Hoja de Calculo Perfil Creager, WES y Toma Convencional

(1)

Qd= Qd= P= P= L= L= C= C=

Carga de agua sobre la cresta del vertedero

H

Hoo== 00..11117777 mm

Ha=

Ha= 9.99.98048049E-9E-005005 mm

H

Hdd== 00..111177 mm

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HIDRAULICA I

HOJAS DE

CÁLCULO

ÁLCULO DE VERTEDERO TIPO CREAGER

  ==〖〖__〗〗!!11..55∗ ∗ ""LL  ==( ( ## $$!%&#'$ $$!%&#'$ (× (×  ==〖〖��##%%(+ ∗(+ ∗$$ $$〗〗!&#!&# %&"9.81$ %&"9.81$ =− =−

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(3)

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

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

0 ≤ P/Ho < 0.5

, C/PLE , C/PLE C Coo== --449977..88001100 ,,  CC//PPLLEE

0.6 ≤ P/Ho < .5

, C/PLE , C/PLE C Coo== --44..55001144 ,,  CC//PPLLEE

P/Ho ! .5

C/PLE C/PLE C

Coo== &&..1188 CC//PPLLEE Correcc

Correcc)( del )( del coe+c)e(te de descargacoe+c)e(te de descarga

C

C&&== 00..99999999

C

C== &&..11779988

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



=&.0&5%=&.0&5%〖〖��/ / $$〗〗!!&&2211..88(/ (/ $$2211..770044



=0.0'4%=0.0'4%〖〖��/ / $$〗〗!!&&2200..114455(/ (/ $$22&&..00''11



 &=0.&1&"%&=0.&1&"%〖〖��//$$〗〗!%&3'$20.78!%&3'$20.78

8 8   =_∗ =_∗ & &   ==〖〖__〗〗!!11..55∗ ∗ ""LL  ==( ( ## $$!%&#'$ $$!%&#'$ (× (×

(4)

H

Hoo== 00..11118888 mm

Ha=

Ha= 9.99.9991E-1E-005005 mm

H

Hdd== 00..11118877 mm

Per+l creager

Coe+c)e(te 6  ( *arame(to vert)cal

Ha Ha#Ho#Ho== 0.0.00000808'9'91919'' 6 6== 00..55  ==〖〖��##%%(+ ∗(+ ∗$$ $$〗〗!&#!&# %&"9.81$ %&"9.81$ =− =−  //  ==−−  "%"%〖〖//〗〗^^$$

(5)

(= 1.87&

Calculo de 1 & :1 :& Ha#Ho= 0.0008'919'

;ar lectura e( la gr<+ca c#Ho= 0.&8 >c#Ho= 0.1'& :1#Ho= 0.5' :&#Ho= 0.&'5 c= 0.0'4 >c= 0.0157 :1= 0.0' :&= 0.0&79

(6)

(7)

Datos

0.&5 m'#s

1.9m 7 m &.&1

(8)

(9)

Coorde(adas del *er+l creager m >m 0 0 0 0.05 -0.0118 0 0.1 -0.04'0 0 0.15 -0.0919 0 0.& -0.1575 0 0.&5 -0.&'9& 0 0.' -0.''4 0 0.'5 -0.4490 0 0.4 -0.575 0 0.45 -0.7187 0 0.5 -0.8754 0 0.55 -1.044 0 0. -1.&'15 0 0.5 -1.4'0 0 0.7 -1.4'4 0 0.75 -1.8700 0 0.755 -1.9005 0

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(11)

(12)

(13)

(14)

0 0.1 0.& 0.' 0.4 0.5

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(16)

(17)

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(19)

(20)

(21)

(22)

Q= L= P= C= H= ?=

Carga de agua sobre la cresta del vertedero

Ho= 0.1177 m Ha= 9.98048770E-005 m

P/Ho

#

$.%%

P/Ho

<

$.%%

CU&PLE

NO

CU&PLE

H'

(

Ho

H'

(

Ho

)

Ha

Pe(d)e(te s

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ÁLCULO DE VERTEDERO TIPO *EST

 =〖_〗!1.5 "L∗ =( # $$!%&#'$ (× =〖�#%(+ ∗$ $〗!&# %&"9.81$

(23)

Hd= 0.1177 m

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

0 ≤ P/Ho < 0.5

, C/PLE

Co= -49.9&9 , C/PLE

0.6 ≤ P/Ho < .5

, C/PLE

Co= -4.488' , C/PLE

P/Ho ! .5

C/PLE

Co= &.18 C/PLE

Correcc)( del coe+c)e(te de descarga

C&= 1

C= &.18

Carga de agua sobre la cresta del vertedero %correg)do$ =&.0&5%〖�/ $〗!&21.8(/ $21.704 =0.0'4%〖�/ $〗!&20.145(/ $2&.0'1 =  &=0.&1&"%〖�/$〗!%&3'$20.78 8  =_∗ & !

