Caidas Verticales.xls

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CAIDAS VERTICALES Nº 1

Caudal de diseño Qd= 0.25

base de la solera b= 0.8 m

Coef. de rugosidad n= 0.013

Pendiente Canal S= 0.001 m/m

cota !"".5 m

Cota # !"" m

diferencia de cotas $%&' 0.5 m

Calculo del (irante )ormal

n = rugosidad del material

* = radio +idr,ulico

= ,rea de la secci-n de canal

S = endiente del canal

Seccion *ectangular

=bn

P=b2n

ntonces iterando

n= 0.382

=bn 0.3054

P=b2n 1.54

*= 0.1!5

Calculo de la 6elocidad antes de la transicion

0.8181 m/s

0.031 m/s

Calculo de la energia antes de la transicion

= 0.141

Calculo de la #ase de control

0.543 m

Calculo del tirante Critico

0.2"" m

m3 / s

Q=1

n⋅ R

2

3⋅ A⋅S

1

2

R= A

P=

b∗Yn

b+2Yn

Vn=Q A =

Vn2

2g=

Yn+Vn

2

2g=

B=√27∗Q2

8 ( Emin)3∗g=

Yc=3

√ Q

2

B2∗g

=



c=b7c= 0.1515

1.4!" m/s

0.138" m

Calculo de la energia

0.141 m

Calculo de la longitud de transicion de entrada

0.3042 0.3100 m

Calculo de la rofundidad del colc+on disciador

0.2

0.144"

Calculo de la longitud del colc+on

0.0422 m

3.584" m

ara nes constructi6os adotar una longitud considerable 3.4

Calculo de tiemo de caida del c+orro

0.3778 s

Calculo de 719 72 7 :d

1.222 m

0.1141 m

0.5!0 m

:s 2.145 m

m2

Yc=3

√ Q

2

B2∗g

=

Vc=Q

Ac

=

Vc

2

2g=

Yc+Vc

2

2 g=

LTe= b−B

2Tan (22.5 )

=

==32

2

** h g B

Q D

( ) =−= 425.027.0 *7.2*6.12 D Dh L

( )=

+∆=

g

e z t

*2

== 425.0

1 **54.0 Dh y

== 27.0**30.4 Dh Ld

== 27.0

2 **66.1 Dh y

y y =32

=∆

=3

)(cot z asdif e



0.3800 m

:ongitud (otal = 3.584" m 3.584" m

ltura del canal desues de la caida 6ertical = 0.42

n3

== 22.0

* Dh y p





base de la solera b= 0." m


Pendiente Canal S= 0.0015 m/mcota !"5.2 m

Cota # !"." m

0.5 m






Seccion *ectangular

=bn

P=b2n

ntonces iterando

n= 0.3"

=bn 0.2418

P=b2n 1.8

*= 0.181


0.9549 m/s

0.0465 m/s


= 0.4205


0.5378 m


m3 / s

diferencia de cotas $ Δ&'

Q=1

n⋅ R

2

3⋅ A⋅S

1

2

R= A

P=

b∗Yn

b+2Yn

Vn=Q

A =

Vn2

2g=

Yn+Vn

2

2g

=

B=√27∗Q2

8 ( Emin)3∗g=

Yc=3

√ Q

2

B2∗g

=



0.2803 m

c=b7c= 0.1508

1.6583 m/s

0.1402 m


0.4205 m


0.1958 0.2000 m


0.2 tomar en cuenta ;ue se numero entero

0.1667


0.0642 m

3.6143 m



0.3778 s


1.4343 m

m2

Yc=3

√ Q

2

B2∗g

=

Vc=Q

A c

=

Vc2

2g=

Yc+Vc

2

2 g=

LTe= b−B

2Tan (22.5 )=

==32

2

** h g B

Q D

( ) =−= 425.027.0 *7.2*6.12 D Dh L

( ) =+∆

= g

e z t *2

== 27.0**30.4 Dh Ld

=∆

=3

)(cot z asdif e



0.1177 m

0.5537 m

:s 2.1800 m

0.3826 m

:ongitud (otal = 3.6143 m 3.6143 m


== .

1 . y

== 27.0

2 **66.1 Dh y

n y y

y y

≅

=

3

32

== 22.0* Dh y p







Pendiente Canal S= 0.0015 m/mcota !".! m

Cota # !".2 m

0." m






Seccion *ectangular

=bn

P=b2n

ntonces iterando

n= 0.3"

=bn 0.2418

P=b2n 1.8

*= 0.181


0.9549 m/s

0.0465 m/s


= 0.4205


0.5378 m


m3 / s


Q=1

n⋅ R

2

3⋅ A⋅S

1

2

R= A

P=

b∗Yn

b+2Yn

Vn=Q

A =

Vn2

2g=

Yn+Vn

2

2g

=

B=√27∗Q2

8 ( Emin)3∗g=

Yc=3

√ Q

2

B2∗g

=



0.2803 m

c=b7c= 0.1508

1.6583 m/s

0.1402 m


0.4205 m


0.1958 0.2000 m



0.2333


0.0257 m

3.9128 m

ara nes constructi6os adotar una longitud considerable 4


0.4401 s


1.5200 m

m2

Yc=3

√ Q

2

B2∗g

=

Vc=Q

A c

=

Vc2

2g=

Yc+Vc

2

2 g=

LTe= b−B

2Tan (22.5 )=

==32

2

** h g B

Q D

( ) =−= 425.027.0 *7.2*6.12 D Dh L

( ) =+∆

= g

e z t *2

== 27.0**30.4 Dh Ld

=∆

=3

)(cot z asdif e



0.1082 m

0.5868 m

:s 2.3928 m

0.4245 m

:ongitud (otal = 3.9128 m 3.9128 m


== .

