Hoja de Calculo Perfil Creager, WES y Toma Convencional

NIVERSIDAD TÉCNICA PARTICULAR DE LOJA HIDRAULICA I HOJAS DE CÁLCULO ÁLCULO DE VERTEDERO TIPO CREAGER

Qd= P= L= C=

Carga de agua sobre la cresta del vertedero  = 〖  _ 〗!1.5∗ "L  =( # (×$$!%&#'$

Ho=

0.1177 m

 = 〖 �#%(+$∗$ 〗!&#

%&"9.81$

Ha= 9.9804 9.98049E9E-005 005 m

 =−

Hd=

0.117 m

Co(d)s)o(es *ara el coe+c)e(te de descarga

0 ≤ P/Ho < 0.5 , C/PLE =&.0&5% 〖 �/ $ 〗!&21.8(/ $21.704

Co=

-497.8010

, C/PLE

0.6 ≤ P/Ho < .5 , C/PLE =0.0'4% 〖 �/ $ 〗!&20.145(/ $2&.0'1

Co=

-4.5014

, C/PLE

 P/Ho ! .5 C/PLE Co=

&.18

C/PLE

Correcc)( Correcc )( del coe+c)e(te de descarga &=0.&1&"% 〖�/$ 〗!%&3'$20.78  &=0.&1&"% 8

C&=

0.9999

 & &.1798  =_∗  C = Carga de agua sobre la cresta del vertedero %correg)do$  = 〖  _ 〗!1.5∗ "L  =( # (×$$!%&#'$

Ho=

0.1188 m

 = 〖 �#%(+$∗$ 〗!&#

%&"9.81$

Ha= 9.99 9.991E1E-005 005 m

Hd=  =−

0.1187 m Per+l creager

 / / =− "% 〖 / 〗^$

Coe+c)e(te 6  ( *arame(to vert)cal Ha#Ho Ha#Ho= = 0.00 0.0008 08'9 '919 19' '

6=

0.5

(=

1.87& Calculo de 1 & :1 :&

Ha#Ho= 0.0008'919' ;ar lectura e( la grc#Ho=

0.1'&

:1#Ho=

0.5'

:&#Ho=

0.&'5

c=

0.0'4

 >c=

0.0157

:1=

0.0'

:&=

0.0&79

Datos 0.&5 m'#s 1.9m 7m &.&1

Coorde(adas del *er+l creager m 0 0.05 0.1 0.15 0.& 0.&5 0.' 0.'5 0.4 0.45 0.5 0.55 0. 0.5 0.7 0.75 0.755

>m 0 -0.0118 -0.04'0 -0.0919 -0.1575 -0.&'9& -0.''4 -0.4490 -0.575 -0.7187 -0.8754 -1.044 -1.&'15 -1.4'0 -1.4'4 -1.8700 -1.9005

0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0

PER"IL CREAGER 0

0.1

0.&

0.'

0.4

0.5

0.

0.7

0.8

NIVERSIDAD TÉCNICA PARTICULAR DE LOJ HIDRAULICA I HOJAS DE CÁLCULO ÁLCULO DE VERTEDERO TIPO *EST Q= L= P= C= Pe(d)e(te s H= ?=

Carga de agua sobre la cresta del vertedero  = 〖  _ 〗!1.5∗ "L  =( # (×$$!%&#'$

Ho=

0.1177 m

 = 〖 �#%(+$∗$ 〗!&#

%&"9.81$

Ha= 9.98048770E-005 m

P/Ho # $.%% CU&PLE H' ( Ho

P/Ho < $.%% NO CU&PLE H' ( Ho ) Ha

 =

Hd=

0.1177 m Co(d)s)o(es *ara el coe+c)e(te de descarga

0 ≤ P/Ho < 0.5 , C/PLE =&.0&5% 〖 �/ $ 〗!&21.8(/ $21.704

Co=

-49.9&9

, C/PLE

0.6 ≤ P/Ho < .5 , C/PLE =0.0'4% 〖 �/ $ 〗!&20.145(/ $2&.0'1

Co=

-4.488'

, C/PLE

 P/Ho ! .5 C/PLE Co=

&.18

C/PLE

Correcc)( del coe+c)e(te de descarga  &=0.&1&"% 〖 �/$ 〗!%&3'$20.78

8

C&=

1

 &  =_∗  C=

&.18

Carga de agua sobre la cresta del vertedero %correg)do$ !

=

_

.

