 ∗ 𝑦

𝑃 = 𝑏 + 2 ∗ 𝑦

𝑅ℎ = 𝐴 𝑃

𝑉 = 𝑄/𝐴

𝑆𝑚𝑖𝑛 =𝑉𝑚𝑖𝑛 ∗ 𝑛

𝑅ℎ2/3

2

Cota inicial

Cota Final

solera

So

L

?h

Pendiente máxima

Amax= 0.045 m2

Pmax= 0.751 m2

Rh= 0.060 m2

Smax= 0.1102 m/m

Pendiente normal del canal:

So= 0.0037 m/m Ok Cumple!!!

Hf= 0.119 m

Numero de Froude

V= 0.934 m/s

A= 0.145 m2

T= 0.60 m2

Fr= 0.61 Régimen Subcrítico

Cálculo del Borde libre:

BL = 0.12 m

Se asumirá un borde libre constructivo de: BL = 0.16 m

Ancho de corona para caudales menores a 0,50M3/S

C = 0.6 m

Dimensiones Constructivas:

b = 0.60 m

h = 0.40 m

e = 0.2 m

Dimensionamiento Final:

0.16m

0.4m

0.24 m

0.6 m

Perdida de carga

𝐵𝐿 =𝑦

2

𝑆𝑜 =𝑄 ∗ 𝑛

𝐴 ∗ 𝑅ℎ 2 3

2

𝐻𝑓 = 𝑆𝑜 ∗ 𝐿

𝑆𝑚𝑎𝑥 =𝑉𝑚𝑎𝑥 ∗ 𝑛

𝑅ℎ2/3

2

𝐹𝑟 =𝑉

𝑔 ∗𝐴𝑇

b=

e= 0.20m

=h

e=0.20m

Y=

BL=

e= 0.20m

CANAL 2


Cota final= 2184.040 [m.s.n.m.] 100

L= 13.77 [m]

Qd = 0.136 m3/s

So = 0.00218 [m/m]

n = 0.017





Si Yn = 0.29 m

0.049 = 0.049 Ok!!! Se Iguala


Area:

A= 0.174 m2

Perímetro:

P= 1.181 m

Radio Hidráulico:

Rh= 0.148 m


Vmax 3 m/s

Vmin 0.7 m/s



Pendiente mínima

Amín= 0.194 m2

Pmin= 1.246 m2

Rh= 0.156 m2Smin= 0.0017 m/m

Pendiente máxima

Amax= 0.045 m2

Pmax= 0.751 m2

Datos de iniciales

Prog.inicial=0+0

Prog.Final=0+

[Concreto ]

2

1

3

21

SoRAn

Q 2Y

b

𝐴 = 𝑏 ∗ 𝑦

𝑃 = 𝑏 + 2 ∗ 𝑦

𝑅ℎ = 𝐴 𝑃

𝑉 = 𝑄/𝐴


𝑅ℎ2/3

2


𝑅ℎ2/3

2

Cota inicial

Cota Final

solera

So

L

?h

Rh= 0.060 m2

Smax= 0.1102 m/m



Hf= 0.031 m

Numero de Froude

V= 0.778 m/s

A= 0.174 m2

T= 0.60 m2



BL = 0.15 m



C = 0.60 m


b = 0.60 m

h = 0.45 m

e = 0.2 m


0.16m

0.45m

0.29 m

0.6 m

Perdida de carga

𝐵𝐿 =𝑦

2


𝐴 ∗ 𝑅ℎ 2 3

2


𝐹𝑟 =𝑉

𝑔 ∗𝐴𝑇

b=

e= 0.20m

=h

e=0.20m

Y=

BL=

e= 0.20m

CANAL 3


Cota final= 2183.960 [m.s.n.m.] 112.81

L= 12.81 [m]

Qd = 0.132 m3/s

So = 0.00625 [m/m]

n = 0.017





Si Yn = 0.19 m

0.028 = 0.028 Ok!!! Se Iguala


Area:

A= 0.117 m2

Perímetro:

P= 0.989 m

Radio Hidráulico:

Rh= 0.118 m


Vmax 3 m/s

Vmin 0.7 m/s



Pendiente mínima

Amín= 0.189 m2

Pmin= 1.230 m2

Rh= 0.154 m2Smin= 0.0017 m/m

Pendiente máxima

Amax= 0.044 m2

Pmax= 0.747 m2

Datos de iniciales

Prog.inicial=0+

Prog.Final=0+

[Concreto ]

2

1

3

21

SoRAn

Q 2Y

b

𝐴 = 𝑏 ∗ 𝑦

𝑃 = 𝑏 + 2 ∗ 𝑦

𝑅ℎ = 𝐴 𝑃

𝑉 = 𝑄/𝐴


𝑅ℎ2/3

2


𝑅ℎ2/3

2

Cota inicial

Cota Final

solera

So

L

?h

Rh= 0.059 m2

Smax= 0.1131 m/m



Hf= 0.082 m

Numero de Froude

V= 1.135 m/s

A= 0.117 m2

T= 0.60 m2



BL = 0.10 m



C = 0.60 m


b = 0.60 m

h = 0.35 m

e = 0.2 m


0.16m

0.35m

0.19 m

0.6 m

CANAL 4


Cota final= 2180.780 [m.s.n.m.] 260

L= 70.00 [m]

Qd = 0.132 m3/s

So = 0.00314 [m/m]

n = 0.017

Perdida de carga

Datos de iniciales

Prog.inicial=0+

Prog.Final=0+

[Concreto ]

𝐵𝐿 =𝑦

2


𝐴 ∗ 𝑅ℎ 2 3

2


𝐹𝑟 =𝑉

𝑔 ∗𝐴𝑇

b=

e= 0.20m

=h

e=0.20m

Y=

BL=

e= 0.20m

Cota inicial

Cota Final

solera

So

L

?h





Si Yn = 0.25 m

0.040 = 0.040 Ok!!! Se Iguala


Area:

A= 0.151 m2

Perímetro:

P= 1.103 m

Radio Hidráulico:

Rh= 0.137 m


Vmax 3 m/s

Vmin 0.7 m/s



Pendiente mínima

Amín= 0.189 m2

Pmin= 1.230 m2

Rh= 0.154 m2Smin= 0.0017 m/m

Pendiente máxima

Amax= 0.044 m2

Pmax= 0.747 m2

Rh= 0.059 m2Smax= 0.1131 m/m



Perdida de carga

2

1

3

21

SoRAn

Q 2Y

b

𝐴 = 𝑏 ∗ 𝑦

𝑃 = 𝑏 + 2 ∗ 𝑦

𝑅ℎ = 𝐴 𝑃


𝐴 ∗ 𝑅ℎ 2 3

2

𝑉 = 𝑄/𝐴


𝑅ℎ2/3

2


𝑅ℎ2/3

2

Cota inicial

Cota Final

solera

So

L

?h

Hf= 0.221 m

Numero de Froude

V= 0.877 m/s

A= 0.151 m2

T= 0.60 m2



BL = 0.13 m



C = 0.60 m


b = 0.60 m

h = 0.40 m

e = 0.2 m


0.15m

0.4m

0.25 m

0.6 m

CANAL 5


Cota final= 2180.540 [m.s.n.m.] 281.9

L= 21.90 [m]

Qd = 0.128 m3/s

So = 0.01096 [m/m]

n = 0.017



Datos de iniciales

Prog.inicial=0+

Prog.Final=0+

[Concreto ]

𝐵𝐿 =𝑦

2


𝐹𝑟 =𝑉

𝑔 ∗𝐴𝑇

b=

e= 0.20m

=h

e=0.20m

Y=

BL=

e= 0.20m

2

1

3

21

SoRAn

Q 2Y

b

Cota inicial

Cota Final

solera

So

L

?h



Si Yn = 0.21 m

0.022 = 0.021 Ok!!! Se Iguala


Area:

A= 0.095 m2

Perímetro:

P= 0.873 m

Radio Hidráulico:

Rh= 0.109 m


Vmax 3 m/s

Vmin 0.7 m/s



Pendiente mínima

Amín= 0.182 m2

Pmin= 1.260 m2

Rh= 0.145 m2Smin= 0.0019 m/m

Pendiente máxima

Amax= 0.043 m2

Pmax= 0.639 m2

Rh= 0.067 m2Smax= 0.0965 m/m



Hf= 0.219 m

Numero de Froude

V= 1.341 m/s

A= 0.095 m2

T= 0.45 m2


Perdida de carga

𝐴 = 𝑏 ∗ 𝑦

𝑃 = 𝑏 + 2 ∗ 𝑦

𝑅ℎ = 𝐴 𝑃


𝐴 ∗ 𝑅ℎ 2 3

2


𝑉 = 𝑄/𝐴


𝑅ℎ2/3

2


𝑅ℎ2/3

2

𝐹𝑟 =𝑉

𝑔 ∗𝐴𝑇


BL = 0.11 m



C = 0.60 m


b = 0.45 m

h = 0.40 m

e = 0.2 m


0.19m

0.4m

0.21 m

0.45 m

CANAL 6


Cota final= 2178.850 [m.s.n.m.] 360

L= 31.64 [m]

Qd = 0.128 m3/s

So = 0.00348 [m/m]

n = 0.017





Si Yn = 0.26 m

Datos de iniciales

Prog.inicial=0+

Prog.Final=0+

[Concreto ]

𝐵𝐿 =𝑦

2

b=

e= 0.20m

=h

e=0.20m

Y=

BL=

e= 0.20m

2

1

3

21

SoRAn

Q 2Y

b

Cota inicial

Cota Final

solera

So

L

?h

0.037 = 0.037 Ok!!! Se Iguala


Area:

A= 0.142 m2

Perímetro:

P= 1.067 m

Radio Hidráulico:

Rh= 0.133 m


Vmax 3 m/s

Vmin 0.7 m/s



Pendiente mínima

Amín= 0.182 m2

Pmin= 1.212 m2

Rh= 0.150 m2Smin= 0.0018 m/m

Pendiente máxima

Amax= 0.043 m2

Pmax= 0.705 m2

Rh= 0.060 m2

Smax= 0.1099 m/m



Hf= 0.108 m

Numero de Froude

V= 0.897 m/s

A= 0.142 m2

T= 0.55 m2



BL = 0.13 m



C = 0.60 m


Perdida de carga

𝐵𝐿 =𝑦

2

𝐴 = 𝑏 ∗ 𝑦

𝑃 = 𝑏 + 2 ∗ 𝑦

𝑅ℎ = 𝐴 𝑃


𝐴 ∗ 𝑅ℎ 2 3

2


𝑉 = 𝑄/𝐴


𝑅ℎ2/3

2


𝑅ℎ2/3

2

𝐹𝑟 =𝑉

𝑔 ∗𝐴𝑇

b = 0.55 m

h = 0.40 m

e = 0.2 m


0.14m

0.4m

0.26 m

0.55 m

CANAL 7


Cota final= 2178.790 [m.s.n.m.] 378.78

L= 18.78 [m]

Qd = 0.122 m3/s

So = 0.00319 [m/m]

n = 0.017





Si Yn = 0.26 m

0.037 = 0.037 Ok!!! Se Iguala


Area:

A= 0.142 m2

Perímetro:

Datos de iniciales

Prog.inicial=0+

Prog.Final=0+

[Concreto ]

b=

e= 0.20m

=h

e=0.20m

Y=

BL=

e= 0.20m

2

1

3

21

SoRAn

Q 2Y

b

𝐴 = 𝑏 ∗ 𝑦

𝑃 = 𝑏 + 2 ∗ 𝑦

Cota inicial

Cota Final

solera

So

L

?h

P= 1.067 m

Radio Hidráulico:

Rh= 0.133 m


Vmax 3 m/s

Vmin 0.7 m/s



Pendiente mínima

Amín= 0.174 m2

Pmin= 1.182 m2

Rh= 0.147 m2

Smin= 0.0018 m/m

Pendiente máxima

Amax= 0.041 m2

Pmax= 0.697 m2

Rh= 0.058 m2

Smax= 0.1155 m/m



Hf= 0.058 m

Numero de Froude

V= 0.855 m/s

A= 0.142 m2

T= 0.55 m2



BL = 0.13 m



C = 0.60 m


b = 0.55 m

h = 0.40 m

e = 0.2 m


Perdida de carga

𝐵𝐿 =𝑦

2

𝑃 𝑏 + 2 𝑦

𝑅ℎ = 𝐴 𝑃


𝐴 ∗ 𝑅ℎ 2 3

2


𝑉 = 𝑄/𝐴


𝑅ℎ2/3

2


𝑅ℎ2/3

2

𝐹𝑟 =𝑉

𝑔 ∗𝐴𝑇

b=

e= 0.20m

=h

e=0.20m

Y=

BL=

e= 0.20m

0.14m

0.4m

0.26 m

0.55 m

CANAL 8


Cota final= 2169.950 [m.s.n.m.] 600

L= 33.03 [m]

Qd = 0.122 m3/s

So = 0.00575 [m/m]

n = 0.017





Si Yn = 0.23 m

0.027 = 0.027 Ok!!! Se Iguala


Area:

A= 0.113 m2

Perímetro:

P= 0.950 m

Radio Hidráulico:

Rh= 0.118 m


Vmax 3 m/s

Vmin 0.7 m/s

Datos de iniciales

Prog.inicial=0+

Prog.Final=0+

[Concreto ]

b=

e= 0.20m

=h

e=0.20m

Y=

BL=

e= 0.20m

2

1

3

21

SoRAn

Q 2Y

b

𝐴 = 𝑏 ∗ 𝑦

𝑃 = 𝑏 + 2 ∗ 𝑦

𝑅ℎ = 𝐴 𝑃

Cota inicial

Cota Final

solera

So

L

?h



Pendiente mínima

Amín= 0.174 m2

Pmin= 1.195 m2

Rh= 0.145 m2

Smin= 0.0019 m/m

Pendiente máxima

Amax= 0.041 m2

Pmax= 0.662 m2

Rh= 0.061 m2

Smax= 0.1078 m/m



Hf= 0.192 m

Numero de Froude

V= 1.080 m/s

A= 0.113 m2

T= 0.50 m2



BL = 0.11 m



C = 0.60 m


b = 0.50 m

h = 0.40 m

e = 0.2 m


0.17m

0.4m

0.23 m

Perdida de carga

𝐵𝐿 =𝑦

2


𝐴 ∗ 𝑅ℎ 2 3

2


𝑉 = 𝑄/𝐴


𝑅ℎ2/3

2


𝑅ℎ2/3

2

𝐹𝑟 =𝑉

𝑔 ∗𝐴𝑇

b=

e= 0.20m

=h

e=0.20m

Y=

BL=

e= 0.20m

0.5 m

CANAL 9


Cota final= 2169.600 [m.s.n.m.] 692.44

L= 92.44 [m]

Qd = 0.119 m3/s

So = 0.00379 [m/m]

n = 0.017





Si Yn = 0.24 m

0.033 = 0.033 Ok!!! Se Iguala


Area:

A= 0.131 m2

Perímetro:

P= 1.025 m

Radio Hidráulico:

Rh= 0.127 m


Vmax 3 m/s

Vmin 0.7 m/s



Pendiente mínima

Amín= 0.169 m2

Pmin= 1.166 m2

Rh= 0.145 m2Smin= 0.0019 m/m

Datos de iniciales

Prog.inicial=0+

Prog.Final=0+

[Concreto ]

b=

e= 0.20m

=h

e=0.20m

Y=

BL=

e= 0.20m

2

1

3

21

SoRAn

Q 2Y

b

𝐴 = 𝑏 ∗ 𝑦

𝑃 = 𝑏 + 2 ∗ 𝑦

𝑅ℎ = 𝐴 𝑃

𝑉 = 𝑄/𝐴


𝑅ℎ2/3

2

Cota inicial

Cota Final

solera

So

L

?h

Pendiente máxima

Amax= 0.040 m2

Pmax= 0.694 m2

Rh= 0.057 m2

Smax= 0.1187 m/m



Hf= 0.343 m

Numero de Froude

V= 0.908 m/s

A= 0.131 m2

T= 0.55 m2



BL = 0.12 m



C = 0.60 m


b = 0.55 m

h = 0.40 m

e = 0.2 m


0.16m

0.4m

0.24 m

0.55 m

CANAL 10


Cota final= 2167.000 [m.s.n.m.] 890

L= 128.45 [m]

Perdida de carga

Datos de iniciales

Prog.inicial=0+

Prog.Final=0+

𝐵𝐿 =𝑦

2


𝐴 ∗ 𝑅ℎ 2 3

2



𝑅ℎ2/3

2

𝐹𝑟 =𝑉

𝑔 ∗𝐴𝑇

b=

e= 0.20m

=h

e=0.20m

Y=

BL=

e= 0.20m

Cota inicial

Cota Final

solera

So

L

?h

Qd = 0.119 m3/s

So = 0.00428 [m/m]

n = 0.017





Si Yn = 0.25 m

0.031 = 0.031 Ok!!! Se Iguala


Area:

A= 0.124 m2

Perímetro:

P= 0.998 m

Radio Hidráulico:

Rh= 0.125 m


Vmax 3 m/s

Vmin 0.7 m/s



Pendiente mínima

Amín= 0.169 m2

Pmin= 1.177 m2

Rh= 0.144 m2Smin= 0.0019 m/m

Pendiente máxima

Amax= 0.040 m2

Pmax= 0.658 m2

Rh= 0.060 m2Smax= 0.1107 m/m



[Concreto ]

2

1

3

21

SoRAn

Q 2Y

b

𝐴 = 𝑏 ∗ 𝑦

𝑃 = 𝑏 + 2 ∗ 𝑦

𝑅ℎ = 𝐴 𝑃


𝐴 𝑅 2 3

2

𝑉 = 𝑄/𝐴


𝑅ℎ2/3

2


𝑅ℎ2/3

2

Cota inicial

Cota Final

solera

So

L

?h

Hf= 0.540 m

Numero de Froude

V= 0.952 m/s

A= 0.124 m2

T= 0.50 m2



BL = 0.12 m



C = 0.60 m


b = 0.50 m

h = 0.40 m

e = 0.2 m


0.15m

0.4m

0.25 m

0.5 m

CANAL 11


Cota final= 2160.940 [m.s.n.m.] 980.01

L= 39.25 [m]

Qd = 0.119 m3/s

So = 0.00433 [m/m]

n = 0.017



Datos de iniciales

Prog.inicial=0+

Prog.Final=0+

[Concreto ]

Perdida de carga

𝐵𝐿 =𝑦

2

𝑜

𝐴 ∗ 𝑅ℎ 2 3


𝐹𝑟 =𝑉

𝑔 ∗𝐴𝑇

b=

e= 0.20m

=h

e=0.20m

Y=

BL=

e= 0.20m

Cota inicial

Cota Final

solera

So

L

?h



Si Yn = 0.24 m

0.030 = 0.031 Ok!!! Se Iguala


Area:

A= 0.121 m2

Perímetro:

P= 0.986 m

Radio Hidráulico:

Rh= 0.123 m


Vmax 3 m/s

Vmin 0.7 m/s



Pendiente mínima

Amín= 0.169 m2

Pmin= 1.177 m2

Rh= 0.144 m2Smin= 0.0019 m/m

Pendiente máxima

Amax= 0.040 m2

Pmax= 0.658 m2

Rh= 0.060 m2Smax= 0.1107 m/m



Hf= 0.176 m

Numero de Froude

V= 0.976 m/s

A= 0.121 m2

Perdida de carga

2

1

3

21

SoRAn

Q 2Y

b

𝐴 = 𝑏 ∗ 𝑦

𝑃 = 𝑏 + 2 ∗ 𝑦

𝑅ℎ = 𝐴 𝑃


𝐴 ∗ 𝑅ℎ 2 3

2


𝑉 = 𝑄/𝐴


𝑅ℎ2/3

2


𝑅ℎ2/3

2

𝐹𝑟 =𝑉

𝐴

T= 0.50 m2



BL = 0.12 m



C = 0.60 m


b = 0.50 m

h = 0.40 m

e = 0.2 m


0.16m

0.4m

0.24 m

0.5 m

CANAL 12


Cota final= 2160.650 [m.s.n.m.] 70.22

L= 90.21 [m]

Qd = 0.116 m3/s

So = 0.00321 [m/m]

n = 0.017





Datos de iniciales

Prog.inicial=0+

Prog.Final=1+0

[Concreto ]

𝐵𝐿 =𝑦

2

𝑔 ∗𝐴𝑇

b=

e= 0.20m

=h

e=0.20m

Y=

BL=

e= 0.20m

2

1

3

21

SoRAn

Q 2Y

b

Cota inicial

Cota Final

solera

So

L

?h

Si Yn = 0.25 m

0.035 = 0.035 Ok!!! Se Iguala


Area:

A= 0.136 m2

Perímetro:

P= 1.046 m

Radio Hidráulico:

Rh= 0.130 m


Vmax 3 m/s

Vmin 0.7 m/s



Pendiente mínima

Amín= 0.165 m2

Pmin= 1.150 m2

Rh= 0.143 m2Smin= 0.0019 m/m

Pendiente máxima

Amax= 0.039 m2

Pmax= 0.690 m2

Rh= 0.056 m2

Smax= 0.1220 m/m



Hf= 0.283 m

Numero de Froude

V= 0.848 m/s

A= 0.136 m2

T= 0.55 m2



BL = 0.12 m



Perdida de carga

𝐵𝐿 =𝑦

2

𝐴 = 𝑏 ∗ 𝑦

𝑃 = 𝑏 + 2 ∗ 𝑦

𝑅ℎ = 𝐴 𝑃


𝐴 ∗ 𝑅ℎ 2 3

2


𝑉 = 𝑄/𝐴


𝑅ℎ2/3

2


𝑅ℎ2/3

2

𝐹𝑟 =𝑉

𝑔 ∗𝐴𝑇

C = 0.60 m


b = 0.55 m

h = 0.40 m

e = 0.2 m


0.15m

0.4m

0.25 m

0.55 m

CANAL 13


Cota final= 2159.490 [m.s.n.m.] 530

L= 459.78 [m]

Qd = 0.091 m3/s

So = 0.00252 [m/m]

n = 0.017





Si Yn = 0.25 m

0.030 = 0.031 Ok!!! Se Iguala


Datos de iniciales

Prog.inicial=1+0

Prog.Final=1+

[Concreto ]

b=

e= 0.20m

=h

e=0.20m

Y=

BL=

e= 0.20m

2

1

3

21

SoRAn

Q 2Y

b

Cota inicial

Cota Final

solera

So

L

?h

Area:

A= 0.123 m2

Perímetro:

P= 0.991 m

Radio Hidráulico:

Rh= 0.124 m


Vmax 3 m/s

Vmin 0.7 m/s



Pendiente mínima

Amín= 0.129 m2

Pmin= 1.017 m2

Rh= 0.127 m2

Smin= 0.0022 m/m

Pendiente máxima

Amax= 0.030 m2

Pmax= 0.621 m2

Rh= 0.049 m2

Smax= 0.1466 m/m



Hf= 1.172 m

Numero de Froude

V= 0.738 m/s

A= 0.123 m2

T= 0.50 m2



BL = 0.12 m



C = 0.60 m


b = 0.50 m

h = 0.40 m

e = 0.2 m

Perdida de carga

𝐵𝐿 =𝑦

2

𝐴 = 𝑏 ∗ 𝑦

𝑃 = 𝑏 + 2 ∗ 𝑦

𝑅ℎ = 𝐴 𝑃


𝐴 ∗ 𝑅ℎ 2 3

2


𝑉 = 𝑄/𝐴


𝑅ℎ2/3

2


𝑅ℎ2/3

2

𝐹𝑟 =𝑉

𝑔 ∗𝐴𝑇


0.15m

0.4m

0.25 m

0.5 m

CANAL 14


Cota final= 2159.430 [m.s.n.m.] 550.23

L= 20.23 [m]

Qd = 0.067 m3/s

So = 0.00297 [m/m]

n = 0.017





Si Yn = 0.19 m

0.021 = 0.021 Ok!!! Se Iguala


Area:

A= 0.093 m2

Perímetro:

P= 0.874 m

Radio Hidráulico:

Rh= 0.107 m

Datos de iniciales

Prog.inicial=1+

Prog.Final=1+

[Concreto ]

b=

e= 0.20m

=h

e=0.20m

Y=

BL=

e= 0.20m

2

1

3

21

SoRAn

Q 2Y

b

𝐴 = 𝑏 ∗ 𝑦

𝑃 = 𝑏 + 2 ∗ 𝑦

𝑅ℎ = 𝐴 𝑃

Cota inicial

Cota Final

solera

So

L

?h


Vmax 3 m/s

Vmin 0.7 m/s



Pendiente mínima

Amín= 0.096 m2

Pmin= 0.884 m2

Rh= 0.109 m2

Smin= 0.0027 m/m

Pendiente máxima

Amax= 0.022 m2

Pmax= 0.590 m2

Rh= 0.038 m2Smax= 0.2037 m/m



Hf= 0.059 m

Numero de Froude

V= 0.719 m/s

A= 0.093 m2

T= 0.50 m2



BL = 0.09 m



C = 0.60 m


b = 0.50 m

h = 0.35 m

e = 0.2 m


0.16m

0.35m

0.19 m

Perdida de carga

𝐵𝐿 =𝑦

2


𝐴 ∗ 𝑅ℎ 2 3

2


𝑉 = 𝑄/𝐴


𝑅ℎ2/3

2


𝑅ℎ2/3

2

𝐹𝑟 =𝑉

𝑔 ∗𝐴𝑇

b=

e= 0.20m

=h

e=0.20m

Y=

BL=

e= 0.20m

0.5 m

CANAL 15


Cota final= 2156.660 [m.s.n.m.] 680

L= 34.65 [m]

Qd = 0.067 m3/s

So = 0.00491 [m/m]

n = 0.017





Si Yn = 0.19 m

0.017 = 0.016 Ok!!! Se Iguala


Area:

A= 0.078 m2

Perímetro:

P= 0.790 m

Radio Hidráulico:

Rh= 0.099 m


Vmax 3 m/s

Vmin 0.7 m/s



Pendiente mínima

Datos de iniciales

Prog.inicial=1+

Prog.Final=1+

[Concreto ]

b=

e= 0.20m

=h

e=0.20m

Y=

BL=

e= 0.20m

2

1

3

21

SoRAn

Q 2Y

b

𝐴 = 𝑏 ∗ 𝑦

𝑃 = 𝑏 + 2 ∗ 𝑦

𝑅ℎ = 𝐴 𝑃

𝑉 = 𝑄/𝐴

𝑉2

Cota inicial

Cota Final

solera

So

L

?h

Amín= 0.096 m2

Pmin= 0.880 m2

Rh= 0.109 m2

Smin= 0.0027 m/m

Pendiente máxima

Amax= 0.022 m2

Pmax= 0.512 m2

Rh= 0.044 m2

Smax= 0.1687 m/m



Hf= 0.163 m

Numero de Froude

V= 0.862 m/s

A= 0.078 m2

T= 0.40 m2



BL = 0.10 m



C = 0.60 m


b = 0.40 m

h = 0.35 m

e = 0.2 m


0.16m

0.35m

0.19 m

0.4 m

Perdida de carga

𝐵𝐿 =𝑦

2


𝐴 ∗ 𝑅ℎ 2 3

2



𝑅ℎ2/3

2


𝑅ℎ2/3

2

𝐹𝑟 =𝑉

𝑔 ∗𝐴𝑇

b=

e= 0.20m

=h

e=0.20m

Y=

BL=

e= 0.20m

CANAL 16


Cota final= 2156.350 [m.s.n.m.] 760

L= 80.00 [m]

Qd = 0.063 m3/s

So = 0.00387 [m/m]

n = 0.017





Si Yn = 0.16 m

0.017 = 0.017 Ok!!! Se Iguala


Area:

A= 0.080 m2

Perímetro:

P= 0.821 m

Radio Hidráulico:

Rh= 0.098 m


Vmax 3 m/s

Vmin 0.7 m/s



Pendiente mínima

Amín= 0.090 m2

Pmin= 0.858 m2

Rh= 0.104 m2Smin= 0.0029 m/m

Pendiente máxima

Amax= 0.021 m2

Pmax= 0.584 m2

Datos de iniciales

Prog.inicial=1+

Prog.Final=1+

[Concreto ]

2

1

3

21

SoRAn

Q 2Y

b

𝐴 = 𝑏 ∗ 𝑦

𝑃 = 𝑏 + 2 ∗ 𝑦

𝑅ℎ = 𝐴 𝑃

𝑉 = 𝑄/𝐴


𝑅ℎ2/3

2


𝑅ℎ2/3

2

Cota inicial

Cota Final

solera

So

L

?h

Rh= 0.036 m2

Smax= 0.2203 m/m



Hf= 0.313 m

Numero de Froude

V= 0.781 m/s

A= 0.080 m2

T= 0.50 m2



BL = 0.08 m



C = 0.60 m


b = 0.50 m

h = 0.30 m

e = 0.2 m


0.14m

0.3m

0.16 m

0.5 m

CANAL 17


Cota final= 2155.450 [m.s.n.m.] 980

L= 220.00 [m]

Qd = 0.059 m3/s

So = 0.00409 [m/m]

n = 0.017

Datos de iniciales

Prog.inicial=1+

Prog.Final=1+

[Concreto ]

Perdida de carga

𝐵𝐿 =𝑦

2


𝐴 ∗ 𝑅ℎ 2 3

2


𝐹𝑟 =𝑉

𝑔 ∗𝐴𝑇

b=

e= 0.20m

=h

e=0.20m

Y=

BL=

e= 0.20m

Cota inicial

Cota Final

solera

So

L

?h





Si Yn = 0.19 m

0.016 = 0.016 Ok!!! Se Iguala


Area:

A= 0.076 m2

Perímetro:

P= 0.779 m

Radio Hidráulico:

Rh= 0.097 m


Vmax 3 m/s

Vmin 0.7 m/s



Pendiente mínima

Amín= 0.084 m2

Pmin= 0.818 m2

Rh= 0.102 m2Smin= 0.0030 m/m

Pendiente máxima

Amax= 0.020 m2

Pmax= 0.498 m2

Rh= 0.039 m2Smax= 0.1954 m/m



Perdida de carga

2

1

3

21

SoRAn

Q 2Y

b

𝐴 = 𝑏 ∗ 𝑦

𝑃 = 𝑏 + 2 ∗ 𝑦

𝑅ℎ = 𝐴 𝑃


𝐴 ∗ 𝑅ℎ 2 3

2

𝑉 = 𝑄/𝐴


𝑅ℎ2/3

2


𝑅ℎ2/3

2

Cota inicial

Cota Final

solera

So

L

?h

Hf= 0.848 m

Numero de Froude

V= 0.772 m/s

A= 0.076 m2

T= 0.40 m2



BL = 0.09 m



C = 0.60 m


b = 0.40 m

h = 0.35 m

e = 0.2 m


0.16m

0.35m

0.19 m

0.4 m

CANAL 18


Cota final= 2155.450 [m.s.n.m.] 200

L= 220.00 [m]

Qd = 0.047 m3/s

So = 0.00455 [m/m]

n = 0.017



Datos de iniciales

Prog.inicial=1+

Prog.Final=2+

[Concreto ]

𝐵𝐿 =𝑦

2


𝐹𝑟 =𝑉

𝑔 ∗𝐴𝑇

b=

e= 0.20m

=h

e=0.20m

Y=

BL=

e= 0.20m

2

1

3

21

SoRAn

Q 2Y

b

Cota inicial

Cota Final

solera

So

L

?h



Si Yn = 0.15 m

0.012 = 0.012 Ok!!! Se Iguala


Area:

A= 0.061 m2

Perímetro:

P= 0.707 m

Radio Hidráulico:

Rh= 0.087 m


Vmax 3 m/s

Vmin 0.7 m/s



Pendiente mínima

Amín= 0.067 m2

Pmin= 0.734 m2

Rh= 0.091 m2Smin= 0.0035 m/m

Pendiente máxima

Amax= 0.016 m2

Pmax= 0.478 m2

Rh= 0.033 m2Smax= 0.2494 m/m



Hf= 0.961 m

Numero de Froude

V= 0.762 m/s

A= 0.061 m2

T= 0.40 m2


Perdida de carga

𝐴 = 𝑏 ∗ 𝑦

𝑃 = 𝑏 + 2 ∗ 𝑦

𝑅ℎ = 𝐴 𝑃


𝐴 ∗ 𝑅ℎ 2 3

2


𝑉 = 𝑄/𝐴


𝑅ℎ2/3

2


𝑅ℎ2/3

2

𝐹𝑟 =𝑉

𝑔 ∗𝐴𝑇


BL = 0.08 m



C = 0.60 m


b = 0.40 m

h = 0.30 m

e = 0.2 m


0.15m

0.3m

0.15 m

0.4 m

CANAL 19


Cota final= 2152.980 [m.s.n.m.] 500

L= 300.00 [m]

Qd = 0.042 m3/s

So = 0.01133 [m/m]

n = 0.017





Si Yn = 0.11 m

Datos de iniciales

Prog.inicial=2+

Prog.Final=2+

[Concreto ]

𝐵𝐿 =𝑦

2

b=

e= 0.20m

=h

e=0.20m

Y=

BL=

e= 0.20m

2

1

3

21

SoRAn

Q 2Y

b

Cota inicial

Cota Final

solera

So

L

?h

0.007 = 0.007 Ok!!! Se Iguala


Area:

A= 0.042 m2

Perímetro:

P= 0.612 m

Radio Hidráulico:

Rh= 0.069 m


Vmax 3 m/s

Vmin 0.7 m/s



Pendiente mínima

Amín= 0.060 m2

Pmin= 0.702 m2

Rh= 0.086 m2Smin= 0.0037 m/m

Pendiente máxima

Amax= 0.014 m2

Pmax= 0.471 m2

Rh= 0.030 m2

Smax= 0.2794 m/m



Hf= 3.026 m

Numero de Froude

V= 0.997 m/s

A= 0.042 m2

T= 0.40 m2



BL = 0.05 m



C = 0.60 m


Perdida de carga

𝐵𝐿 =𝑦

2

𝐴 = 𝑏 ∗ 𝑦

𝑃 = 𝑏 + 2 ∗ 𝑦

𝑅ℎ = 𝐴 𝑃


𝐴 ∗ 𝑅ℎ 2 3

2


𝑉 = 𝑄/𝐴


𝑅ℎ2/3

2


𝑅ℎ2/3

2

𝐹𝑟 =𝑉

𝑔 ∗𝐴𝑇

b = 0.40 m

h = 0.30 m

e = 0.2 m


0.19m

0.3m

0.11 m

0.4 m

CANAL 20


Cota final= 2152.750 [m.s.n.m.] 540

L= 40.00 [m]

Qd = 0.023 m3/s

So = 0.00575 [m/m]

n = 0.017





Si Yn = 0.08 m

0.005 = 0.005 Ok!!! Se Iguala


Area:

A= 0.032 m2

Perímetro:

Datos de iniciales

Prog.inicial=2+

Prog.Final=2+

[Concreto ]

b=

e= 0.20m

=h

e=0.20m

Y=

BL=

e= 0.20m

2

1

3

21

SoRAn

Q 2Y

b

𝐴 = 𝑏 ∗ 𝑦

𝑃 = 𝑏 + 2 ∗ 𝑦

Cota inicial

Cota Final

solera

So

L

?h

P= 0.560 m

Radio Hidráulico:

Rh= 0.057 m


Vmax 3 m/s

Vmin 0.7 m/s



Pendiente mínima

Amín= 0.033 m2

Pmin= 0.567 m2

Rh= 0.059 m2

Smin= 0.0062 m/m

Pendiente máxima

Amax= 0.008 m2

Pmax= 0.439 m2

Rh= 0.018 m2

Smax= 0.5610 m/m



Hf= 0.281 m

Numero de Froude

V= 0.731 m/s

A= 0.032 m2

T= 0.40 m2



BL = 0.04 m



C = 0.60 m


b = 0.40 m

h = 0.30 m

e = 0.2 m


Perdida de carga

𝐵𝐿 =𝑦

2

𝑃 𝑏 + 2 𝑦

𝑅ℎ = 𝐴 𝑃


𝐴 ∗ 𝑅ℎ 2 3

2


𝑉 = 𝑄/𝐴


𝑅ℎ2/3

2


𝑅ℎ2/3

2

𝐹𝑟 =𝑉

𝑔 ∗𝐴𝑇

b=

e= 0.20m

=h

e=0.20m

Y=

BL=

e= 0.20m

0.22m

0.3m

0.08 m

0.4 m

CANAL 21


Cota final= 2151.000 [m.s.n.m.] 750

L= 210.00 [m]