1 . y

== 27.0

2 **66.1 Dh y

n y y

y y

≅

=

3

32

== 22.0* Dh y p







Pendiente Canal S= 0.0015 m/mcota !"3.5 m

Cota # !"2.5 m

1 m






Seccion *ectangular

=bn

P=b2n

ntonces iterando

n= 0.3"

=bn 0.2418

P=b2n 1.8

*= 0.181


0.9549 m/s

0.0465 m/s


= 0.4205


0.5378 m


m3 / s


Q=1

n⋅ R

2

3⋅ A⋅S

1

2

R= A

P=

b∗Yn

b+2Yn

Vn=Q

A =

Vn2

2g=

Yn+Vn

2

2g

=

B=√27∗Q2

8 ( Emin)3∗g=

Yc=3

√ Q

2

B2∗g

=



0.2803 m

c=b7c= 0.1508

1.6583 m/s

0.1402 m


0.4205 m


0.1958 0.2000 m



0.3333


0.0090 m

4.2701 m

ara nes constructi6os adotar una longitud considerable .3


0.5246 s


1.6249 m

m2

Yc=3

√ Q

2

B2∗g

=

Vc=Q

A c

=

Vc2

2g=

Yc+Vc

2

2 g=

LTe= b−B

2Tan (22.5 )=

==32

2

** h g B

Q D

( ) =−= 425.027.0 *7.2*6.12 D Dh L

( ) =+∆

= g

e z t *2

== 27.0**30.4 Dh Ld

=∆

=3

)(cot z asdif e



0.0982 m

0.6273 m

:s 2.6452 m

0.4784 m

:ongitud (otal = 4.2701 m 4.2701 m


== .

1 . y

== 27.0

2 **66.1 Dh y

n y y

y y

≅

=

3

32

== 22.0* Dh y p







Pendiente Canal S= 0.001 m/mcota !5.8 m

Cota # !53.8 m

1 m






Seccion *ectangular

=bn

P=b2n

ntonces iterando

n= 0.382

=bn 0.3054

P=b2n 1.54

*= 0.1!5


0.8181 m/s

0.0341 m/s


= 0.4161


0.5463 m


m3 / s


Q=1

n⋅ R

2

3⋅ A⋅S

1

2

R= A

P=

b∗Yn

b+2Yn

Vn=Q

A =

Vn2

2g=

Yn+Vn

2

2g

=

B=√27∗Q2

8 ( Emin )3∗g=

Yc=3

√ Q

2

B2∗g

=



0.2774 m

c=b7c= 0.1515

1.6497 m/s

0.1387 m


0.4161 m


0.3062 0.3100 m



0.3333


0.0087 m

4.2365 m



0.5246 s


1.6112 m

m2

Yc=3

√ Q

2

B2∗g

=

Vc=Q

Ac

=

Vc2

2g=

Yc+Vc

2

2 g=

LTe= b−B

2Tan (22.5 )=

==32

2

** h g B

Q D

( ) =−= 425.027.0 *7.2*6.12 D Dh L

( ) =+∆

= g

e z t *2

== 27.0**30.4 Dh Ld

=∆

=3

)(cot z asdif e



0.0969 m

0.6220 m

:s 2.6253 m

0.4751 m

:ongitud (otal = 4.2365 m 4.2365 m


== .

1 . y

== 27.0

2 **66.1 Dh y

n y y

y y

≅

=

3

32

== 22.0* Dh y p







Pendiente Canal S= 0.001 m/mcota !"".5 m

Cota # !"" m

0.5 m






Seccion *ectangular

=bn

P=b2n

ntonces iterando

n= 0.382

=bn 0.3054

P=b2n 1.54

*= 0.1!5


0.8181 m/s

0.0341 m/s


= 0.4161


0.5463 m


m3 / s


R= A

P=

b∗Yn

b+2Yn

21

321

S A Rn

Q ⋅⋅⋅=

== A

QVn

= g

Vn

2

2

=+ g

VnYn

2

2

( ) == g E

Q B

*min8

*273

2



0.2774 m

c=b7c= 0.1515

1.6497 m/s

0.1387 m


0.4161 m


0.3062 0.3100 m



0.1667


0.0622 m

3.5867 m



0.3778 s


1.4222 m

m2

==32

2

** h g B

Q D

=∆

=3

)(cot z asdif e

== 32 * g B

QYc

==

c A

QVc

= g

Vc

2

2

=+ g

VcYc

2

2

=−

=)5.22(2Tan

Bb LTe

( ) =−=425.027.0

*7.2*6.12 D Dh L

( )=

+∆=

g

e z t

*2

== 27.0**30.4 Dh Ld



0.1161 m

0.5490 m

:s 2.1645 m

0.3800 m

:ongitud (otal = 3.5867 m 3.5867 m


== 22.0* Dh y p

== 27.0

2 **66.1 Dh y

== .

1 **54.0 Dh y

n y y

y y

≅

=

3

32

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