EXAMEN - 2DA ESTRUCTURAS HIDRAULICAS.doc

UNIVERSIDAD NACIONAL DEL SANTA FACULTAD FACULTAD DE INGENIERÍA

EXAMENES DE ESTRUCTURAS HIDRAULICAS DOCENTE: ING. HUGO ROJAS RUBIO

E.A.P. E.A.P. ING. CIVIL

EXAMEN DE 2DA UNIDAD ESTRUCTURAS HIDRAÚLICAS

1.- Diseñ! e" #es!e$#%! &! '$ ($" #e !ie)% *'e (%$#'(e '$ ('#" #e 1+,s. E" ($" es/ !e0esi#% #e +%!e!% #e (%$(!e% e2 (+3 #e se((i4$ !&e !&e5%i 5%i# #""

6  1.2 7 (%$ '$ &e$#i &e$#ie$ e$e e #e 8.888 8.8889. 9. E" e!!e$ e!!e$%% #% #%$#e $#e se

(%$s!'i!/ " es!'('! es #e" i&% "'0i%$". E" )' &!ese$ se#i+e$% e$ s's&e$si4$ *'e se  #ee!+i$#% e$ '$ ($i## #e ;< =) + ,. Solución: Datos:

>  1+,s). 6  1.2 S  8.8882 $  8.8? Criterios para ise!o:

- Se s'+e *'e e" ($" !&e5%i#" e$#!/ '$ @  1+.  A&"i($#% " e('(i4$ #e +$i$$): >  A  R?,  S   $? D%$#e: A  @7  57 P  @  ?7 15 ? Ree+&"5$#% "%s 0"%!es e$ " e('(i4$ #e +$i$$):   8.<

UNIVERSIDAD NACIONAL DEL SANTA FACULTAD FACULTAD DE INGENIERÍA


E.A.P. E.A.P. ING. CIVIL 

C"lculo para la #elocia e ca$a

V(    #  <<8.2  ,1.1 3 #  8.2 ++ 7   << L  HV  LH  V ,1.11  2.<  2.; P! '$ #i/+e!% #e 8.2 ++.  e" &es% es&e(Ki(% #e" "'K#% se!/ e" &!%+e#i% 1 8.8, De " !e"(i4$ LH  2.; E$%$(es " L  2.;  1.2  9.;< V%" >   T  H    128  2.<  9;< ,1.11  ?.9 se) V%"  1  ?.9 V%"  ?.9 + , @  >  V  1   1.2  8.,11  ?.1< +. E$ e" ($": @  1+. Espe%o el canal &T'

T  1  ?  1.2 7  1  , 8.< T  ,.??

UNIVERSIDAD NACIONAL DEL SANTA FACULTAD DE INGENIERÍA E.A.P. ING. CIVIL

Lon(itu e Transición:

L   T?  T1  ? T) 1?.2 D%$#e: T?  es&e% #e )'  ,.?? +. T1  $(% #e" #es!e$#%! ?.1< +. L   ,.??  ?.1<  ? ) 1?.2 )erteero:

L  >  C  ,?  1  ?  8.?2 ,?  <+.  @  ?.1< P%! es !54$ se (%"%(!/ '$ 0e!e#e!% ('!0%: R  @   1 (%s  198 L  Q  @   1  (%s De #%$#e: L  < +. 7 @  ?.1<+. Ree+&"5$#% "%s 0"%!es e$ e('(.    88 R  ?.1<   1  (%s 8  ,.?2 +. L  R se$   ,.?2 se$ 8  ,.82 +. P!%'$#i## 1.2 +.