Qd = 0.012 m3/s

So = 0.00833 [m/m]

n = 0.017





Si Yn = 0.07 m

0.002 = 0.002 Ok!!! Se Iguala


Area:

A= 0.015 m2

Perímetro:

P= 0.345 m

Radio Hidráulico:

Rh= 0.042 m


Vmax 3 m/s

Vmin 0.7 m/s

Datos de iniciales

Prog.inicial=2+

Prog.Final=2+

[Concreto ]

b=

e= 0.20m

=h

e=0.20m

Y=

BL=

e= 0.20m

2

1

3

21

SoRAn

Q 2Y

b

𝐴 = 𝑏 ∗ 𝑦

𝑃 = 𝑏 + 2 ∗ 𝑦

𝑅ℎ = 𝐴 𝑃

Cota inicial

Cota Final

solera

So

L

?h



Pendiente mínima

Amín= 0.016 m2

Pmin= 0.364 m2

Rh= 0.045 m2

Smin= 0.0088 m/m

Pendiente máxima

Amax= 0.004 m2

Pmax= 0.238 m2

Rh= 0.016 m2

Smax= 0.6406 m/m



Hf= 2.598 m

Numero de Froude

V= 0.792 m/s

A= 0.015 m2

T= 0.20 m2



BL = 0.04 m



C = 0.60 m


b = 0.20 m

h = 0.25 m

e = 0.2 m


0.18m

0.25m

0.07 m

Perdida de carga

𝐵𝐿 =𝑦

2


𝐴 ∗ 𝑅ℎ 2 3

2


𝑉 = 𝑄/𝐴


𝑅ℎ2/3

2


𝑅ℎ2/3

2

𝐹𝑟 =𝑉

𝑔 ∗𝐴𝑇

b=

e= 0.20m

=h

e=0.20m

Y=

BL=

e= 0.20m

0.2 mb=

e= 0.20m

=h

e=0.20m

Y=

BL=

e= 0.20m

RAPIDA 1

datos.

2185.880 32.44

2184.07 86.23

Q= 0.1356 m3/s

∆H= 1.81 m [Desnivel de la Rapida]

Lh= 53.79 m

L= 53.82 m [Longitrud de la Rapida]

canal de entrada canal de entrada

Yn1= 0.24 [m] Yn2= 0.29 [m]

b= 0.60 m b= 0.60 m

A= 0.15 [m2] A= 0.17 [m2]

T= 0.60 [m] T= 0.60 [m]

P= 1.08 [m] P= 1.18 [m]

R= 0.13 [m] R= 0.15 [m]

V= 0.93 [m/s] V= 0.78 [m/s]

Fr= 0.61 subcritico Fr= 0.46 subcritico

hv= 0.044 m hv= 0.031 m

E= 0.286 m.kg/kg E= 0.321 m.kg/kg

Ym= 0.242 [m] Ym= 0.291 [m]

2.- Seccion de control

tirante normal Yn1= 0.242 [m]

cota entrada (m.s.n.m.): Prog.inicial=0+0

cota salida (m.s.n.m.): Prog.Final=0+0

Yn1Yc

Y1

Y2 Yn2

0c 1

2

bn1 Bc bn2

longitud de la rapida

h

CANAL DEENTRADA

CANAL DE

SALIDA

CANAL DELA RAPIDA

Seccionde control

.

Longitud de transiciónLongitud de transición

𝑉2

Carga de Velocidad 0.044 [m]

Energia especifica: 0.286 [m*kg/kg]

Yc = 0.19 m.

0.519 m

0.191 m

B1 = 0.519 m.

se Asume 0.520 m.

1.369 m/s

3.- Calculo de la longitud de transición:

se asume

0.10 Lt=0.60 m

4.-Calculo de los tirantes en la rápida (curva de remanso): Metodo de los tramos fijos: Flujo Gradualmente variado.

Ecuacion General de Tramos Fijos

yc= 0.191 m

Bc= 0.520 m

n= 0.017

TRAMO X ΔX So y V E E+So ΔX SE SEm SEm ΔX E+SEmed ΔX

0 0 5.382 0.034 0.191 1.37 0.286 0.467 0.010

1 5.38 5.382 0.034 0.125 2.09 0.348 0.529 0.034 0.022 0.120 0.467

2 10.76 5.382 0.034 0.125 2.08 0.346 0.527 0.034 0.034 0.183 0.529

3 16.15 5.382 0.034 0.125 2.08 0.346 0.527 0.034 0.034 0.181 0.527

4 21.53 5.382 0.034 0.125 2.08 0.346 0.527 0.034 0.034 0.181 0.527

5 26.91 5.382 0.034 0.125 2.08 0.346 0.527 0.034 0.034 0.181 0.527

6 32.29 5.382 0.034 0.125 2.08 0.346 0.527 0.034 0.034 0.181 0.527

7 37.67 5.382 0.034 0.125 2.08 0.346 0.527 0.034 0.034 0.181 0.527

8 43.06 5.382 0.034 0.125 2.08 0.346 0.527 0.034 0.034 0.181 0.527

9 48.44 5.382 0.034 0.125 2.08 0.346 0.527 0.034 0.034 0.181 0.527

10 53.82 5.382 0.034 0.125 2.08 0.346 0.527 0.034 0.034 0.181 0.527

ℎ𝑣 =𝑉2

2𝑔=

𝐸1 = 𝑌𝑛1+ℎ𝑣 =

𝑏𝑐 =27𝑄2

8𝐸𝑚𝑖𝑛3 𝑔

=

𝑌𝑐 =3 𝑄2

𝑏2 ∗ 𝑔=

𝑉𝑐 = 𝑌𝑐 ∗ 𝑔 =

Y c

𝐿 =𝐵1 − 𝐵2

2 ∗ 𝑡𝑎𝑛22.5=

XSEEXSo E 21 2

21 SESESE

2

3

2

R

nVSE

Calculo de Yn en la rapida:

Tirante real. Y: 0.125 m

Tirante normal. Yn: 0.189 m

Tirante critico. Yc: 0.191 m

Si Yn = 0.19 m Zona 3

0.013 = 0.013 Clasificacion: S

Tipo de Curva: S3

5.-Cálculo del Borde Libre

Y BL H

0.191 0.61 0.80 Se asume.

0.125 0.61 0.73 H = 0.74 m. a partir del 1er tramo.

0.125 0.61 0.74

0.125 0.61 0.74

0.125 0.61 0.74

0.125 0.61 0.74

0.125 0.61 0.74

0.125 0.61 0.74

0.125 0.61 0.74

0.125 0.61 0.74

0.125 0.61 0.74

6.-CALCULO DE LA LONGITUD Y LA PROFUNDIDAD DEL COLCHON DISIPADOR :

Flujo rapidamente Variado.

B = 0.520 m [Base del Canal]

Yn2 = 0.291 m [Tirante del Canal de salida]

Y1 = 0.125 m [Tirante en el que las Energias se igualan]

V1= 2.08 m/s

1.87

YVBL 0371,061,0

𝐹𝑟1 =𝑉1

𝑔𝑌1=

𝑏 ∗ 𝑌𝑛5

𝑏 + 2 ∗ 𝑌𝑛2=

𝑄 ∗ 𝑛

𝑆𝑜0.5

3

Y2= 0.28 m

longitud del colchon:

L= 0.75 m

L= 5.00 m

e= 0.03 m

e= 0.10 m

RAPIDA 2

datos.

2183.960 112.81

2181.00 190.00

Q= 0.1323 m3/s


Lh= 77.19 m



cota salida (m.s.n.m.): Prog.Final=0+

cota entrada (m.s.n.m.): Prog.inicial=0+

𝑌2 =𝑌12

1 + 8𝐹𝑟12 − 1

𝐿 = 5(𝑌2 − 𝑌1)

𝑒 = 1.15 ∗ 𝑌2 − 𝑌𝑛2

Yn1Yc

Y1

Y2 Yn2

0c 1

2

bn1 Bc bn2


h

CANAL DEENTRADA

CANAL DE

SALIDA

CANAL DELA RAPIDA

Seccionde control

.


Yn1= 0.19 [m] Yn2= 0.25 [m]

b= 0.60 m b= 0.60 m

A= 0.12 [m2] A= 0.15 [m2]

T= 0.60 [m] T= 0.60 [m]

P= 0.99 [m] P= 1.10 [m]

R= 0.12 [m] R= 0.14 [m]

V= 1.13 [m/s] V= 0.88 [m/s]


hv= 0.066 m hv= 0.039 m

E= 0.260 m.kg/kg E= 0.291 m.kg/kg

Ym= 0.194 [m] Ym= 0.251 [m]





Yc = 0.17 m.

0.586 m

0.173 m

B1 = 0.586 m.

se Asume 0.590 m.

1.304 m/s


se asume

0.02 Lt=0.52 m



yc= 0.173 m

ℎ𝑣 =𝑉2

2𝑔=

𝐸1 = 𝑌𝑛1+ℎ𝑣 =

𝑏𝑐 =27𝑄2


=

𝑌𝑐 =3 𝑄2

𝑏2 ∗ 𝑔=

𝑉𝑐 = 𝑌𝑐 ∗ 𝑔 =

Y c

𝐿 =𝐵1 − 𝐵2

2 ∗ 𝑡𝑎𝑛22.5=

XSEEXSo E 21 2

21 SESESE

2

3

2

R

nVSE

Bc= 0.590 m

n= 0.017


0 0 7.725 0.038 0.173 1.29 0.259 0.55 0.009

1 7.72 7.725 0.038 0.103 2.17 0.343 0.64 0.042 0.026 0.197 0.54

2 15.45 7.725 0.038 0.109 2.06 0.325 0.62 0.036 0.039 0.300 0.63

3 23.17 7.725 0.038 0.108 2.07 0.327 0.62 0.036 0.036 0.280 0.61

4 30.90 7.725 0.038 0.108 2.07 0.327 0.62 0.036 0.036 0.282 0.61

5 38.62 7.725 0.038 0.108 2.07 0.327 0.62 0.036 0.036 0.282 0.61

6 46.35 7.725 0.038 0.108 2.07 0.327 0.62 0.036 0.036 0.282 0.61

7 54.07 7.725 0.038 0.108 2.07 0.327 0.62 0.036 0.036 0.282 0.61

8 61.80 7.725 0.038 0.108 2.07 0.327 0.62 0.036 0.036 0.282 0.61

9 69.52 7.725 0.038 0.108 2.07 0.327 0.62 0.036 0.036 0.282 0.61

10 77.25 7.725 0.038 0.108 2.07 0.327 0.62 0.036 0.036 0.282 0.61







Tipo de Curva: S3


Y BL H

0.173 0.61 0.78 Se asume.


0.109 0.61 0.72

0.108 0.61 0.72

0.108 0.61 0.72

0.108 0.61 0.72

0.108 0.61 0.72

2

3

2

R

nVSE

YVBL 0371,061,0

𝑏 ∗ 𝑌𝑛5

𝑏 + 2 ∗ 𝑌𝑛2=

𝑄 ∗ 𝑛

𝑆𝑜0.5

3

0.108 0.61 0.72

0.108 0.61 0.72

0.108 0.61 0.72

0.108 0.61 0.72






V1= 2.07 m/s

2.01

Y2= 0.26 m


L= 0.75 m

L= 5.00 m

e= 0.05 m

e= 0.10 m

RAPIDA 3

datos.