∗

 =( # (×$$!%&#'$

Ho=

0.1188 m

 = 〖 �#%(+$∗$ 〗!&#

%&"9.81$

Ha= 9.9914'E-005 m

P/Ho # $.%% CU&PLE H' ( Ho

P/Ho < $.%% NO CU&PLE H' ( Ho ) Ha

 =

Hd=

0.1188 m Per+l AEB

 ^= 〖  〗!( 1$  

 =^# ( 〖 〗!(1$

$ Coe+c)e(te 6  ( Pe(d)e(te *arame(to %?H$ ?ert)cal '01 '0& '0' +( (=

6 & 1.9' 1.9'9 1.87'

( 1.85 1.8' 1.81 1.77

& 1.85 Calculo de 1 & :1 :&

;er)va(do

  1=0.&82 

1=

0.0''5 m

  &=0.175 

&=

0.0&08 m

 1=0.5 

:1=

0.0594 m

 &=0.2 

:&=

0.0&'8 m

Datos 0.&5 m'#s 7m 1.9m &.&1 *er+c)e vertedero aguas aba@o 1 1

Pu(to de ta(ge(c)a /=/ % 〖  /  $ 〗!(1$

t 0.1'

>t -0.070

Coorde(adas d m 0 0.05 0.1 0.15 0.& 0.&5 0.' 0.'5 0.4 0.45 0.5 0.55 0. 0.5 0.7 0.75 0.77'&

l *er+l creager  >m 0 -0.01&0 -0.04'& -0.0914 -0.1557 -0.&'5' -0.'&9 -0.4'84 -0.51' -0.979 -0.8481 -1.0117 -1.1884 -1.'781 -1.5805 -1.7957 -1.9000

0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0

0

0.1

0.&

0.'

0.4

P,-./ *ES 0.5

0.

0.7

0.8

0.9

Per+l AEB Parame(to Pu(to ta(ge(te

IVERSIDAD TÉCNICA PARTICULAR DE LOJA HIDRAULICA I HOJAS DE CÁLCULO CÁLCULO DE REJILLA LATERAL

Dato Qd= 6= t= s= Hr= P1= P&= H(= D= P'= = Qma= ?c= Co'1213 ', 4,-t,',-o s,-71'o

Pr)mera co(d)c)(

Begu(da co(d)c)(

P$ ) H # P

89 / P: < 0.;

C/PLE

C/PLE Coe+cc)e(te de descarga

Begu( 6o(ovalov  =G0.40720.04 5#(+1 (+ 1 $$!& "I2

/o=

$ "G120.&85"( #

1.91

Begu( FaD)(  =%1.79420.01'' /$"G120.55 (# (+1

$$!& 

0.5 0.85 0.01 0.05 0.5 1.& 1 0.4 0.1 0.95 50 8 1.5

/o=

1.91 Coe+cc)e(te de sumers)(

Begu( FaD)(  =1.05G120.& ∗/&

B=

"M (!/$ 

0.

Begu( ?)llemo(te  =G1(/ $!%'#&$

!0.'85

B=

0.& (cJo eKect)vo de re@)lla

=∗"  〖  〗!%'#&$∗" "=# (∗∗"  〖  〗!%'3&$

b=

$ 1.4& m ,mero de es*ac)os

="/#

(=

&8 ,mero de barrotes

 $ =1

,=

&7 (cJo total de re@)lla

 %="2(&∗$ $

F=

1.9 m

Com*robas)o( del caudal =∗"  〖  〗!%'#&$∗"

Q=

0.5 m'#s /aorac)( *or obstrucc)( %&5N$

"=""1.&5

bO=

1.77 m ,mero de es*ac)os

R="R/#

(O=

'5 ,mero de barrotes

 $ R=R1

,O=

'4 (cJo total de re@)lla

 %R="R2(&∗$ R$

FO=

&.11 m Caudal maorado

=∗"  〖  〗!%'#&$∗"

Q=

0.&5 m'#s (gulo de )(cl)(ac)( de la re@a S='. cos 〖/)* 〗 ?eloc)dad del r)o

)=/,

?r= UO=

0.1 m#s 8'.878 T U=90UR

U=

.1&'& T

m'#s m m m m m m m m m& m'#s m#s

IVERSIDAD TÉCNICA PARTICULAR DE L HIDRAULICA I HOJAS DE CÁLCULO CÁLCULO DE DESRRIPIADOR

Co'1213 ', 4,-t,',-o s,-71'o

Pr)mera co(d)c)(

Begu(da co(d)c)(

P ) H4- # P%

89 / P%: < 0.;

C/PLE

C/PLE Coe+cc)e(te de descarga

Begu( 6o(ovalov  =G0.40720.04 5#(+& (+ & $$!& "I2

/o=

$ "G120.&85"(#

1.90

Begu( FaD)(  =%1.79420.01'' /$"G120.55 (# (+&

$$!& 

Qd= 6= t= s= Hr= P1= P&= H(= D= P'= Hvr= U= U=

/o=

1.91 Coe+cc)e(te de sumers)(

Begu( FaD)(  =1.05G120.& ∗/'

B=

"M (!/$

0.70'

Begu( ?)llemo(te  =G1(/$!%'#&$

!0.'85

B=



0.8 (cJo del vertedero "=#(∗"  〖 〗!%'3&$

=∗"  〖 〗!%'#&$∗"

b=

$

1.9 m Lo(g)tud de desrr)*)ador

 =(%R−"$#%&

ta( 〖X 〗

$ L=

0.'8 m

C