UNIVERSIDAD NACIONAL DEL SANTA FACULTAD DE INGENIERÍA


E.A.P. ING. CIVIL

Sise+ #e Li+&i: >VA L 0e"%(i##  ?.2 +s). >  18  > #es!e$#%! A  > V A  8.18  ?.2  8.8<; + ? T 8.?8 +. ?.- E" ($" #e" &!%@"e+ $e!i%! " ""e)!  " &!%)!esi0   8.88 e$ " (% ?88.88 ie$e *'e (!'5! '$ !K% (i " +!)e$ *'e se e$('e$! e$ " (% 19.88. Se s%"i(i #iseñ! " es!'('! #e (!'(e +/s (%$0e$ie$e &! (!'5! " #e&!esi4$3 (%$si#e!$#% *'e " se((i4$ #e" !K% es #e" i&% !&e5%i#" (%$ $(% +7%!  28 +3 $(% +e$%! ,2 +. 7 "'!  +. E" !K% &!ese$ "s si)'ie$es (!(e!Ksi(s i#!/'"i(s: - C'#" e$ esie +7%  seie+@!e  8 - C'#" +K$i+% &!%+e#i% +e$s'"  ?.2 + ,  s). - C'#" +/i+% &!%+e#i% +e$s'"  18 + ,s). - C'#" +/i+% i$s$/$e% !e)is!% is4!i(% ,8 ñ%s  22 + ,s). S*LUCI*N: +ara el canal tene,os Area  (b  2 y ) y Area  1  1.15 x0.74  x0.74  1.56m 2

V 

Q A



 h s 

1 1.56

0.64

 0.64m / sg

2

19.62

 0.021m

UNIVERSIDAD NACIONAL DEL SANTA

EXAMENES DE ESTRUCTURAS HIDRAULICAS

FACULTAD DE INGENIERÍA

DOCENTE: ING. HUGO ROJAS RUBIO

E.A.P. ING. CIVIL

+ara el si-ón

S'&%$e+%s V?.2+s

A 

Q

1



2.5

V

 0.4m 2

t

t

 t  0.63m

R H 

A P

 0.158m

P! e" si%$ !e0esi#% #e (%$(!e% e$e+%s :

V 

Q A



 hv 

1 0.632

V 2 2 g



 2.52m / sg          ok

2.52 2 2 g

 0.324

Calculo e la lon(itu en transición L 

 1   2 2tg 12.5

D%$#e :  1  b  2 yz  1  2 x0.74 x1.5  3.22m  2  0.63m  L 

3.22  0.63 2tg 12.5

Calculo e la #elocia e entraa:

$8.81<



E.A.P. ING. CIVIL

7

@ >1+,se) @8., $8.81< S8.8882 Q  VxA

 1  V (0.63 xy1 )

C%+%:

V 

1.587 y1

P%! +$$i$) Te$e+%s: 2

Q

AR 3 S

2

n

1 x0.014 0.0005 0.626 

1




A

5/3 2/3

P

(0.73 y1 )

5/ 3

(0.73  2 y1 )

2/3

 y1  1.64m

L'e)%: V18.;9+s Calculo e la peria en el si-ón:

 Pe!#i# e$ " !$si(i4$ #e " e$!# :



E.A.P. ING. CIVIL

 v 22  2.52 2 0.64 2  v12    h  0.1    0.1 19.62  19.62   0.030m    2 g 2 g  h  0.030m

@ Pe!#i# e$ " !$si(i4$ #e s"i#  v 22  2.52 2 0.64 2  v12    0.2 x   0.061m hS  0.2 x   2 g 2 g 19 . 62 19 . 62     hS  0.061m

( C%$#'(% #e e$!#  v s2  2.52 2 0.97 2  ve2    0.1 x   0.028m h s  kx   2 g 2 g 19 . 62 19 . 62     h s  0.028m

# E$ " !ei"" #e e$!#  v 22  0.97 2   0.5 x h  k r x  0.024m 2 g 19 . 62   h  0.024m

e Rei"" #e s"i# h  0.024m

 Pe!#i# #e (!) &%! !i((i4$ 2

2

 V xn   2.54 x0.014  h f   s2 / 3  xL    x52.59 2/3  0.158   R   h f  0.766m



E.A.P. ING. CIVIL

L18.?;,2.,, L./2021,

) Pe!#i# e$ e" (%$#'(% #e s"i#  v s2

h  Kx

 2 g



v 22 

  0.056m

2 g 

h  0.056m

 Pe!#i# e$ e" (%#% 1/ 2

2

 Q   s  h  0.25 2 g  45  V s

1/ 2

2

 1  h  0.25   19.62  45  2.52

 0.012

L'e)% : L &e!#i# %" se!:

h

t

 1.001m 

h FT real



1.101m

3 +R4CTICA DE ESTRUCTURAS HIDRAULICAS



E.A.P. ING. CIVIL

1 U$ ($" #e 'e!e &e$#ie$e 1H:2V3 <8&ies

#e "!)% (%$#'(e '$ ('#"