2180.540 260.00

2178.96 328.36

Q= 0.1275 m3/s


Lh= 68.36 m



𝑌2 =𝑌12

1 + 8𝐹𝑟12 − 1

𝐹𝑟1 =𝑉1

𝑔𝑌1=

𝐿 = 5(𝑌2 − 𝑌1)

𝑒 = 1.15 ∗ 𝑌2 − 𝑌𝑛2



Yn1= 0.21 [m] Yn2= 0.26 [m]

b= 0.45 m b= 0.55 m

A= 0.10 [m2] A= 0.14 [m2]

T= 0.45 [m] T= 0.55 [m]

P= 0.87 [m] P= 1.07 [m]

R= 0.11 [m] R= 0.13 [m]

V= 1.34 [m/s] V= 0.90 [m/s]


hv= 0.092 m hv= 0.041 m

E= 0.303 m.kg/kg E= 0.300 m.kg/kg

Ym= 0.211 [m] Ym= 0.259 [m]





Yc = 0.20 m.

0.449 m

Yn1Yc

Y1

Y2 Yn2

0c 1

2

bn1 Bc bn2


h

CANAL DEENTRADA

CANAL DE

SALIDA

CANAL DELA RAPIDA

Seccionde control

.


ℎ𝑣 =𝑉2

2𝑔=

𝐸1 = 𝑌𝑛1+ℎ𝑣 =

𝑏𝑐 =27𝑄2


=

3 𝑄2

Y c

0.202 m

B1 = 0.449 m.

se Asume 0.450 m.

1.408 m/s


se asume

0.00 Lt=0.50 m



yc= 0.202 m

Bc= 0.450 m

n= 0.017


0 0 6.838 0.023 0.202 1.40 0.302 0.460 0.011

1 6.84 6.838 0.038 0.15 1.90 0.333 0.595 0.026 0.019 0.128 0.461

2 13.68 6.838 0.038 0.13 2.19 0.374 0.636 0.039 0.032 0.221 0.595

3 20.51 6.838 0.038 0.13 2.18 0.372 0.635 0.038 0.039 0.264 0.636

4 27.35 6.838 0.038 0.13 2.18 0.372 0.635 0.038 0.038 0.262 0.635

5 34.19 6.838 0.038 0.13 2.18 0.372 0.635 0.038 0.038 0.262 0.635

6 41.03 6.838 0.038 0.13 2.18 0.372 0.635 0.038 0.038 0.262 0.635

7 47.86 6.838 0.038 0.13 2.18 0.372 0.635 0.038 0.038 0.262 0.635

8 54.70 6.838 0.038 0.13 2.18 0.372 0.635 0.038 0.038 0.262 0.635

9 61.54 6.838 0.038 0.13 2.18 0.372 0.635 0.038 0.038 0.262 0.635

10 68.38 6.838 0.038 0.13 2.18 0.372 0.635 0.038 0.038 0.262 0.635







𝑌𝑐 =3 𝑄2

𝑏2 ∗ 𝑔=

𝑉𝑐 = 𝑌𝑐 ∗ 𝑔 =

Y c

𝐿 =𝐵1 − 𝐵2

2 ∗ 𝑡𝑎𝑛22.5=

XSEEXSo E 21 2

21 SESESE

2

3

2

R

nVSE

𝑏 ∗ 𝑌𝑛5

𝑏 + 2 ∗ 𝑌𝑛2=

𝑄 ∗ 𝑛

𝑆𝑜0.5

3

Tipo de Curva: S3


Y BL H

0.202 0.61 0.81 Se asume.


0.129 0.61 0.74

0.130 0.61 0.74

0.130 0.61 0.74

0.130 0.61 0.74

0.130 0.61 0.74

0.130 0.61 0.74

0.130 0.61 0.74

0.130 0.61 0.74

0.130 0.61 0.74






V1= 2.18 m/s

1.93

Y2= 0.30 m


YVBL 0371,061,0

𝑌2 =𝑌12

1 + 8𝐹𝑟12 − 1

𝐹𝑟1 =𝑉1

𝑔𝑌1=

L= 0.83 m

L= 5.00 m

e= 0.08 m

e= 0.10 m

RAPIDA 4

datos.

2178.790 378.78

2170.14 566.97

Q= 0.1216 m3/s


Lh= 188.19 m



Yn1= 0.26 [m] Yn2= 0.23 [m]

b= 0.55 m b= 0.50 m

A= 0.14 [m2] A= 0.11 [m2]

T= 0.55 [m] T= 0.50 [m]

P= 1.07 [m] P= 0.95 [m]

R= 0.13 [m] R= 0.12 [m]

V= 0.86 [m/s] V= 1.08 [m/s]



𝐿 = 5(𝑌2 − 𝑌1)

𝑒 = 1.15 ∗ 𝑌2 − 𝑌𝑛2

Yn1Yc

Y1

Y2 Yn2

0c 1

2

bn1 Bc bn2


h

CANAL DEENTRADA

CANAL DE

SALIDA

CANAL DELA RAPIDA

Seccionde control

.



hv= 0.037 m hv= 0.059 m

E= 0.296 m.kg/kg E= 0.285 m.kg/kg

Ym= 0.259 [m] Ym= 0.225 [m]





Yc = 0.20 m.

0.443 m

0.197 m

B1 = 0.443 m.

se Asume 0.450 m.

1.391 m/s


se asume

0.13 Lt=0.63 m



yc= 0.197 m

Bc= 0.450 m

n= 0.017


0 0 18.839 0.046 0.197 1.37 0.293 1.159 0.011

1 18.84 18.839 0.046 0.105 2.58 0.444 1.310 0.065 0.038 0.715 1.159

2 37.68 18.839 0.046 0.128 2.11 0.355 1.221 0.036 0.051 0.955 1.310

3 56.52 18.839 0.046 0.114 2.37 0.400 1.266 0.051 0.044 0.820 1.221

ℎ𝑣 =𝑉2

2𝑔=

𝐸1 = 𝑌𝑛1+ℎ𝑣 =

𝑏𝑐 =27𝑄2


=

𝑌𝑐 =3 𝑄2

𝑏2 ∗ 𝑔=

𝑉𝑐 = 𝑌𝑐 ∗ 𝑔 =

Y c

𝐿 =𝐵1 − 𝐵2

2 ∗ 𝑡𝑎𝑛22.5=

XSEEXSo E 21 2

21 SESESE

2

3

2

R

nVSE

4 75.36 18.839 0.046 0.120 2.25 0.378 1.244 0.044 0.047 0.889 1.267

5 94.19 18.839 0.046 0.117 2.31 0.389 1.255 0.047 0.045 0.855 1.244

6 113.03 18.839 0.046 0.117 2.31 0.389 1.255 0.047 0.047 0.888 1.277

7 131.87 18.839 0.046 0.117 2.31 0.389 1.255 0.047 0.047 0.888 1.277

8 150.71 18.839 0.046 0.117 2.31 0.389 1.255 0.047 0.047 0.888 1.277

9 169.55 18.839 0.046 0.117 2.31 0.389 1.255 0.047 0.047 0.888 1.277

10 188.39 18.839 0.046 0.117 2.31 0.389 1.255 0.047 0.047 0.888 1.277







Tipo de Curva: S3


Y BL H

0.197 0.61 0.81 Se asume.


0.128 0.61 0.74

0.114 0.61 0.72

0.120 0.61 0.73

0.117 0.61 0.73

0.117 0.61 0.73

0.117 0.61 0.73

0.117 0.61 0.73

0.117 0.61 0.73

0.117 0.61 0.73




YVBL 0371,061,0

𝑏 ∗ 𝑌𝑛5

𝑏 + 2 ∗ 𝑌𝑛2=

𝑄 ∗ 𝑛

𝑆𝑜0.5

3



V1= 2.31 m/s

2.16

Y2= 0.30 m


L= 0.93 m

L= 5.00 m

e= 0.12 m

e= 0.20 m

RAPIDA 5

datos.

2169.600 692.44

2167.55 761.55

Q= 0.1185 m3/s


Lh= 69.11 m




𝑌2 =𝑌12

1 + 8𝐹𝑟12 − 1

𝐹𝑟1 =𝑉1

𝑔𝑌1=

𝐿 = 5(𝑌2 − 𝑌1)

𝑒 = 1.15 ∗ 𝑌2 − 𝑌𝑛2

Yn1Yc

Y1

Y2 Yn2

0c 1

2

bn1 Bc bn2


h

CANAL DEENTRADA

CANAL DE

SALIDA

CANAL DELA RAPIDA

Seccionde control

.



Yn1= 0.24 [m] Yn2= 0.25 [m]

b= 0.55 m b= 0.50 m

A= 0.13 [m2] A= 0.12 [m2]

T= 0.55 [m] T= 0.50 [m]

P= 1.02 [m] P= 1.00 [m]

R= 0.13 [m] R= 0.12 [m]

V= 0.91 [m/s] V= 0.95 [m/s]


hv= 0.042 m hv= 0.046 m

E= 0.279 m.kg/kg E= 0.295 m.kg/kg

Ym= 0.237 [m] Ym= 0.249 [m]





Yc = 0.19 m.

0.471 m

0.186 m

B1 = 0.471 m.

se Asume 0.480 m.

1.352 m/s


se asume

Yn1Yc

Y1

Y2 Yn2

0c 1

2

bn1 Bc bn2


h

CANAL DEENTRADA

CANAL DE

SALIDA

CANAL DELA RAPIDA

Seccionde control

.


ℎ𝑣 =𝑉2

2𝑔=

𝐸1 = 𝑌𝑛1+ℎ𝑣 =

𝑏𝑐 =27𝑄2


=

𝑌𝑐 =3 𝑄2

𝑏2 ∗ 𝑔=

𝑉𝑐 = 𝑌𝑐 ∗ 𝑔 =

Y c

𝐵1 − 𝐵2

0.10 Lt=0.60 m



yc= 0.186 m

Bc= 0.480 m

n= 0.017


0 0 6.914 0.030 0.186 1.33 0.276 0.481 0.010

1 6.91 6.914 0.030 0.122 2.02 0.330 0.535 0.034 0.022 0.151 0.481

2 13.83 6.914 0.030 0.128 1.93 0.318 0.523 0.030 0.032 0.218 0.536

3 20.74 6.914 0.030 0.128 1.93 0.318 0.523 0.030 0.030 0.205 0.523

4 27.66 6.914 0.030 0.128 1.93 0.318 0.523 0.030 0.030 0.205 0.524

5 34.57 6.914 0.030 0.128 1.93 0.318 0.523 0.030 0.030 0.205 0.524

6 41.48 6.914 0.030 0.128 1.93 0.318 0.523 0.030 0.030 0.205 0.524

7 48.40 6.914 0.030 0.128 1.93 0.318 0.523 0.030 0.030 0.205 0.524

8 55.31 6.914 0.030 0.128 1.93 0.318 0.523 0.030 0.030 0.205 0.524

9 62.23 6.914 0.030 0.128 1.93 0.318 0.523 0.030 0.030 0.205 0.524

10 69.14 6.914 0.030 0.128 1.93 0.318 0.523 0.030 0.030 0.205 0.524







Tipo de Curva: S3


Y BL H

0.186 0.61 0.80 Se asume.

𝐿 =𝐵1 − 𝐵2

2 ∗ 𝑡𝑎𝑛22.5=

XSEEXSo E 21 2

21 SESESE

2

3

2

R

nVSE

YVBL 0371,061,0

𝑏 ∗ 𝑌𝑛5

𝑏 + 2 ∗ 𝑌𝑛2=

𝑄 ∗ 𝑛

𝑆𝑜0.5

3


0.128 0.61 0.74

0.128 0.61 0.74

0.128 0.61 0.74

0.128 0.61 0.74

0.128 0.61 0.74

0.128 0.61 0.74

0.128 0.61 0.74

0.128 0.61 0.74

0.128 0.61 0.74






V1= 1.93 m/s

1.73

Y2= 0.25 m


L= 0.63 m

L= 5.00 m

e= 0.04 m

e= 0.10 m

𝑌2 =𝑌12

1 + 8𝐹𝑟12 − 1

𝐹𝑟1 =𝑉1

𝑔𝑌1=

𝐿 = 5(𝑌2 − 𝑌1)

𝑒 = 1.15 ∗ 𝑌2 − 𝑌𝑛2

RAPIDA 6

datos.