(24)

Ho= 0.1188 m Ha= 9.9914'E-005 m

P/Ho

#

$.%%

P/Ho

<

$.%%

CU&PLE

NO

CU&PLE

H'

(

Ho

H'

(

Ho

)

Ha

Hd= 0.1188 m Per+l AEB ;er)va(do Coe+c)e(te 6  ( Pe(d)e(te *arame(to %?H$ 6 ( ?ert)cal & 1.85 '01 1.9' 1.8' '0& 1.9'9 1.81 '0' 1.87' 1.77 +( & (= 1.85

Calculo de 1 & :1 :&

= _ . ∗ =( # $$!%&#'$ (× =〖�#%(+ ∗$ $〗!&# %&"9.81$ = ^= 〖〗!( 1$   _(=^_〖_〗# _{! 1$}_( $

(25)

1= 0.0''5 m &= 0.0&08 m :1= 0.0594 m :&= 0.0&'8 m  1=0.&82  &=0.175 1=0.5 &=0.2

(26)

Datos

0.&5 m'#s 7 m 1.9m &.&1 1 1

*er+c)e vertedero aguas aba@o

(27)

(28)

Pu(to de ta(ge(c)a Coorde(adas d m 0 0.05 t >t 0.1 0.1' -0.070 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'& /=/ %〖/ $  〗! 1$(

(29)

(30)

(31)

(32)

l *er+l creager >m 0 0 -0.01&0 0 -0.04'& 0 -0.0914 0 -0.1557 0 -0.&'5' 0 -0.'&9 0 -0.4'84 0 -0.51' 0 -0.979 0 -0.8481 0 -1.0117 0 -1.1884 0 -1.'781 0 -1.5805 0 -1.7957 0 -1.9000 0 0 0.1 0.& 0.' 0.4

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(34)

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0.5 0. 0.7 0.8 0.9

P,-./ *ES

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

(37)

(38)

Dato

Qd= 0.5 6= 0.85 t= 0.01 s= 0.05 Hr= 0.5 P1= 1.& P&= 1 H(= 0.4 D= 0.1 P'= 0.95 = 50 Qma= 8 ?c= 1.5

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

/o= 1.91

Begu( FaD)(

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CÁLCULO DE REJILLA LATERAL

=G0.40720.045 (+# 1 $"G120.&85"( # 1 $$!& "I

(+ 2

(39)

/o= 1.91 Coe+cc)e(te de sumers)(

Begu( FaD)(

B= 0.

Begu( ?)llemo(te

B= 0.&

(cJo eKect)vo de re@)lla

b= 1.4& m

,mero de es*ac)os

(= &8

,mero de barrotes

,= &7

(cJo total de re@)lla  =1.05G120.&∗/ & "M(!/ $  =G1(/ $!%'#&$ !0.'85 =∗" 〖〗!%'#&$∗" "=# " (∗∗ 〖〗!%'3&$ $ ="/# $ =1 %=" (&∗$ 2 $

(40)

F= 1.9 m

Com*robas)o( del caudal

Q= 0.5 m'#s

/aorac)( *or obstrucc)( %&5N$

bO= 1.77 m

,mero de es*ac)os

(O= '5

,mero de barrotes

,O= '4

(cJo total de re@)lla

FO= &.11 m

Caudal maorado

Q= 0.&5 m'#s

(gulo de )(cl)(ac)( de la re@a

?eloc)dad del r)o =∗" 〖〗!%'#&$∗" " "1.&5=" R =" /#R R $ =R1 R %=" (&∗$ R2 R$ =∗" 〖〗!%'#&$∗" S='. cos〖/)*〗

(41)

?r= 0.1 m#s 8'.878 T .1&'& T UO= U= )=/, U=90UR

(42)

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

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(46)

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

/o= 1.90

Begu( FaD)(

U= U= =G0.40720.045 (+# & $"G120.&85"(# & $$!& "I

(+ 2

=%1.79420.01''/ $"G120.55( (+# & $$!& 

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CÁLCULO DE DESRRIPIADOR

(47)

/o= 1.91 Coe+cc)e(te de sumers)(

Begu( FaD)(

B= 0.70'

Begu( ?)llemo(te

B= 0.8

(cJo del vertedero

b= 1.9 m

Lo(g)tud de desrr)*)ador

L= 0.'8 m

C<lculo de dco( de Fer(oul)

0

VWL  0.0000

dco(= 0.074&

C<lculo del calado co(@ugado

 =1.05G120.&∗/ ' "M(!/$  =G1(/$!%'#&$  !0.'85 =∗" 〖〗!%'#&$∗" = R $#%& ta((% −" 〖X〗 $ *=- ( # "I%2(._−*$$$ -=/"R .= ++! &  =0.91 "= (∗# " 〖〗!%'3&$ $

(48)

Co'1213 ', s,

<P)H

Bumerg)do &= 0.550 m

Lo(g)tud de resalto

Begu( PavlosY)

L= &.4& m

Begu( BaKra(etD

L= &.47 m

Begu( FacYJmetev

L= &.'8 m

Promed)o

L= &.4& m   =  " 2 - ( 〖� 1 〗 !' $$1 =%&.5"%1.9 & 1$∗ − =4.5 &∗ =5 & 1$( −

(49)