>?<8&ies ,se).  es #iseñ#% &! #isi&! '$ &e!#i# #e (!) #e < &ies. EL ($" &!ese$ '$ se((i4$ #i0e!)e$e #es#e '$ $(% #e 9 &ies e$ e" e!e+% )'s !!i@  ?< &ies e$ e" e!e+% )'s @%. Dee!+i$! " '@i((i4$ #e" !es"% i#!/'"i(% s'&%$ie$#% '$ ($" si$ !i((i4$ e i)$%!$#% e" ee(% #e " &e$#ie$e s%@!e e" s"% A7'#: #i0i#i! e" ($" e$ < !+%s 7 ("('"! E1 7 E? e$ (# se((i4$ &! WE< &ies

SOLUCION:

D%s: L<8 >?<8&ies ,se)

WE< &ies C!(e!Ksi(s i#!/'"i(s #e" ($": 2

V 

1.486 R

RAPIDA:

n

1 3

S

2



E.A.P. ING. CIVIL

Se$9.;<8,.?9 C%s9.;<8X.9<

Tirante Critico

y!  3

"

"

2

g

240 8

L'e)%:

V ! 

"

Q A

Q brapia

 30'  9.14m 3 / seg / m

y !  3.03 pies



240 8 x3.03

 9.90 pies / seg

Deter,inano el "n(ulo e inclinación e la r"pia





E.A.P. ING. CIVIL

T)

5 1

9.;

L &e$#ie$e #e " !&i# se! : S8.82

$8.81<

Calculo el tirante en el escurri,iento e la r"pia

V i 

V 1 

Q by



20 y1

240 8 xy i

V 2 

3

15

3

y 2

V 3 

12 y3

3

V 4 

5ernoulli C67:

z $  y $ 

V $ 2 2 g

 z 1  y1 

9.80  3.03 

14.35  y1 

9.90 2 2 x32.2

6.21 2

y1

V 12 2 g

  # 1

 y1 

20 2 y12 x 2 x32.2

1

y1  0.70 pies

L'e)%:

V 1  28.57 pies / seg

5ernoulli 762:

1

10

y 4



E.A.P. ING. CIVIL

z 1  y1 

V 12 2 g

V 22

 z 2  y 2 

9.80  0.70 

22.17  y 2 

28.57 2 2 x32.2

2 g

  # 2

 y 2 

15 2 2

y 2 x 2 x32.2

1

3.49 2

y2

y 2  0.40 pies

V 2  37.5 pies / seg

L'e)%:

5ernoulli 26: 2

z 2  y 2 

V 2

2 g

 z 3  y 3 

9.80  0.40 

31.03  y 3 

37.50 2 2 x32.2

V 32 2 g

  # 3

 y3 

12 2 y 32 x 2 x32.2

1

2.24 2

y3

y3  0.27 pies

V 3  44.44 pies / seg

L'e)% :

5ernoulli 68:

z 3  y3 

V 32 2 g

 z 4  y 4 

9.80  0.27 

44.44 2 2 x32.2

V 42 2 g

  # 4

 y 4 

10 2 y 42 x 2 x32.2


1


1.55

39.13  y 4 

2

y 4

y 4  0.20 pies

L'e)% :

V 3  50 pies / seg

As'+i+%s : y1'  y4  0.20 pies Halla,os el tirante con%u(ao: y 2' '



 0.5

y1

1  8F

2



1

Pe!%: F 

V gy

50

F 

9.81 x0.20

 19.70

Re&"5$#% e$ " %!+'" $e!i%! e$e+%s: y  5.47 pies

Deter,ina,os la lon(itu e la -osa L  5( y 2  y1 ) '

'

L  5(5.47  0.20) L



26.35 pies




E.A.P. ING. CIVIL

?