2167.000 890

2161.11 940.76

Q= 0.1185 m3/s


Lh= 50.76 m



Yn1= 0.25 [m] Yn2= 0.24 [m]

b= 0.50 m b= 0.50 m

A= 0.12 [m2] A= 0.12 [m2]

T= 0.50 [m] T= 0.50 [m]

P= 1.00 [m] P= 0.99 [m]

R= 0.12 [m] R= 0.12 [m]

V= 0.95 [m/s] V= 0.98 [m/s]


hv= 0.046 m hv= 0.049 m

E= 0.295 m.kg/kg E= 0.291 m.kg/kg

Ym= 0.249 [m] Ym= 0.243 [m]





Yn1Yc

Y1

Y2 Yn2

0c 1

2

bn1 Bc bn2


h

CANAL DEENTRADA

CANAL DE

SALIDA

CANAL DELA RAPIDA

Seccionde control

.




Yc = 0.20 m.

0.433 m

0.197 m

B1 = 0.433 m.

se Asume 0.450 m.

1.389 m/s


se asume

0.08 Lt=0.58 m



yc= 0.197 m

Bc= 0.450 m

n= 0.017


0 0 5.110 0.116 0.197 1.34 0.288 0.881 0.010

1 5.11 5.110 0.116 0.086 3.08 0.569 1.162 0.112 0.061 0.312 0.881

2 10.22 5.110 0.116 0.084 3.12 0.580 1.173 0.116 0.114 0.582 1.162

3 15.33 5.110 0.116 0.084 3.12 0.580 1.173 0.116 0.116 0.593 1.173

4 20.44 5.110 0.116 0.084 3.12 0.580 1.173 0.116 0.116 0.593 1.173

5 25.55 5.110 0.116 0.084 3.12 0.580 1.173 0.116 0.116 0.593 1.173

6 30.66 5.110 0.116 0.084 3.12 0.580 1.173 0.116 0.116 0.593 1.173

7 35.77 5.110 0.116 0.084 3.12 0.580 1.173 0.116 0.116 0.593 1.173

8 40.88 5.110 0.116 0.084 3.12 0.580 1.173 0.116 0.116 0.593 1.173

9 45.99 5.110 0.116 0.084 3.12 0.580 1.173 0.116 0.116 0.593 1.173

ℎ𝑣 =𝑉2

2𝑔=

𝐸1 = 𝑌𝑛1+ℎ𝑣 =

𝑏𝑐 =27𝑄2


=

𝑌𝑐 =3 𝑄2

𝑏2 ∗ 𝑔=

𝑉𝑐 = 𝑌𝑐 ∗ 𝑔 =

Y c

𝐿 =𝐵1 − 𝐵2

2 ∗ 𝑡𝑎𝑛22.5=

XSEEXSo E 21 2

21 SESESE

2

3

2

R

nVSE

10 51.10 5.110 0.116 0.084 3.12 0.580 1.173 0.116 0.116 0.593 1.173







Tipo de Curva: S3


Y BL H

0.197 0.61 0.81 Se asume.


0.084 0.61 0.69

0.084 0.61 0.69

0.084 0.61 0.69

0.084 0.61 0.69

0.084 0.61 0.69

0.084 0.61 0.69

0.084 0.61 0.69

0.084 0.61 0.69

0.084 0.61 0.69






V1= 3.12 m/s

3.43

YVBL 0371,061,0

𝐹𝑟1 =𝑉1

𝑔𝑌=

𝑏 ∗ 𝑌𝑛5

𝑏 + 2 ∗ 𝑌𝑛2=

𝑄 ∗ 𝑛

𝑆𝑜0.5

3

Y2= 0.37 m


L= 1.42 m

L= 6.00 m

e= 0.18 m

e= 0.20 m

RAPIDA 7

datos.

2159.430 530.00

2156.83 645.35

Q= 0.0672 m3/s


Lh= 115.35 m




𝑌2 =𝑌12

1 + 8𝐹𝑟12 − 1

𝐹𝑟1 =𝑔𝑌1

=

𝐿 = 5(𝑌2 − 𝑌1)

𝑒 = 1.15 ∗ 𝑌2 − 𝑌𝑛2

Yn1Yc

Y1

Y2 Yn2

0c 1

2

bn1 Bc bn2


h

CANAL DEENTRADA

CANAL DE

SALIDA

CANAL DELA RAPIDA

Seccionde control

.



Yn1= 0.19 [m] Yn2= 0.19 [m]

b= 0.50 m b= 0.40 m

A= 0.09 [m2] A= 0.08 [m2]

T= 0.50 [m] T= 0.40 [m]

P= 0.87 [m] P= 0.79 [m]

R= 0.11 [m] R= 0.10 [m]

V= 0.72 [m/s] V= 0.86 [m/s]


hv= 0.026 m hv= 0.038 m

E= 0.213 m.kg/kg E= 0.233 m.kg/kg

Ym= 0.187 [m] Ym= 0.195 [m]





Yc = 0.14 m.

0.400 m

0.142 m

B1 = 0.400 m.

se Asume 0.400 m.

1.181 m/s


se asume

0.12 Lt=0.62 m



Yn1Yc

Y1

Y2 Yn2

0c 1

2

bn1 Bc bn2


h

CANAL DEENTRADA

CANAL DE

SALIDA

CANAL DELA RAPIDA

Seccionde control

.


ℎ𝑣 =𝑉2

2𝑔=

𝐸1 = 𝑌𝑛1+ℎ𝑣 =

𝑏𝑐 =27𝑄2


=

𝑌𝑐 =3 𝑄2

𝑏2 ∗ 𝑔=

𝑉𝑐 = 𝑌𝑐 ∗ 𝑔 =

Y c

𝐿 =𝐵1 − 𝐵2

2 ∗ 𝑡𝑎𝑛22.5=

XSEEXSo E 21 2

21 SESESE

2

3

2

R

nVSE

yc= 0.142 m

Bc= 0.400 m

n= 0.017


0 0 11.538 0.023 0.142 1.18 0.213 0.473 0.011

1 11.54 11.538 0.023 0.101 1.66 0.241 0.501 0.029 0.020 0.232 0.473

2 23.08 11.538 0.023 0.117 1.44 0.222 0.482 0.019 0.024 0.279 0.501

3 34.61 11.538 0.023 0.108 1.56 0.231 0.491 0.024 0.022 0.251 0.483

4 46.15 11.538 0.023 0.108 1.56 0.231 0.491 0.024 0.024 0.279 0.510

5 57.69 11.538 0.023 0.108 1.56 0.231 0.491 0.024 0.024 0.279 0.510

6 69.23 11.538 0.023 0.108 1.56 0.231 0.491 0.024 0.024 0.279 0.510

7 80.77 11.538 0.023 0.108 1.56 0.231 0.491 0.024 0.024 0.279 0.510

8 92.30 11.538 0.023 0.108 1.56 0.231 0.491 0.024 0.024 0.279 0.510

9 103.84 11.538 0.023 0.108 1.56 0.231 0.491 0.024 0.024 0.279 0.510

10 115.38 11.538 0.023 0.108 1.56 0.231 0.491 0.024 0.024 0.279 0.510







Tipo de Curva: S3


Y BL H

0.142 0.61 0.75 Se asume.


0.117 0.61 0.73

0.108 0.61 0.72

0.108 0.61 0.72

0.108 0.61 0.72

XSEEXSo E 21

2

3

2

R

nVSE

YVBL 0371,061,0

𝑏 ∗ 𝑌𝑛5

𝑏 + 2 ∗ 𝑌𝑛2=

𝑄 ∗ 𝑛

𝑆𝑜0.5

3

0.108 0.61 0.72

0.108 0.61 0.72

0.108 0.61 0.72

0.108 0.61 0.72

0.108 0.61 0.72






V1= 1.56 m/s

1.51

Y2= 0.18 m


L= 0.38 m

L= 5.00 m

e= 0.02 m

e= 0.10 m

𝑌2 =𝑌12

1 + 8𝐹𝑟12 − 1

𝐹𝑟1 =𝑉1

𝑔𝑌1=

𝐿 = 5(𝑌2 − 𝑌1)

𝑒 = 1.15 ∗ 𝑌2 − 𝑌𝑛2

COMPUERTAS.

Compuerta 1

Q= 0.14 m^3/s

b= 0.60 m

cd= 0.60

a= 0.1 m

h= 0.90 m

Compuerta 2

Q= 0.13 m^3/s

b= 0.60 m

cd= 0.60

a= 0.1 m

h= 0.88 m

Compuerta 3

Q= 0.13 m^3/s

b= 0.45 m

cd= 0.60

a= 0.1 m

h= 1.04 m

Compuerta 4

Q= 0.12 m^3/s

b= 0.55 m

cd= 0.60

a= 0.1 m

h= 0.88 m

𝑄 = 𝐶𝑑 ∗ 𝑏 ∗ 𝑎 ∗ 2 ∗ 𝑔 ∗ ℎ

L

Compuerta 5

Q= 0.12 m^3/s

b= 0.55 m

cd= 0.60

a= 0.1 m

h= 0.87 m

Compuerta 6

Q= 0.12 m^3/s

b= 0.55 m

cd= 0.60

a= 0.1 m

h= 0.85 m

Compuerta 7

Q= 0.09 m^3/s

b= 0.50 m

cd= 0.60

a= 0.1 m

h= 0.77 m

Compuerta 8

Q= 0.067 m^3/s

b= 0.50 m

cd= 0.60

a= 0.1 m

h= 0.63 m

Compuerta 9

Q= 0.063 m^3/s

b= 0.50 m

cd= 0.60

a= 0.1 m

h= 0.61 m

Compuerta 10

Q= 0.059 m^3/s

b= 0.40 m

cd= 0.60

a= 0.1 m

h= 0.67 m

Compuerta 11

Q= 0.047 m^3/s

b= 0.40 m

cd= 0.60

a= 0.1 m

h= 0.58 m

Compuerta 12

Q= 0.042 m^3/s

b= 0.40 m

cd= 0.60

a= 0.1 m

h= 0.54 m

Compuerta 13

Q= 0.023 m^3/s

b= 0.40 m

cd= 0.60

a= 0.1 m

h= 0.36 m

Compuerta 14

Q= 0.012 m^3/s

b= 0.20 m

cd= 0.60

a= 0.1 m

h= 0.36 m


Cota final= 2178.720 [m.s.n.m.] 108

L= 108.00 [m] Cota inicial solera Canal

Qd = 0.003 m3/s S

So = 0.04929 [m/m] Cota final

n = 0.018

L





Si Yn = 0.02 m

0.0004 = 0.0003 Ok!!! Se Iguala

Calculo de propiedades geométricas e hidráulicas de la sección

Área:

A= 0.005 m2

Perímetro:

P= 0.249 m

Radio Hidráulico:

Rh= 0.020 m


Vmax 3 m/s

Vmin 0.6 m/s



Pendiente mínima

Amín= 0.006 m2

Pmin= 0.255 m2

Rh= 0.022 m2 Smin= 0.0193 m/m

Datos de iniciales

Prog.inicial=0+

Prog.Final=0+

[Hormigón Ciclópeo]

2

1

3

21

SoRAn

Q 2Y

b

𝐴 = 𝑏 ∗ 𝑦

𝑃 = 𝑏 + 2 ∗ 𝑦

𝑅ℎ = 𝐴 𝑃

𝑉 = 𝑄/𝐴


𝑅ℎ2/3

2

Pendiente máxima

Amax= 0.001 m2

Pmax= 0.211 m2

Rh= 0.005 m2 Smin= 3.2071 m/m



Hf= 2.957 m


BL = 0.01 m



C = 0.6 m


b = 0.20 m

h = 0.17 m

e = 0.2 m


BL= 0.15m

h = 0.17m

Yn =0.02 m

e= 0.2 m

e = 0.2m b = 0.2 m e= 0.2 m

Perdida de carga

𝐵𝐿 =𝑦

2


𝐴 ∗ 𝑅ℎ 2 3

2



𝑅ℎ2/3

2


Cota final= 2174.747 [m.s.n.m.] 181.07


Qd = 0.005 m3/s S


n = 0.018

L





Si Yn = 0.02 m

0.0004 = 0.0004 Ok!!! Se Iguala


Área:

A= 0.005 m2

Perímetro:

P= 0.249 m

Radio Hidráulico:

Rh= 0.020 m


Vmax 3 m/s

Vmin 0.6 m/s



Pendiente minima

Amin= 0.008 m2

Pmin= 0.279 m2

Rh= 0.028 m2 Smin= 0.0135 m/m

Datos de iniciales

Prog.inicial=0+

Prog.Final=0+


2

1

3

21

SoRAn

Q 2Y

b

𝐴 = 𝑏 ∗ 𝑦

𝑃 = 𝑏 + 2 ∗ 𝑦

𝑅ℎ = 𝐴 𝑃

𝑉 = 𝑄/𝐴


𝑅ℎ2/3

2

Pendiente máxima

Amax= 0.002 m2

Pmax= 0.216 m2

Rh= 0.007 m2 Smin= 2.0524 m/m



Hf= 10.124 m


BL = 0.01 m



C = 0.6 m


b = 0.20 m

h = 0.17 m

e = 0.2 m


BL= 0.15m

h = 0.17m

Yn =0.02 m

e= 0.2 m

e = 0.2m b = 0.2 m e= 0.2 m

Perdida de carga

𝐵𝐿 =𝑦

2


𝐴 ∗ 𝑅ℎ 2 3

2



𝑅ℎ2/3

2


Cota final= 2173.628 [m.s.n.m.] 209.11


Qd = 0.006 m3/s S


n = 0.018

L





Si Yn = 0.02 m

0.0004 = 0.0007 Ok!!! Se Iguala


Área:

A= 0.005 m2

Perímetro:

P= 0.249 m

Radio Hidráulico:

Rh= 0.020 m


Vmax 3 m/s

Vmin 0.6 m/s



Pendiente mínima

Amín= 0.010 m2

Pmin= 0.299 m2

Rh= 0.033 m2 Smin= 0.0110 m/m

Datos de iniciales

Prog.inicial=0+

Prog.Final=0+


2

1

3

21

SoRAn

Q 2Y

b

𝐴 = 𝑏 ∗ 𝑦

𝑃 = 𝑏 + 2 ∗ 𝑦

𝑅ℎ = 𝐴 𝑃

𝑉 = 𝑄/𝐴


𝑅ℎ2/3

2

Pendiente máxima

Amax= 0.002 m2

Pmax= 0.220 m2

Rh= 0.009 m2 Smin= 1.5637 m/m



Hf= 18.224 m


BL = 0.01 m



C = 0.6 m


b = 0.20 m

h = 0.17 m

e = 0.2 m


BL= 0.15m

h = 0.17m

Yn =0.02 m

e= 0.2 m

e = 0.2m b = 0.2 m e= 0.2 m

Perdida de carga

𝐵𝐿 =𝑦

2


𝐴 ∗ 𝑅ℎ 2 3

2



𝑅ℎ2/3

2


Cota final= 2164.000 [m.s.n.m.] 202.66


Qd = 0.003 m3/s S


n = 0.018

L





Si Yn = 0.02 m

0.0004 = 0.0003 Ok!!! Se Iguala


Área:

A= 0.005 m2

Perímetro:

P= 0.249 m

Radio Hidráulico:

Rh= 0.020 m


Vmax 3 m/s

Vmin 0.6 m/s



Pendiente minima

Amín= 0.005 m2

Pmin= 0.252 m2

Rh= 0.021 m2 Smin= 0.0205 m/m

Datos de iniciales

Prog.inicial=0+

Prog.Final=0+


2

1

3

21

SoRAn

Q 2Y

b

𝐴 = 𝑏 ∗ 𝑦

𝑃 = 𝑏 + 2 ∗ 𝑦

𝑅ℎ = 𝐴 𝑃

𝑉 = 𝑄/𝐴


𝑅ℎ2/3

2

Pendiente máxima

Amax= 0.001 m2

Pmax= 0.210 m2

Rh= 0.005 m2 Smin= 3.4466 m/m



Hf= 4.951 m


BL = 0.01 m



C = 0.6 m


b = 0.20 m

h = 0.17 m

e = 0.2 m


BL= 0.15m

h = 0.17m

Yn =0.02 m

e= 0.2 m

e = 0.2m b = 0.2 m e= 0.2 m

Perdida de carga

𝐵𝐿 =𝑦

2


𝐴 ∗ 𝑅ℎ 2 3

2



𝑅ℎ2/3

2


Cota final= 2159.870 [m.s.n.m.] 42.03


Qd = 0.003 m3/s S


n = 0.018

L





Si Yn = 0.02 m

0.0004 = 0.0003 Ok!!! Se Iguala


Área:

A= 0.005 m2

Perímetro:

P= 0.249 m

Radio Hidráulico:

Rh= 0.020 m


Vmax 3 m/s

Vmin 0.6 m/s



Pendiente mínima

Amín= 0.005 m2

Pmin= 0.250 m2

Rh= 0.020 m2 Smin= 0.0215 m/m

Datos de iniciales

Prog.inicial=0+

Prog.Final=0+


2

1

3

21

SoRAn

Q 2Y

b

𝐴 = 𝑏 ∗ 𝑦

𝑃 = 𝑏 + 2 ∗ 𝑦

𝑅ℎ = 𝐴 𝑃

𝑉 = 𝑄/𝐴


𝑅ℎ2/3

2

Pendiente máxima

Amax= 0.001 m2

Pmax= 0.210 m2

Rh= 0.005 m2 Smin= 3.6374 m/m



Hf= 0.943 m


BL = 0.01 m



C = 0.6 m


b = 0.20 m

h = 0.17 m

e = 0.2 m


BL= 0.15m

h = 0.17m

Yn =0.02 m

e= 0.2 m

e = 0.2m b = 0.2 m e= 0.2 m

Perdida de carga

𝐵𝐿 =𝑦

2


𝐴 ∗ 𝑅ℎ 2 3

2



𝑅ℎ2/3

2


Cota final= 2140.316 [m.s.n.m.] 625.97


Qd = 0.025 m3/s S


n = 0.018

L





Si Yn = 0.10 m

0.0026 = 0.0025 Ok!!! Se Iguala


Área:

A= 0.020 m2

Perímetro:

P= 0.396 m

Radio Hidráulico:

Rh= 0.050 m


Vmax 3 m/s

Vmin 0.6 m/s



Pendiente minima

Amin= 0.042 m2

Pmin= 0.616 m2

Rh= 0.068 m2 Smin= 0.0042 m/m

Datos de iniciales

Prog.inicial=0+

Prog.Final=0+


2

1

3

21

SoRAn

Q 2Y

b

𝐴 = 𝑏 ∗ 𝑦

𝑃 = 𝑏 + 2 ∗ 𝑦

𝑅ℎ = 𝐴 𝑃

𝑉 = 𝑄/𝐴


𝑅ℎ2/3

2

2

1

3

21

SoRAn

Q 2Y

b

𝐴 = 𝑏 ∗ 𝑦

𝑃 = 𝑏 + 2 ∗ 𝑦

𝑅ℎ = 𝐴 𝑃

𝑉 = 𝑄/𝐴


𝑅ℎ2/3

2

Pendiente máxima

Amax= 0.008 m2

Pmax= 0.283 m2

Rh= 0.029 m2 Smin= 0.3214 m/m



Hf= 18.080 m


BL = 0.05 m



C = 0.6 m


b = 0.20 m

h = 0.25 m

e = 0.2 m


BL= 0.15m

h = 0.25m

Yn =0.1 m

e= 0.2 m

e = 0.2m b = 0.2 m e= 0.2 m

Perdida de carga

𝐵𝐿 =𝑦

2


𝐴 ∗ 𝑅ℎ 2 3

2



𝑅ℎ2/3

2

𝐵𝐿 =𝑦

2


𝐴 ∗ 𝑅ℎ 2 3

2



𝑅ℎ2/3

2


Cota final= 2126.306 [m.s.n.m.] 834.26


Qd = 0.023 m3/s S


n = 0.018

L





Si Yn = 0.10 m

0.0026 = 0.0021 Ok!!! Se Iguala


Área:

A= 0.020 m2

Perímetro:

P= 0.396 m

Radio Hidráulico:

Rh= 0.050 m


Vmax 3 m/s

Vmin 0.6 m/s



Pendiente mínima

Amín= 0.039 m2

Pmin= 0.588 m2

Rh= 0.066 m2 Smin= 0.0044 m/m

Datos de iniciales

Prog.inicial=0+

Prog.Final=0+


2

1

3

21

SoRAn

Q 2Y

b

𝐴 = 𝑏 ∗ 𝑦

𝑃 = 𝑏 + 2 ∗ 𝑦

𝑅ℎ = 𝐴 𝑃

𝑉 = 𝑄/𝐴


𝑅ℎ2/3

2

2

1

3

21

SoRAn

Q 2Y

b

𝐴 = 𝑏 ∗ 𝑦

𝑃 = 𝑏 + 2 ∗ 𝑦

𝑅ℎ = 𝐴 𝑃

𝑉 = 𝑄/𝐴


𝑅ℎ2/3

2

Pendiente máxima

Amax= 0.008 m2

Pmax= 0.278 m2

Rh= 0.028 m2 Smin= 0.3434 m/m



Hf= 20.966 m


BL = 0.05 m



C = 0.6 m


b = 0.20 m

h = 0.25 m

e = 0.2 m


BL= 0.15m

h = 0.25m

Yn =0.1 m

e= 0.2 m

e = 0.2m b = 0.2 m e= 0.2 m

Perdida de carga

𝐵𝐿 =𝑦

2


𝐴 ∗ 𝑅ℎ 2 3

2



𝑅ℎ2/3

2

𝐵𝐿 =𝑦

2


𝐴 ∗ 𝑅ℎ 2 3

2



𝑅ℎ2/3

2


Cota final= 2146.000 [m.s.n.m.] 212.01


Qd = 0.005 m3/s S


n = 0.018

L





Si Yn = 0.03 m

0.0006 = 0.0004 Ok!!! Se Iguala


Área:

A= 0.007 m2

Perímetro:

P= 0.265 m

Radio Hidráulico:

Rh= 0.025 m


Vmax 3 m/s

Vmin 0.6 m/s



Pendiente mínima

Amín= 0.008 m2

Pmin= 0.276 m2

Rh= 0.028 m2 Smin= 0.0140 m/m

Datos de iniciales

Prog.inicial=0+

Prog.Final=0+


2

1

3

21

SoRAn

Q 2Y

b

𝐴 = 𝑏 ∗ 𝑦

𝑃 = 𝑏 + 2 ∗ 𝑦

𝑅ℎ = 𝐴 𝑃

𝑉 = 𝑄/𝐴


𝑅ℎ2/3

2

2

1

3

21

SoRAn

Q 2Y

b

𝐴 = 𝑏 ∗ 𝑦

𝑃 = 𝑏 + 2 ∗ 𝑦

𝑅ℎ = 𝐴 𝑃

𝑉 = 𝑄/𝐴


𝑅ℎ2/3

2

Pendiente máxima

Amax= 0.002 m2

Pmax= 0.215 m2

Rh= 0.007 m2 Smin= 2.1543 m/m



Hf= 4.657 m


BL = 0.02 m



C = 0.6 m


b = 0.20 m

h = 0.18 m

e = 0.2 m


BL= 0.15m

h = 0.18m

Yn =0.03 m

e= 0.2 m

e = 0.2m b = 0.2 m e= 0.2 m

Perdida de carga

𝐵𝐿 =𝑦

2


𝐴 ∗ 𝑅ℎ 2 3

2



𝑅ℎ2/3

2

𝐵𝐿 =𝑦

2


𝐴 ∗ 𝑅ℎ 2 3

2



𝑅ℎ2/3

2


Cota final= 2145.000 [m.s.n.m.] 142.01


Qd = 0.004 m3/s S


n = 0.018

L





Si Yn = 0.03 m

0.0006 = 0.0003 Ok!!! Se Iguala


Área:

A= 0.007 m2

Perímetro:

P= 0.265 m

Radio Hidráulico:

Rh= 0.025 m


Vmax 3 m/s

Vmin 0.6 m/s



Pendiente mínima

Amín= 0.007 m2

Pmin= 0.269 m2

Rh= 0.026 m2 Smin= 0.0155 m/m

Datos de iniciales

Prog.inicial=0+

Prog.Final=0+


2

1

3

21

SoRAn

Q 2Y

b

𝐴 = 𝑏 ∗ 𝑦

𝑃 = 𝑏 + 2 ∗ 𝑦

𝑅ℎ = 𝐴 𝑃

𝑉 = 𝑄/𝐴


𝑅ℎ2/3

2

2

1

3

21

SoRAn

Q 2Y

b

𝐴 = 𝑏 ∗ 𝑦

𝑃 = 𝑏 + 2 ∗ 𝑦

𝑅ℎ = 𝐴 𝑃

𝑉 = 𝑄/𝐴


𝑅ℎ2/3

2

Pendiente máxima

Amax= 0.001 m2

Pmax= 0.214 m2

Rh= 0.006 m2 Smin= 2.4472 m/m



Hf= 2.541 m


BL = 0.02 m



C = 0.6 m


b = 0.20 m

h = 0.18 m

e = 0.2 m


BL= 0.15m

h = 0.18m

Yn =0.03 m

e= 0.2 m

e = 0.2m b = 0.2 m e= 0.2 m

Perdida de carga

𝐵𝐿 =𝑦

2


𝐴 ∗ 𝑅ℎ 2 3

2



𝑅ℎ2/3

2

𝐵𝐿 =𝑦

2


𝐴 ∗ 𝑅ℎ 2 3

2



𝑅ℎ2/3

2


Cota final= 2129.000 [m.s.n.m.] 565.88


Qd = 0.012 m3/s S


n = 0.018

L





Si Yn = 0.05 m

0.0010 = 0.0010 Ok!!! Se Iguala


Área:

A= 0.010 m2

Perímetro:

P= 0.300 m

Radio Hidráulico:

Rh= 0.033 m


Vmax 3 m/s

Vmin 0.6 m/s



Pendiente minima

Amin= 0.020 m2

Pmin= 0.396 m2

Rh= 0.049 m2 Smin= 0.0064 m/m

Datos de iniciales

Prog.inicial=0+

Prog.Final=0+


2

1

3

21

SoRAn

Q 2Y

b

𝐴 = 𝑏 ∗ 𝑦

𝑃 = 𝑏 + 2 ∗ 𝑦

𝑅ℎ = 𝐴 𝑃

𝑉 = 𝑄/𝐴


𝑅ℎ2/3

2

2

1

3

21

SoRAn

Q 2Y

b

𝐴 = 𝑏 ∗ 𝑦

𝑃 = 𝑏 + 2 ∗ 𝑦

𝑅ℎ = 𝐴 𝑃

𝑉 = 𝑄/𝐴


𝑅ℎ2/3

2

Pendiente máxima

Amax= 0.004 m2

Pmax= 0.239 m2

Rh= 0.016 m2 Smin= 0.7007 m/m



Hf= 23.625 m


BL = 0.03 m



C = 0.6 m


b = 0.20 m

h = 0.20 m

e = 0.2 m


BL= 0.15m

h = 0.2m

Yn =0.05 m

e= 0.2 m

e = 0.2m b = 0.2 m e= 0.2 m

Perdida de carga

𝐵𝐿 =𝑦

2


𝐴 ∗ 𝑅ℎ 2 3

2



𝑅ℎ2/3

2

𝐵𝐿 =𝑦

2


𝐴 ∗ 𝑅ℎ 2 3

2



𝑅ℎ2/3

2


Cota final= 2144.823 [m.s.n.m.] 200.32


Qd = 0.004 m3/s S


n = 0.018

L





Si Yn = 0.03 m

0.0006 = 0.0004 Ok!!! Se Iguala


Área:

A= 0.007 m2

Perímetro:

P= 0.265 m

Radio Hidráulico:

Rh= 0.025 m


Vmax 3 m/s

Vmin 0.6 m/s



Pendiente mínima

Amín= 0.007 m2

Pmin= 0.274 m2

Rh= 0.027 m2 Smin= 0.0143 m/m

Datos de iniciales

Prog.inicial=0+

Prog.Final=0+


2

1

3

21

SoRAn

Q 2Y

b

𝐴 = 𝑏 ∗ 𝑦

𝑃 = 𝑏 + 2 ∗ 𝑦

𝑅ℎ = 𝐴 𝑃

𝑉 = 𝑄/𝐴


𝑅ℎ2/3

2

2

1

3

21

SoRAn

Q 2Y

b

𝐴 = 𝑏 ∗ 𝑦

𝑃 = 𝑏 + 2 ∗ 𝑦

𝑅ℎ = 𝐴 𝑃

𝑉 = 𝑄/𝐴


𝑅ℎ2/3

2

Pendiente máxima

Amax= 0.001 m2

Pmax= 0.215 m2

Rh= 0.007 m2 Smin= 2.2080 m/m



Hf= 4.228 m


BL = 0.02 m



C = 0.6 m


b = 0.20 m

h = 0.18 m

e = 0.2 m


BL= 0.15m

h = 0.18m

Yn =0.03 m

e= 0.2 m

e = 0.2m b = 0.2 m e= 0.2 m

Perdida de carga

𝐵𝐿 =𝑦

2


𝐴 ∗ 𝑅ℎ 2 3

2



𝑅ℎ2/3

2

𝐵𝐿 =𝑦

2


𝐴 ∗ 𝑅ℎ 2 3

2



𝑅ℎ2/3

2


Cota final= 2134.000 [m.s.n.m.] 364.65


Qd = 0.019 m3/s S


n = 0.018

L





Si Yn = 0.07 m

0.0017 = 0.0015 Ok!!! Se Iguala


Área:

A= 0.014 m2

Perímetro:

P= 0.340 m

Radio Hidráulico:

Rh= 0.041 m


Vmax 3 m/s

Vmin 0.6 m/s



Pendiente mínima

Amín= 0.032 m2

Pmin= 0.516 m2

Rh= 0.061 m2 Smin= 0.0048 m/m

Datos de iniciales

Prog.inicial=0+

Prog.Final=0+


2

1

3

21

SoRAn

Q 2Y

b

𝐴 = 𝑏 ∗ 𝑦

𝑃 = 𝑏 + 2 ∗ 𝑦

𝑅ℎ = 𝐴 𝑃

𝑉 = 𝑄/𝐴


𝑅ℎ2/3

2

2

1

3

21

SoRAn

Q 2Y

b

𝐴 = 𝑏 ∗ 𝑦

𝑃 = 𝑏 + 2 ∗ 𝑦

𝑅ℎ = 𝐴 𝑃

𝑉 = 𝑄/𝐴


𝑅ℎ2/3

2

Pendiente máxima

Amax= 0.006 m2

Pmax= 0.263 m2

Rh= 0.024 m2 Smin= 0.4212 m/m



Hf= 15.218 m


BL = 0.04 m



C = 0.6 m


b = 0.20 m

h = 0.25 m

e = 0.2 m


BL= 0,18m

h = 0,25m

Yn =0.07 m

e= 0.2 m

e = 0.2m b = 0.2 m e= 0.2 m

Perdida de carga

𝐵𝐿 =𝑦

2


𝐴 ∗ 𝑅ℎ 2 3

2



𝑅ℎ2/3

2

𝐵𝐿 =𝑦

2


𝐴 ∗ 𝑅ℎ 2 3

2



𝑅ℎ2/3

2


Cota final= 2109.514 [m.s.n.m.] 748.15


Qd = 0.012 m3/s S


n = 0.018

L





Si Yn = 0.05 m

0.0010 = 0.0009 Ok!!! Se Iguala


Área:

A= 0.010 m2

Perímetro:

P= 0.300 m

Radio Hidráulico:

Rh= 0.033 m


Vmax 3 m/s

Vmin 0.6 m/s



Pendiente mínima

Amín= 0.020 m2

Pmin= 0.397 m2

Rh= 0.050 m2 Smin= 0.0064 m/m

Datos de iniciales

Prog.inicial=0+

Prog.Final=0+


2

1

3

21

SoRAn

Q 2Y

b

𝐴 = 𝑏 ∗ 𝑦

𝑃 = 𝑏 + 2 ∗ 𝑦

𝑅ℎ = 𝐴 𝑃

𝑉 = 𝑄/𝐴


𝑅ℎ2/3

2

2

1

3

21

SoRAn

Q 2Y

b

𝐴 = 𝑏 ∗ 𝑦

𝑃 = 𝑏 + 2 ∗ 𝑦

𝑅ℎ = 𝐴 𝑃

𝑉 = 𝑄/𝐴


𝑅ℎ2/3

2

Pendiente máxima

Amax= 0.004 m2

Pmax= 0.239 m2

Rh= 0.016 m2 Smin= 0.6959 m/m



Hf= 31.623 m


BL = 0.03 m



C = 0.6 m


b = 0.20 m

h = 0.20 m

e = 0.2 m


BL= 0.15m

h = 0.2m

Yn =0.05 m

e= 0.2 m

e = 0.2m b = 0.2 m e= 0.2 m

Perdida de carga

𝐵𝐿 =𝑦

2


𝐴 ∗ 𝑅ℎ 2 3

2



𝑅ℎ2/3

2

𝐵𝐿 =𝑦

2


𝐴 ∗ 𝑅ℎ 2 3

2



𝑅ℎ2/3

2

Prog Caudal (Q) Ancho (b)Profundida

d total (h)

Inicio Fin m3/s m m

Canal principal

Canal 1 0+0.00 0+032.44 0.136 0.60 0.40

Rapida 1 0+032.44 0+86.2 0.136 0.52 0.74

canal 2 0+86.2 0+100.0 0.136 0.60 0.45

canal 3 0+100.0 0+112.8 0.132 0.60 0.35

Rapida 2 0+112.8 0+190.0 0.132 0.59 0.72

Canal 4 0+190.0 0+260.0 0.132 0.60 0.40

Canal 5 0+260.0 0+281.9 0.128 0.45 0.40

Rapida 3 0+281.9 0+328.4 0.128 0.45 0.74

Canal 6 0+328.4 0+360.0 0.128 0.55 0.50

Canal 7 0+360.0 0+378.8 0.122 0.55 0.40

Rapida 4 0+378.8 0+567.0 0.047 0.45 0.72

Canal 8 0+567.0 0+600.0 0.122 0.50 0.40

Canal 9 0+600.0 0+692.4 0.119 0.55 0.40

Rapida 5 0+692.4 0+761.6 0.119 0.48 0.74

Canal 10 0+761.6 0+890.0 0.119 0.50 0.40

Rapida 6 0+890.0 0+940.8 0.119 0.45 0.70

Canal 11 0+940.8 0+980.0 0.119 0.50 0.40

Canal 12 0+980.0 1+070.2 0.116 0.55 0.40

Canal 13 1+070.2 1+530.0 0.091 0.50 0.40

Canal 14 1+530.0 1+550.2 0.067 0.50 0.35

Rapida 7 1+550.2 1+645.4 0.067 0.40 0.72

Canal 15 1+645.4 1+680.0 0.067 0.40 0.35

Canal 16 1+680.0 1+760.0 0.063 0.50 0.30

Canal 17 1+760.0 1+980.0 0.059 0.40 0.35

Canal 18 1+980.0 2+200.0 0.047 0.40 0.30

Canal 19 2+200.0 2+500.0 0.042 0.40 0.30

Canal 20 2+500.0 2+540.0 0.023 0.40 0.30

Canal 21 2+540.0 2+750.0 0.012 0.20 0.25

Canal. Secun.1 0+0.00 0+108.00 0.003 0.20 0.17

Canal. Secun.2 0+0.00 0+181.07 0.005 0.20 0.17

Canal. Secun.3 0+0.00 0+209.11 0.006 0.20 0.17

Canal. Secun.4 0+0.00 0+202.66 0.003 0.20 0.17

Canal. Secun.5 0+0.00 0+42.03 0.003 0.20 0.17

Canal. Secun.6 0+0.00 0+625.97 0.025 0.20 0.25

Canal. Secun.7 0+0.00 0+834.26 0.023 0.20 0.25

Canal. Secun.8 0+0.00 0+212.01 0.005 0.20 0.18

Canal. Secun.9 0+0.00 0+142.01 0.004 0.20 0.18

Canal. Secun.10 0+0.00 0+565.88 0.012 0.20 0.20

Canal. Secun.11 0+0.00 0+200.32 0.004 0.20 0.18

Canal. Secun.12 0+0.00 0+364.65 0.019 0.20 0.25

Canal. Secun.13 0+0.00 0+748.15 0.012 0.20 0.20

Canales secundarios

ANEXOS.pdf

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