Datos

0.&5 m'#s 0.85 0.01m 0.05m 0.5m 1.&m 1 m 0.4m 0.1m 0.95m 0.'m 1&.5T 0.&18 rad

JA

(50)

Z= 0.'5

[o= 1.5

(51)

(52)

(53)

(54)

(55)

Qd= b1= (= \= m= U= U=

[)ra(te a la sal)da de tra(s)c)o(

d&= 0.'554 m

Eleme(tos geometr)cos a la sal)da de tra(s)c)o(

b&= 0.7108 m

&= 0.&5& m&

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CÁLCULO DE TRANSICION

 !%8#'$=( &!%&3'$$# !%13&$(0 %&I !&21$( −$$ "=2 ,="∗ * 2=" 2

(56)

*&= 1.4&1 m

:&= 0.1777 m

?eloc)dad a la sal)da de tra(s)c)o(

?&= &.474' m#s

Lo(g)tud de tra(s)c)o(

L= &.77&' m

[)ra(te al com)e(Do de la tra(s)c)o(

d1= 0.1' m (o *uede ser mu *eZue]o

El calado al com)e(Do de la tra(s)c)o( (o *uede ser me(or Zue

d1= &.'71 m = 1 &$#%&(" −" ta(〖X〗 $  & &=, /1 & ) &=/,&  1 &  =, /" 1  1 & '= +

(57)

rea al com)e(Do de la tra(s)c)o(

1= 4.1 m&

?eloc)dad a la e(trada de tra(s)c)o(

?1= 0.1'5 m#s

Carga de veloc)dad

?1!&#&g= 0.0009

Calcular *erd)das

JK= 0.'111

Perd)da e( la su*er+c)e del agua

[)* E( c ^= 0.4044 Co( cuadra( :e , 1 1 1=" ∗ ) 1=/,1 〖1〗!&#& =_  3 =%〖&〗!& 〖1〗!&$#2 ^=%1+ 3 $

(58)

Datos

0.&5 m'#s 0.01& 1.94 m 0.014 0.01& 0 1&.5 T 0.&18 rad ra(s)c)o( recta

(59)

(60)

de tra(s)c)( C de tra(s)c)( C u

urrvvaa 00..11

tte e dde e cc))rrccuulloo 00..1155

(61)

Qd= Qd= (= (= \= \= m= m= P&= P&= H(= H(= b1= b1= a= a= C Coomm**uu

Com*uerta de descarga l)bre

Caudal de l)m*)eDa

Q

QLL== 11..&&55 mm''##ss

[)ra(te agua

[)ra(te aguas arr)bas arr)ba

d

d&&== 00..44&&9988 mm

:a(ura de :a(ura de cellado de la cellado de la com*uerta com*uerta

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ÁLCULO DE CO&PUERTA DE LAVADO

 ==22



 !!%%88##''$$==((  &&!!%%&&33''$$$$##(0 (0 !!%%1133&&$$ %

(62)

Eleme(tos geometr)cos del ca(al de desKogue

b&= 0.859 m

&= 0.'95 m&

*&= 1.719& m

:&= 0.&149 m

?eloc)dad aguas arr)ba

?&= '.'8&9 m#s BV \= 0.0& m#m b= 1.94 m 0.0& 1  1.94 = 0.0'88 FL?; H= 1.5 m

Calculo de e %de tabla$

a#H= 0.5'7' e= 0.487' a#H e 0 0.11 0.1 0.15 0.15 0.18 "=2 ,="∗ * 2=" 2  & &=, /1 & ) &=/, &  =4+ ++ &

(63)

0.& 0.& 0.&5 0.&& 0.' 0.&5 0.'5 0.&8 0.4 0.' 0.45 0.'8 0.5 0.45 0.55 0.5 0. 0. 0.5 0.75 0.7 0.9 0.75 0.705 0.8 0.7& 0.85 0.745 0.9 0.78 0.95 0.8'5 1 1 Calculo de Y %0.95 - 0.97$ Y= 0.9

Calculo del caudal

Q= 1.88& m'#s Com*robac)o( de caudal

? # ?L

1.88& ` 1.&5 C/PLE =∗∗∗" "I%2(+) !&# 2 (∗$$$

(64)

Datos

0.&5 m'#s 0.015 0.0& 0 0.05 m 1 m 0.4m 1.9m 0.8m rta de descarga l)bre

(65)

(66)

(67)

Datos

Qc= 1& m'#s b= 7 m m= 0.45 P= 1.& m Carga de agua Ho= 0.9044 m H= 0.8479 m

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REGULACI@N DE LA CRECIENTE

*=∗"" 〖〗!1.5"I2 =(* (∗" # "I $$!%&#'$2 *=∗" "%120.55( (+ # $$!&$ !1.5"I∗ 2

 =(*#%∗""%120.55( (+# $$!& $"I $$!%&#'$2

(68)

?o= 0.8'71 m#s

HoO= 0.88' m

(69)