Res&%$# e$ %!+ es('e "% si)'ie$e a'

Es i,portante el (rao e su,er(encia en las to,as laterales 9 porue;

Si3 7 *'e  !0Ys #e ese 0+%s  e$e! '$ $i0e" #e se)'!i## &! $'es! %+ "e!". L s'+e!)e$(i $%s i$#i(! " &!%'$#i##  " *'e es " '@e!K #es#e e" es&e% #e )'. N%s i$#i(! 7 $%s !/ $%! $e &%si@"es @s #e ('#"es3 se)'!! e" ('#" #e #e+$# $e(es!i% *'e  &s! &%! " '@e!K. <'

Mencione tres criterios <"sicos para el ise!o e ca$as0

Te$e+%s: 

S(i#ZS($"



VZ18+se).



Si ($"esZ2+3 H(e! )'e!%s e$ e$s$(!

&!e#es "e!"es

%

?8(+ " (%s#% #e " &%5 &! e0i!

s'((i%$es $e)i0s *'e &'e#$ #es!'i! " es!'('!. c'

=ue in-luencia en el ise!o e una r"pia tiene el e-ecto e una #elocia el -lu%o ,a9or a 20> pie?se(0

Si ie$e i$"'e$(i 7 *'e " e$e! V18+se). Se ie$e *'e (%$si#e!! " &%si@i"i## #e" '+e$% #e 0%"'+e$ &%! i$(%!&%!(i4$ #e i!e . '

=ue -actores in-lu9en en esco(er una r"pia o una ca$a escalonaa para sal#ar un esni#el topo(r"-ico0



E.A.P. ING. CIVIL

I$"'7e$ "%s si)'ie$es (%!es: 

F'$(i4$ #e" #es$i0e".



De "s (%$si#e!(i%$es i#!/'"i(s #e #iseñ%.



De " se)'!i## #e" #iseñ%.



De " e(%$%+K.

, Diseñ! '$ %+ "e!" &! #e!i0! '$ ('#" #e ?88"se). E" ($" "e!" )'s #e@% #e " %+ ie$e '$ $(% @8.,8+3 S8.881[ 61. Asi+is+% e" ($" &!i$(i&" ie$e "s si)'ie$es (!(e!Ksi(s: >1+,se) @8.98+ S8.881 61



E.A.P. ING. CIVIL

C%$si#e!! *'e " (% #e %$#% #e" ($" &!i$(i&" e$ e" "')! #e e+&"5+ie$% #e  %+ es #e 188 +.s.$.+ 7 *'e " "%$)i'# #e "s '@e!Ks es #e 2+. SOLUCION: Toma lateral

Toma lateral

>?88"se)

>1+,se)

@8.,8+

@8.98+

S8.881

S8.881

61

61

$8.81<

$8.81<

Caracter$sticas el canal principal

2

Q

AR 3 S

1 2

n

A  y(b  zy)

8.9877 ?

P  b  2 y ( 1  z 2 )

8.98?.9,7

%  b  2 zy

Ree+&"5$#%: 1 x0.014

 0.001 1 / 2



(0.8 y  y ) 2

5/3

(0.8  2.83 y ) 2 / 3



E.A.P. ING. CIVIL



y



0.63m

E$%$(es: %  0.80  2(1)(0.63)  2.06m A  0.80(0.63)  (0.63) 2  0.9m 2 P  0.80  2.83(0.63)  2.583m

Caracter$sticas el canal lateral

2

Q

1

AR 3 S

2

n

A  y(b  zy)

P  b  2 y ( 1  z 2 ) %  b  2 zy

Ree+&"5$#%: 0.2 x0.014

 0.001 1/ 2



y



(0.3 y  y ) 2



5/3

(0.3  2.83 y)

0.24m


2/3





E.A.P. ING. CIVIL

E$%$(es: %



0.13m

A



0.979m

P 

2

0.78m

+rocei,iento e c"lculo: 

Calculo el "rea e la tu
Se)\$ B'!e% % Re("+i%$ " VZ1.8+se).

A 

A 

Q



0.2 1.07

V

 0.1869m 2

2

&



 0.1869  & 

4

0.1869 x 4 

&  0.4878  0.5m  20" 

)eri-icano el "rea e la tu


4



x 0.5 2



4

 0.196m 2

)eri-icano #elocia V 



& 2



Q A



0.2 0.196

 1.02m / seg .

Calculo e las perias e car(a en la tu


PY!#i# e$ " e$!# #e " '@e!K





E.A.P. ING. CIVIL

H e  K e xH v H ' 

V

2

2 g



K e  0.78,

1.02

t'bo entrante

2

19.62

 0.053

 H e  0.78 x0.053  0.04



Pe!#i# e$ " s"i# H s  K e xH '

K e  1

H s  1x0.053  0.053



Pe!#i# &%! !i((i4$ e$ "%s '@%s    H f  SxL

H""$#% S  :  vxn  S f   2 / 3   R H 

RHAP  C"('"% #e P P   x&   x0.5  1.57m R H 

0.196 1.57

 0.125m

 1.02 x0.014    S f   2/ 3    0.125  S f  0.0033



2

Pe!#i# T%" H T  H e  H s  H 5

H T  0.04  0.053  0.0165



E.A.P. ING. CIVIL

H T  0.1095m



C"lculo e la su,er(encia

Se$!# 1.9H'  8.89 Se  1.9  8.82, 8.89 Se  8.1; +. S"i#  8.18  <] 

C"lculos laos ca%a entraa &H' 

A$(% #e " ( B

B  D  8.,82 B  8.2  8.,82 B  8.982 

C!) e$ " ( H

>  1.9<  B  H ,? H  8.?;+. 

C"lculo e cotas 

C% e$ " e$!# -

Ni0e" +/i+% #e )'s !!i@ #e" ($"  C.R.  $i0e" #e &e"% #e )'  188.88 8.?<  188.?<

-

S e$!#  8.1;

-

C% &!e s'&e!i%! #e" '@% e$!#  188.?<  8.1;  188.81

-

Di/+e!% #e" '@%  8.2

-

C% &e"% #e )'  188.81  8.2  .21





E.A.P. ING. CIVIL 

Cota salia e tu
Cs  Ce   Cs  .21  8.182 Cs  .<; +.s.$.+.

< C"('"! '$ (K# #e !es es("%$es #e '$ ($" #e se((i4$ !e($)'"! *'e (%$#'(e '$ ('#" > 
R +. Ei(ie$(i Hi#!\"i( 68 @? A  @   ?  ?  ? P  @  ?   ?   ?   <  >  AR?, S1?  $

y1 

" 0.90 2 g ( P  H  y1 )





E.A.P. ING. CIVIL

)elocia:

V  > A 


Desni#el e a(ua:

W61  2 +. W6?  2 +. W6,  2 +. Hallano el n@,ero e raue:

F  V )   ?.22   .91  ?.9  8.<9 Z 1 F"'% S'@(!Ki(% 

C"lculo para la ca$a &5'

B  19.9 
H  <, 2  ;.; +. 6 Caual Unitario &'

*  >  @ 

6 Tirante Cr$tico

y!  3

"

2

g

"

Q brapia

,.?8 +

E$ !es !+%s. 

C"lculo para la +oBa e isipación -

Lon(itu &L':

L#  <.,8  D  8.?  H L#  <.,8  , 8.?  ;. L#  ,9.; +. -

Tirante &p':

&  D8.??  H &  ,8.??  ;. &  9.2, -

Tirante &7'

1  8.2<  D 8.
Tirante &2'

?  1.;;  D 8.?  H ?  1<.; +.




E.A.P. ING. CIVIL -

Lon(itu &L%'

L  21<.;  2.  <2.2 +. -

Lon(itu total & L  L%'

L  <2.2  ,9 .;  9<.1+. 

)eri-icación e los ni#eles e Ener($a

E?  ?  V??) V? 
E$ !es !+%s. C/"('"% #e" i!$e C!Ki(%:



E.A.P. ING. CIVIL

y! 

3

"

2

g

"

Q brapia

* 

? 1  8.2 1  9 F ? -1 Ree+&"5$#% se ie$e: ?  <.9, +. A$(% #e " &%5: B  1<.<; >  > .1 B 11. + B%!#e "i@!e #e " &%5: F@  8.;8  8.8, V ,  F@  8.;8  8.8,  8., ,1.9, F@  8.;, +. L%$)i'# #e " &%5: L  2  ?  1 L  2 <.9,  8.<, L  ??+.




EXAMEN - 2DA ESTRUCTURAS HIDRAULICAS.doc

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